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Home My WebLink AboutBRICK STONE APARTMENTS ON HARMONY - PDP - PDP160019 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYFT13 Engineering, LLC Transportation Engineering Solutions Transportation Impact Study Harmony Mixed Use Fort Collins, Colorado Revised - June 2016 ss 7,1L7 a • o Harmony Mixed Use Transportation Impact Study Fort Collins, Colorado 15 June 2016 Prepared for: Mr. Ben Massimino SEEC Enterprises 1754 Prospector Ave, Suite 2 PO Box 680513 Park City, UT 84068 Prepared by: Eric L. Bracke, P.E., P.T.O.E. 5401 Taylor Lane Fort Collins, CO 80528 Office: 970-988-7551 ELBEngineerine&ilpbroadband.net This document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization from ELB Engineering, LLC shall be without liability to ELB Engineering, LLC. TABLE OF CONTENTS Page 1 Introduction 1 2. Agency Discussions 1 3. Existing Conditions 3 4. Project Description 7 5. Traffic Projections/Analysis 11 6. Improvements 16 7. Multimodal Analysis 17 8. Conclusions 18 Table List of Tables Page 1. LOS Definitions 6 2. Existing Operation 6 3. Trip Generation 9 4. 2018 Background Capacity Analysis 14 5. 2018 Total Traffic Capacity Analysis 15 Figures List of Figures Page 1. Vicinity Map 2 2. Existing Peak Hour Traffic 5 3. Site Plan 8 4. Trip Distribution 10 5. Site Distributed Traffic 11 6. Year 2018 Background Traffic 12 7. Year 2018 Total Traffic 12 APPENDIX A. Base Assumptions/Scoping Form B. Traffic Counts C. HCM Capacity Analysis — Base Condition D. HCM Capacity Analysis —2018 Background E. HCM Capacity Analysis — 2018 Total Traffic F. Auxiliary Lane Analysis 1.0 Introduction This transportation impact study addresses the Harmony Multifamily formally known as Harmony Mixed Use Development located on the south side of Harmony Road between College Ave and JFK Parkway in Fort Collins, Colorado. The site has sat vacant for years and is considered an infuil development. The proposed project consisted of 9700 square feet of office and 166 apartment units (non-student). The project has since been scaled down from the original TIS and is now proposed as 114 apartments. There are 174 bedrooms. However, this is not a student housing project. For analysis purposes, the project will be built in one-phase. Figure 1 on the following page is a vicinity map displaying the location of the project. 2.0 Agency Discussions Initial discussions with City staff indicated that an Intermediate Transportation Impact Study as described in Chapter 4 of the Larimer County Urban Area Streets Standards (LCUASS) would be appropriate for this particular development. The project is considered infill redevelopment and there are no recently approved projects in the area that need to be considered in the analysis. The intersection of College/Harmony recently underwent major reconstruction several years ago and no other improvements are anticipated at this time. College/Harmony is one of the busiest intersections within the community and is considered "built out" according to the prior Transportation Master Plan (TMP) The study will address the existing condition, a 2-year background, and a 2-year back ground with project traffic. It has been recommended that background traffic utilize a growth rate of 1.5% per year. Appendix A contains the form (Attachment A), which outlines the agreed to scope of the study. 1 1 P a g c Harmony Multifamily - TIS Revised June 2016 ELB Engineering, LLC 540ITaylor Lane Fort Collins, CO 80528 970-988-7551 ELBEngineering@Ipbroadband.net 11 North Figure I: Victrotti Map 211 a Q. c Harmony Multilamily - TI S Revised June 2016 ELB Engineering, LLC 5401 Taylor Lane Fort Collins, CO 80528 970-988-7551 ELBEngineering@Ipbroadband.net College Avenue is the main thoroughfare in Fort Collins and is also US 287. The intersection of College Avenue and Harmony Road is a large intersection controlled by an 8-phase traffic signal. Each approach to the intersection has double left turns, auxiliary right turn lanes and 2 through approach lanes. The intersection was "enhanced within the last few years with crosswalks, channelization islands, and landscaping. 3.0 Existing Conditions 3.1. Current Traffic Peak hour turning movements for the Harmony/College intersection and the Harmony/JFK intersection were obtained through the City of Fort Collins Transportation Department. The site access location was counted by ELB Engineering, LLC during the morning and afternoon peak hours consistent with the times of the City counts. Peak hour for the analysis periods are 7:30-8:30 AM and 4:30-5:30 PM. The raw data regarding the turning movements is provided in Appendix B. 3.2 Current Street System The project is located in south Fort Collins on the south side of Harmony Road between College Avenue and John F. Kennedy Parkway. The project will share an access with the Harmony Road Apartments (20 units). Site access is a right-/right-out onto Harmony Road. The land uses in the area are mixed with commercial and residential. Directly east of the site is the residential apartments and directly south is the Fairway Estates neighborhood. Directly north of the site is the Harmony Market Place Shopping Center and to the west is a small strip commercial development. 31Page Harmony Multifamily - TIS Revised June 2016 ELB Engineering, LLC 5401 Taylor Lane Fort Collins, CO 80528 970-988-7551 ELBEngineering@Ipbroadband.net Harmony Road is a main east-west arterial that provides a major connection from the City to 1-25 to the east. The roadway is access controlled by the use of landscaped medians, has two through lanes and bike lanes in this vicinity and has a posted speed limit of 45 mph. The pavement appears to be in excellent condition. Adjacent to the site there is an old unused irrigation ditch and no sidewalks. The properties to the east and west of the site have ! sidewalks and the worn path adjacent to the project site indicates the need for a sidewalk connection to fill the gap. Pedestrians using the dirt path and bike lanes were observed during the site visit and counting process. The intersection of JFK and Harmony is a signalized intersection operating under 6- phase operation. The north-south operational phases are split. The intersection has crosswalks and pedestrian phases. JFK Parkway was an integral part of the implemented South College Access Control Plan where the roadway provided access to commercial development and move traffic off of College Avenue. 3.3 Current Traffic Conditions Capacity analyses were performed at the key intersections to determine if existing deficiencies exist on the roadway network. The analyses followed the procedures of the Highway Capacity Manual 2000. The Year 2010 methodology does not analyze split phasing such as that being used at Harmony/JFK. For consistency, the HCM 2000 was used for the entire analysis. Synchro files were provided by the City of Fort Collins to use in the analysis process. Using the City generated analysis software provides consistent methodology in the analysis. Level of Service (LOS) is a qualitative term describing operating conditions and expressed in terms of delay. Table 1 below provides the definitions of LOS for both signalized and unsignalized intersections. Table 2 displays the results of the analyses. All key intersections operate at acceptable levels of service. The worksheets from the analyses can be found in Appendix C. 4 1Pav,e Harmony Multifamily - TIS Revised June 2016 ELB Engineering, LLC 5401 Taylor Lane Fort Collins, CO 80528 970-988-7551 ELBEngineeringOlpbroadband.net m N -...., VZ) .11 •—• 152/386 103/176 1134/1397 5/10 894/1527 is• o r"-• 7/9 41111r> 52/172 871/823 98/145 199/223 545/1012 246/379 .......................... 1226/12431 , 7/8 ................................... site Figure 2: xiAing Peak Hour fuming Movemetts ( AM/ PM) 5 !Page Harmony Multifamily - TIS Revised June 2016 ELB Engineering, LLC 5401Taylor Lane Fort Collins, CO 80528 970-988-7551 EEBEngineering@lphroadhand.net Harmong North Level of 5ervice 5ignalized Intersection Average fatal Pe/at,' (seconds/ vehicle) Ilasignalized Intersection Average fatal Petal/ (second/ vehicle) A >10 >10 B >10 and 5 20 >10 and 5 15 C >20 and 5 35 >15 and 5. 25 D >35 and 5 55 >25 and 5 35 E >55 and 5 80 >35 and 5 50 F >80 >50 Table 1 - Level of Service Definitions AM PM Intersection Movement LO. ) -I Velaq( sec/ vehicle) LOS Pelaq( sec/ vehicle) COLLEGE/HARMONY Signal EBL E 69.6 F 86.3 EBT F 84.3 D 47.2 EBR C 29.4 F 115.4 EB APPROACH E 78.3 E 61.8 WBL E 60.7 E 71.1 WBT C 30.1 D 42.6 WBR C 25.6 C 27.6 WB APPROACH D 36,8 D 47.2 NBL D 55.0 E 77.8 NBT E 61.5 D 50.3 NBR C 26.7 C 34.3 NB APPROACH D 54.5 D 51.0 SBL E 59.7 E 63.3 SBT C 25.6 D 41.3 SBR C 24.6 B 16.6 SB APPROACH C 32.3 D 42.1 OVERALL 0 52.2 D 49.7 COLLEGE/JFK Signal EBL A 3.1 D 46.9 EBT A 4.2 B 10.4 EBR A 5.9 A 9.5 EB APPROACH A 4.2 B 14.5 WBL A 7.6 B 15.7 WBT B 11.4 C 32.4 WBR A 8.8 B 18.8 WB APPROACH A 11.0 C 29.6 NB UT/R D 51.8 E 56.4 SB L D 51.2 E 67.5 SB UT D 52.5 E 73.3 SBR D 45.2 D 41.4 SB APPROACH D 50.0 E 62.1 OVERALL A 11.6 C 29.5 HARMONY/SITE ACCESS Unsignalized NB RIGHT A 9.6 A 9.5 OVERALL A 0.1 A 0.1 Table 2- Existing Condition - Capacity Analysis 61 P a v, e Harmony Multifamily - TIS Revised June 2016 ELB Engineering, LLC 5401Taylor Lane All of the key intersections are currently operating within the city standards from an overall standpoint. The intersection of College and Harmony does have specific critical movements that are failing. This particular intersection is the junction of the two most heavily traveled major arterials within Fort Collins and the failing movements are not a surprise or unexpected and considered normal for an urban condition. 4.0 Project Description 4.1 Project The project consists of developing the vacant parcel of land on the south side of Harmony Road between College Avenue and JFK Parkway. The project has downsized from 166 units of apartments and 9700 square feet of office to only 104 apartments. The project is not intended as a student housing project. Access to the site is via one curb cut and is shared with the Harmony Road Apartments (20 units) and is a right-in/right-out access. Parking for the project is being provided on- site and underground. The project is surrounded by both commercial and residential developments. For analysis purposes, it will be assumed that the development will be completed in 2017 and the analysis year is 2018. The preliminary site plan is displayed in Figure 3. 711) age Harmony Multifamily - TIS Revised June 2016 ELB Engineering, LLC 5401Taylor Lane Fort Collins, CO 80528 970-988-7551 ELBEngineering(iPlpbroadhand.net HARMONY IAJLTrAMILY PROJECT IXVILOPIANT PLAN . _ nt r • .• IP Iii. I =""ES. '4 144: '2.:'"" -ri -45% PI 1 A %PI w il NIL •' all .....,, 1110111_ Lipp r T': II III IN : I .. ‘ 1 II I 1 Er I °", ,, 11111111 f•-• i i I , I . .., N .. . .... N - ,-,_;=_- . . _ .... '.N •N, ..... -. .-.. ., \ \ \ ,) \ , / , \ ,/ \ / .• / \ X .. , \ .. -, .. ' N .. ---1-- , . . i ---.. ,. --,. .. ., .r- : t,„,,. . -. --..: --, 1 ',. .•, 1 ' ',. s'` 4t k. ----=- -:- -—: _ Table 3 below summarizes the proposed trip generation for the project. For the entire project, during the morning peak hour, 63 trip ends can be expected and 77 trip ends can be expected from the project during the afternoon peak hours. This is approximately half of what was originally expected to be generated from the initial project. AM Rate AM Trips AM Trips PM Rate PM Trips PM Trips Use ITE CODE Size Daily Rate Daily Trips IN OUT IN OUT Phase I Apartments 220 114.0 6.66 759 0.55 18 45 0.67 47 30 TOTAL 759 18 45 47 30 Table 3- Trip Generation 4.3 Trip Distribution Trip distribution is the process of determining where the trips are coming to and from the site. Since all trips into the site must come from the west, those trips were assigned to the key movements from the Harmony and College intersection. All trips leaving the site are heading east and these trips were assigned to the current traffic distribution at the intersection of Harmony and JFK Parkway. The distribution for the project is displayed in Figure 4. 40% 80 20% 100% 80% te' site 1 e' Harnionq Foad v-4 North Fiopre 4: frip PiAributian 9 1Page Harmony Multifamily - T1S Revised June 2016 ELB Engineering, LLC 5401Taylor Lane Fort Collins, CO 80528 970-988-7551 ELBEngineering calpbroadband.net en c) hopre 51-te 1219fributed fraffic 4.4 Site Distributed Traffic Based on the trip generation, the project trips were then assigned to the surrounding roadway network based on the estimated trip distribution. The numbers have been rounded to the nearest "5". These estimated project trips will be utilized by adding them to the background traffic then analyzed to estimated roadway impact. Site distributed traffic is shown below in Figure 5. 11 v-I 10/25 r4 4 10/5 20/45 30/25 4 611" site 1011)a2e Harmony Multifamily - TIS Revised June 2016 ELB Engineering, LLC 5401Taylor Lane Fort Collins, CO 80528 970-988-7551 ELI3Engineering@Ipbroadband.net Harmong toad North 205/230 570/1050 255/395 000 .00 111. in .......................... ........................ 1300/1650 it 7/8 1 64. site in 0 %r a, VI 4'1114 55/180 905/855 p 100/150 tragt) tfl PI o 04 :rT11 ••• o t. r.! 0 r- cri -• At> 160/400 1180/1455 10/10 110/185 4 930/1590 5/10 Harmonq 1?oac1 Figure 6: Year 2015 Packgraund Peak Hair fraffa AM/ PM) 5.0 Traffic Projections/Analysis 5.1 Traffic Projections Background traffic for the year 2018 was estimated by assuming that all traffic movements would increase by 1.5% per year, as agreed to in the initial scoping meeting with the Traffic Operations Department. Background traffic is displayed in Figure 6. Site-generated traffic was then added to the background traffic to determine the total traffic volumes at the key intersections. Total traffic for the year 2018 is displayed in Figure 7. North 11IPage Harmony Multifamily - TIS Revised June 2016 ELB Engineering, LLC 5401Taylor Lane Fort Collins, CO 80528 970-988-7551 ELBEngineering@lobroadband.net o rA• a t•-• 40410 160/400 120/190 930/1590 10/10 41tart' o o 6- ,111 6- 8 1210/1480 4-770 5/10 1300/1525 Ft 30/55 site Figure 7: Year 2018 Packgraind Traffic -h Project fraffic (AM! PM) 41/00 55/180 205/230 915/880 100/150 e 570/1050 ,r 255/395 411111e in co o rr) 0 00 ................................ North Capacity analysis was performed for all the key intersections based on the techniques of the 2000 Highway Capacity Manual. In the initial analysis of the base year, the current timing plans were utilized to determine the level of service of the movements as well as the intersections as a whole. In the analysis of the future years, ELB Engineering, LLC utilized the same timing plans and cycle lengths to provide a conservative analysis of the project's impact to the surrounding roadway network. It is likely that the Fort Collins Traffic Engineers would have evaluated the key intersections in the future, with or without the project and optimized the traffic signals for the most efficient operation. Year 2018 Background Scenario: The projected growth in traffic does have a slight impact on the operation at the key intersections. Under the existing timing plans, College and Harmony does slip into LOS E and there are several critical movements that fail the standards. The intersection of Harmony and JFK continues to operate at acceptable levels the results of the analysis is shown in Table 4 and the capacity worksheets are found in Appendix D. 12IPage Harmony Multifamily - TIS Revised June 2016 ELB Engineering, LLC 5401 Taylor Lane Fort Collins, CO 805 2 8 9 7 0 - 9 8 8 - 7 5 5 1 ELBEngineering@Ipbroadband.net Year 2018 Total Traffic: The site generated traffic was loaded onto the 2018 network and again modeled and analyzed for deficiencies utilizing capacity techniques. The LOS at both key intersection are slightly degraded but continue to operate as they are projected without the project traffic added to the network. There continues to be several critical movements at Harmony and College that continue to fail. There are no mitigating measures at this time that would result in better levels of service at the key intersection. As stated earlier, the intersection of Harmony and College is the intersection of two major arterials and a critical junction within the city's roadway network. The summary results of the analysis is displayed in Table 5 and the worksheets are found in Appendix F. 131 l'aac Harmony Multifamily - TIS Revised June 2016 ELB Engineering, LLC 5401Taylor Lane Fort Collins, CO 80528 970-988-7551 ELBEngineering@lphroadband.net AM PM InteroectIon Movement 1.05 Pelay( sec/ vehicle) LOS Pelay( sec/ vehicle) COLLEGE/HARMONY Signal EBL E 68.5 F 87.9' EBT F 85.5 D 50.4 EBR C 28.7 F 103.6 EB APPROACH E 79.5 E 62.8 WBL E 78.6 E 77.2 WBT C 30.6 D 44.8 WBR C 25.7 C 27.8 WB APPROACH D 41.5 D 50.1 NBL E 56.1 F 84.1 NBT E 72.8 D 53.9 NBR C 27.6 D 35.0 NB APPROACH E 62.9 D 54.4 SBL E 60.0 E 66.2 SBT C 26.0 D 45.3 SBR C 24.7 B 16.6 SB APPROACH C 32.4 D 45.2 OVERALL E 56.5 D 52.4 COLLEGE/JFK Signal EBL A 0.6 D 44.5 EBT A 4.8 B 11.5 EBR A 5.9 A 9.7 EB APPROACH A 4.8 B 15.2 WBL A 7.8 B 17.2 WBT B 11.6 D 40.1 WBR A 8.8 C 20.4 WB APPROACH B 11.2 D 36.0 NB UT/R D 52.3 E 56.4 SB L D 52.4 E 70.8 SB UT D 53.7 E 79.0 SBR D 45.4 D 41.2 SB APPROACH D 50.4 E 65.4 OVERALL B 12.5 C 33.1 HARMONY/SITE ACCESS Unsignalized NB RIGHT A 10.1 B 11.3 OVERALL A 0.1 A 0.1 Table 4:2018 Background Traffic - Capacity Analysis 14 1 P a Re Harmony Multifamily - TIS Revised June 2016 ELB Engineering, LLC 5401Taylor Lane Fort Collins, CO 80528 970-988-7551 ELBEngineeringlphroadband.net , AM PM Inter5ection Movement LOS 1 Velati( 5ed vehicle) LOS Pelag( oeci vehicle) 'COLLEGE/HARMONY Signal EBL E 68.6 F 87.5 EBT F 90.1 D 54.3 EBR C 28.7 F 102.1 EB APPROACH F 83.2 E 65.1 WBL E 7.6 E 77.2 WBT C 30.6 D 44.8 WBR C 25.7 C 27.8 WB APPROACH D 41.5 D 50.1 NBL E 56.1 F 84.1 NBT E 72.8 D 53.9 NBR C 27.8 D 35.5 NB APPROACH E 62.9 D 54.3 SBL E 61.0 E 69.9 SBT C 26.0 D 45.3 SBR C 24.7 B 16.6 SB APPROACH C 32.8 D 46.2 OVERALL E 57.0 D 53.1 COLLEGE/JFK Signal EBL A 5.0 D 44.9 EBT A 4.8 B 11.3 EBR A 5.9 A 9.7 EB APPROACH A 4.8 B 15.1 WBL A 7.9 B 17.5 WBT B 11.6 D 42.5 WBR A 8.8 C 20,8 WB APPROACH B 11.2 D 38,0 NB UT/R D 52.3 E 56.4 SB L D 52.4 E 70.8 SB UT D 53.7 E 79.0 SBR D 45.4 D 41.2 SB APPROACH D 50.4 E 65.4 OVERALL B 12.4 E 34.0 HARMONY/SITE ACCESS Unsignalized ., NB RIGHT C 17.5 C 19.9 OVERALL A 0.6 A 0.6 Table 5:2018 Total Traffic Capacity Analysis 6.0 Improvements 6.1. Auxiliary Lanes A review of the LUCASS requirements regarding auxiliary lanes was undertaken as part of this study. The review consisted of utilizing the graph of 8.04 and Figure 8-5 of the LUCASS document. Harmony Road is a major arterial roadway of 4 lanes at the site location and a speed limit of 45 mph. Based on the review, and eastbound right turn lane should be provided. 151Page Harmony Multifamily - TIS Revised June 2016 LAB Engineering, LLC 5401 Taylor Lane Fort Collins, CO 80 528 9 7 0 - 9 8 8 - 7 5 5 1 ELBEngineering(ilpbroadband.net Based on the City Standards as well as NCI-IRP 279, the site access, currently shared with an existing apartment building, is required to install a right turn lane. The size of the right turn lane will vary depending on the radius provided at the driveway. The design speed will also be critical in the design. The speed limit is 45 mph and the design speed is likely 55 mph. However, since the access is between two signalized intersections, a 45 mph design speed can be safely assumed. At 45 mph, the exclusive right turn lane should have: • 180' of taper and deceleration • 145' of deceleration • Total length of 325' 6.2 Mitigating Issues The City of Fort Collins Multimodal Transportation Level of Service Manual states that when an intersection is at LOS E, mitigation is required to minimize the vehicle impact to the intersection. The intersection of Harmony/College does hit the LOS mark in the AM peak hour. Although the project does not add significant traffic to the key movements that are resulting in the poor level of service, mitigation factors can be looked at in the development review process. It should be remembered that the City recently improved the intersection and improvements included multiple pedestrian and bike features. The following should/could be discussed and negotiated during the approval process: • Transfort passes and MAX passes for the residents of the project • Provide extra bicycle parking for the residents of the project • The project could provide, through its management process, a carpool matching services to residents. 7.0. Multi-Modal Evaluation Section 4.5.3 (B) of the Larimer County Urban Area Street Standards requires that projects undergo a level of service analysis for alternative modes of transportation. The modes of transportation that must meet LOS standards are bicycles, and pedestrians. Transit service LOS must also be analyzed at the time of development review. 16 1 1' age Harmony Multifamily - TIS Revised June 2016 ELB Engineering, LLC 5401Taylor Lane Fort Collins, CO 80528 970-988-7551 ELBEngineering@1pbroadband.net 7.1 Pedestrian Level of Service The project area was evaluated for compliance with the pedestrian level of service standards. The site is within walking distance to a major shopping area, South Transfer Center and bus stops. Directness — The area is constructed in a grid street pattern and directness to any destination is straight forward. Continuity — The project will complete a major gap in the side walk system. The photos on page 3 and 4 of this report document the need for the connection as evident of the worn "goat path" that currently exists. Street Crossings — The signalized intersections in the immediate area all have pedestrian phases, crosswalks and ramps and are at current standards. The unsignalized crossings also have stop sign control, crosswalks and ramps Visual Interest and Amenity — The area has visual interest and is the condition upon which the standard is based. Security — The sidewalks in the area are lit and good sight distances are available as well as very wide. 7.2 Bicycles Level of Service The project meets the standard of B for bicycle LOS. There are bike lanes on Harmony Road as well as JFK Parkway. The bicycle traffic can easily travel east and pick up the north-south bike lanes on Mason which gives cyclist access to the entire community. Although these connections are made on both arterial roadways as well as side paths, these connections provide excellent access to CSU, the commercial and residential areas that surround the area. C. Transit Level of Service The project is located within walking distance to the south transit center. The site is directly served by Route 19 and the bus stop is under 1/4 mile walking distance from the site. The site is also served within a short walking distance to routes 6, 12, 19 and the FLEX service via the South Transit Center Transit opportunities are well provided at the project site. 171 Page Harmony Multifamily - TIS Revised June 2 0 I 6 ELB Engineering, LLC 5 4 OlTaylor Lane Fort Collins, CO 8 0 5 2 8 9 7 0-9 8 8-7 5 5 1 ELBEngineering@Ipbroadband.net 8.0 Conclusion This TIS assessed the impacts associated with the Harmony Multifamily Development located on the south side of Harmony Road between College Ave and JFK Parkway. The project proposes to construct 114 units of apartments that are market driven rather than student housing. The site lends itself to outstanding use of alternative modes of transportation. Based on the analyses, investigations, and findings documented in the various sections of this Transportation Impact Study, the following can be concluded. o Current operation is acceptable at all of the key intersections. o Operation at the key intersections will be acceptable under full build-out of the project. The project will have little impact on the existing of future operation of the key intersections. o For the entire project, during the morning peak hour, 63 trip ends can be expected and 77 trip ends can be expected from the project during the afternoon peak hours. This is approximately half of the original proposal. o No new traffic signals or signal modifications will be required with the construction of the project. o An eastbound right turn lane into the site is required and should have and should have a combine taper and deceleration length of 325 feet. Statement of Adequacy: The transportation facilities will be adequate and available to serve this development as contained in the Larimer County Urban Area Street Standards. All applicable LOS standards will be met since all transportation facilities are in place or will be in place upon issuance of a certificate of occupancy. 181 I age Harmony Multifamily - T1S Revised June 2016 ELB Engineering, LLC 5401 Taylor Lane Fort Collins, CO 80528 970-988-7551 ELBEngineering@Ipbroadband.net PPN\IPIX Harmony Mixed Use TIS Revised Appendix June 2016 ELB Engineering, LLC 5401 Taylor Lane Fort Collins, CO 80528 970-988-7551 ELBEngineering@lphroadhand.net Chapter 4 — Attachments Attachment A Transportation Impact Study Base Assumptions Project Information Project Name .ftia,44-101_11 criAlc,=0 c_liEl Project Location 100 --t;Loc jc_ oc c›-k-f- TIS Assumptions Type of Study Full: Intermediate: ,------ Study Area Boundaries North: South: East: 4.t /.3. y...._ West: Study Years Short Range: t, Long Range: Future Traffic Growth Rate Study Intersections 1. All access drives 5. 2 -4=4.4-rzcriiij4Abr--mcp-i -I 6. 3-'7-T--r-- I 4. 8. Time Period for Study /6i. : 7:00-9:00 CFraD$1:00-6:00 Sat Noon: Trip Generation Rates 6o-PC:, 0?---c) Trip Adjustment Factors Passby: 1-6-it. Captive Market: Overall Trip Distribution SEE ATTACHED SKETCH Mode Split Assumptions Committed Roadway Improvements h--6--rer Other Traffic Studies -2 Areas Requiring Special Study ..,13 g--4,1-9— -11.4y*4-1- L. Date: 3c) C3c;r: I cc. Traffic Engineer: Local Entity Engineer Page 4-34 Larimer County Urban Area Street Standards — Repealed and Reenacted April 1, 2007 Adopted by Larimer County, City of Loveland, City of Fort Collins APPNPIX 13 Harmony Mixed Use TIS Revised Appendix June 2016 ELB Engineering, LLC 5401 Taylor Lane Fort Collins, CO 80528 970-988-7551 ELBEngineering@Ipbroadband.net JFK _J n,. ,. Total 2621 I f33, ! 495 1 ! 65L..5!._163i Right Thru Left 4J Lo 4i I i. Left ThEu Right_ 91 71 9 1 1 1-171I 1 47 Out In Total Hnnan sT, 2 g F T/T/2015 07:30 AM 6/9/201508:15 AM Unshifted North City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Coffins, CO 80522-0580 Peak Hour Turning Movement Study North/South Street: JFK/Hogan File Name : JFK & Harmony 6-9-15 East/West Street: Harmony Site Code : 00000109 Time: AM Start Date : 6/9/2015 ICU Number: 109 Page No :1 Groups Printed- Unshifted JFK Southbound Harmony Westbound Hogan Harmony Northbound Eastbound Start Time Right I Thru I Left I App Total Right Thru I Left I App. Total Right ; Thru 1 Left I- App Tow Right I Thru I Left I App. Total . Int. Total 07:30 AM 15 0 33 48 32 230 3 265 0 2 2 4 1 274 20 295 612 07:45 AM 11 0 37 48 38 239 0 277 2 1 5 8 4 355 27 386 719 Total 26 0 70 961 70 469 3 542 2 3 7 12 5 629 47 681 1331 08:00 AM 17 4 31 52 51 214 0 265 2 2 2 6 0 227 27 254 577 08:15 AM 22 1 62 85 31 211 2 244 5 2 0 7 2 278 29 309 645 Grand Total 65 5 163 233 152 894 5 1051 9 7 9 25 7 1134 103 1244 2553 Apprch % 27.9 2.1 70 14.5 85.1 0.5 36 28 36 0.6 91.2 8.3 Total % 2.5 0.2 6.4 9.1 6 35 0.2 41.2 0.4 0.3 0.4 1 0.3 44.4 4 48.7 JFK Out Total 1. 5691 L..1101 ',._12791 1 1 2031 131 494 Right Thru Left L North ' 6/9/2015 04:30 PM 6/9/2015 05:15 PM Unshifted 47 I 7° Left Thru Right 101 71 51 1 221 Out In Total Harlan City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Peak Hour Turning Movement Study North/South Street: JFK/Hogan File Name : JFK & Harmony 6-9-15 East/West Street: Harmony Site Code : 00000109 Time: PM Start Date : 6/9/2015 ICU Number: 109 Page No :1 i Southbound JFK Groups Printed- Unshifted Harmony Eastbound Harmony Westbound Hogan Northbound Right Thru I Left I App. Total Right I Thru Left LAPP. Total Right Thru I Left App. Total Right I Thru I Left l lippLrotai Int. Total ; 56 2 111 169 94 346 0 440 2 2 2 6 0 317 59 376 991 45 3 140 188 105 377 4 486 , 3 0 5 8 5 337 39 381 1063 101 5 251 357 199 723 4 926 ! 5 2 7 14 5 654 98 757 2054 55 6 109 170 90 432 2 524 0 1 1 2 0 362 37 399 1095 47 2 134 183 97 372 4 4731 0 4 2 6 4 381 41 426 1088 203 13 494 710 386 1527 10 19231 5 7 10 22 9 1397 176 1582 4237 28.6 1.8 69.6 20.1 79.4 0.5 1 22.7 31.8 45.5 0.6 88.3 11.1 4.8 0.3 11.7 16.8 9.1 36 0.2 45.4 I 0.1 0.2 0.2 0.5 0.2 33 4.2 37.3 L Start Time 04:30 PM 04:45 PM Total 05:00 PM 05:15 PM Grand Total Apprch % Total % 6:00-6:00 PHF 0 #1311/101 2 0.44 1251 01 01 o 0 0.83 #DIN/101 01 12431 581 01 ol o 21 5831 ELB Engineering, LLC Transportation Engineering Solutions 5401 Taylor Lane Fort Collins, CO 80528 (970) 988-7551 Tabular Summary of Vechicle Counts Date 3-Nov-2015 CityrrOWIl Fort Collins, CO Intersection Harmony/Site Access Time Eastbound Westbound Total east/west Southbound Northbound Total , north/south Total Begins L T R Total L T R Total L T R Total L T R Total _ALL 7:00 0 0 0 o o o o o o o o o o o o o 0 o 0 7:15 0 0 0 0 0 0 0 0 0 0 0 0 o o o o o o 0 7:30 0 265 2 267 0 0 0 0 267 0 0 0 o o 0 2 2 , 2 269 • 7:45 0 385 1 386 0 0 0 0 386 0 0 0 o o o 1 1 1 387 8:00 0 261 1 262 0 0 0 o 262 0 0 0 o o o 1 i i 1 263, 8:15 0 315 3 318 0 0 0 0 318 0 0 0 0 0 0 5 6 5 . • 323 8:30 0 o o o o o o o o o o o 0 0 0 0 o o o 8:45 0 0 0 0 o o o o o o o o o o o o o o o 7:30-8:30 01 12261 7 1233 01 01 o 0 12331 01 01 0 0 9 PHF 0.80 #DIV/01 #DIV/Ol 0.45 91 12421 Time Eastbound Westbound . _ Total east/west Southbound Northbound Total north/south Total Begins L T R Total L T R Total L T R Total L T R Total ALL 4;00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 4:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 0 291 2 293 0 0 0 0 293 0 0 0 0 0 0 4 4 v APPFNPIX C Harmony Mixed Use T1S Revised Appendix June 2016 EL13 Engineering, LLC 5401Taylor Lane Fort Collins, CO 80528 970-988-7551 ELBEngineering@Ipbroadband.net HCM Signalized Intersection Capacity Analysis 53: College (US 287) & Harmony 11/8/2015 Movement EBL EBR NBT t NBR SBL SBT d WBL WBT WBR NBL SBR -111- EBT Lane Configurations v-v- 1 1 AA 1 i --/ r Ti i4 r )1 tit / r v-v- 'II tt / r Volume (vph) 52 871 98 246 545 199 130 1038 263 146 506 80 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 12 12 12 12 11 12 13 11 12 13 Total Lost time (s) 4.0 5.5 5.5 5.5 5.5 5.5 6.0 6.0 6.0 4.0 5.5 5.5 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1,00 0.97 0,95 1.00 0.97 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3319 3421 1583 3433 3539 1583 3319 3539 1636 3319 3539 1636 Flt Permitted 0.95 1.00 1_00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3319 3421 1583 3433 3539 1583 3319 3539 1636 3319 3539 1636 Peak-hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0,85 0.85 0.85 0.85 0.85 0.85 0.85 Adj. Flow (vph) 61 1025 115 289 641 234 153 1221 309 172 595 94 RTOR Reduction (vph) 0 0 83 0 0 155 0 0 172 0 0 62 Lane Group Flow (vph) 61 1025 32 289 641 79 153 1221 137 172 595 32 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 1 6 5 2 Permitted Phases 4 8 6 2 Actuated Green, G (s) 5.5 29.5 29.5 10.5 36.0 36.0 7.0 37.0 37.0 8.0 36.5 36.5 Effective Green, g (s) 6.5 30.5 30.5 11.5 37.0 37.0 8.0 38.0 38.0 9.0 37.5 37.5 Actuated g/C Ratio 0.06 0.28 0.28 0.10 0.34 0.34 0.07 0.35 0.35 0.08 0.34 0.34 Clearance Time (s) 5.0 6.5 6.5 6.5 6.5 6.5 7.0 7.0 7.0 5.0 6.5 6.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 196 948 438 358 1190 532 241 1222 565 271 1206 557 v/s Ratio Prot 0.02 c0.30 c0.08 0.18 0.05 c0.34 c0.05 0.17 vls Ratio Perm 0.02 0.05 0.08 0.02 v/c Ratio 0.31 1.08 0.07 0.81 0.54 0.15 0.63 1.00 0.24 0.63 0.49 0.06 Uniform Delay, dl 49.6 39.8 29.3 48.2 29.6 25.5 49.6 36.0 25.7 48.9 28.7 24.4 Progression Factor 1.39 0.80 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.12 0.84 1.00 Incremental Delay, d2 0.8 52.3 0.1 12.5 0.5 0.1 5.4 25.6 1.0 4.7 1.4 0.2 Delay (s) 69.6 84.3 29.4 60.7 30.1 25.6 55.0 61.5 26.7 59.7 25.6 24.6 Level of Service E F CECCDECECC Approach Delay (s) 78.3 36.8 54.5 32.3 Approach LOS E D D C Intersection Summary HCM 2000 Control Delay 52.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.98 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 22.5 Intersection Capacity Utilization 81.5% ICU Level of Service D Analysis Period (min) c Critical Lane Group 15 Harmony Mixed Use 8:00 am 11/8/2015 AM Existing Synchro 9 Light Report ELB Page 1 C:77'77. r 65 1900 12 5.5 1.00 0.97 1.00 0.85 1.00 1541 1.00 1541 0.94 69 62 7 4 Perm 2 9.6 10.6 0.10 6.5 3.0 148 0.00 0.04 45.1 1.00 0.1 45.2 D HCM Signalized Intersection Capacity Analysis 109: JFK & Harmony 11/8/2015 \61. , ‘7P1 I -7 ::11f Lane Configurations 11 44 4) 1,1 4 Volume (vph) 103 1134 7 5 894 152 9 7 9 163 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 12 12 13 12 8 13 8 12 11 Total Lost time (s) 3.0 4.5 4.5 3.0 5.0 5.0 5.0 5.5 5.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.97 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Fit 1.00 1.00 0.85 1.00 1.00 0.85 0.95 1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.98 0.95 0.95 Satd. Flow (prot) 1710 3421 1583 1770 3657 1535 1795 1681 1633 Flt Permitted 0.24 1.00 1.00 0.20 1.00 1.00 0.98 0.95 0.95 Satd. Flow (perm) 435 3421 1583 374 3657 1535 1795 1681 1633 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 110 1206 7 5 951 162 10 7 10 173 5 RTOR Reduction (vph) 0 0 2 0 62 0 10 0 0 0 Lane Group Flow (vph) 110 1206 5 5 951 100 0 17 0 88 90 Confi. Peds. (#/hr) 4 4 Turn Type pm+pt NA Perm pm+pt NA Perm Split NA Split NA Protected Phases 7 4 3 8 6 6 2 2 Movement EBT EBR WBL Lane Configurations tii. Volume (veh/h) 1226 0 0 Sign Control Free Grade 0% Peak Hour Factor 0.85 0.85 0.85 Hourly flow rate (vph) 1442 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 994 pX, platoon unblocked 0.74 vC, conflicting volume 1442 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 885 tC, single (s) 4.1 tC, 2 stage (s) tF (s) 2.2 p0 queue free % 100 cM capacity (veh/h) 560 HCM Unsignalized Intersection Capacity Analysis 1: Harmony 11/8/2015 --* 't c ' "4\ /1" WBT NBL NBR 0 Free 0% 0.85 0 Stop 0% 0.85 1 r 7 0.85 0 0 8 None 770 0.74 1442 885 0.74 721 0 6.8 6.9 3.5 3.3 100 209 99 799 Direction, Lane # EB 1 EB 2 NB 1 Volume Total 962 481 8 Volume Left 0 0 0 Volume Right 0 0 8 c0.30 0.84 35.6 1.00 6.9 42.6 47.2 0.07 0.19 26.8 1.00 0.8 27.6 HCM Signalized Intersection Capacity Analysis 53: College (US 287) & Harmony 11/8/2015 Movement 47seitiamik EBL EBT EBR WBL Lane Configurations 11/4+ 1 1 Volume (vph) 172 823 145 379 Ideal Flow (vphpl) 1900 1900 1900 1900 Lane Width 11 11 12 12 Total Lost time (s) 4.0 5.5 5.5 5.5 Lane Util. Factor 0.97 0.95 1.00 0.97 Frt 1.00 1.00 0.85 1.00 Flt Protected 0.95 1.00 1.00 0.95 Satd. Flow (prot) 3319 3421 1583 3433 Flt Permitted 0.95 1.00 1.00 0.95 Satd. Flow (perm) 3319 3421 1583 3433 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 Adj. Flow (vph) 179 857 151 395 RTOR Reduction (vph) 0 0 108 0 Lane Group Flow (vph) 179 857 43 395 Turn Type Prot NA Perm Prot Protected Phases 7 4 3 Permitted Phases 4 Actuated Green, G (s) 8.0 33.5 33.5 14.5 Effective Green, g (s) 9.0 34.5 34.5 15.5 Actuated g/C Ratio 0.08 0.29 0.29 0.13 Clearance Time (s) 5.0 6.5 6.5 6.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 248 983 455 443 v/s Ratio Prot 0.05 c0.25 0.12 v/s Ratio Perm 0.03 v/c Ratio 0.72 0.87 0.10 0.89 Uniform Delay, dl 54.3 40.6 31.3 51.4 Progression Factor 1.43 0.93 3.67 1.00 Incremental Delay, d2 8.7 9.4 0.4 19.6 Delay (s) 86.3 47.2 115.4 71.1 Level of Service Approach Delay (s) 61.8 Approach LOS Intersection Summary HCM 2000 Control Delay 49.7 HCM 2000 Volume to Capacity ratio 0.91 Actuated Cycle Length (s) 120.0 Intersection Capacity Utilization 84.7% Analysis Period (min) c Critical Lane Group 15 WBT WBR NBL HCM Signalized Intersection Capacity Analysis 109: Hogan/JFK & Harmony 11/8/2015 4/ ++ 1397 1900 11 4.5 0.95 1.00 1.00 1.00 9 1900 12 4.5 1.00 0.97 1.00 0.85 '11 +44 10 1527 386 10 1900 1900 1900 1900 12 13 12 8 3.0 5.0 5.0 1.00 0.95 1.00 1.00 1.00 0.96 1.00 1.00 1.00 1.00 1.00 0.85 7 1900 13 5.0 1.00 1.00 1.00 0.97 5 1900 8 494 1900 12 5.5 0.95 1.00 1.00 1.00 •,`.1•;."'1.7 ^ Lane Configurations Volume (vph) 176 Ideal Flow (vphpl) 1900 Lane Width 11 Total Lost time (s) 3.0 Lane Uhl. Factor 1.00 Frpb, ped/bikes 1.00 Flpb, ped/bikes 1.00 Frt 1.00 4 NBL NBR 1 r 0 7 Stop 0% 0.90 0.90 0 8 0.77 0.77 1386 695 HCM Unsignalized Intersection Capacity Analysis 1: site access & Harmony 11/8/2015 Movement -IIP EBT 'N.* EBR c WBL WBT Lane Configurations in Volume (veh/h) 1243 8 0 0 Sign Control Free Free Grade 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 1381 9 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 984 781 pX, platoon unblocked 0.77 vC, conflicting volume 1390 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 918 tC, single (s) tC, 2 stage (s) tF (s) 4.1 2.2 p0 queue free % 100 cM capacity (veh/h) 572 Direction, Lane # EB 1 EB 2 NB 1 Volume Total 921 469 8 Volume Left 0 0 0 Volume Right 0 9 8 cSH 1700 1700 816 Volume to Capacity 0.54 0.28 0.01 Queue Length 95th (ft) 0 0 1 Control Delay (s) 0.0 0.0 9.5 Lane LOS A Approach Delay (s) 0.0 9.5 Approach LOS A Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 44.6% Analysis Period (min) 15 912 19 API9 N191X Harmony Mixed Use T1S Revised Appendix June 2016 ELB Engineering, LLC 5401Taylor Lane Fort Collins, CO 80528 970-988-7551 ELBEngineering@Ipbroadband.net Movement EBL Lane Configurations VI Volume (vph) 55 Ideal Flow (vphpl) 1900 Lane Width 11 Total Lost time (s) 4.0 Lane Util. Factor 0.97 Fit 1.00 Flt Protected 0.95 Satd. Flow (prot) 3319 Flt Permitted 0.95 Satd. Flow (perm) 3319 Peak-hour factor, PHF 0.85 Adj. Flow (vph) 65 RTOR Reduction (vph) 0 Lane Group Flow (vph) 65 Turn Type Prot Protected Phases 7 Permitted Phases Actuated Green, G (s) 5.6 Effective Green, g (s) 6.6 Actuated g/C Ratio 0.06 Clearance Time (s) 5,0 Vehicle Extension (s) 3,0 Lane Grp Cap (vph) 199 v/s Ratio Prot 0.02 Ws Ratio Perm v/c Ratio 0.33 Uniform Delay, dl 49.6 Progression Factor 1.36 Incremental Delay, d2 0.9 Delay (s) 68.5 Level of Service E Approach Delay (s) Approach LOS Intersection Summary HCM 2000 Control Delay HCM 2000 Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 905 1900 11 5.5 0.95 1.00 100 1900 12 5.5 1.00 0.85 255 570 205 135 1900 1900 1900 1900 12 12 12 11 5.5 5.5 5.5 6.0 0.97 0.95 1.00 0.97 1.00 1.00 0.85 1.00 HCM Signalized Intersection Capacity Analysis 109: JFK & Harmony 11/8/2015 -%** 41- 4\ _ ,N Lane Configurations Volume (vph) 110 1180 10 5 930 160 10 4+ 10 15 'I 170 4 5 r 90 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 12 12 13 12 8 13 8 12 11 12 Total Lost time (s) 3.0 4.5 4.5 3.0 5.0 5.0 5.0 5.5 5.5 5.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.97 1.00 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 0.94 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.99 0.95 0.95 1.00 Satd. Flow (prot) 1710 3421 1583 1770 3657 1535 1790 1681 1633 1541 Flt Permitted 0.23 1.00 1.00 0.19 1.00 1.00 0.99 0.95 0.95 1.00 Satd. Flow (perm) 412 3421 1583 348 3657 1535 1790 1681 1633 1541 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 117 1255 11 5 989 170 11 11 16 181 5 96 RTOR Reduction (vph) 0 0 4 0 0 65 0 15 0 0 0 87 Lane Group Flow (vph) 117 1255 7 5 989 105 0 23 0 92 94 9 Confl. Pods. (Mr) 4 4 4 Turn Type pm+pt NA Perm pm+pt NA Perm Split NA Split NA Perm Protected Phases 7 4 3 8 6 6 2 2 Permitted Phases 4 4 8 8 2 Actuated Green, G (s) 781 73.0 73.0 68.2 67.0 67.0 4.2 9.6 9.6 9.6 Effective Green, g (s) 79.2 74.0 74.0 70.2 68.0 68.0 5.2 10.6 10.6 10.6 Actuated g/C Ratio 0.72 0.67 0.67 0.64 0.62 0.62 0.05 0.10 0.10 0.10 Clearance Time (s) 4.0 5.5 5.5 4.0 6.0 6.0 6.0 6.5 6.5 6.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 387 2301 1064 250 2260 948 84 161 157 148 v/s Ratio Prot c0.02 c0.37 0.00 0.27 c0.01 0.05 c0.06 Ws Ratio Perm 0.20 0.00 0.01 0.07 0.01 v/c Ratio 0.30 0.55 0.01 0.02 0.44 0.11 0.27 0.57 0.60 0.06 Uniform Delay, dl 6.0 9.3 5.9 7.8 11.0 8.6 50.6 47.5 47.7 45.2 Progression Factor 0.74 0.48 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.4 0.0 0.0 0.6 0.2 1.7 4.8 6.0 0.2 Delay (s) 4.6 4.8 5.9 7.8 11.6 8.8 52.3 52.4 53.7 45.4 Level of Service A A A A A Approach Delay (s) 4.8 11.2 52.3 50.4 Approach LOS A HCM 2000 Control Delay HCM 2000 Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 12.5 0.53 110.0 60.9% 15 Movement Lane Configurations Volume (veh/h) Sign Control Grade Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (Ills) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) Direction. Lane # Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS Intersection Summary HCM Unsignalized Intersection Capacity Analysis 1: Harmony 11/8/2015 4\ EBT EBR WBL WBT NBL ti4 1300 7 0 0 0 Free Free Stop 0% 0% 0% 0.85 0.85 0.85 0.85 0.85 1529 8 0 0 0 None None 994 770 0.73 0.73 1538 1534 989 984 4.1 6,8 22 3.5 100 100 505 179 EB 1 EB 2 NB 1 1020 518 11 0 0 0 0 8 11 Movement EBL Lane Configurations Vi Volume (vph) 180 Ideal Flow (vphpl) 1900 Lane Width 11 Total Lost time (s) 4.0 Lane Util. Factor 0.97 Fit 1.00 Flt Protected 0.95 Satd. Flow (prot) 3319 Flt Permitted 0.95 Satd. Flow (perm) 3319 Peak-hour factor, PHF 0.96 Adj. Flow (vph) 188 RTOR Reduction (vph) o Lane Group Flow (vph) 188 Turn Type Prot Protected Phases 7 Permitted Phases Actuated Green, G (s) 8.0 Effective Green, 9(s) 9.0 Actuated g/C Ratio 0.08 Clearance Time (s) 5.0 Vehicle Extension (s) 3.0 Lane Grp Cap (vph) 248 v/s Ratio Prot vls Ratio Perm vlc Ratio 0.06 0.76 Uniform Delay, dl 54.4 Progression Factor 1.41 Incremental Delay, d2 11.2 Delay (s) 87.9 Level of Service F Approach Delay (s) Approach LOS Intersection Summary HCM 2000 Control Delay HCM 2000 Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR ft r Ti tt 1 r M iii' -1 f Yi tt r 855 150 395 1050 230 225 865 325 345 1005 255 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 11 12 12 12 12 11 12 13 11 12 13 5.5 5.5 5.5 5.5 5.5 5.5 6.0 6.0 4.0 5.5 5.5 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 3421 1583 3433 3539 1583 3319 3539 1636 3319 3539 1636 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 3421 1583 3433 3539 1583 3319 3539 1636 3319 3539 1636 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 891 156 411 1094 240 234 901 339 359 1047 266 o 111 o 0 125 o 0 209 o 0 136 EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR HCM Signalized Intersection Capacity Analysis 109: Hogan/JFK & Harmony 11/8/2015 Movement EBL Lane Configurations '1 Volume (vph) 185 Ideal Flow (vphpl) 1900 Lane Width 11 Total Lost time (s) 3.0 Lane Util. Factor 1.00 Frpb, ped/bikes 1.00 Flpb, ped/bikes 1.00 Frt 1.00 Flt Protected 0.95 Satd. Flow (prat) 1711 Flt Permitted 0.07 Satd. Flow (perm) 118 Peak-hour factor, PHF 0.97 Adj. Flow (vph) 191 RTOR Reduction (vph) 0 Lane Group Flow (vph) 191 Confl. Peds. (#/hr) 7 Turn Type pm+pt Protected Phases 7 Permitted Phases 4 Actuated Green, G (s) 76.2 Effective Green, g (s) 77.2 Actuated giC Ratio 0.64 Clearance Time (s) 4.0 Vehicle Extension (s) 3.0 Lane Grp Cap (vph) 289 v/s Ratio Prot c0.09 vls Ratio Perm 0.34 v/c Ratio 0.66 Uniform Delay, dl 32.9 Progression Factor 1.23 Incremental Delay, d2 4.0 Delay (s) 44.5 Level of Service D Approach Delay (s) Approach LOS Intersection Summary HCM 2000 Control Delay HCM 2000 Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) tt ri , , tt r 1485 10 10 1590 400 10 1900 1900 1900 1900 1900 1900 11 12 12 13 12 8 4.5 4.5 3.0 5.0 5.0 0.95 1.00 1.00 0.95 1.00 1.00 0.97 1.00 1.00 0.96 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0,95 1.00 1.00 3421 1541 1770 3657 1523 1.00 1.00 0.11 1.00 1.00 NBL NBR 0 7 Stop 0% 0.90 0.90 0 8 0.75 0.75 1838 921 1453 233 6.8 6.9 3.5 3.3 100 99 91 578 HCM Unsignalized Intersection Capacity Analysis 1: site access & Harmony 11/8/2015 Movement EBT EBR WBL WBT Volume (veh/h) Sign Control Grade Peak Hour Factor Lane Configurations 1650 Free 0% 0.90 8 0.90 0 0.90 0 Free 0% 0.90 Hourly flow rate (vph) 1833 9 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) None None Upstream signal (ft) 984 781 pX, platoon unblocked 0.75 vC, conflicting volume 1842 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1459 tC, single (s) 4.1 tC, 2 stage (s) tF (s) 2.2 p0 queue free % cM capacity (veh/h) 100 345 Direction, Lane # EB 1 EB 2 NB 1 Volume Total Volume Left Volume Right cSH APPNPIX Harmony Mixed Use TIS Revised Appendix June 2016 ELB Engineering, LLC 540ITaylor Lane Fort Collins, CO 80528 970-988-7551 ELBEngineering@Ipbroadband.net HCM Signalized Intersection Capacity Analysis 53: College (US 287) & Harmony 6/12/2016 Movement EBL Lane Configurations 11) Volume (vph) 55 Ideal Flow (vphpl) 1900 Lane Width 11 Total Lost time (s) 4.0 Lane Util. Factor 0.97 Fit 1.00 Flt Protected 0.95 Satd. Flow (prot) 3319 Flt Permitted 0.95 Satd. Flow (perm) 3319 Peak-hour factor, PHF 0.85 Adj. Flow (vph) 65 RTOR Reduction (vph) o Lane Group Flow (vph) 65 Turn Type Prot Protected Phases 7 Permitted Phases Actuated Green, G (s) 5.6 Effective Green, g (s) 6.6 Actuated g/C Ratio 0.06 Clearance Time (s) 5.0 Vehicle Extension (s) 3.0 Lane Grp Cap (vph) 199 v/s Ratio Prot v/s Ratio Perm v/c Ratio 0.02 0.33 Uniform Delay, dl 49.6 Progression Factor 1.37 Incremental Delay, d2 0.9 Delay (s) 68.6 Level of Service E Approach Delay (s) Approach LOS Intersection Summary HCM 2000 Control Delay HCM 2000 Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR AA I I r » tt r m tt il '9) tt r 915 100 255 570 205 135 1080 280 155 530 90 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 11 12 12 12 12 11 12 13 11 12 13 5.5 5.5 5.5 5.5 5.5 6.0 6.0 6.0 4.0 5.5 5.5 0.95 1.00 0.97 0.95 1,00 0.97 0.95 1.00 0.97 0.95 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 3421 1583 3433 3539 1583 3319 3539 1636 3319 3539 1636 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 3421 1583 3433 3539 1583 3319 3539 1636 3319 3539 1636 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 1076 118 300 671 241 159 1271 329 182 624 106 HCM Signalized Intersection Capacity Analysis 109: JFK & Harmony 6/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations v 1 - AA I I -I f V- AA 1 I I 49, 'i 4 f / Volume (vph) 120 1210 10 5 930 160 10 10 15 170 5 90 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 11 12 12 13 12 8 13 8 12 11 12 Total Lost time (s) 3.0 4.5 4.5 3.0 5.0 5.0 5.0 5.5 5.5 5.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.95 1.00 Frpb, pedibikes 1.00 1.00 1.00 1.00 1.00 0.97 1.00 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 0.94 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.99 0.95 0.95 1.00 Satd. Flow (prot) 1710 3421 1583 1770 3657 1535 1790 1681 1633 1541 Flt Permitted 0.23 1.00 1.00 0.18 1.00 1.00 0.99 0.95 0.95 1.00 Satd. Flow (perm) 412 3421 1583 332 3657 1535 1790 1681 1633 1541 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 128 1287 11 5 989 170 11 11 16 181 5 96 RTOR Reduction (vph) 0 0 4 0 0 65 0 15 0 0 0 87 Lane Group Flow (vph) 128 1287 7 5 989 105 0 23 0 92 94 9 Confi. Peds. (#/hr) 4 4 4 Turn Type pm+pt NA Perm pm+pt NA Perm Split NA Split NA Perm Protected Phases 7 4 3 8 6 6 2 2 Permitted Phases 4 4 8 8 2 Actuated Green, G (s) 78.2 73.0 73.0 68.2 67.0 67.0 4.2 9.6 9.6 9.6 Effective Green, g (s) 79.2 74.0 74.0 70,2 68.0 68.0 5.2 10.6 10.6 10.6 Actuated g/C Ratio 0.72 0.67 0.67 0.64 0.62 0.62 0.05 0.10 0,10 0.10 Clearance Time (s) 4.0 5.5 5.5 4.0 6.0 6.0 6.0 6.5 6.5 6.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 387 2301 1064 240 2260 948 84 161 157 148 v/s Ratio Prot c0.02 c0.38 0.00 0.27 c0.01 0.05 c0.06 v/s Ratio Perm 0.21 0.00 0.01 0,07 0.01 v/c Ratio 0.33 0.56 0.01 0.02 0.44 0.11 0.27 0.57 0.60 0.06 Uniform Delay, d1 6.0 9.4 5.9 7.9 11.0 8.6 50.6 47.5 47.7 45.2 Progression Factor 0.79 0.46 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.5 0.0 0.0 0.6 0.2 1.7 4.8 6.0 0.2 Delay (s) 5.0 4.8 5.9 7.9 11.6 8.8 52.3 52.4 53.7 45.4 Level of Service A A A A B A D D D D Approach Delay (s) 4.8 11.2 52.3 50.4 Approach LOS A B D D Intersection Summary HCM 2000 Control Delay 12.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.55 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 18.5 Intersection Capacity Utilization 61.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Harmony Mixed Use _Revised 8:00 am 6/12/2016 AM 2018 TOTAL TRAFFIC Synchro 9 Light Report ELB Page 1 HCM 2010 TWSC 1: SITE ACCESS & Harmony 6/12/2016 intersection Int Delay, s/veh 0.6 Movement Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt EBT EDP WEI WU NEL NER 1300 30 0 0 0 50 0 Free - 0 Free None 0 Free - 0 Free None 0 Stop 0 Stop None - 150 0 0 85 , 85 HCM Signalized Intersection Capacity Analysis 53: College (US 287) & Harmony 6/12/2016 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR i'i tt r r )) tt tt r 180 885 150 395 1050 230 225 1900 1900 1900 1900 1900 1900 1900 Movement Lane Configurations Volume (vph) Ideal Flow (vphpl) Lane Width 11 11 12 12 12 12 11 Total Lost time (s) 4.0 5.5 5.5 5.5 5.5 5.5 5.5 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 Flt Protected 0.95 1.00 1,00 0.95 1.00 1.00 0.95 Satd. Flow (prot) 3319 3421 1583 3433 3539 1583 3319 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (perm) 3319 3421 1583 3433 3539 1583 3319 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 188 922 156 411 1094 240 234 RTOR Reduction (vph) 0 0 111 0 0 125 0 Lane Group Flow (vph) 188 922 45 411 1094 115 234 Turn Type Prot NA Perm Prot NA Perm Prot Protected Phases 7 4 3 8 1 Permitted Phases 4 8 Actuated Green, G (s) 8.0 33.5 33.5 14.5 41.5 41.5 8.5 Effective Green, g (s) 9.0 34.5 34.5 15.5 42.5 42.5 9.5 Actuated g/C Ratio 0.08 0.29 0.29 0.13 0.35 0.35 0.08 Clearance Time (s) 5.0 6.5 6.5 6.5 6.5 6.5 6,5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 248 983 455 443 1253 560 262 v/s Ratio Prot 0.06 c0.27 0.12 c0.31 0.07 v/s Ratio Perm 0.03 0.07 v/c Ratio 0.76 0.94 0.10 0.93 0.87 0.20 0.89 Uniform Delay, dl 54.4 41.7 31.3 51.7 36.2 27.0 54.7 Progression Factor 1.40 0.92 3.25 1.00 1.00 1.00 1.00 Incremental Delay, d2 11.3 15.8 0.4 25.5 8.6 0.8 29.4 Delay (s) 87.5 54.3 102.1 77.2 44.8 27.8 84.1 Level of Service F D F E D C F Approach Delay (s) 65.1 50.1 Approach LOS E D Intersection Summary 865 335 355 1005 255 1900 1900 1900 1900 1900 12 13 11 12 •K. 6.0 6.0 4.0 5.5 5.5 0.95 1.00 0.97 0.95 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.95 1.00 1.00 3539 1636 3319 3539 1636 1.00 1.00 0.95 1.00 1.00 3539 1636 3319 3539 1636 0.96 0.96 0.96 0.96 0.96 901 349 370 1047 266 0 207 0 0 136 901 142 370 1047 130 NA Perm Prot NA Perm 6 5 2 6 2 33,0 33.0 14.0 37.5 37.5 EBR WBL r vi 10 10 1900 1900 12 12 4.5 3.0 1.00 1.00 0.97 1.00 1.00 1.00 0.85 1.00 1.00 0.95 1541 1770 1.00 0.11 1541 206 0.97 0.97 10 10 4 0 6 10 2 2 Perm pm+pt 3 4 8 70.9 57.1 71.9 59.1 0.60 0.49 5.5 4.0 3.0 3.0 923 131 0.00 0.00 0.04 0.01 0.08 9.7 17.2 1.00 1.00 0.0 0.2 9.7 17.5 A HCM Signalized Intersection Capacity Analysis 109: Hogan/JFK & Harmony 6/12/2016 Movement EBL EBT Lane Configurations '9 tt Volume (vph) 190 1480 Ideal Flow (vphpl) 1900 1900 Lane Width 11 11 Total Lost time (s) 3.0 4.5 Lane Util. Factor 1.00 0.95 Frpb, ped/bikes 1.00 1.00 Flpb, pedlbikes 1.00 1.00 Frt 1.00 1.00 Flt Protected 0.95 1.00 Satd. Flow (prot) 1711 3421 Flt Permitted 0.07 1.00 Satd. Flow (perm) 119 3421 Peak-hour factor, PHF 0.97 0.97 Adj. Flow (vph) 196 1526 RTOR Reduction (vph) 0 0 Lane Group Flow (vph) 196 1526 Confl. Peds. (#/hr) 7 Turn Type pm+pt NA Protected Phases 7 4 Permitted Phases 4 HCM 2010 TVVSC 1: site access & Harmony 6/12/2016 Intersection Int Delay, s/veh 0.6 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized 1525 0 Free - 55 0 0 0 45 0 Free None 0 0 Free Free - None 0 Stop 0 Stop None Storage Length 0 Veh in Median Storage, # 0 1083097088 0 Grade, % 0 - 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1694 61 0 0 0 50 Major/Minor Major1 Minorl Conflicting Flow All 0 0 1725 877 Stage 1 1725 Stage 2 0 Critical Hdwy 7.54 6.94 Critical Hdwy Stg 1 6.54 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver 3.52 57 3.32 292 Stage 1 92 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver 57 292 Mov Cap-2 Maneuver 57 Stage 1 92 Stage 2 Approach EB NB , , HCM Control Delay, s 0 19.9 HCM LOS C Minor Lane/Major Myrnt NBLn1 EBT EBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS AFFFNPIX r Harmony Mixed Use TIS Revised Appendix June 2016 ELB Engineering, LLC 5401 Taylor Lane Fort Collins, CO 80528 970-988-7551 ELBEngineering@Ipbroadband.net 12 W1 — Width of Lane (ft) 11 *Appropriate for right turn lanes in approaches to stop signs and traffic signals. Bay Taper Length = wS 3 Tb = WIS 3 Minimum Design: Taper ratios of 8:1 can be used for tangent bay tapers in constrained locations. :ON NOISIAaa SHNIrlasaffiV HNIN7 1 NaiLL NDISHG 210d Ld lb — Length of Taper and Lane for Deceleration and Braking (ft) Functional Basis: To provide sufficient length for a vehicle to decelerate and brake entirely outside the through traffic lanes. Desirable Design: Deceleration in gear for 3 seconds (occurs over bay taper) followed by comfortable braking to a stopped position or to the design speed of the corner radius. Tb— Bay Taper Design Functional Basis: To direct left-turning vehicles into the turn lane. Form of Alignment: Tangent: or reverse curves with 1/3 of the total length comprised of a central tangent. Desirable Design: For fully shadowed left turn lane. Ls— Length of Lane for Storage (Full Width Lane) (ft) Functional Basis: To Provide sufficient length for a reasonable number of vehicles to queue within the lane without affecting other lanes. Desirable Design: Based on twice the mean arrival rate (per cycle for signals, per 2-minute period for stop control) during the peak hour of traffic. Minimum Design: Based on mean arrival rate, with minimum storage for one vehicle. 'Rounded to nearest 5 ft. Reference NCHRP 279 Design Values For Lb / b Highway Design Stop Condition' Design Speed of Corner Radius (mph) 15 20 25 30 Speed, V (mph) 30 235 185 160 140 - 35 275 240 213 188 93 40 315 295 265 235 185 45 375 350 325 295 250 50 435 405 385 355 315 30 110 120 40 145 160 MIMI, IHDIZI SHNIIRC EIfID '10A :ON NOISIAH2 1 2-Lane Collectors or Arterials Full Width Turn Lane-- • • —Posted Speed 50 mph if 20 0 80 U) Posted S 100 200 300 400 500 600 700 200 400 600 800 1000 1200 1400 Total Peak Hour Volume on Approach Leg(vph) Total Peak Hour Volume on Approach Leg(vph) NOTE: 1. Right turn lanes are required on 6-lane arterial when the right turn volume exceeds 200 vph. 120 4 Lane Arterials Full Width Turn Lane Posted Speed 40-45 mph Posted Speed 50 mph 50 185 200 W1= Width of Lane S - Speed (mph) Typical Values for Tb• Lsfor Stop Control DHV (vPh) Ls (ft) <60 50-75 61-120 100 121-180 150 >180 200 or more Tb = WiS 3 S—Speed (mph) HCM 95th %tile Q(veh) 292 0,171 19.9 0.6 - Harmony Mixed Use - Revised 12:50 pm 6/12/2016 2018 TOTAL PM Synchro 9 Light Report ELB Engineering, LLC Page 1 Actuated Green, G (s) 76.2 70.9 Effective Green, g (s) 77.2 71.9 Actuated g/C Ratio 0.64 0.60 Clearance Time (s) 4.0 5.5 Vehicle Extension (s) 3.0 3.0 Lane Grp Cap (vph) 300 2049 v/s Ratio Prot c0.09 0.45 v/s Ratio Perm 0.33 v/c Ratio 0.65 0.74 Uniform Delay, dl 32.9 17.4 Progression Factor 1.27 0.56 Incremental Delay, d2 3.2 1.6 Delay (s) 44.9 11.3 Level of Service DB Approach Delay (s) 15.1 Approach LOS B Intersection Summary WBT WBR NBL NBT NBR SBL SBT SBR 411 /4 r 4+ 11 <4 r 1590 400 10 10 5 515 15 210 1900 1900 1900 1900 1900 1900 1900 1900 13 12 8 13 8 12 11 12 5.0 5.0 5.0 5.5 5.5 5.5 0.95 1.00 1.00 0.95 0.95 1.00 1.00 0.96 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 0.97 1.00 1.00 0.85 1.00 1.00 0.98 0.95 0.95 1.00 3657 1523 1836 1681 1633 1549 1.00 1.00 0.98 0.95 0.95 1.00 3657 1523 1836 1681 1633 1549 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 1639 412 10 10 5 531 15 216 0 179 0 5 0 0 0 176 1639 233 0 20 0 271 275 40 7 1 NA Perm Split NA Split NA Perm 8 6 6 2 2 8 2 55.8 55.8 4.7 21.1 21.1 21.1 56.8 56.8 5.7 22.1 22.1 22.1 0.47 0.47 0.05 0.18 0.18 0.18 6.0 6.0 6.0 6.5 6.5 6.5 3.0 3.0 3.0 3.0 3.0 3.0 1730 720 87 309 300 285 c0.45 c0.01 0.16 c0.17 0.15 0.03 0.95 0.32 0.23 0.88 0.92 0.14 30.2 19.7 55.0 47.5 48.0 41.0 1.00 1.00 1.00 1.00 1.00 1.00 12.3 1.2 1.4 23.2 31.0 0.2 42.5 20.8 56.4 70.8 79.0 41.2 BDC E E E D 38.0 56.4 65.4 D E E HCM 2000 Control Delay 34.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.85 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.5 Intersection Capacity Utilization 88.0% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group Harmony Mixed Use - Revised 12:50 pm 6/12/2016 2018 TOTAL PM Synchro 9 Light Report ELB Engineering, LLC Page 1 34.0 34.0 15.0 38.5 38.5 0.28 0.28 0.12 0.32 0.32 7.0 7.0 5.0 6.5 6.5 3.0 3.0 3.0 3.0 3.0 1002 463 414 1135 524 c0.25 0,11 c0.30 0.09 0.08 0.90 0.31 0.89 0.92 0.25 41.4 33.7 51.7 39.3 30.1 1.00 1.00 0.98 0.83 0.52 12.6 1.7 19.3 12.5 1.0 53.9 35.5 69.9 45.3 16.6 D D E D B 54.3 46.2 D D HCM 2000 Control Delay 53.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.96 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 22.0 Intersection Capacity Utilization 88.3% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group Harmony Mixed Use - Revised 12:50 pm 6/12/20162018 TOTAL PM Synchro 9 Light Report ELB Engineering, LLC Page 1 - - 85 0 0 85 0 0 85 85 2 2 2 2 2 2 1529 35 0 0 0 59 Major1 Minor1 0 0 1529 764 1529 0 7.54 6.94 6.54 3.52 80 123 80 80 123 3.32 346 346 EB NB 0 17.5 NBLn1 EBT EBR Capacity (veh/h) 346 - HCM Lane WC Ratio 0.17 HCM Control Delay (s) 17.5 HCM Lane LOS HCM 95th %tile Q(veh) 0.6 AM 2018 TOTAL TRAFFIC Synchro 9 Light Report ELB Page 1 0 84 o 0 160 0 0 154 o 0 70 1076 34 300 671 81 159 1271 175 182 624 36 NA Perm Prot NA Perm Prot NA Perm Prot NA Perm 4 3 8 1 6 5 2 4 8 6 2 30.5 30.5 9.5 35.9 35.9 7.0 37.0 37.0 8.0 36.5 36.5 31.5 31.5 10.5 36.9 36.9 8.0 38.0 38.0 9.0 37.5 37.5 0.29 0.29 0.10 0.34 0.34 0.07 0.35 0.35 0.08 0.34 0.34 6.5 6.5 6.5 6.5 6.5 7.0 7.0 7.0 5.0 6.5 6.5 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 979 453 327 1187 531 241 1222 565 271 1206 557 c0.31 c0.09 0.19 0.05 c0.36 c0.05 0.18 0.02 0.05 0.11 0.02 1.10 0.07 0.92 0.57 0.15 0.66 1.04 0.31 0.67 0.52 0.06 39.2 28.6 49.3 30.0 25.6 49.7 36.0 26.4 49.1 29.0 24.4 0.80 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.11 0.84 1.00 58.6 0.1 29.3 0.6 0.1 6.4 36.8 1.4 6.3 1.6 0.2 90.1 28.7 78.6 30.6 25.7 56.1 72.8 27.8 61.0 26.0 24.7 F C ECCE E C E c c 83.2 41.5 62.9 32.8 F D E C 57.5 HCM 2000 Level of Service 1.03 110.0 Sum of lost time (s) 22.5 84.3% ICU Level of Service 15 Harmony Mixed Use _Revised HO am 6/12/2016 AM 2018 TOTAL TRAFFIC Synchro 9 Light Report ELB Page 1 1222 0 0 1700 620 0 9 1700 8 0 8 578 Volume to Capacity 0.72 0.36 0.01 Queue Length 95th (ft) 0 0 1 Control Delay (s) 0.0 0.0 11.3 Lane LOS Approach Delay (s) Approach LOS Intersection Summary 0,0 B 11.3 B Average Delay 0.0 Intersection Capacity Utilization 55.9% Analysis Period (min) 15 ICU Level of Service B Harmony Mixed Use 4:30 pm 11/8/2015 2018 Backgroud PM Synchro 9 Light Report ELB Engineering, LLC Page 1 3421 1541 201 3657 1523 0.97 0.97 0.97 0.97 0.97 0.97 1531 10 10 1639 412 10 0 4 0 0 177 0 1531 6 10 1639 235 o 2 2 7 NA Perm pm+pt NA Perm Split 4 3 8 6 4 8 8 70.9 70.9 57.9 56.6 56.6 71.9 71.9 59.9 57.6 57.6 0.60 0,60 0.50 0.48 0.48 5.5 5.5 4.0 6.0 6.0 3.0 3.0 3.0 3.0 3.0 2049 923 130 1755 731 0.45 0.00 c0.45 0.00 0.04 0.15 0.75 0.01 0.08 0.93 0.32 17.5 9.7 17.0 29.4 19.2 0.56 1.00 1.00 1.00 1.00 1.8 0.0 0.3 10.7 1.2 11.5 9.7 17.2 40.1 20.4 B A B D C 15.2 36.0 B D 33.1 HCM 2000 Level of Service 0.85 120.0 Sum of lost time (s) 87.8% ICU Level of Service 15 44 'i 4 r 10 5 515 15 210 1900 1900 1900 1900 1900 13 8 12 11 12 5.0 5.5 5.5 5.5 1.00 0.95 0.95 1.00 1.00 1.00 1.00 0.98 1,00 1.00 1.00 1.00 0.97 1.00 1.00 0.85 0.98 0.95 0.95 1.00 1836 1681 1633 1549 0.98 0.95 0.95 1.00 1836 1681 1633 1549 0.97 0.97 0.97 0.97 0.97 10 5 531 15 216 5 0 0 0 176 20 0 271 275 40 1 NA Split NA Perm 6 2 2 2 4.7 21.1 21.1 21.1 5.7 22.1 22.1 22.1 0.05 0.18 0.18 0.18 6.0 6.5 6.5 6.5 3.0 3.0 3.0 3.0 87 309 300 285 c0.01 0.16 c0.17 0.03 0.23 0.88 0.92 0.14 55.0 47.6 48.0 41.0 1.00 1.00 1.00 1.00 1.4 23.2 31.0 0.2 56.4 70.8 79.0 41.2 E E E D 56.4 65.4 E E c 18.5 E 3 Critical Lane Group Harmony Mixed Use 4:30 pm 1118/20152018 Backgroud PM Synchro 9 Light Report ELB Engineering, LLC Page 1 891 45 411 1094 115 234 901 130 359 1047 130 NA Perm Prot NA Perm Prot NA Perm Prot NA Perm 4 3 8 1 6 5 2 4 8 6 2 33.5 33.5 14.5 41.5 41.5 8.5 33.0 33.0 14.0 37.5 37.5 34.5 34.5 15.5 42.5 42.5 9.5 34.0 34.0 15.0 38.5 38.5 0.29 0.29 0.13 0.35 0.35 0.08 0.28 0.28 0.12 0.32 0.32 6.5 6.5 6.5 6.5 6.5 6.5 7.0 7.0 5.0 6.5 6.5 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 983 455 443 1253 560 262 1002 463 414 1135 524 c0.26 0.12 c0.31 0.07 c0.25 0.11 c0.30 0.03 0.07 0.08 0.08 0.91 0.10 0.93 0.87 0.20 0.89 0.90 0.28 0.87 0.92 0.25 41.2 31.3 51.7 36.2 27.0 54.7 41.4 33.5 51.5 39.3 30.1 0.93 3.29 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.83 0.52 12.2 0.4 25.5 8.6 0.8 29.4 12.6 1.5 15.7 12.5 1.0 50.4 103.6 77.2 44.8 27.8 84.1 53.9 35.0 66.2 45.3 16.6 DF EDCF DDED B 62.8 50.1 54.4 45.2 E D D D 52.4 HCM 2000 Level of Service 0.95 120.0 Sum of lost time (s) 22.0 87.4% ICU Level of Service 15 HCM Signalized Intersection Capacity Analysis 53: College (US 287) & Harmony 11/8/2015 Harmony Mixed Use 4:30 pm 11/812015 2018 Backgroud PM Synchro 9 Light Report ELB Engineering, LLC Page 1 1700 1700 789 0.60 0.30 0.01 0 0 1 0,0 0.0 9.6 A 0.0 9.6 A P NBR 9 0.85 11 0.73 769 0 6.9 3.3 99 789 Average Delay 0.1 Intersection Capacity Utilization 46.2% ICU Level of Service A Analysis Period (min) 15 Harmony Mixed Use 8:00 am AM 2018 Background Synchro 9 Light Report ELB Page 1 HCM 2000 Level of Service Sum of lost time (s) ICU Level of Service 18.5 Harmony Mixed Use 8:00 am AM 2018 Background Synchro 9 Light Report ELB Page 1 1.00 1.00 0.95 1.00 1.00 0.95 3421 1583 3433 3539 1583 3319 1.00 1.00 0.95 1.00 1.00 0.95 3421 1583 3433 3539 1583 3319 0.85 0.85 0.85 0.85 0.85 0.85 1065 118 300 671 241 159 0 84 0 0 160 0 1065 34 300 671 81 159 NA Perm Prot NA Perm Prot 4 3 8 1 4 8 30.5 30.5 9.5 35.9 35.9 7.0 31.5 31.5 10.5 36.9 36.9 8.0 0.29 0.29 0.10 0.34 0.34 0.07 6.5 6,5 6.5 6.5 6.5 7.0 3.0 3.0 3.0 3.0 3.0 3.0 979 453 327 1187 531 241 c0.31 c0.09 0.19 0.05 0.02 0.05 1.09 0.07 0.92 0.57 0.15 0.66 39.2 28.6 49.3 30.0 25.6 49.7 0.80 1.00 1.00 1.00 1.00 1.00 54.5 0.1 29.3 0.6 0.1 6.4 85.8 28.7 78.6 30.6 25.7 56.1 F C E C C E 79.5 41.5 E D 56.5 HCM 2000 Level of Service 1.02 110.0 Sum of lost time (s) 83.9% ICU Level of Service 15 275 1900 13 6.0 1.00 0.85 150 1900 11 4.0 0.97 1.00 530 1900 12 5.5 0.95 1.00 90 1900 13 5.5 1.00 0.85 1.00 0.95 1.00 1.00 1636 3319 3539 1636 1.00 0.95 1.00 1.00 1636 3319 3539 1636 0.85 0.85 0.85 0.85 324 176 624 106 154 0 0 70 170 176 624 36 Perm Prot NA Perm 5 2 6 2 37.0 8.0 36.5 36.5 38.0 9.0 37.5 37.5 0.35 0.08 0.34 0.34 7.0 5.0 6.5 6.5 3.0 3.0 3.0 3.0 565 271 1206 557 c0.05 0.18 0.10 0.02 0.30 0.65 0.52 0.06 26.3 49.0 29.0 24.4 1.00 1.12 0.84 1.00 1.4 5,2 1.6 0.2 27.6 60.0 26.0 24.7 C E C C 32.4 C 22.5 E EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR tt rf 11) A I A I r 'I) 44 r livi in P 1080 1900 12 6.0 0.95 1.00 1.00 3539 1.00 3539 0.85 1271 0 1271 NA 6 37.0 38.0 0.35 7.0 3.0 1222 c0.36 1.04 36.0 1.00 36.8 72.8 E 62.9 E HCM Signalized Intersection Capacity Analysis 53: College (US 287) & Harmony 11/8/2015 Harmony Mixed Use 8:00 am AM 2018 Background Synchro 9 Light Report ELB Page 1 6.8 6.9 3.5 3.3 100 99 211 816 ICU Level of Service A Harmony Mixed Use 4:30 pm 11/8/2015 PM Existing Synchro 9 Light Report ELB Engineering, LLC Page 1 13 1900 11 5.5 0.95 1.00 1.00 1.00 203 1900 12 5.5 1.00 0.98 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.98 0.95 0.95 1.00 Satd. Flow (prot) 1711 3421 1541 1770 3657 1523 1824 1681 1633 1549 Flt Permitted 0.06 1.00 1.00 0.13 1.00 1.00 0.98 0.95 0.95 1.00 Satd. Flow (perm) 114 3421 1541 240 3657 1523 1824 1681 1633 1549 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 181 1440 9 10 1574 398 10 7 5 509 13 209 RTOR Reduction (vph) 0 4 172 0 5 171 Lane Group Flow (vph) 181 1440 5 10 1574 226 0 17 260 262 38 Confi. Peds. (Mr) 7 2 2 7 1 Turn Type pm+pt NA Perm pm+pt NA Penn Split NA Split NA Penn Protected Phases 7 4 3 8 6 6 2 2 Permitted Phases 4 4 8 8 2 Actuated Green, G (s) 76.7 71.4 71.4 60.0 58.7 58.7 4.5 20.8 20.8 20.8 Effective Green, g (s) 77.7 72.4 72.4 62.0 59.7 59.7 5.5 21.8 21.8 21.8 Actuated g/C Ratio 0.65 0.60 0.60 0.52 0.50 0.50 0.05 0.18 0.18 0.18 Clearance lime (s) 4.0 5.5 5.5 4.0 6.0 6.0 6.0 6.5 6.5 6.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 266 2064 929 153 1819 757 83 305 296 281 v/s Ratio Prot c0.08 0.42 0.00 c0.43 c0.01 0.15 c0.16 v/s Ratio Perm 0.36 0.00 0.03 0.15 0.02 v/c Ratio 0.68 0.70 0.01 0.07 0.87 0.30 0.21 0.85 0.89 0.14 Uniform Delay, dl 32.2 16.3 9.5 15.5 26.6 17.8 55.2 47.5 47.9 41.2 Progression Factor 1.30 0.56 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.0 1.4 0.0 0.2 5.8 1.0 1.2 19.9 25.4 0.2 Delay (s) 46.9 10.4 9.5 15.7 32.4 18.8 56.4 67.5 73.3 41.4 Level of Service A B Approach Delay (s) 14.5 29.6 56.4 62.1 Approach LOS HCM 2000 Control Delay 29.5 HCM 2000 Level of Service HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.5 Intersection Capacity Utilization 84.9% ICU Level of Service Analysis Period (min) 15 c Critical Lane Group Harmony Mixed Use 4:30 pm 11/8/2015 PM Existing Synchro 9 Light Report ELB Engineering, LLC Page 1 1.00 3539 1.00 3539 0.96 1054 0 1054 NA 8 ++ r 1012 223 1900 1900 12 12 5.5 5.5 0.95 1.00 1.00 0.85 41.5 42.5 0.35 6.5 3.0 1253 1.00 1583 1.00 1583 0.96 232 125 107 Perm 8 41.5 42.5 0.35 6.5 3.0 560 11) 216 1900 11 5.5 0.97 1.00 +11/4 830 1900 12 6.0 0.95 1.00 0.95 1.00 3319 3539 0.95 1.00 3319 3539 0.96 0.96 225 865 0 0 225 865 Prot NA 1 6 8.5 33.1 9.5 34.1 0.08 0.28 6.5 7.0 3.0 3.0 262 1005 0.07 c0.24 0.86 0.86 54.6 40.7 1.00 1.00 23.2 9.6 77.8 50.3 51.0 NBT NBR SBL SBT SBR r ii 311 1900 13 6.0 1.00 0.85 332 1900 11 4.0 0.97 1.00 964 1900 12 5.5 0.95 1.00 246 1900 13 5.5 1.00 0.85 1.00 0.95 1.00 1.00 1636 3319 3539 163E 1.00 0.95 1.00 1.00 1636 3319 3539 163E 0.96 0.96 0.96 0.9E 324 346 1004 25E 210 0 0 13E 114 346 1004 120 Perm Prot NA Perm 5 2 6 33.1 13.9 37.5 37,E 34.1 14.9 38.5 38,E 0.28 0.12 0.32 0.32 7.0 5,0 6.5 6.E 3.0 3.0 3.0 3.0 464 412 1135 524 0.10 c0.28 0.07 0.07 0.25 0.84 0.88 0.23 33.1 51.4 38.6 29.9 1.00 0.98 0.83 0.52 1.3 12.7 9.3 0.9 34.3 63.3 41.3 16.6 42.1 22.0 HCM 2000 Level of Service Sum of lost time (s) ICU Level of Service Harmony Mixed Use 4:30 pm 11/8/2015 PM Existing Synchro 9 Light Report ELB Engineering, LLC Page 1 cSH 1700 1700 799 Volume to Capacity 0.57 0.28 0.01 Queue Length 95th (ft) 0 0 1 Control Delay (s) 0.0 0.0 9.6 Lane LOS A Approach Delay (s) 0.0 9.6 Approach LOS A Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 43.9% ICU Level of Service A Analysis Period (min) 15 Harmony Mixed Use 8:00 am 11/8/2015 AM Existing Synchro 9 Light Report ELB Page 1 Permitted Phases 4 4 8 8 Actuated Green, G (s) 78.3 73.1 73.1 68.3 67.1 67.1 4.1 9.6 9.6 Effective Green, g (s) 79.3 74.1 74.1 70.3 68.1 68.1 5.1 10.6 10.6 Actuated g/C Ratio 0.72 0.67 0.67 0.64 0.62 0.62 0.05 0.10 0.10 Clearance Time (s) 4.0 5.5 5.5 4.0 6.0 6.0 6.0 6.5 6.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 402 2304 1066 266 2264 950 83 161 157 v/s Ratio Prot c0.02 c0.35 0.00 0.26 c0.01 0.05 c0.06 v/s Ratio Perm 0.18 0.00 0.01 0.07 v/c Ratio 0.27 0.52 0.00 0.02 0.42 0.11 0.21 0.55 0.57 Uniform Delay, dl 5.7 9.0 5.9 7.6 10.8 8.5 50.5 47.4 47.5 Progression Factor 0.52 0.43 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.4 0.0 0.0 0.6 0.2 1.3 3.8 5.0 Delay (s) 3.1 4.2 5.9 7.6 11.4 8.8 51.8 51.2 52.5 Level of Service A A A A A D D Approach Delay (s) 4.2 11.0 51.8 50.0 Approach LOS A HCM 2000 Control Delay HCM 2000 Level of Service HCM 2000 Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 11.6 0.51 110.0 58.9% 15 18.5 Sum of lost time (s) ICU Level of Service Harmony Mixed Use 8:00 am 11/8/2015 AM Existing Synchro 9 Light Report ELB Page 1 4 297 4:45 0 375 2 377 0 0 0 0 377 0 0 0 o 0 o 1 1 , 1 378 5:00 0 261 3 264 0 0 0 0 264 0 0 0 o o o 1 1 1 265 „ _ 5:15 0 316 1 317 0 0 0 0 317 0 0 0 o o o 1 1 1 318 5:30 o o o 0 o o o o o 0 0 0 0 0 0 0 0 0 0 5:45 o o o o o o o o o 0 0 0 0 0 0 0 o 0 o ..-,-_- ---•. _ - etTE PLAN 44 " ...,..----- 20F5 Figure 5: 5e Plan: Harmon.' Mixed Use North 4.2 Trip Generation Trip generation rates for the proposed project are based on the ITE Trip Generation, 0 Edition. The manual presents data from numerous trip generation studies for a variety of land uses from across the country. ITE Code 220, Apartments, was used for the residential. No trip reductions were assumed as part of the project. The project is close to the MAX BRT system, bus routes and bike lanes. However, a more conservative analysis is provided. 8 I l'aae Harmony Multifamily - TIS Revised June 2016 EL [3 Engineering, LLC 5401Taylor Lane Fort Collins, CO 80528 970-988-7551 ELBEngineering@Ipbroadband.net Fort Collins, CO 80528 970-988-7551 ELBEngineering(iiHphroadhand.net