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HomeMy WebLinkAboutPVH HARMONY CAMPUS (PHASE 1) - PDP - 32-98A - REPORTS - RECOMMENDATION/REPORT W/ATTACHMENTSMATTHEW J. DELICH , P.E. 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 ODeerver SV£ INTERSWMON OF TABULAR SUMMARY Or VEHICLE. COUNTS 11 ZI tzz ? DaY ��1 $�?' �, foifT CG[ G��S %f�1P�lIL S„/E AND R = Rim tum s = Stra�pnt = L Lett tum �r•1.��10Ny TOTAL TSiNB F/1[�iv_< Ts.ctPEL[ rni TOTAL NAo�rol✓1� .t! TOTAL TIME tram NORTH from SOUTH North from EAST its WEST T EM ALL BEGINSwas R 15 L I Tool II R I 5 1 L I Total I R I S I L I Tons II R I 5 I L Tow I -200116V13a y 4 II/613 I 16 1d/S Iy8laa.61 9I�Bs II/91/tt1531a38II9;L III 36 /a1iS 11301 Y 50111�1 II 8 A01 I 7 �16 1 1iy61d/ I/ Ia7S 1/ I it Klas7 s3a11693 ra3o IIS/I jr511►ae I y /QI/al3y l/ 6a 113`I v11 8la�rs 111fIl d ISola7 II 31173q / l 9 6 7 y Iti71 Val s Id II !91 9 IS�6 1560 I 1 0 1 1 1 1 II I Ilaooloo1V98 / 3 II i i I II 8 S I I 13y oal5 I 3 I q N 1 A N t I /7 18 13a11o9 117s1 6olt0 110y0 I I I 1 I 1A137 IIA II I I I II I N I I I I I I N II i t I i I I I II I I I I I I II I 1 I I I I I I I i I I 1 II I I i I f I I I I I I II I I p I I II I I i II I I I I 430 `1y5 Soo S/S li 1s0 13 16 /17y 581 I 1170 1C/ y 1551l85 16111163 6 i 0 x03010151 II 110 11 9 3 i 1 ql 7al 3 I i 1.L517 7 ;,103 1 6 7 8 13 I 71300 II Ild 6 11A66 6,28A I I I 17/ 1 A P0 13 7 1a6Pl// I8yt3oala EV 13 I -3 ?0 35s I /y d I 11OV4ix60 11AP �- a/s aIA 7 I 156 7q 6 68 la80 670 11 13 a II 3 al 11003 988 � 7zSy g755 1 qX avy 11071 55 // 1 O 13►51116611071159T ql 80! as //57 �74s 3ffs5 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4e 07-09-1998 Center For Microcomputers In Transportation Streets: (E-W) HARMONY ROAD (N-S) TIMBERLINE ROAD Analyst: RR File Name: HT98A.HC9 Area Type: Other 7-9-98 AM Comment: EXISTING CONDITIONS - YEAR 1998 Eastbound westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- --- --- ---- ---- ---- No. Lanes 1 2 1 1 2 1 1 2 < 0 1 2 1 Volumes 204 877 77 54 688 228 100 308 140 234 177 264 Lane W (ft) 12.0 12.0 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 10.OA 34.OP Green 10.OA 16.OA Yellow/AR 5.0 5.0 Yellow/AR 5.0 5.0 - g Cycle Length: 90 secs Phase combination order: #1 #2 #5 #6 ------------------------------------ ------------------------------ Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS _____ ____ _______ _____ _____ _____ ___ _____ --- EB L 330 1770 0.652 0.567 11.4 B 13.7 B T 1490 3725 0.650 0.400 14.9 B R 897 1583 0.090 0.567 5.8 B WE L 319 1770 0.179 0.567 7.3 B 11.5 B T 1490 3725 0.510 0.400 13.4 B R 897 1583 0.267 0.567 6.5 B NB L 443 1770 0.237 0.367 12.5 B 21.8 C TR 710 3551 0.697 0.200 23.7 C SB L 319 1770 0.771 0.367 21.7 C 18.4 C T 745 3725 0.262 0.200 19.7 C R 581 1583 0.479 0.367 14.6 B Intersection Delay - 15.3 sec/veh Intersection LOS = C Lost Time/Cycle, L = 12.0 sec Critical v/c(x) = 0.755 --------------------- - ------------------ - -------------- - ------------ HCM: ST-GNALIZED INTERSECTION SUMMARY Version 2.4e 07-09-1998 Center For Microcomputers in Transportation Streets: (E-w) HARMONY ROAD (N-S) TIMBERLINE ROAD HT98P.HC9 Analyst: RR File Name: Area Type: Other 3-17-98 PM Comment: EXISTING CONDITIONS - YEAR 1998 = Eastbound ound Westbc Northbound Southbound L T R L T R L T R ---- L T R ---- ---- ---- No. Lanes 1 2 1 259 801 97 1- 2 107 1166 1 315 1 2 < 0 109 204 42 1 2 1 259 289 207 volumes Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 1200 RTOR Vols . O 3.00 3.00 3.00 3.00 3.00 3.00 0 3.00 3.00 3_00 3_00 3_00 3.00 Lost Time -------------------------P------- Signal O erations Phase Combination 1 2 3 4 5 6 7 ' Left* EB Left * : NB Thru Thru * Right Right * Peds Peds * SB Left WB Left * * Thru Thru Right Right * Peds * Peds NB Right EB Right SB Right * 12.OA 32.OP WB Right Green 12.OA 14.OA Green Yellow/AR 5.0 5.0 Yellow/AR 5.0 5.0 Cycle Length: 90 secs Phase combination ------------------------------------------------- order: #1 #2 #5 #6 ---------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Ratio Delay LOS Delay LOS Mvmts Cap Flow Ratio ----- EB L __-_ __ ----- 358 1770 0.763 __ 0.567 20.5 C 15.7 C T 1407 3725 0.629 0.378 15.4 C R 897 1583 0.114 0.567 5.8 B WB L 358 1770 0.316 0.567 7.7 B 19.8 C T 1407 3725 0.915 0.378 24.1 C R 897 1583 0.370 0.567 7.0 B NB L 391 1770 0.294 0.367 12.8 B 18.9 TR 646 3631 0.421 0.178 21.5 C SB L 413 1770 0.661 0.367 16.7 C 18.0 C T 662 3725 '0.482 0.178 21.9 C R 580 1563 0.376 0.367 13.7 B Intersection Delay = 18.1 sec/veh Intersection LOS = C Lost Time/Cycle, L = 12.0 sec Critical v/c(x) = 0.854 ---- --------- ---------------------------- --------------------------- HCS: Unsignalized Intersections Release 2.le HAD02P.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) RI/ROLACCESS DRIVE 6(E W) HARMONY ROAD cc== Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 7/9/98 Other Information......... TOTAL TRAFFIC - YEAR 2002 - PM PEAK HOU R Two-way Stop -controlled Intersection Eastbound a� Westbound c a Northboundc Southbound vc I L T R I L T R �I L T R I L T R No. Lanes 10 2 1 10 2 0 0 0 1 1 0 0 0 Stop/Yield Volumes PHF Grade MC's (k) SU/RV's M CV's W PCE's N 867 60 .95 .95 0 -------------- 1182 60 .95 .95 0 0 1.10 ------------------------------ Adjustment Factors HCS:=Unsignalizedc Intersections Release q2.le---=HAD02P.H60----- Page -2 worksheet for TWSC Intersection ----------------------------- — ------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 456 Potential Capacity: (pcph) 813 Movement Capacity: (pcph) 813 Prob. of Queue -Free State: 0.92 —------------------------------------------------------ Flow Rate Movement (pcph) -------- ------ NB R .-------------- Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) --------- — ------------------------------------------------------- Left Turn Major Road 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 Intersection Performance Summary Avg. Move Shared Total Cap Cap Delay (pcph) (pcph)(sec/veh) ------ ------------- 69 813 4.8 Intersection Delay - 95S Queue Approach Length LOS Delay (veh) (sec/veh) ------- ----- --------- 4.8 0.2 A 0.1 sec/veh AM/PM RECENT PEAK HOUR TRAFFIC Narmnnv Figure 3 The results of the level of service analysis are provided in Tables 5 and 6 for background and total Year 2015 conditions, respectively. The level of service worksheets are provided in Appendix G and H for background and total conditions respectively. Under both background and total traffic conditions, each of the study intersections is projected to operate acceptably with the following exception: under the projected background conditions, the northbound and southbound left -turn traffic movements at the existing access drive to the Harmony Road Community would continue to experience long delays. This intersection would be signalized in conjunction with development of the Poudre Valley Hospital project. Appendix H contains a sketch of the required long range approach geometry. As mentioned above, the intersection of Harmony Road at the Harmony Road Community access drive will be signalized as part of the development of the Poudre Valley Hospital site. The construction of this access will be part of future development of the project site. It is recommended that this access should be allowed under signalized conditions only due to the high projected traffic volumes on Harmony Road. As each future phase of the Poudre Valley Hospital project is proposed, the Harmony Road full access should be analyzed to determine when access is needed and signals are warranted. Pedestrian Level of Service The pedestrian activity associated with the proposed project would be related to (but not limited to) the following: individuals who work at the various uses within the project, some patrons visiting the project, residents and visitors to the residential areas. The Pedestrian LOS Worksheet is provided in Appendix I. The project site is located within three pedestrian areas: activity corridor/center due to its proximity to the proposed Harmony Village, transit corridor due to the existing transit service on Harmony Road, and school walking area due to its proximity to the future elementary school and Preston Junior High School. The minimum level of service for "activity center/corridors," which has the highest level of service goals, is B for all measured categories. As indicated on the pedestrian LOS worksheet, the minimum acceptable level of service will be achieved for nearly all of the categories. The exception is continuity to the adjacent neighborhoods. The sidewalks within the adjacent residential area south of the site do not have a landscaped parkway. There are currently no sidewalks on the west side of Timberline Road north of Harmony Road. There is a very small residential area located directly west of Timberline Road within this area. It is expected that, with development of most of the areas surrounding this residential area, this area will also redevelop and would be designed with appropriate pedestrian facilities. There are no pedestrian facilities on Harmony Road north of the project site with the exception of adjacent to the Harmony School Shops site. 23 HCS: Unsignalized Intersections Release 2.le HADISA.HCO Pace 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall . Gainesville, FL 32611-2083 Ph: (904) 392-0378------- Streets (N-S)cRI/RO ACCESS DRIVE c (E W) HARMONYROAD Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 7/9/98 other Information......... TOTAL TRAFFIC - YEAR 2015 - AM PEAK HOU R Two-way Stop -controlled Intersection -- -- EastboundL aWestbound ccNorthboundLL �Southbound L T R I L T R I L T R I L T R No. Lanes 0 3 1 0 3 0 1 0 0 1 1 0 0 0 Stop/Yield N N Volumes 832 295 726 PHF .95 .95 .95 Grade 0 0 MCI (0) SU/RV's (4)' CV's W PCE's -----------------------------------------' Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 HCSc Unsignalized�intersections vO6C6Release IILca?=?cQc_=HAD15A=va0Page 2 Worksheet for TWSC Intersection ------------------------------------------------ Step 1: RT from Minor Street ----------------------' NB SE Conflicting Flows (vph) 292 Potential Capacity: (pcph) 985 Movement Capacity: (pcph) 85 0 985 Prob. of Queue -Free State: ----- —------------------------------------------------- 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) ------ -------- 3.7 NB R 23 985 3.7 0.0 A Intersection Delay 0.0 sec/veh APPENDIX G Kahn ,I owns ail ads aO aaa Nun !aa aaa iu O aaa �!i=iiiewsaa ,l:. rP' , , - r: t, �•;r all■ alto oh, 111111 I+.. �I wow! now son to oldMaualq laaaau as ulna am, uuW ua M. V• AMNIa! ARK50IN di; !Na ass col mni 11 OMY! son Su an vo "looks INuMau Nei !:- llwOu canna Ilk au was ae■ mp4 i I ' J - Tu l >•NTT i In -Any other intersections in town this size? -similar to what Harmony/College -Traffic volumes-6000 over 10 hrs.-600/hr.-10/min. -movie theater peaks at different times -analyzers based on peaked conditions -acceptable levels of service with improvements -Secondary uses -wide range of opportunities -what is prevent hotels/motels in residential area -will define more specifics Comment: Would like to see as low -profile building as possible and as wide of a corridor -Assisted living facility in plan across street -could you do that on this site? -Pedestrian tunnels/bridges being considered' -When do you forsee starting/completing the rest? Master Plan? -having the flexibilty to grow -other functions done in partnership with PVH-haven't been approached -no timeframe -When decide what these are -future meetings? -Yes-go through some planning processes -could be Type 1 -Warrants for traffic signal? -when enough traffic volume to warrant it -primarily left turns -How many cars? -in peak hour, 75 left turns for warrant to be met -Improvements to Timberline? -Yes-could involve widening intersection to accomodate -Address through -connection -Snow Mesa/Timberwood connections -Given growth of community -looking at buying property elsewhere? -Purchased property at Windsor/I-25 -Is there any way to avoid the stoplight on Harmony? -Access control plan -chances of not being signalized are slim -What do with Mountain Crest? -ext. of psychiatric care -looking to more fully integrate -Low maintenance fence along parcel D to separate from Wildwood Any way to speed up Timberwood connection? -Is detention pond area needed for 1st phase? -temporary ponds to ditch designed with Timberwood -impact on speed limit on HR? -traffic Eng. In future down -What is the projected volume? -1300 MOB -900ACC -6000 trip ends -includes staff, DRS, janitors -What is being done to left -turn movement on HR/TL -dual lefts, 2 thais, rg. tm.-raised median per city requirements -How far north improvements to T-line? -heart center -diagnostic imag. -women's center-mammo/ultrasounds -urgent care -office support -outpatient surgery -NOT A LONG-TERM STAY FACILITY -knee surgery/removing cysts -Associated these things as done in the doctor's office -These are things that 10 years ago required overnight stay -Where are Wildwood TH? -east of proposed 1st Phase -1st Phase will last how long? -From the time the ground is broken-15 mos? -Setbacks from residences? -Standard zoning -setbacks -residential uses at same scale as WW-TH -Decreasing impact from Harmony to residential, can we assume continue to "step down" -Topos show site slopes so that a 3-story appears to be a 2-story building -We neighbors looking at the other side which appears larger -What about the hotel piece? -not along lines of Holiday Inn -designed as suites -serving those from outside - How many stories? -biggest seen is 4-stories -"crystal-balling" plan -certain that decrease in intensity as you go away from the core of the campus -secondary uses in HC zone limited to 25%-exceeds this somewhat -Primary uses-100% -If urgent care facility is like the one at the hospital, why not ambulances? -urgent care is defined differently than emergency trauma care -How many parking spaces? -850 spaces -Day-time facility activity? - -primarily/urgent care open until 10 p.m.; earliest surgery 6:30 a.m. -Lighting/parking at night -using lights cast down only -HC plan requires high quality type -down -directional -Will parking areas continue to be lit at night? -that hasn't come up -outpatient/surgery/diagnostic Relative sizes: Symbios building-118,000 sq. ft. -Building oriented towards H.R./T -Pedestrian access -connect out to H.R./T -Transfort bus shelter -Complete intersection-TIS indicating need? -ri/ro from Harmony -signal warrants met on 1st phase -signalized at time two projects are completed -Harmony Corridor Plan -80' setback with benning/trees -generous setback along T-line -Re-aligning loop road to protect trees Architecture: -"still loose" -generally "good-looking project" -Brick detailing/windows "to scale down" building -HC zone allows for 6 stories -decided to maintain at 3 stories -non-reflective glass -fully-screened ac-mechanical equipment -articulation on building -Road in the northeast? -may likely not happen -LUC requires road every 660' -Zoned to allow full -service hospital? -at this time, outpatient only -zoning allows it -Expected opening/occ. date? -break ground 11/98- MOB-12-13 mos. ACC-15 mos. (Feb/March 2000) -What does ACC mean? -Ambulatory-walk in/walk out same day -Noise from sirens? -No-showing urgent care center -Any agendas for anything higher than 3 stories? -Not at this time. -MOB-2-stories -ACC-3-stories - Functions of ACC -cardio. cath. Poudre Valley Hospital Harmony Campus Neighborhood Information Meeting July 14, 1998 Process -Series of steps -General to specific ODP-"bubble plan" PDP-more specific- approximately 80% complete "construction drawings" -P&Z Board hearing is based on staff recommendation Approval, Approval with conditions, or Denial -Final compliance -ODP and 1st Phase PDP is what's being proposed -Wht PVH is looking at this site/campus? -Out of space -Not good access -"peel of functions" -outpatient services -medical office setup to serve up function -relieve pressure -campus is easily accessible ODP -lit orange: core of medical campus -ACC -30 year plan -may evolve over time -changing medical needs -1st Phase -healthy living center -day care -integrated medicine-acupuncture/holistic medicines -may come next -most intensity along Harmony -decreasing intensity to increasing subdivisions -retirement/independant living -medical lodge -hotels oriented to those using ACC/MOB -Access/circulation on site-N/S connection to Harmony; West connection to Timberwood -Signals and roads not to be done immediately -City Plan -recently adopted new comprehensive plan- interconnectivity- reduces congestion along major roadways -Drainage-NW to SE -"green corner" in SE corner -Green circle in middle- pedestrian corridor -pedestrian town center -Circulation road -private drive to serve PVHHC-with first phase PDP-1st Phase -Building size -MOB-128,000 sq. ft. -ACC-86,000 sq. ft. JUL 23 '98 09:14AM MAN P.8/8 M. A. Mortenson Company 6ecuon v aS� 22. Hazardous Materials I 22.C. -1 C. Disposal Zero Injury Program Revision No: 1 3/1/98 Training Manual Supersedes Issue Dated 6/1/89 Hazardous Waste Disposal Mortenson supports the protection of the environment. The handling of waste from any of our operations must comply with local, state, and federal laws, as well as with recommended practice. Mortenson will get any permits and licenses that are needed. Work Practices The best way to control the accumulation of construction chemical waste is to bring to the job only as much as will be used. Use all of a chemical purchased for an operation on that operation, or return the excess to the supplier. Always try to use what is left in open containers on their intended operations. For example, use extra sealing on a slab to consume what is left in the drum. . Disposal When there are leftover residual chemicals on the job, use the proper disposal route and procedure. These might include: • Transfer to another local job that can use the rest of the material. • Contracted for transfer to a local waste disposal. Hazardous Waste The following is a partial list of chemicals that should be handled as hazardous waste: • Waste oils - form or vehicle • Concrete hardeners and sealers • Acids and bases (e.g., muriatic or limes) • Disinfectants (e.g., chlorine) • Paints • Heavy metals - residuals of stripping operations • Fuels • Solvents and cleaners • Pesticides and herbicides OMA M"t== compuy 1998 VQwnpolis. MN JUL 23 '98 09:14AM MAM A. Mortenson Company I 0GN"W11 •/ I 22. Hazardous Materials 22.B. -2 B. f 4 Zero Injury Program WINS Training Manual `Supersedes Issue Dated 1 6/1/89 Mortenson will not transport any hazardous materials off of a job site. Note: Materials normally used by Mortenson (concrete cure, form oil, etc.) can be transferred from one job to another. Personal Protective Equipment (PPE) The use of PPE is the last measure used to protect personnel. Mortenson will eliminate exposure to hazards, use mechanical processes, and take administrative actions before relying on PPE to protect personnel. Use the appropriate PPE to minimize exposure to hazardous chemicals. Refer to the Chapter 27. Fueling Provide a specific place location for the refueling of vehicles. Provide a 20 pound A-B-C fire extinguisher within 10 feet. If a designed fueling tank is used, the tank must have an emergency shut off valve located away from any vehicular traffic. Shut off all motors during refueling. The location must be: • Signed • Diked • Protected from damage • At least 25 feet away from the storage areas OM.A. M.M msm Coropmy 1998 hfiWt 1L" MN JUL 23 198 09:13AM MAM P.6/8 M. A. Mortenson Company Zero Injury Program Training Manual Handling of Hazardous Materials General Safety Precautions I Page 22. Hazardous Materials 22.B. -1 B. 3/1/98 6/1/89 Before using hazardous materials, all personnel must be able to identify the materials and be familiar with their hazardous characteristics. Follow personal protective equipment measures noted on the MSDS. All personnel handling hazardous materials shall be properly trained per Chapter 2.C. and per OSHA 1926.21(b). Use the materials only for their approved purpose. Avoid storage of excess materials in temporary containers. The Operating Group Safety Director will review and approve all other uses of any hazardous materials not specifically stated. Spills Take all precautions to prevent leaks. Mark all waste containers and keep them in good condition. Report spills promptly. Notify the Operating Group Vice -President and Safety Director if a spill is more than 10 gallons. Transportation Move all hazardous materials from the storage area to the work areas without stopping in unapproved storage areas. (For instance, do not stop at the break truck for a quick snack.) Transport the material only in approved containers. Label the containers properly. 6iM.A. Moot= a Compmy 1998 M ftne*O tt, MN JUL 23 198 09".13AM MAM A. Mortenson Company Zero Injury Program Training Manual HEALTH HAZARD 4—Deadly 3—Extrome danger 2—Hazardous 1-Slightly hazardous 0—Nonmaterial SPECIFIC HAZARD Oxidizer �oxy Acid ACID Alkali ALK Corrosive COR Use NO WATER VF Radiation Hazard T P.5/8 Section Page 22. Hazardous Materials 22.A. -4 Subject A. Storage 3/1/98 d 6/1/89 FIRE HAZARD Flash Points a —Below n F 3—Below 100 F 2—dolor I00 F 1—Abere 200 F a —will not bum REACTIVITY —May detonate 3—Shock and Mat may detonate 2—V;oWd Chemical change 1—Unstable it heated 0—stable ®M A. Muroanaon Company l"8 Minnwpolia, MN JUL 23 '98 09:12RM MAM P.4/8 A. Mortenson Zero Injury Program Training Manual Combustibles Section j Page 22. Hazardous Materials I 22.A. 3 Subject . . A. Storage Revision No. 1 3/1/98 Supersedes Issue Dated 6/1/89 Keep all hazardous materials in the original container provided by the supplier unless a determined amount of hazardous materials is going to be used fora specific purpose. Ensure that the temporary container is compatible with the hazardous material. Do not accept the hazardous materials from the supplier if. • The container is damaged (e.g., holes, rust, cracks, etc.). • The supplier has used a temporary container. • The labeling has been damaged. Prevent all operations that produce heat, sparks, or increase the chance of fire since some of the hazardous materials emit toxic or harmful gases when burning. Storage Cabinet Meet all applicable codes when using a storage cabinet. Prevent access by non -authorized personnel. Label the cabinets with a list of the contents. m,N.A. mot=,= c mpoy i 99s Minnnpoiis. MN JUL-23 '98 09:12AM MAM Ell pany Zero Injury Program Training Manual Storage Location Management P.3/8 Page 22. Hazardous Materials 22.A. -2 A. Storage in No. 1 3/1/98 :des Issue Dated 611/89 The person responsible for the storage location must: • Prevent access from non -authorized personnel. • Comply with all applicable OSHA, NFPA, and Iocal code requirements. • Provide at least one 20 pound A-B-C fire extinguisher within 25 feet. • Prohibit eating, drinking, and smoking in the storage location. • Follow good housekeeping practices. • Limit the amount of hazardous materials storage quantities. For example, it is better to receive five 5-gallon buckets than one 25-gallon drum. No one container may exceed 60 gallon capacity, unless it is specifically designed to handle a larger amount (e.g. gasoline or diesel fueling tank). • Keep on hand the appropriate clean-up materials for each chemical being stored. • Provide proper signage: 1. Identify types of materials. 2. If different materials are stored together, identify the materials and their designated storage spot. 3. Provide proper labeling on all containers, including temporary containers. • Notify proper emergency authorities. • Conduct documented inspections of each storage location at least weekly. Segregation of Materials A competent person will be responsible for determining the proper segregation of hazardous materials and the distance of separation required. Segregate the following materials: • Flammables • Toxins • Oxidants • Reducers • Concentrated acids • Water reactves Peroxides • Pyrophorics • Cylinder gases 1. Empty 2. Full ®MA. Modm COMPUY I Mimma*hl MN JUL 23 '98 09:11AM MAM P.2/8 M. A. Mortenson Company Zero Injury Program Training Manual Section 22. Hazardous Materials Page I 22.A. -1 Subject A. Storage Revision No. 1 3/1/98 Supersedes Issue Dated 6/1/89 Hazardous Materials The purpose of this section is to establish uniform guidelines for the safe storage, handling, and disposal of hazardous materials. The material in this section is a required safety meeting topic for all personnel who will use, store, or dispose of hazardous materials. Storage of Hazardous Materials Storage Location Conditions Locate the storage location in an area so that: • Materials can be stored safely and securely. • It is away from populated work areas and high traffic areas. • It is away from heat producing activities. • It is large enough to allow the containers to be accessed without damage. Routes to and from the storage area are free of obstructions. • There is adequate ventilation. • It is not within 100 feet of any building. The location must be diked to contain any spillage. Inside Storage Rooms Construct inside rooms to meet the required fire rating for their use. Electrical equipment must meet the required class and division rating. Provide rooms with ventilation systems. Maintain a minimum on one aisle 3 feet wide at all times. Segregate the materials according to the requirements listed later in this section. Locate at least one 20 pound A-B-C fire extinguisher outside the room, within 10 feet of the room. ®MA mwrt company 19" mweapalla. W • Narrow, medium and wide beam spreads (NEMA Type 2, 4 and 6) produced from various heat and shock resistant tempered glass lenses. • Hydro -formed anodized aluminum reflectors. • Supplied with medium base clear MH or HPS lamp Installed. • 70W MH lamp is ANSI M-98 • 100W MH lamp is ANSI M-90 • Axial lamp position for high -efficiency • Door hinged and secured by two quick release latches. • High pressure die cast housing finished dark bronze enamel. • Trunnion option catalog prefix designation "MKCT" not equipped with aiming scale. • Knuckle joint catalog prefix designation "MKCK" or "MKCL" serrated joint and aiming scale. • Trunnion models prewired with #16-3 AWG SOW 90 cable extending 2 feet from luminaire. • Knuckle joint models prewired with #16 AWG leads extending 6" from wiring box. • External hardware in stainless steel. • Ballasts are high power factor. • 120 volt HPS and 100 watt 277 volt MH supplied with reactor ballasts. • 277 volt HPS and 100 watt 120 volt MH supplied with transformer and reactor ballast. .now • 70 watt MH and all 347 volt to 100 watt maximum supplied with lag type auto -transformers. • Photocontrol option is button type factory installed in knuckle joint models only. • Indoor and outdoor applications. • CSA certified and UL listed. B'4 44 -1, Fm'im twol AT-Photocontrol for knuckle mount version only. Add character "C" after distribution type. ��11ryis Fiir11 Beam type C=circular E.P.A. of 0.68 ft' Max. weight 21 lbs 0 10" 133 74" o Trunnion Mount Knuckle Mount 31B' �5 1/2.. sn \ 7/8" dia (2) 9/32" dia (2) 9/16" x 7/8" (2) MKCT7OS4W2LCU HPF Reactor 70W UPS MKCTIOS4W2LCU HPF Reactor IOOW HPS MKCT15S4W2LCU HPF Reactor I5OW HPS MKCT7OM4Z2LCU HX-HPF 70W MH MKCT10M4W2LCU HPF Reactor I OOW MH dDEt Fwr��v! 7vvt �IVAC&0tr,4.7o � f3'E Fi��r� .1rNFit't0 �By C#.or o a TAIL A) 98805 A389 Slipfitter for mtg. 2 3/8" O.D tenon (used with trunnion). B) 94929 A229 slipfitter for mounting on 2 3/8" tenon (used with knuckle) C) 14950 A502 rock shield. D) 14951 A503 light shield. E) 14952 A504 barn door. F) 14953 A503 light shield with louver Watts Distributlion 70 70W Volts 2=Type 2 narrow 10=1 0W 4=120V 4--Type 4 medium 15=100 W HPS 7=277V 6=Type 6 wide 8=347 V (IOOW Max.) Mounting T=trunnion K=knuckle (1/2-141PS) L--knuckle (3/4-14 IPS) Lamp type Ballast type S=HPS W=Reactor HPF M=Metal halide Z--HX HPF (70W & 100 W only) I Lamp Lrlamp included Market CU=CSA certified and UL listed Photo -cell C=button type (knuckle mtg only) Emergi-Lane, P.O. Box 548, Westbrook, CT. 06498 ATgl._(203) 399-7991 Fax: (203) 399-0082 powerlite 11/94 PN 960.0295 [towei 1i G Member of the Kaufel Group of Companies D MKC MultiKat Circular Beam Floodlight P The MultiKat family of custom quality floodlights presents a wide ra of precision optical systems in a single compact and architecturally adaptable housing. The MKC offers a choice of three circular beam patterns and is available in 70 through 1S0 watt HPS and 100 watt mv- . halide. The MKC can be used indoors or outdoors and is ideal for long throw narrow beam applications such as flag lighting, atrium lighting and architectural highlights. Powerlite Inc. Emergi-Lane, P.O. Box 548, Westbrook. CT. 06498 Tel.: (203) 399-7991 Fax: (203) 399-0082 Powerlite RSS Round Straight Steel I ales TECHNICAL INFORMATION EPA Jh:2) with 1.3 gust Approximate Nominal Pole Shaft Well Thickness 80 Max. 90 Max. 100 Max ht Bolt Circle (inches) Bolt Size (in.xin.xin.) weight s( ounds) founds) Catalog mounting hei ht(feet) Sizelinxinxft) linchesl m h wei ht m h wei ht m h wei 8 314 x 18 x 3 Number RSS 8 4-58 B 4.5 x 8.0 0.120 24.5 615 19.5 490 15.8 395 8 3/4 x 18 x 3 75 RSS 10 4-58 10 1 x 10.0 0.120 24.5 615 19.5 490 15.8 12.7 395 320 8 RSS 12 4-58 12 4.5 x 12.0 0.120 19.8 495 15.7 395 10.3 260 8 3/4 x 18 x 3 95 RSS 14 4-58 14 4.5 x 14.0 0.120 16.2 405 12.8 320 265 5.2 205 8 3/4 x 18 x 3 96 RSS 15 4-5B 15 4.5 It 15.0 0.120 1.1 1 330 10.2 265 8.2 205 8 3/4 x 18 x 3 105 RSS 16 4-5B 16 4.5 x 16.0 0.120 13.1 330 10.2 210 6.5 165 8 314 x 18 x 3 115 RSS 18 4-55 18 4.5 x 18.0 0.120 10.5 265 8.2 5.2 130 8 3/4 x 18 x 3 130 RSS 20 4-58 20 4.5 x 20.0 0.120 8.5 215 6.6 165 90 2.1 90 8 RSS 224-5B 22 4.5 x 22.0 0.120 4.8 130 3.6 90 2.1 90 8 3/4 z 18 x 3 145 RSS 24 4-5B 24 4.5 x 24.0 0.120 4.8 130 3.6 75 1.0 60 8 3/4 x 18 x 3 15 RSS 30 4-58 30 4.5 x 30.0 0.120 2.3 80 1.5 BASE DETAIL er Handhole Cover IMPORTANT: -These specifications are intended for general purposes only. Lithonia reserves the right to change material or design, without prior notice, in a continuing eHart to upgrade its products. It d der base to ensure lull contact with foundation. POLE OPTIONS Suffix Description FDL ra Festoon Outlet - less electrical FGL 1-1 Festoon GFI Outlet - less electrical HI-18S t Horizontal Arm Bracket -1 fixture VO Vibration Damper UAB Less Anchor Batts HH' Extra Handhole NOTES: 1 Specify location orientation when ordering (specify orientation from handhole). 2 Consult factory for more information concerning festoon outlets- 3 Combination of Tenon -top and drill mount requires extra handhole. • Installation requires grout to be pac a un LIMON/A L/GHT/NG SPECIFICATION OUTDOOR LIGHTING 125-POLE 01994 Lithonia Lighting, Rev. 10197 1615 E,IIIN CANADA. ISi00 SOT. E . LACHINE NOUEBEC HOT 2V3, A UNIT 6 OFNS I?HOLDINGS INC. 9003 125-POLE.PM6 Type FEATURES SHAFT — Weldable -grade ASTM 513 carbon steel tubing with a Catalog number minimum yield of 55,000 psi. Uniform wall thickness of .120'. Shaft is one-piece construction with a full longitudinal weld. The 4-1/2' round straight tube is uniform in cross-section down the length of the shaft ANCHOR BASE —Fabricated from carbon steel plate (ASTM A-36),3/ 4'thickness. Base plate and shaft are circumferentially welded at both the top and the bottom to provide maximum strength at the area of critical stress. HANDHOLE — Nominal 36' handhole is located 18' above the base. Cover and attachment hardware provided. GROUNDING —A nut holder located immediately inside the handhole is provided with a 1/2' —13 UNC ground bolt and nut ANCHOR BOLTS — Top 12' is galvanized per ASTM A-153. Made of carbon steel bar with a minimum yield strength of 55,000 psi. HARDWARE — Fasteners are high -strength galvanized zinc - plated or stainless steel. TOP CAP — Plastic cap is standard for drill -mount poles. FINISH — Dark bronze (DDB) polyester powder finish standard. Other architectural colors available. BASE COVER — Automotive -grade ASS plastic ful!-cover finished to match pole. ORDERING INFORMATION Choose the boldface catalog nomenclature that best suits your needs and write it in the appropriate blank. RSS Shaft type Nominal mounting Nominal shaft base size/ RSS height wallthickness 8-30feet 4-58 (See back page.) (See back page.) Shaft Bolt Bolt Base Anchor Warehouse Template Base Circle Projection Square Bolt Anchor Bolt Number Size A B C Description Description 4-1/2' 8' 3-1/4'-3-1/2' 8' ABRSS-4 AB18-0 PJ50041 NOTES: 1 The drilling template to be used for a particular luminaire depends on the luminaire that is used. Anchor Base Poles RSS 4-1/2"O.D. ROUND STRAIGHT STEEL 8' to 30' Mounting Example: RSS 20 4-513 DM19 DDB Mounting I Options Tenon Mounting Architectural Colors (powder finish? PT Open top accents KKR series Standard Colors T20 2-318' 0.0. (2' NPSI DDB Dark bronze T25 2-7/T O.D.12-11T NPS) DWH White T30 3-11T O.D. (3' NPS DEL Black Drill Mounting Classic Colors DM19x' 1 at90° OMB Medium bronze DM28xt 2 at 1800 DNA Natural aluminum DM29x' 2 at 90° DSS Sandstone DGC Charcoal gray DM32x' 3 at 1200 DM39x' 3at900 DTG Tennis green DM49x' 4 at 90° DER Bright red DS8 Steel blue Drilling Template Drilling for I C se,clare'a' with Reference blumh r nm'neir o s 1 1 ORCG1, OROG1 IMPORTANT: • Do not erect poles without fixtures in place. 2 2 KRES1 3 3 KREI, KRES2, KSES1, ORCG2. ORDG2 • Factory -supplied templates must be used when setting anchor bobs. Lithonia claim for incorrect anchorage placement due to failure to use e l KRE2, KSES2, ORC1, ORC2. ORDI, ORD2 will not accept factory template. Blank 5 All other Lithonia Area Luminaires . If poles are stored outside, protective wrapping paper and cardboard must be Refer to the Technical Data Section of the Monarch Binder for Drilling Templates. removed immediately to prevent finish damage. 2 Additional architectural colors available; see paint brochure. I� L/THON/A L/GHT/NG 125-POLE SPECIFICATION OUTDOOR LIGHTING 0 FEATURES HOUSING — Cylindrically -shaped -qed, heavy -gauge, spun alu- minurn housing with tool -less access. Fully gasketed for weather -tight integrity. Standard finish is dark bronze (ODS) polyester powder. Other architectural colors available. LENS — 3/16' thick, clear, impact -resistant tempered drop lens, MOUNTING — Extruded aluminum 6' arm with integral splice com- partment for wall or pole mounting is shipped in fixture carton. Optional mountings available. OPTICS — Segmented, anodized aluminum optics are inter- changeable and rotatable, Vertically lamped sealed optics in- clude ASY (asymmetric), SYM (symmetric), SYMN (symmetric narrow) and PFT (perimeter forward throw -asymmetric). De- sign redirects light around arc -tube for optimum lamp life and maximum efficiency. Three horizontally Tamped cutoff distribu- tions include Type II (roadway), Type III jasymmetric) and Type IV (forward throw). ELECTRICAL SYSTEM — Constant -wattage autotransformer bal- last. Ballast is copper wound and 100% factory tested. Remov- able power tray and positive locking disconnect plug. SOCKET— Mogul -base porcelain socketwith copper alloy, nickel - plated screw shell and center contact. UL listed 150OW-50DV, 4KV pulse rated. LISTING — UL listed suitable for wet locations. Listed and labeled to comply with Canadian Standards (see Options). < ORDERING INFORMATION Choose the boldfaoo catalag nomenclature that best suite write h on the appropriate line, order xtccsorics as se KVR2400S Series KVR2 DIMS Distribution Vertical ASY Asymmetric 47 SYM Symmetric 0 SYMN Symmetric narrow To, PFT Perimeter forward throw asymmetric Horizontal RZ IES Type II 'roadway R3 IES Type III asymmetric R4 IES T IV t rd throw Type Catalognumbrr._.._......... ......._........................... ............ ..... .... .,.................... ... Area Lighting KVR2 400S 400W HIGH PRESSURE SODIUM Z5' to 35' Mounting Diameter Arm Height Standar<7(,n An dimensions are inches gft Pairs Mount Icentlmerers) unless otherwise EPA 1.Sft' 1<rtl.6ft' (.15m') Specified. (includes des Struts) Dia or, ter,25163,51 Heigh .5) Height 16 ( 52) Overall Height Z3-7/8160.61 gh 5kg) Weight: 75 (34 kg) Example: KVR2400S SYM 120 RPVDDB SF are pole Warm)z ound pole IV arml2 Shipped Installed In Fixture SF Single fuse (120, 277, 347V) Architec7ural Colors (powder finish)' Standard Colors S 06 Square pole IS' arm) DF Double fuse (208, 240, 480V) 008 Darn bronze [standard) �RPVD06 Round pole W arm) (standard) PER NEMAtwist-lock receptacle DWH White SPVD09 Square pole W arm) only Ino photocantrol) OBL Black RPYOW Round pole IT arml HIS House side shield (R2, and R3 Classic Colors SPV012 Square pole 112' arm) only) DIAB Medium bronze RPVDt2 Round pole 117 arm) DRS Quartz restrike system 1250W max, 12DV lamp not included) DNA Natural aluminum WWYb09 Wood pole or wall IT arm) EC Emergency circuit DSS Sandstone WBVD09 Wall bracket IT arm) CR Corrosion -resistant DGC Charcoal gray DTG Tennis green Optional Mounting CSA Listed and labeled to comply with Canadian Standards DER Bright red rise Stnel blue ype aorwa PTA Post -top mount 14' open top pole) PTAS Port -top mount (4-1FY open top pole) PTS Past -top mount IT open top NOTES• pole) t optional rhuhi-tap ballast (120, 206. 240. 277V), pT6 Past -top mount (6' open top (120. 277. 347V in Canada). pole) 2 The SPVD06, RPVD08, SPY009, RPVD09, SPVD12. or RPVD12, must be used when two or more luminalres are oriented on a 90' drilling pattern. 3 May be ordered as accessory. A other architectural colors available: see point brochure. S For arm mounting. refer to technical data section in the outdoor binder for drilling template: Shipped Saparatotys Strlpinge PE1 NEMA twist -lock PE 1120, SORB Dark bronze 208, 240Vi SDWH White PE3 NEMA twist -lock PE (347V) SOBL Black PEA NEMA twist -lock PE (480Y) SONA Natural aluminum PE7 NEMA twist -lock PE (277V) 3DSS Sandstone SC Shorting cap SOTG Tennis green SOBR Bright red SSLM Dark blue metallic SCHM Charcoal metallic SUM Ligght gold metallic Accessories: Tenors Mounting Slipfrtter Mourrtlna Option Drilling-Temolate Order as separate catalog number, Use with fixtures suitable for round pole SPVDxiLRPvEIo 5 mounting. WBVOxx a WW4= 7 Number of fixtures 1 7 o For st1ping, add the prefix "s" In front of desired color. Me. Tenon CID. One Two0180' Two090'7 Three64120`threeg!10" Four0906 SDWH for white striping.) 0-ZW 0- 7 The RPVD06, RPV009. or RPVD12, must be used when two or 2.7/8' TZS-190 T25-250 T25-290 T25-3M TZ5-390 T25-49D more luminairot arc oriented on a 90- drilling panern. 4' T35-190 T35-280 T35-290 735-320 T35-390 T35�90 OrA L17WOMIA U0.Jt JWG ARCHITECTURAL OUTDOOR LIGHTING Z/Z 86ed`-L8£# X9W `ZV:9 861801LO `-££L9 99Z £t£ 750-KVR2 sajeioosst/ ysnq uasse£ :A,q luas Multimodal Transportation Level of Service Manual LOS Standards for Development Review - Bicycle ' V+4 tk Val/ -VI "lftfA,t. Qe- Figure 7. Bicycle LOS Worksheet level of service - connectivity n Tltvn actual propined base connectivity: C specific connections to priority sites: description of applicable destination area within 1,320' including address Pvr�uc.�c�� sly was+ o� st-i� {�.,o,�,PPncNY School a destination area classification (see text) publiv��l�cof cFa,n-E.� CD mKo N L`r`t p. 20 City of Fort Collins Transportation Master Plan Multimodal Transportation Level of Service Manual LOS Standards for Development Review - Pedestrian Figure 6. Pedestrian LOS Worksheet project location classification: Acnyml B Li t r (enter as many as apply) m ID description of applicable destination area within 1,320' including address L�r}vr-c G01ilKE�LMiil+ WrX,— of StlF-� 44P-K0JY MaD tvwywut V opm Cq- S+TE W Ito woop-►owut�ar, �S �ENi.Su�L- F.0jr,7 aF St'TE- �7W'C1k D� S tTlr destination area level of service (minimum based on project location classification) classification Nwra (see text) d rty+ntss FY] Rp ^, gr ntrresr 8 .a airy .madtin 'o" proposed g 8 1f ' II >�l>�I.snA �ivt+oa L � fi � ttttttttttttttta � A) —)5 DJ FtrW -& izoA'D CotAKU0 tW 4CZ&v VF-tv p. 18 City of Fort Collins Transportation Master Plan APPENDIX I N,s�ato.v y L c A4 TV Cat— tjAP �vN r- HCS: Unsignalized Intersections Release 2.1e HADISP.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) RI/RO ACCESS DRIVE (E-W) HARMONY ROAD Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 7/9/98 Other Information......... TOTAL TRAFFIC - YEAR 2015 - PM PEAK HOU R Two-way Stop -controlled Intersection EastboundLc Westbound6O INorthbound ccSouthbound L T RcIL T R IL T R IL T R No. Lanes 1 0 3 1 1 0 3 0 1 0 0 1 1 0 0 0 Stop/Yield Volumes PHF Grade MCI (}) SU/RVIS (}) CVIs (}) PCEIs ------------ 730 145 .95 .95 0 --------------- Adjustment Factors HCS: Unsignalized Intersections Release 2.1e HAD15P.HCO Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 256 Potential Capacity: (pcph) 1027 Movement Capacity: (pcph) 1027 Prob. of Queue -Free State: 0.88 -------------------------------------------------------- Intersection Performance Summary Avg. 95} Flow Move Shared Total Queue Rate Cap Cap Delay Length LOS Movement (pcph) (pcph) (pcph)(sec/veh) (veh) -------- ------ ------ -------------------- ----- NB R -------------- Vehicle Critical Follow-up Maneuver ------------------------------------------------------------------ Gap (tg) Time (tf) Left Turn Major Road 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 122 1027 4.0 Intersection Delay 0.4 A 0.2 sec/veh Approach Delay (sec/veh) 4.0 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4e 07-09-1998 Center For Microcomputers In Transportation Streets: (E-W) MAIN ENTRANCE (N-S) TIMBERLINE Analyst: RR File Name: TME15AT.HC9 Area Type: Other 7-9-98 AM Comment: TOTAL TRAFFIC - YEAR 2015 Eastbound = ==Westbound c=Northbound = Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- --- ---- ---- ---- ---- ---- ---- No. Lanes 2 1 1 1 1 1 1 2 1 2 2 1 Volumes 205 15 65 30 25 90 70 845 60 225 635 110 Lane W (ft) 12.0 12.0 12.0 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 B.OP 17.OP 14.OP Green 10.OP 31.OP Yellow/AR 5.0 0.0 5.0 Yellow/AR 5.0 5.0 Cycle Length: 100 secs Phase Combination order: #1 #2 #3 #5 #6 --------------------------- ------------- ---- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio_ Delay LOS Delay LOS ----- ---- ------- ----- ----- ----- --- ----- --- EB L 956 3539 0.232 0.270 21.6 C 19.0 C T 615 1863 0.026 0.330 17.2 C R 760 1583 0.089 0.480 10.7 B WB L 496 1770 0.065 0.290 21.2 C 21.0 C T 298 1863 0.087 0.160 27.2 D R 491 1583 0.194 0.310 19.3 C NB L 290 1770 0.255 0.480 12.1 B 23.1 C T 1229 3725 0.759 0.330 24.7 C R 728 1583 0.086 0.460 11.5 B SB L 425 3539 0.575 0.120 33.0 D 22.5 C T 1229 3725 0.570 0.330 21.5 C R 950 1583 0.122 0.600 6.6 B Intersection Delay = 22.2 sec/veh Intersection LOS = C Lost Time/Cycle, L = 12.0 sec Critical v/c(x) = 0.450 ---------------------------------------------------- - ----------------- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4e 07-09-1998 Center For Microcomputers In Transportation Streets (E-W) MAIN ENTRANCE= (N-S) TIMBERLINE _ Analyst: RR File Name: TME15PT.HC9 Area Type: Other 7-9-98 PM Comment: TOTAL TRAFFIC - YEAR 2015 _ = Eastbound= Westbound= Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 2 1 1 1 1 1 1 2 1 2 2 1 Volumes 560 40 115 110 45 370 125 560 30 105 930 295 Lane W (ft) 12.0 12.0 12.0 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_- 003_- 003_- 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 B.OP 17.OP 14.OP Green 10.OP 31.OP Yellow/AR 5.0 0.0 5.0 Yellow/AR 5.0 5.0 Cycle Length: 100 secs Phase combination order: #1 #2 #3 #5 #6 - Intersection Performance Summary Lane Group: Adj Sat v/C g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS - --- ---- ------- ----- ----- ----- --- ----- --- EB L 956 3539 0.635 0.270 25.4 D 22.8 C T 615 1863 0.068 0.330 17.5 C R 760 1583 0.159 0.480 11.1 B WE L 470 1770 0.247 0.290 22.3 C 28.1 D T 298 1863 0.158 0.160 27.5 D R 491 1583 0.793 0.310 30.0 D NB L 287 1770 0.460 0.480 15.2 C 19.4 C T 1229 3725 0.503 0.330 20.7 C R 728 1583 0.044 0.460 11.3 B SB L 425 3539 0.268 0.120 30.5 D 23.3 C T 1229 3725 0.836 0.330 27.2 D R 950 1583 0.327 0.600 7.6 B Intersection Delay = 23.1 sec/veh Intersection LOS = C Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 0.762 --------------------------------------------------------- ------------- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4e 07-14-1998 Center For Microcomputers In Transportation Streets: (E-W) HARMONY ROAD (N-S) MAIN ENT/HR RD COMNT Analyst: RR File Name: HMEI5AT.HC9 Area Type: Other 7-10-98 AM Comment: TOTAL TRAFFIC - YEAR 2015 Eastbound Westbound Northbound Southbound L- T R -L-- T R L T R LT R ---- ---- ---- No. Lanes 1 3 1 1 3 < 0 1 > 1 1 1 1 Volumes 25 1855 220 90 1520 10 220 1 50 25 1 175 Lane W (ft) 12.0 12.0 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 ---- - ----------- ------------------------- Phase Combination 1 Signal Operations EB Left * * 3 4 NB Left * 6 7 8 Thru * Right Thru Peds Right * Peds WB Left * * SB Left Thru * Thru Right * Peds Right * Peds NB Right SB Right EB Right WE Right Green 5-OP 40.OP Green 23.OP 12.OP Yellow/AR 5.0 5.0 Yellow/AR 5.0 5.0 Cycle Length: 100 secs Phase combination order: #1 #2 #5 #6 ---------------- -------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L ----- ----- --- 199 1770 0.131 0.520 10.8 B 12.3 -g- T 2347 5588 0.915 0.420 13.2 B R 1108 1583 0.209 0.700 4.0 A WB L 199 1770 0.477 0.520 16.1 C 10.5 B TR 2345 5583 0.756 0.420 10.2 B NB L 442 1770 0.235 0.250 22.8 C 22.8 C LT 444 1775 0.291 0.250 23.2 C R 396 1583 0.134 0.250 22.1 C SB L 248 1770 0.105 0.140 28.5 D 29.6 D T 261 1863 0.004 0.140 28.1 D R 222 1583 0.356 0.140 30.0 D Intersection Delay = 12.6 sec/veh Intersection LOS = B Lost Time/Cycle, L = 12.0 sec Critical v/c(x) 0.637 ---------------------------------------- - - HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4e 07-14-1998 Center For Microcomputers In Transportation Streets (E-W) HARMONY ROAD(N-S)= MAIN LENT/HR RD COMNT=====_ Analyst: RR File Name: HMEI5PT.HC9 Area Type: Other 7-10-98 PM Comment: TOTAL TRAFFIC - YEAR 2015 Eastbound Westbound = Northbound===Southbound L T R L T R- L T R L T R ---- ---- ---- ---- ---- ---- ---- - - ---- No. Lanes 1 3 1 1 3 < 0 1 > 1 1 1 1 1 Volumes 90 1690 150 65 2390 30 495 1 70 25 1 45 Lane W (ft) 12.0 12.0 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 g * Peds Peds NB Right * EB Right SB Right WB Right Green S.OA 43.OP Green 26.OA 6.OA Yellow/AR 5.0 5.0 Yellow/AR 5.0 5.0 Cycle Length: 100 secs Phase combination order: #1 #2 #5 #6 -------------------------------------------------------- Intersection Performance Summary Lane Group:Ad' Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 198 1770 0.455 0.550 17.0 C 7.9 B T 2779 6176 0.704 0.450 7.9 B R 1203 1583 0.131 0.760 2.4 A WB L 198 1770 0.343 0.550 11.0 B 20.8 C TR 2774 6165 1.010 0.450 21.0 C NB L 495 1770 0.472 0.280 23.3 C 23.2 C LT 497 1774 0.580 0.280 24.8 C R 554 1583 0.134 0.350 16.8 C SB L' 142 1770 0.184 0.080 32.7 D 28.7 D T 149 1863 0.007 0.080 32.2 D R 285 1583 0.165 0.180 26.4 D Intersection Delay = 16.2 sec/veh Intersection LOS = C Lost Time/Cycle, L = 12.0 sec Critical v/c(x) = 0.776 - --------------------------------- ----------------------------------- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4e 07-09-1998 Center For Microcomputers In Transportation Streets (E-W) HARMONY =ROAD (N-S) TIMBERLINE ROAD Analyst: RR File Name: HT15AT.HC9 Area Type: Other 7-9-98 AM Comment: TOTAL TRAFFIC - YEAR 2015 _= Eastbound ==Westbound Northbound =Southbound L T R L T R L T R L T R - - - ---- ---- ---- ---- -- - ---- ---- - -- ---- ---- ---- No. Lanes 2 3 1 2 3 1 2 2 1 2 2 1 Volumes 325 1625 305 190 1225 385 360 545 235 510 475 370 Lane W (ft) 12.0 12.0 12.0 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 1.00 3.00 3.00 1.00 3.00 3.00 1.00 3.00 3_00 1_00 3_00 3_00 --------- -----------------------P----------------- 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 Peas * Peds NB Right EB Right + SB Right + WB Right Green 8.OA 38.OP Green 17.0A 17.0A Yellow/AR 5.0 5.0 Yellow/AR 5.0 5.0 Cycle Length: 100 secs Phase combination order: #1 #2 #5 #6 ---------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ---- ------ ----- ----- ----- --- ----- --- EB L 425 3539 0.829 0.120 36.7 D 18.9 C T 2471 6176 0.762 0.400 17.7 C R 982 1583 0.327 0.620 5.9 B WB L 425 3539 0.485 0.120 27.3 D 14.8 B T 2471 6176 0.574 0.400 15.3 C R 982 1583 0.413 0.620 6.4 B NB L 743 3539 0.525 0.210 23.2 C 30.2 D T 708 3725 0.852 0.190 32.2 D R 301 1583 0.821 0.190 36.3 D SB ,L 743 3539 0.744 0.210 26.7 D 26.5 D T 706 3725 0.742 0.190 27.6 D R 507 1583 0.768 0.320 24.6 C Intersection Delay = 21.2 sec/veh Intersection LOS = C Lost Time/Cycle, L = 8.0 sec Critical v/c(x) = 0.785 ----------------------------------------------------------------------- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4e 07-09-1998 Center For Microcomputers In Transportation Streets (E W)cHARMONY ROAD c=========e=(N-S)=TIMBERLINE ROAD Analyst: RR File Name: HT15PT.HC9 Area Type: Other 7-9-98 PM Comment: TOTAL TRAFFIC - YEAR 2015 Eastbound Westbound Westbound Northbound Southbound L T R L T R L T R ---- ---- ---- L T R ---- ---- -'-- No. Lanes Volumes ---- - -- ---- ---- 2 3 1 330 1430 420 ---- ---- 2 3 250 2045 1 630 2 2 1 690 665 135 2 2 1 405 660 360 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.00 12.0 12.0 12.0 RTOR Vols Lost Time 0 0 1.00 3.00 3.00 1.00 3.003_001.00-3_00-3_00_1.00_3_00 ______-_ - _ 3.00 ------------------------ Si -- al erations Phase Combination 1 2 3 4 5 6 7 8 EB Left + NB Left Thru * Thru Right * Right Peds * Peds WB Left * SB Left Thru * Thru Right Right Peds Peds NB Right EB Right SB Right * WB Right Green 8.0A 36.OP Green 18.OA 18.OA Yellow/AR 5.0 5.0 Yellow/AR 5.0 5.0 Cycle Length: 100 secs Phase combination order: #1 #2 #5 #6 ----------------------- ----------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- --- ----- --- ----- EB L ---- ------- 425 3539 ----- 0.841 ----- 0.120 37.5 D 18.6 C T 2347 6176 0.706 0.380 17.7 C R 966 1583 0.458 0.610 7.1 B WB L 425 3539 0.638 0.120 29.3 D 30.4 D T 2347 6176 1.009 0.380 36.3 D R 966 1583 0.686 0.610 9.9 B NB L 779 3539 0.961 0.220 41.9 E 43.1 E T 745 3725 0.986 0.200 48.1 E R 317 1583 0.448 0.200 23.4 C SB L 779 3539 0.564 0.220 23.2 C 34.1 D T 745 3725 0.980 0.200 46.7 E R 522 1583 0.725 0.330 22.5 C Intersection Delay = 30.1 sec/veh Intersection LOS = D Lost Time/Cycle, ---------------------------------------------------------------------- L = 8.0 sec Critical v/c(x) - 0.971 APPENDIX H HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4e 07-09-1998 Center For Microcomputers In Transportation Streets: (E-W) MAIN ENTRANCE (N-S) TIMBERLINE Analyst: RR File Name: TMEI5A.HC9 Area Type: Other 7-9-98 AM Comment: BACKGROUND TRAFFIC - YEAR 2015 _ = Eastbound = ==Westbound Northbound Southbound L T R L T R L T R ---- ---- L T R ---- ---- ---- No. Lanes ---- ---- ---- ---- 2 0 1 ---- ---- 0 0 0 ---- 1 2 0 0 2 1 Volumes 205 65 70 820 635 110 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 0 0 0 Lost Time 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 30.OP Green 60.OP Yellow/AR 5.0 Yellow/AR 5.0 Cycle Length: 100 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 1133 3539 0.196 0.320 18.8 C 18.7 C R 507 1583 0.134 0.320 18.4 C NB L 297 478 0.250 0.620 6.6 B 7.3 B T 2310 3725 0.392 0.620 7.3 B SB T 2310 3725 0.303 0.620 6.8 B 5.8 B R 1583 1583 0.073 1.000 0.0 A Intersection Delay = 8.3 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.325 _______________________________________________________________________ SIGNALIZED INTERSECTION SUMMARY Version 2.4e 07-09-1998 HCM: Center For Microcomputers -In Transportation_______________ Streets (E W) MAIN ENTRANCE _ _ File)NamMBERLINSP.HC9 Analyst: RR 7 9 98 PM Area Type: Other TRAFFIC - YEAR 2015 Comment: BACKGROUND Eastbound== = Westbound Northbound Southboundd L T R L T R L T R ---- ---- L --- ---- - No. Lanes 2 0 1 0 0 '--- 0 1 2 0 125 550 O 930 295 Volumes 560 115 12.0 12.0 12.0 12 .0 12.0 Lane W (ft) 12.0 0 0 RTOR Vols 0 3.00 3.00 3.00 3_---3_00 Lost Time 3.00 ___________ --- Signal Operations 6 7 8 Phase Combination 1 2 3 4 5 NB LeftThru EB Left Thru Right Right Peds * Peds BB Left WB Left Thru Thru Right Right Peds Peds * NB Right EB Right SB Right * 30.OP WB Right Green 10.OP 50.OP Green Yellow/AR 5.0 Yellow/AR 0.0 5.0 Cycle Length: 100 secs Phase combination order: #1 #5 #6 ------------- - ----------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Ratio Delay LOS Approach: lay LOS Delay Mvmts Cap Flow Ratio EB L 1133 3539 0.536 0.320 21.6 C 20.3 C R 665 1583 0.182 0.420 13.9 B B NB L 205 1770 0.644 0.620 13.9 B 7.9 T 2310 3725 0.263 1937 3725 0.531 0.620 6.6 B 0.520 12.3 B 9.6 B SB T R 1378 1583 0.226 0.870 0.8 A sec/veh Intersection LOS = B Intersection Delay - 11.9 Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 0_569 - --------------------------------------------------- -------' HCS: Unsignalized Intersections Release 2.1e HMEISP.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) HARMONY RD COMMUNITY = (E-W) HARMONY ROAD Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 7/14/98 other Information......... BACKGROUND TRAFFIC - YEAR 2015 - PM PEA K HOUR Two-way Stop -controlled Intersection Eastbound Westbound Northbound Southbound L T R I L T R I L T R I L T R No. Lanes 11 3 1 1 1 3 < 0 1 0 > 1 1 10 > 1 1 stop/Yield Volumes PHF Grade MC's (t) SU/RV's (t) CVIa (t) PCEIa N 90 632 70 .95 .95 .95 0 N 30 946 30 .95 .95 .95 0 1.10 --------------- 40 1 15 .95 .95 .95 0 1.10 1.10 1.10 --------------- Adjustment Factors 25 1 45 .95 .95 .95 0 1.10 1.10 1.10 --------------- Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 HCS: Unsignalized Intersections Release 2.1e HMESSP.HCO Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 222 348 Potential Capacity: (pcph) 1069 923 Movement Capacity: (pcph) 1069 923 Prob. of Queue -Free State: 0.98 0.94 -------------------------------------------------------- Step 2: LT from Major Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 739 1028 Potential Capacity: (pcph) 688 481 Movement Capacity: (pcph) 688 481 Prob. of Queue -Free State: 0.95 0.78 -------------------------------------------------------- Step 3: TH from Minor Street NB SB ------------------ - ----- -------------------- Conflicting Flows: (vph) - 1820 ------ 1878 Potential Capacity: (pcph) 94 87 Capacity Adjustment Factor due to Impeding Movements 0.74 0.74 Movement Capacity: (pcph) 70 65 Prob. of Queue -Free State: 0.99 0.98 -------------------------------------------------------- Step 4: LT from Minor Street NB SB ------------------------------------------------------- Conflicting Flows: (vph) 1788 1805 Potential Capacity: (pcph) 76 74 Major LT, Minor TH Impedance Factor: 0.73 0.73 Adjusted Impedance Factor: 0.79 0.79 Capacity Adjustment Factor due to Impeding Movements 0.75 0.78 Movement Capacity: (pcph) ------------ ----------------------------- 57 - ----------- 58 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 46 57 > 57 ------- 249.7 ------- 5.5 ----- -------- F NB T 1 70 > 183.8 NB R 18 1069 3.4 0.0 A SB L 29 58 > 58 124.1 2.5 F SB T 1 65 > 48.1 SB R 52 923 4.1 0.0 A EB L 105 481 9.6 0.9 B 1.1 WB L 35 688 5.5 0.0 B 0.2 Intersection Delay = 7.7 sec/veh HCS: Unsignalized Intersections Release 2.le HMEISA.HCO Paae 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets (N-S)LHARMONY RDcCOMMUNITY L (E W) HARMONY ROAD Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 7/14/98 Other Information......... BACKGROUND TRAFFIC - YEAR 2015 - AM PEA K HOUR Two-way Stop -controlled Intersection Eastbound WestboundL Northbound Southbound L T R I L T R I L T R L T R No. Lanes 1 1 3 1 1 1 3 < 0 1 0 > 1 1 1 0 > 1 1 Stop/Yield Volumes PHF Grade MC's (&) SU/RV's 00 CV's M PCE's ------------ T 25 732 20 .95 .95 .95 0 1.10 -------------- 10 588 10 95 .95 .95 0 1.10 -------------- 60 1 25 .95 .95 .95 0 1.10 1.10 1.10 .--------------. Adjustment Factors 25 1 75 .95 .95 .95 0 1.10 1.10 1.10 -------------- Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) -------------- - Left Turn Major ------------------------ Road - ------------------------ 5.50, 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 HCS: Unsignalized Intersections Release 2.le HMEISA.HCO Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 257 212 Potential Capacity: (pcph) 1026 1081 Movement Capacity: (pcph) 1026 1081 Prob. of Queue -Free State: 0.97 �0.92 -------------------------------------------------------- Step 2: LT from Major Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 792 630 Potential Capacity: (pcph) 644 787 Movement Capacity: (pcph) 644 787 Prob. of Queue -Free State: 0.98 0.96 -------------------------------------------------------- Step 3: TH from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 1438 1454 Potential Capacity: (pcph) 157 154 Capacity Adjustment Factor due to Impeding Movements 0.95 0.95 Movement Capacity: (pcph) 148 146 Prob. of Queue -Free State: 0.99 0.99 -------------------------------------------------------- Step 4: LT from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 1426 1433 Potential Capacity: (pcph) 130 128 Major LT, Minor TH Impedance Factor: 0.94 0.94 Adjusted Impedance Factor: 0.95 0.95 Capacity Adjustment Factor due to Impeding Movements 0.88 0.93 Movement Capacity: (pcph) ---------------------------------------------' 114 119 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 69 114 > 114 ------- 78.6 3.9 F NB T 1 148 > 56.8 NB R 29 1026 3.6 0.0 A SB L 29 119 > 120 39.9 1.1 E SB T 1 146 > 13.0 SB R 87 1081 3.6 0.2 A EB L 29 787 4.7 0.0 A 0.2 WB L 12 644 5.7 0.0 B 0.1 Intersection Delay = 4.1 sec/veh HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4e 07-09-1998 Center For Microcomputers In Transportation Streets (E-W) HARMONY ROAD =_ (N-S)=TIMBERLINE ROAD Analyst: RR File Name: HT15A.HC9 Area Type: Other 7-9-98 AM Comment: BACKGROUND TRAFFIC - YEAR 2015 Eastbound= Westbound= = Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- - -- ---- ---- ---- ---- ---- ---- No. Lanes 2 3 1 2 3 1 2 2 1 2 2 1 Volumes 325 1340 205 140 1130 320 305 510 210 325 400 370 Lane W (ft) 12.0 12.0 12.0 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 1.00 3.00 3.00 1.00 3.00 3.00 1.00 3.00 3.00 1.00 3.00 3.00 --- - ----------------- - ----------P----------------------------------- 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 9.OA 39.OP Green 14.OA 18.OA Yellow/AR 5.0 5.0 Yellow/AR 5.0 5.0 Cycle Length: 100 secs Phase combination order: #1 #2 #5 #6 _______________________________________________________________________ Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS _____ ____ _______ _____ _____ _____ ___ _____ --- EB L 460 3539 0.765 0.130 32.3 D 17.2 C T 2532 6176 0.613 0.410 15.3 C R 950 1583 0.227 0.600 6.0 B WB L 460 3539 0.328 0.130 25.7 D 13.9 B T 2532 6176 0.517 0.410 14.4 B R 950 1583 0.355 0.600 6.7 B NB L 637 3539 0.520 0.180 24.6 C 26.8 D T 745 3725 0.757 0.200 27.5 D R 317 1583 0.698 0.200 28.5 D SB L 637 3539 0.553 0.180 24.9 C 23.7 C T 745 3725 0.593 0.200 24.4 C R 538 1583 0.723 0.340 21.9 C Intersection Delay = 19.2 sec/veh Intersection LOS = C Lost Time/Cycle, L = 8.0 sec Critical v/c(x) = 0.654 ----------------------- ---------------- - ----------------------------- HCM.: SIGNALIZED INTERSECTION SUMMARY Version 2.4e 07-09-1998 Center For Microcomputers In Transportation __-_--__-_- Streets (E-W) HARMONY ROAD = a (N-S) TIMBERLINE ROAD File Name: HT15P.HC9 Analyst: RR 7-9-98 PM Area Type: Other Comment: BACKGROUND TRAFFIC - YEAR 2015__- _ = Eastbound= Westbound Northbound== = Southbound L T R LT RL TR L_ 2 3 1 T_ R No. Lanes _-- -- --- __ __ _ _ 2 3 1 2 2 1 2 2 1 Volumes 330 1300 375 225 1775 450 470 520 120 320 625 360 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.00 12.0 12.0 12.00 12.0 12.0 12.0 RTOR Vols 0 Lost Time 1.00 3.00 3.00 1.00 3.00 3.00 1.00 3.00 3_00 1_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 + SB Left ' WB LeftThru * Thru Right * Right ` Peds * Peds NB Right EB Right + SB Right * WB Right Green 9.OA 39.OP Green 14.OA 18.OA Yellow/AR 5.0 5.0 Yellow/AR 5.0 5.0 Cycle Length: 100 secs Phase combination order: _#1 #2 #5 #6 ________________________________ _________ Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS. Delay LOS ---- -- EB L 460 3539 0.776 0.130 32.8 D 16.5 C T 2532 6176 0.594 0.410 15.1 C R 950 1583 0.416 0.600 7.1 B WB L 460 3539 0.530 0.130 27.2 D 17.3 C T 2532 6176 0.811 0.410 18.3 C R 950 1583 0.499 0.600 7.7 B NB L 637 3539 0.801 0.180 30.4 D 28.4 I m 745 3725 0.770 0.200 27.9 D R 317 1583 0.398 0.200 22.9 C SB L 637 3539 0-.545 0.180 24.8 C 30.4 D T 745 3725 0.927 0.200 38.2 D R 538 1583 0.704 0.340 21.4 C Intersection Delay = 21.3 sec/veh Intersection LOS = C Lost Time/Cycle, L = 8.0 sec Critical v/c(x) 0.830 ------------- -- NArwuv C??Tio4jAL-- (?AA.) opeRAYE LEpr—Tueu LA.Aje HCS: Unsignalized Intersections Release 2.1e HAD02A.HCO Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets:e(N-S)sRI/RO ACCESS DRIVE seeee�=6(E-W) HARMONYROAD e Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 7/9/98 Other Information......... TOTAL TRAFFIC - YEAR 2002 - AM PEAK HOU R Two-way Stop -controlled Intersection Eastbound s Westbounde s Northbound Southbound e eeeee�eeeel L T R eI L T R I L T R I L T R No. Lanes 1 0 2 1 1 0 2 0 1 0 0 1 1 0 0 0 Stop/Yield Volumes PHF Grade MC's (%) SU/RV's (%) CV's (%) PCE's N 900 125 .95 .95 0 --------------- Adjustment Factors HCS: U=signalized- Intersections -- Release c2-lc=-_-HAD02A.HCOss-=- Page -2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SE Conflicting Flows: (vph) 474 Potential Capacity: (pcph) 796 Movement Capacity: (pcph) 796 Prob. of Queue -Free State: 0.98 -------------------------------------------------------- Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Rate Cap Cap Delay Length LOS Movement (pcph) (pcph) (pcph)(sec/veh) (veh) -------- ------ ------ ------ ------- ------- ----- NB R .-------------- Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) -------------------------------------------------------------- -- Left Turn Major Road 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 18 796 4.6 0.0 A Intersection Delay a 0.0 sec/veh Approach Delay (sec/veh) 4.6 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4e 07-09-1998 Center For Microcomputers In Transportation Streets: (E-W) MAIN ENTRANCE (N-S) TIMBERLINE Analyst: RR File Name: TME02AT.HC9 Area Type: Other 7-9-98 AM Comment: TOTAL TRAFFIC - YEAR 2002 Eastbound Westbound =Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- -- - ---- No. Lanes 2 1 1 1 1 1 1 2 1 1 2 1 Volumes 205 15 65 10 25 65 70 700 30 155 520 110 Lane W (ft) 12.0 12.0 12.0 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 19.OP 12.OP Green 6.OP 38.OP Yellow/AR 0.0 5.0 Yellow/AR 5.0 5.0 Cycle Length: 90 secs Phase combination order: #1 #2 #5 #6 ---------------- ------------------------------------------------------ Intersection Performance Summary Lane Group: Adj Sat v/C g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ---- ------- ----- ----- ----- --- ----- --- EB L 629 3539 0.353 0.178 24.8 C 20.8 C T 683 1863 0.023 0.367 13.8 B R 774 1583 0.088 0.489 9.3 B WB L 261 1678 0.042 0.156 24.5 C 20.8 C T 290 1863 0.090 0.156 24.7 C R 440 1583 0.155 0.278 18.7 C NB L 359 1770 0.206 0.567 7.2 B 12.9 B T 1656 3725 0.467 0.444 13.5 B R 704 1583 0.045 0.444 10.8 B SB L 266 1770 0.613 0.567 11.5 B 11.2 B T 1656 3725 0.347 0.444 12.5 B R 1038 1583 0.112 0.656 4.4 A Intersection Delay - 13.7 sec/veh Intersection LOS = B Lost Time/Cycle, L = 12.0 sec Critical v/c(x) = 0.431 _______________________________________________________________________ HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4e 07-09-1998 Center For Microcomputers -In Trannsportation==c--_EC6=====_ Streets (E-W)=MAIN ENTRANCE== = (N-S)NTIMBERLINE T.HC9 Analyst: RR File Area Type: Other 7-9-98 PM Comment: TOTAL TRAFFIC - YEAR 2002 Eastbound Westbound Northbound Northbound ==Southbound L T R L T R L T R L T R _ __ _ __ __ _ __ _ ___ ____ ____ ____ ____ ____ ____ No. Lanes 2 1 1 1 1 1 1 2 1 1 2 1 Volumes 560 40 115 40 45 305 125 435 15 75 695 295 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.00 12.0 12.0 12.00 12.0 12.0 12.0 RTOR Vols 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 7 8 Phase Combination 1 2 3 4 5 6 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 26.OP 13.OP Green 6.OP 30.OP Yellow/AR 0.0 5.0 Yellow/AR 5.0 5.0 Cycle Length: 90 secs Phase combination order: #1 #2 #5 #6 --------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ---- ----- EB L 904 3539 0.671 0.256 24.2 C 20.7 C T 849 1863 0.049 0.456 10.4 B R 915 1583 0.132 0.578 6.6 B WB L 257 1543 0.163 0.167 24.4 C 24.9 C T 310 1863 0.151 0.167 24.4 C R 457 1583 0.702 0.289 25.0 C NB L 240 1770 0.550 0.478 13.7 B 15.8 T 1325 3725 0.363 0.356 16.4 C R 563 1583 0.028 0.356 14.3 B SB L 344 1770 0.230 0.478 10.2 B 14.4 B T 1325 3725 0.581 0.356 18.4 C R 1020 1583 0.305 0.644 5.4 B Intersection Delay = 17.8 sec/veh Intersection LOS = C Lost Time/Cycle, L = 9_0 sec Critical v/c(x) = 0.645 ____________ HCS: Unsignalized Intersections Release 2.1e HME02PT.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) HARMONY RD COMMUNITY (E-W) HARMONY ROAD Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 7/14/98 Other Information.......... TOTAL TRAFFIC - YEAR 2002 - PM PEAK HOU R Two-way Stop -controlled Intersection =Eastbound-= = westbound = Northbound nI Southbound L T R I L T R I L T R L T R No. Lanes 11 2 0 1 0 2 < 0 1 0 0 0 1 1 0 1 Stop/Yield Volumes PHF Grade MCI (%) SU/RV's (4) CV's (4) PCEIs ------------ N 90 849 .95 .95 0 1.10 --------------- 1155 30 .95 .95 0 -------------- Adjustment Factors 25 45 .95 .95 0 1.10 1.10 '-------------- Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) --------------------------------------------------------------- Left Turn Major Road 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 - 3.30 Left Turn Minor Road 7.00 3.40 HCS: Unsignalized intersections Release 2.1e HME02PT.HCO Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 624 Potential Capacity: (pcph) 669 Movement Capacity: (pcph) 669 Prob. of Queue -Free State: 0.92 -------------------------------------------------------- Step 2: LT from Major Street WB EB -------------------------------------------------- Conflictinq Flows: (vph) 1248 Potential Capacity: (pcph) 367 Movement capacity: (pcph) 367 Prob. of Queue -Free State: 0.71 -------------------------------------------------------- Step 4: LT from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 2221 Potential Capacity: (pcph) 40 Major LT, Minor TH Impedance Factor: 0.71 Adjusted Impedance Factor: 0.71 Capacity Adjustment Factor due to Impeding Movements 0.71 Movement Capacity: (pcph) ----------------------------------------------------- 29 - - Intersection Performance Summary Avg. 954 Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) ------- (sec/veh) ----- --------- -------- ------ ------ ------ ------- SB L 29 29 596.8 5.4 F 216.9 SB R 52 669 5.8 0.2 B EB L 105 367 13.7 1.3 C 1.3 Intersection Delay = 7.5 sec/veh HCS: Unsignalized Intersections Release 2.1e HME02AT.HCO Page Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) HARMONY RD COMMUNITY (E-W) HARMONY ROAD Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 7/14/98 Other Information......... TOTAL TRAFFIC - YEAR 2002 - AM PEAK HOU R Two-way Stop -controlled Intersection c ILLEastboundR I LWestboundR I LNorthboundd I LSouthbound No. Lanes 11 2 0 1 0 2 c 0 1 0 0 0 1 1 0 1 Stop/Yield volumes PHF Grade MC's (s) SU/RV's M CV's M PCE's ------------ IT 25 894 .95 .95 0 1.10 --------------- 699 10 .95 .95 0 -------------- Adjustment Factors 25 75 .95 .95 0 1.10 1.10 -------------- Vehicle Critical Follow-up Maneuver Time (tf) -------------- Left Turn Major --------------Gap-(tg Road -- - --------- 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 HCS: Unsignalized Intersections Release 2.1e HME02AT.HCO Paae Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 374 Potential Capacity: (pcph) 895 Movement Capacity: (pcph) 895 Prob. of Queue -Free State: 0.90 -------------------------------------------------------- Step 2: LT from Major Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 747 Potential Capacity: (pcph) 681 Movement Capacity: (pcph) 681 Prob. of Queue -Free State: 0.96 -------------------------------------------------------- Step 4: LT from Minor Street NB SB ------------------------------------------------------- Conflicting Flows: (vph) 1708 Potential Capacity: (pcph) 86 Major LT, Minor TH 0.96 Impedance Factor: Adjusted Impedance Factor: 0.96 Capacity Adjustment Factor due to Impeding Movements 0.96 Movement Capacity: (pcph) ---------- - -------- ------------- - -------------------- 82 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) ----- --------- ------ ----- ------ SB L 29 82 67.4 1.6 F 20.2 SB R 87 895 4.5 0.3 A EB L 29 681 5.5 0.0 B 0.2 Intersection Delay = 1.2 sec/veh APPENDIX F HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4e 07-09-1998 Center For Microcomputers In Transportation Streets (E-W) MAIN ENTRANCE _ (N-S) TIMBERLINE Analyst: RR File Name: TME02A.HC9 Area Type: Other 7-9-98 AM Comment: BACKGROUND TRAFFIC - YEAR 2002 Eastbound Westbound Northbound = = Southbound L T R L T R L T R L T R No. Lanes ---- ---- 2 0 ---- 1 ---- ---- ---- 0 0 0 ---- - -- ---- 1 2 0 ---- ---- ---- 0 2 1 Volumes 205 65 70 700 520 110 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 0 0 0 Lost Time ---------------------------- 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 SS Left Thru Thru Right Right Peds * Peds NB Right EB Right SB Right * WB Right Green 30.OP Green 50.OP Yellow/AR 5.0 Yellow/AR 5.0 Cycle Length: 90 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 1258 _______ _____ _____ _____ ___ 3539 0.176 0.356 15.2 C _____ --- 15.1 C R 563 1583 0.121 0.356 14.8 B NB L 352 609 0.210 0.578 7.0 B 7.7 S T 2153 3725 0.360 0.578 7.7 B SB T 2153 3725 0.267 0.578 7.2 B 6.0 B R 1583 1583 0.073 1.000 0.0 A Intersection Delay = 8.2 sec/veh Intersection LOS = B Lost Time/Cycle, L = _______________________________________________________________________ 6.0 sec Critical v/c(x) = 0.290 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4e 07-09-1998 Center For Microcomputers In Transportation________-_ __(N-S) TIMBERLINE Streets (E-W) MAIN ENTRANCE File Name: TME02P.HC9 Analyst: RR 7_9_98 PM Area Type: Other Comment: BACKGROUND TRAFFIC - YEAR 2002 Eastbound = Westbound Northbound SouthboundR L T R L T R L T R L --- ---- No. Lanes 2 0 1 0 0 0 125 435 695 295 Volumes 560 115 12.0 12.0 12.0 12.0 Lane W (ft) 12.0 12.00 0 0 RTOR Vols 3.00 3.00 3.00 3.00 _________________ Lost Time 3.00 3.00 ________________ Signal Operations 5 6 7 8 Phase Combination 1 2 3 4 NB Left £B Left * Thru Thru * Right Right Peds Peds * SB Left WB Left Thru Thru Right Right Peds Peds * gg Right NB Right SB Right * WB Right Green 30.OP Green S 5.OP.0 Yellow/AR 5.0 Yellow/AR 5 Cycle Length: 90 secs Phase combination order: '#1 #5 ______________ -- ------- Intersection Performance Summary Approach: Lane Group: Adj Sat Mvmts Cap Flow Ratio o Ratio Delay LOS Delay LOS EB L 1258 3539 0.482 0.356 17.4 C 17.1 C R 563 1583 0.215 0.356 15.4 C NB L 236 409 0.559 0.578 11.2 B 7.9 B T 2153 3725 0.223 0.578 7.0 B SB T 2153 3725 0.357 0.578 7.7 B 5.5 B R 1583 1583 0.196 1.000 0.0 A Intersection Delay = 9.6 sec/veh Intersection LOS = B _ Lost Time/Cycle, L 6.0 sec Critical v/c(x) = 0.530 _________________________________________________ HCS: Unsignalized Intersections Release 2.1e HME02P_HCO -Pace_ Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) HARMONY RD COMMUNITY (E-W) HARMONY ROAD Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 7/14/98 Other Information......... BACKGROUND TRAFFIC - YEAR 2002 - PM PEA K HOUR Two-way Stop -controlled Intersection Eastbound Westbound Northbound Southbound L T R L T R L T R L T R 1-1 No. Lanes 2 0 0 2 c 0 0 0 0 1 0 1 Stop/Yield Volumes PHF Grade MC's (%) SU/RV's (%) CV's (%) PCE Is N 90 813 .95 .95 0 1.10 ------------ N 1143 30 .95 .95 0 --------------- 25 45 .95 .95 0 1.10 i.10 -- HCS: Unsionalized Intersections Release 2.1e HME02P.HC0 Page 2 Worksheet for TWSC Intersection ------------------------------------------------------ Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 618 Potential Capacity: (pcph) 673 Movement Capacity: (pcph) 673 Prob. of Queue -Free State: 0.92 -------------------------------------------------------- Step 2: LT from Major Street WB EB ________________________________________________________ Conflicting Flows: (vph) 1235 Potential Capacity: (pcph) 372 Movement Capacity: (pcph) 372 Prob. of Queue -Free State: 0_72 --------------- - ----------------------------- Step 4: LT from Minor - ---------- Street _ _ NB SB ____________________ Conflicting Flows: (vph) 2170 Potential Capacity: (pcph) 43 Major LT, Minor TH Impedance Factor: 0.72 Adjusted Impedance Factor: 0.72 Capacity Adjustment Factor due to Impeding Movements 0.72 Movement Capacity: -------------------------------------------------------- (pcph) 31 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) 7----------------------------------------------------------- Left Turn Major Road 5.50 2.10 ________ ______ ______ ______ _______ _______ Right Turn Minor Road 5.50 2.60 SB L 29 31 504.1 5.1 F Through Traffic Minor Road 6.50 3.30 163.8 Left Turn Minor Road 7.00 3.40 SB R 52 673 5.8 0.2 B EB L 105 372 13.5 1.3 C 1.3 Intersection Delay = 6.6 sec/veh HCS: Unsignalized Intersections Release 2.1e HME02A.HC0 Paae 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets (N-S) HARMONY RDc COMMUNITY (E-W) HARMONY ROAD Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 7/14/98 Other Information......... BACKGROUND TRAFFIC - YEAR 2002 - AM PEP K HOUR Two-way Stop -controlled Intersection Eastbound Westbound Northbound Southbound L T R L T R L T R -- - L T R ---- ---- ---- No. Lanes ---- ---- ---- 1 2 0 ---- ---- ---- - 0 2 < 0 -- ---- 0 0 0 1 0 1 Stop/Yield N N Volumes 25 885 672 10 25 7` PHF .95 .95 .95 .95 .95 .9: Grade MCI (%) SU/RVIs M CVIs (%) PCEIs 0 1.10 --------------- 0 0 11.10 1.10 -------------------------------------------- Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 HCS: Unsignalized Intersections Release 2.1e HME02A.HC0 Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 359 Potential Capacity: (pcph) 911 Movement Capacity: (pcph) 911 Prob. of Queue -Free State: 0.90 -------------------------------------------------------- Step 2: LT from Major Street WB EB ------ __________________________________________________ Conflicting Flows: (vph) 718 Potential Capacity: (pcph) 706 Movement Capacity: (pcph) 706 Prob. of Queue -Free State: 0.96 -------------------------------------------------------- Step 4: LT from Minor Street NB SB ________________________________________________________ Conflictino Flows: (vph) 1670 Potential Capacity: (pcph) 91 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) -------------------------------------------------------- 87 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) ________ ______ ______ ______ _______ SB L 29 87 61.7 _______ 1.5 _____ --------- F 18.7 SB R 87 911 4.4 0.3 A EB L 29 706 5.3 0.0 B 0.1 Intersection Delay = 1.2 sec/veh HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4e 07-09-1996 Center For Microcomputers In Transportation Streets: (E-W) HARMONY ROAD (N-S) TIMBERLINE ROAD Analyst: RR File Name: HT02A.HC9 Area Type: Other 7-9-98 AM Comment: BACKGROUND TRAFFIC - YEAR 2002 Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 2 1 1 2 1 2 2 < 0 2 2 1 Volumes 245 1025 185 120 820 255 275 445 185 290 325 290 Lane W (ft) 12.0 12.0 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 1.00 3.00 3.00 1.00 3.00.3.00 1.00 3.00 3.00 1.00 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 9.OA 35.OP Green 9.OA 17.OA Yellow/AR 5.0 5.0 Yellow/AR 5.0 5.0 Cycle Length: 90 secs Phase combination order: #1 #2 #5 #6 ----------------------------------------------- -------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS _____ ____ _______ _____ _____ _____ ___ _____ ___ EB L 338 1770 0.763 0.589 19.5 C 15.3 C T 1532 3725 0.740 0.411 15.9 C R 897 1583 0.217 0.567 6.2 B WE L 338 1770 0.373 0.589 8.5 B 11.8 B T 1532 3725 0.592 0.411 13.8 B R 897 1583 0.299 0.567 6.6 B NB L 511 3539 0.583 0.144 24.5 C 31.9 D TR 752 3561 0.926 0.211 35.0 D SB L 511 3539 0.614 0.144 24.9 C 20.2 C T 786 3725 0.456 0.211 20.3 C R 581 1583 0.525 0.367 15.2 C Intersection Delay = 18.7 sec/veh Intersection LOS = C Lost Time/Cycle, L = 8.0 sec Critical v/c(x) = 0.804 ---------------------------------------------- ------ ------ ----- - - HCN:: SIGNALIZED INTERSECTION SUMMARY Version 2.4e 07-09-1998 Center For Microcomputers In Transportation Streets:=(E-W) HARMONY ROAD(N-S) TIMBERLINE ROAD Analyst: RR File Name: HT02P.HC9 Area Type: Other 7-9-98 PM Comment: BACKGROUND TRAFFIC - YEAR 2002 =Southbound = = Eastbound Westbound Northbound L T R L T R L T R ---- ---- --- L T R - -- ---- ---- No. Lanes Volumes ---- ---- ---- ---- 1 2 1 285 1075 235 - -- ---- 1 2 1 175 1430 345 2 2 < 0 440 470 85 2 2 1 285 580 285 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols Lost Time 0 1.00 3.00 3.00 1.00 0 3.00 3_00 O 1.00 3_00 3_00 1_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 9.OA 36.OP Green 10.OA 15.OA Yellow/AR 5.0 5.0 Yellow/AR 5.0 5.0 Cycle Length: 90 secs Phase combination order: #1 #2 #5 #6 ---------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 339 1770 0.885 0.600 32.7 D 17.3 C T 1573 3725 0.756 0.422 15.8 C R 932 1583 0.265 0.589 5.9 B WB L 339 1770 0.543 0.600 10.5 B 28.2 D T 1573 3725 1.004 0.422 35.2 D R 932 1583 0.389 0.589 6.5 B NB L 551 3539 0.866 0.156 33.5 D 33.2 D TR 688 3640 0.891 0.189 32.9 D SB L 551 3539 0.561 0.156 23.7 C 27.6 D T 704 3725 0.912 0.189 34.8 D R 545 1583 0.550 0.344 16.3 C Intersection Delay = 25.9 sec/veh Intersection LOS = D Lost Time/Cycle, L = 8.0 ----------------------------- sec Critical v/c(x) = 0.961 ----------------------------------------- APPENDIX E UNSIGNALIZED INTERSECTIONS Intersection Total Delay = (Vehicle Total Delay Volume) _ ,Volume Level -of -Service (Intersection) _ Level -of -Service Average Total Delay, sec/veh A <5 B >5and 510 C > 10 and 5 20 D >20and _<<30 E > 30 and 5 45 f > 45 Level of Service for Signalized Intersections iel of service for signalized intersections 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 stated in ternis of the average stopped 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, 11►e green ratio, and the v/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 built. 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 sec 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 slopping. 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 slopping declines. Individual cycle failures are noticeable. LOS E describes operations with delay greater than 40 and up to 60 sec per vehicle. This level is considered by many agencies to be the limit of acceptable delay. These high delay values generally indicate poor progression, long cycle lengths, and high v/c ratios. Individual cycle failures are frequent occurrences. LOS F describes operations with delay in excess of 60 sec per vehicle. 'I his level, considered to be unacceptable to most 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 D HCS: Unsignalized Intersections Release 2.1e_-_-HME98P_HCO_--_=Page Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 _ Streets (N-S) HARMONY =RD COMMUNITY (E-W) HARMONY ROAD Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 7/14/98 Other Information......... EXISTING CONDITIONS - YEAR 1998 - PM PE AK HOUR Two-way Stop -controlled Intersection Eastbound westbound Northbound L T R L T R L T R No. Lanes 1 2 0 0 2 < 0 0 0 0 Stop/Yield Volumes PHF Grade MC,a (t) SU/RV's M CV's (%) PCE's N 89 608 .95 .95 0 1.10 -------------- N 925 30 .95 .95 0 --------------- Adjustment Factors ==Southbound L T R ____ ---- 1 0 1 26 47 .95 .95 0 1.10 1.10 -------------- Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ----------------------------- ----- ---- Left Turn Major Road 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 HCS:_Unsignalized-Intersections -- Release -2_le--- HME98P=Hc0 Page_2 Worksheet for TWSC Intersection -- -----------------------------NB SE Step 1: RT from Minor Street __- ----- - ------------ 503 Conflicting Flows: (vph) 770 Potential Capacity: (p 770 Movement Capacity: (pcph) 0.93 Prob. of Queue -Free State: ___________ ______________________________ W$___________ Step 2: LT from Major Street EB --_ ________________ 1006 Conflicting Flows: (vph) 494 Potential Capacity: (pcph) 499 Movement Capacity: (pcph) 0.79 Prob. of Queue -Free State: Step 4: LT from Minor Street S- Conflicting Flows: (vph) 1724 84 Potential Capacity: (pcph) Major LT, Minor TH 0.79 Impedance Factor: 0.79 Adjusted Impedance Factor: Capacity Adjustment Factor 0 79 due to Impeding Movements 66 Movement Capacity: (pcph) -------------------------------- ------ --- - - Intersection Performance Summary Flow Move Avg. Shared Total 95% Queue Approach PP Rate Cap Cap Delay (pcph)(sec/veh) Length (veh) LOS Delay (sec/veh) Movement (pcph) (pcph) - - -------- SB L ------ 30 ------ 66 - _---- 98.1 2.2 F 38.2 SB R 54 770 5.0 0.1 B EB L 103 499 9.2 0.9 B 1.2 Intersection Delay = 2.1 sec/veh HCS: Unsignalized Intersections Release 2.1e HME98A.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) HARMONY RD COMMUNITY====L======(E-W) HARMONY ROAD=====__ Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... RR Date of Analysis.......... 7/14/98 Other Information......... EXISTING CONDITIONS - YEAR 1998 - AM PE AK HOUR Two-way Stop -controlled Intersection No. Lanes Stop/Yield Volumes PHF Grade MC'S (%) SU/RV's (%) CV`s (%) PCE's Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 1 2 0 0 2 c 0 0 0 0 1 0 1 N N 26 735 538 11 26 74 .95 .95 .95 .95 .95 .95 0 0 0 1.10 1.10 1.10 ----------------------------------------------------------- Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 HCS: Unsignalized Intersections Release 2.1e HME98A.HC0 Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vnh) 289 Potential Capacity: (pcph) 988 Movement Capacity: (pcph) 988 , Prcb. o`- Queue -Free State: 0.91 --------------------------------------------------- Step 2: LT from Major Street WE EB -------------------------------------------------------- Conflicting Flows: (vph) 578 Potential Capacity: (pcph) 839 Movement Capacity: (pcph) 839 Prob. of Queue -Free State: 0.96 -------------------------------------------------------- Step 4: LT from Minor Street NB SB --- - ------------- - ------- - ---------- - Conflicting Flows: (vph) --------------- 1373 Potential Capacity: (pcph) 140 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) -- - ------------------------------ - -------------------- 135 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) ----- --------- -- - ---- ------ ------ --- - - ------- SB L 30 135 34.2 - ----- 0.9 E 11.9 SB R 86 988 4.0 0.2 A EB L 30 839 4.4 0.0 A 0.2 Intersection Delay = 0.9 sec/veh APPENDIX C TURNING MOVEMENT COUNTS Intersection: Date:u(� I��S Day of Week: Weather: NUMBER OF VEHICLES {0000000000©0 City of Fort Collins Traffic Operations site Code : 00000097 PAGE: 1 J d-S Street: TIMBERLINE FILE: 91-5-98 E-W Street: HARMONY leather SUNNY Movements by: Primary DATE: 5/29/98 1 --------------------------------------------------------------------------------------------------------------------------------- PEAK PERIOD ANALYSIS FOR THE PERIOD: 04:30 PM - 05:30 PM DIRECTION START PEAK HR ........... VOLUMES ,,,...,,,.. .,,,., PERCENTS ..,,,.. FROM PEAK HOUR FACTOR PEDS Right Thru Left Total PEDS Right Thru Left - --------------------------------------------------------------------------------------------- North 4:30 PM 0.91 2 283 216 257 816 - 35 34 31 East 4:30 PM 0.87 1 269 1243 124 1636 - 16 76 8 South 4:30 PM 0.88 0 59 228 126 413 - 14 55 31 ! West 4:30 PM 0.95 0 135 895 249 1219 - 11 70 19 Entire Intersection North 4:30 PM 0.91 2 283 276 251 816 - 35 34 31 East 0.81 1 269 1243 124 1636 - 16 16 8 South 0.88 0 59 228 126 413 - 14 55 31 West 0.95 0 135 895 249 1219 - 11 70 19 TIMBERLINE ;. ; N ---------- W—+—E S i i i i i .... 746 [PEDS ] 2 ; 283 ; 276 ; 257 :............: 1 [PEDS ] ------------------* *------------------ .................. --- 816 ---- -- 269 .......... 1652 .................. ------------------ ... HARMONY 1636 1243 ------------------ ; ------------------ 249 124 ------------------ ' ------------------ 895 1279 HARMONY ... ------------------ '------- .. .................. 1211 .......... 135 -- --- 413 ---- .................. ------------------* *------------------ [PEDS ) 0 :............: 126 228 ; 59 ; 0 [PEDS ] ' 535 ;...; TIMBERLINE ' City of Fort Collins Traffic Operations ite Code : 00000097 -S Street: TIMBERLINE PAGE: 1 FILE: 91 5 98 E-W Street: HARMONY "'eather : SUNNY Movements by: Primary DATE: 5/29/98 ------------------------------------ --------------------------------------------------------------------------------------------- PEAK PERIOD ANALYSIS FOR THE.PERIOD: 12:00 PM - 01:00 PM DIRECTION START PEAK HR ,,,,,.,,... VOLUMES ........... ....., PERCENTS ....... FROM ----------------------------------------------------------------------------------------------- PEAK HOUR FACTOR PEDS Right Thru Left Total PEDS Right Thru Left North 12:00 PM 0.93 0 281 185 231 697 - 40 21 33 East 12:00 PM 0.92 0 224 782 55 1061 - 21 74 5 South 12:00 PM 0.84 0 46 182 93 321 - 14 51 29 Nest 12:00 PM 0.95 0 111 812 274 1257 - 9 69 22 Entire Intersection I North 12:00 PM 0.93 0 281 185 231 697 - 40 27 33 East 0.92 0 224 782 55 1061 - 21 74 5 South 0.84 0 46 182 93 321 - 14 57 29 West 0,95 0 111 872 274 1257 - 9 69 22 TIMBERLINE ;...; N .............: S 680 ' 0 ; 281 ; 185 231 ;.............; 0 [PEDS ] ------[PEDS—] -----* .................. — — — 697 — — — — -- 224 •......... .................. 1156 ; ------------------ ... HARMONY ------------------ 1061 782 ------------------ 274 -- --------------872 i 1257 ------------------ ' ------------------* [PEDS ] 0 ;........... ' •. 351 .. ' ;•..; TIMBERLINE �— 55 ------------------ HARMONY ... .................. . 1149 .......... --- 321 — — — — ........ .................. *------------------ 93 ; 182 ; 46 ; 0 [PEDS ] City of Fort Collins Traffic Operations to Code : 00000097 PAGE: 1 S Street: TIMBERLINE FILE: 91-5-98 E-W Street: HARMONY 41 ather SUNNY Movements by: Primary DATE: 5/29/98 ------------------------------------------------------------------------------------------------------------------------------ PEAK PERIOD ANALYSIS FOR THE PERIOD: 7:30 AM - 08:30 AM DIRECTION START PEAK HR ........... VOLUMES ........... ...... PERCENTS ....... FROM --------------------------------------- PEAK HOUR FACTOR PEDS ------------------------------------------------------- Right Thru Left Total PEDS Right Thru Left North 1:30 AM 0.91 8 228 191 264 683 - 33 28 39 East 7:30 AM 0.86 0 211 653 51 981 - 28 67 5 South 1:30 AM 0.74 1 150 312 117 579 - 26 54 20 West 1:30 AM 0.90 0 88 992 241 1321 - 7 75 18 Entire Intersection North 1:30 AM 0.91 8 228 191 264 683 - 33 28 39 East 0.85 0 271 653 51 981 - 28 67 5 South 0.14 1 150 312 117 579 - 26 54 20 West 0.90 0 88 992 241 1321 - 7 15 18 TIMBERLINE ' ' N [PEDS ] 8 ; 228 ; 191 ; 264 830 :............: ' 0 [PEDS ] ------------------* *------------------ ............. — — — 683 — — — — — 277 .......... 998 , ' .................. ------------------ ... HARMONY ------------------ 981 653 ------------------ 241 -- ------------------ 992 1321 — — — — — — — — — — — — — — — — ' 88 —� --- 579 ---- ------------------ [PEDS ] 0 :............: 117 ; 312 ; 150 .. 330 ;...; TIMBERLINE 51 APPENDIX B e4 / a-5! Cf L'^ Attachment "B" PEDESTRIAN ANALYSIS WORKSHEET Pedestrian Destinations (within % mile of project site) Origin (Project Site) Rec. Res. Inst. Ofc/Bus. Com. Ind. Other (specify) Recreation Residential Institution (school, church, civic) r u i . 1. A -A -- Office/ Business Commercial Industrial Other (Specify) Based upon the project's land use classification, the pedestrian Level of Service analysis for directness, continuity, street crossings, visual interest/amenity, and security -should consider the applicable destinations which are located within one quarter mile of the project site. DATE: 46=46 TRAFFIC ENGINEER: x�: Attachment "A" TRANSPORTATION IMPACT STUDY BASE ASSUMPTIONS Project Information Project Name V IT Project Location li,-1 a•L.J-E: nC�� TIS Assumptions, Study Area Boundaries North: South: - East West: �,•,�;- Study Years 1 9C zc> ..C:)tc) Future Traffic Growth Rate ZGICG Study Intersections 1.AII Access Drives 2.6U...a T ,So-ut. 3.i�r'r_u_.K_ SDI Lk 4.,AA0,c 5F4.i. 7. 8. Time Period For Stud &—AM 1-,"PM Sat Noon Trip Generation Rates -4r- �' �' -ic-o, r, -:I� Trip Adjustment Factors Passby. �.:. Captive Market: Overall Trip Distribution North South East West Mode Split Assumptions Committed Roadway Improvements . Other Traffic Studies Areas Requiring Special Study I or-- DATE:. 4Ne- 6 TRAFFIC ENGINEER: Ar�7E.-ND I X A anticipated that if the pedestrian demand was such that sidewalks were necessary, a capital improvement project would be implemented which would address this need. Bicycle facilities are present within the study area. The project site will be directly connected to these facilities. These bicycle facilities would be enhanced through a bike lane striping plan on Harmony Road. Currently, transit service to the study area, is provided by the Southside Shuttle, which is operating on a limited schedule. Based upon the City of Fort Collins 2015 Transit System map, it is anticipated that the transit level of service will be improved to acceptable levels of operation in the future. 27 VII. CONCLUSIONS This study assessed the potential impacts of the proposed Poudre Valley Hospital project, a mixed -use medical services related project located at the southeast corner of Harmony Road and Timberline Road 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: Harmony/Timberline, Harmony/Harmony Road Community Access Drive, Timberline/Main Entrance, and the limited right - turn only access drive to Harmony Road. - The traffic impact analyses were performed for existing conditions and future Years 2002 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 southbound left -turns exiting the Harmony Road Community access drive. - For Year 2002 background and total traffic conditions, the study intersections are projected to operate at acceptable levels of service with the continued exception of the southbound left -turns from the Harmony Road Community access drive. For Year 2002 future total traffic conditions, the intersection of Harmony Road and Timberline Road will require: dual left -turn lanes in both the northbound and southbound directions, and a northbound right -turn lane. - Under Year 2015 conditions, it was assumed that the intersection of Harmony Road and Timberline Road would have dual left -turn lanes and exclusive right -turn lanes on each approach. Harmony Road was assumed to be a six -lane facility and Timberline Road a four -lane facility. - Under Year 2015 background and total traffic conditions, the study intersections are projected to operate at acceptable levels with the following exceptions under background conditions: the north/southbound left -turn traffic movements at the Harmony Road Community access. The future phases of the proposed Poudre Valley Hospital project will require signalization of this intersection, which would result in acceptable operation. - Pedestrian access to and from the proposed Poudre Valley Hospital project would be acceptable with a couple of exceptions to adjacent residential areas. The residential area directly south of the site was designed with attached sidewalks and, therefore, the continuity level of service is C rather than the desired LOS B. Additionally, there is a lack of sidewalks adjacent to the west side of Timberline, north of Harmony Road. This area serves a few residential uses. It was assumed that with the nearby development, this area would redevelop in the future and meet the City's standards. If this redevelopment does not occur, it would be W_ I Bicycle Level of Service There are some bicycle facilities within the study area. In the future, Harmony Road will have bicycle facilities within the study area. The Bicycle LOS Worksheet is provided in Appendix I. The bicycle level of service to/from the proposed project to adjacent areas will be acceptable. Transit Level of Service As mentioned earlier, there are limited transit services within the study area. Based upon information presented on the City of Fort Collins 2015 Transit System map, the area will be serviced by transit routes in the future. The map indicates an Enhanced Travel Corridor (Transit) along Harmony Road and high frequency transit on Timberline Road, north of Harmony Road. It is anticipated that these transit routes would meet the City's desired level of service in the future. 25 i i Table 5 Year 2015 Peak Hour Background Traffic Operation Level of Service Intersection am EM Harmony/Timberline (signal) C C Harmony/Harmony Road Community access drive (stop sign) NB L/T F F NB R A A SB L/T E F SB R A A EB L A B WB L B B Overall A B Timberline/Main Entrance (signal) B B Table 6 Year 2015 Peak Hour Total Traffic Operation Level of Service Intersection AM 2M Harmony/Timberline (signal) C D Harmony/Harmony Road Community access drive (signal) B C Timberline/Main Entrance (signal) C C Harmony/Right-In/Out Access Drive (stop sign) NB R A A Overall A A 24 i Table 3 i Year 2002 Peak Hour Background Traffic Operation Level of Service Intersection A EM I I Harmony/Timberline (signal) C D Harmony/Harmony Road Community access drive (stop sign) SB L F F SB R A B EB L B C Overall A B Timberline/Main Entrance (signal) B B Table 4 Year 2002 Peak Hour Total Traffic Operation Level of Service Intersection am EM Harmony/Timberline (signal) C D Harmony/Harmony Road Community access drive (stop sign) SB L F F SB R A B EB L B C Overall A B Timberline/Main Entrance (signal) B C Harmony/Right-In/Out Access Drive (stop sign) NB R A A Overall A A 22 VI. TRANSPORTATION IMPACT ANALYSIS The previous chapters 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. The future pedestrian, bicycle, and transit levels of operation are also evaluated. Traffic Analysis - Year 2002 The peak hour background and total traffic volumes for Year 2002, illustrated on Figures 4 and 8, respectively, were analyzed to determine the intersection delay and corresponding level of service. Tables 3 and 4 summarize the results for the respective Year 2002 background and total traffic conditions. The level of service worksheets for Year 2002 background and total traffic conditions are provided in Appendix E and F, respectively. As indicated in Tables 3 and 4, the traffic movements at each of the study intersections are expected to operate at an acceptable level of service under future traffic conditions for Year 2002, with the following exception: the southbound left -turn from the Harmony Road Community access drive will continue to experience long delays. As mentioned earlier, this is typical of left -turns from driveways onto high volume roadways. The only feasible option to improve the traffic operations of this movement would be signalization. Based upon traffic volumes, this intersection would not justify signalization under background or total Year 2002 conditions. In order to maintain acceptable levels of service at the intersection Of Harmony/Timberline, the geometrics would require improvements to include dual northbound left -turn lanes. Typically, the City of Fort Collins improves both directions of an intersection with dual left -turn lanes. It is anticipated that southbound dual left -turn lanes will also be required in the long range future. The traffic analysis for Year 2002 was performed with both northbound and southbound dual left -turn lanes. However, at a minimum, only the northbound left -turn lane would be necessary to achieve acceptable levels of service. The intersection of Harmony at Timberline would also require a northbound right -turn lane. Appendix A contains a sketch of the required short range approach geometry. The traffic projections at the intersection of Timberline Road at the main entrance indicate that signalization would be required. Traffic Analysis - Year 2015 The future peak hour traffic projections for Year 2015 were analyzed to determine the intersection operation under both background and total traffic conditions. Under long range future conditions, the following roadway improvements were assumed: Harmony Road would be widened to accommodate six travel lanes, and the intersection of Harmony/Timberline would have dual -left turn lanes on each approach in addition to exclusive right -turn lanes. 21 N ooLO to to oto to 1) 1- u7 i f 1 325 330 —� 1625/1430 305/420 --� O 0 Ln Jo O 205/560 E 15/40 — cp 65/115 • W Z .J Q W m i i — 385/630 �1225/2045 —190/250 HARMONY — v 2080/1825 295/145 --� 1 M m �"�i LO o -Z, M toN µ � L N Harmony Road Community � N Lo o L 10/30 z `" - 1520/2390 ROAD J / 90/65 25/90 } I 1855/1690 Ln � 220/150 a Z � N N 90/370 j Site 1 25 �— 25/45 45 30/110 YEAR 2015 PEAK HOUR TOTAL TRAFFIC AM/PM Rounded to the Nearest 5 Vehicles. Figure 9 20 4 N LOoLO coon "4�.tz 255/345 o r- M K) "' -•- 820/1430 165/195 - 245/285 c 1105/1110 N 245/265 -� LO o G Q O Q LO p�j�In L coo N � 65/305 _ LO " — 24/45 r- 10/40 O 205/560 - f E 15/40 — LO LOu0 65/115 o o M r- o rr HARMONY 1240/1970 ROAD 1500/1445 — 125/60 -� 0 LO L .00 l Site 100 YEAR 2002 PEAK HOUR TOTAL TRAFFIC Harmony Road Community N � 10/30 — 1165/1925 25/90 -� 1490/1415 - AM/PM Rounded to the Nearest 5 Vehicles. Figure 8 19 V. FUTURE TOTAL TRAFFIC PROJECTIONS The future total traffic projections reflect future traffic conditions with the traffic from the proposed Poudre Valley Hospital project. The future total traffic projections were developed for Years 2002 and 2015. Total Traffic Year 2002 The total traffic for Year 2002 was developed by adding traffic from ' the proposed initial phase of the project to the background traffic for Year 2002. The resulting peak hour total traffic projections for Year 2002 are shown on Figure 8. i Total Traffic Year 2015 The total traffic projections for Year 2015 were developed by adding traffic from the full build -out of the proposed project to the background traffic projections for Year 2015. The total peak hour traffic projections for Year 2015 are provided on Figure 9. 18 9 LO M m 63/181 CO — 95/272 51/24 284/132 — 102/47 --4t �\ N V- M C3 O `N 92/368 /— 32/109 �co N LO , N O tD HARMONY 209/477 200 86 —"' 295 146 —�FC4 ROAD 1 Site .0e/ SITE GENERATED PEAK HOUR TRAFFIC - TOTAL BUILDOUT 17 AM/PM 4 N Harmony Road Community 51/24 78/36 23/109 � 198/82 —� r I LO CN LOJ) N Ill Figure 7 V. 9 N N N N N n � r-- 47/22 78/37 — 62/29 N N 00 N \� GO lfi 17 N 0 O cr 63/304 LO 8/41 HARMONY f47 125/59 T ROAD ft-� 1 Site � — t W SITE GENERATED PEAK HOUR TRAFFIC - INITIAL PHASE 16 AM/PM Harmony Road Community 13/61- 47/22 Figure 6 Table 2 i Trip Generation I Daily A.M. Peak P.M. Peak Land Use Trips Trips Trips Trips Trips in out in out INITIAL PHASE Medical Office - 129 KSF 4661 251 62 127 345 Hospital - 85.8 KSF 1440 61 22 19 60 Subtotal 6101 312 84 146 405 FUTURE PHASE Medical Office - 110 KSF 3974 214 53 109 294 Hospital - 110 KSF 1846 78 29 34 77 Health Club - 70 KSF 1200 51(1) 51 64(1) 64 - +20 KSF (3) Rehab/Alt. Medicine - 50 KSF 1807 97 25 49 134 Day Care - 10 KSF 793 67 60 62 70 Assisted Living - 180 Units 387 7 4 17 14 Elderly Detached - 91 Units 210(2) 7 12 13 8 Suites Hotel - 75 Rooms 468 24 12 17 24 Subtotal 10,685 545 246 365 685 TOTAL 16,786 857 330 511 1090 (1) Assumed directional split (2) Assumes PM = 10% of Daily (3) Another 20 KSF used only rehabilitation/alternative medicine 15 Table 2 shows the estimated trip generation of the proposed Poudre Valley Hospital project. As indicated in the table, after completion of the first phase, the project is estimated to generate approximately 6,100 average daily trips, 396 morning peak hour trips, and 551 afternoon peak hour trips. At full build -out of the project, it is estimated that the trip generation would result in 16,790 daily trips, 1,187 morning peak hour, and 1,601 afternoon peak hour trips. It should be noted that traffic for each of the proposed uses within the project was generated on an individual basis and no overlap in uses was assumed. It is anticipated that there would be some amount of overlap trips within the project site between the proposed medical related uses. As the project is built, it is recommended that the traffic be monitored and the future traffic estimates be updated to reflect the overlap in uses. Trip Distribution The directional distribution of the generated trips was determined for the proposed project. The distribution was determined based upon a gravity model process, analysis of the existing traffic patterns in the area, and the type of uses proposed at the site. The general trip distribution utilized for the traffic assignment was: approximately 30 percent to the north, approximately 10 percent to the south, approximately 15 percent to the east, and approximately 95 percent to the west. Trip Assignment Trip assignment is how the generated and distributed trips are expected to be loaded on the street system. The assigned trips are the resultant of the trip distribution process. Figure 6 and 7 show the peak hour site generated traffic for the proposed project for the initial phase and full build -out, respectively. 14 IV. PROJECT TRAFFIC PROJECTIONS Development of traffic projections for the proposed Poudre Valley Hospital project involved the following steps: estimation of trip generation, development of a trip distribution, and assignment of traffic onto the roadway system. Project Description The proposed Poudre Valley Hospital project will be built in several phases. The initial phase is proposed to include 129,000 square feet of medical offices and approximately 85,800 square feet of an ambulatory care center/hospital. The future phases of the project have not been finalized. For purposes of the transportation study, the following uses were assumed in the future phase: 110,000 square feet of medical office, 110,000 square feet of hospital use, 90,000 square feet of health club use, 50,000 square feet of rehabilitation and alternative medicine use, a 10,000 square foot day care facility, a 75 room hotel, 180 dwelling units of assisted living, and 91 dwelling units of independent living. The future site plan is depicted on Figure 2. Access to the site would be provided at the following locations: - On Harmony Road, an access drive limited right -turn into and out of the site. This access would be located approximately 800 feet east of Timberline Road. This Harmony Road access would be constructed with the initial phase of the project. - A full access to the project site in alignment with the existing Harmony Road Community access. It is anticipated that this access drive would be built with future phases of the project. - A full access to the project site from Timberline Road referred to as the main entrance. This access would be aligned with a future access to the property directly west of the project site. - Access would be provided south of the project to the Timber Creek residential area at Snow Mesa. Connection would be made to the east of the project at Timberwood Drive. Trip Generation Trip generation is important in considering the impact of a proposed project such as this upon the existing and future street system. Trip generation is an estimate of how many vehicular trips will enter and exit a project on a daily and peak hour basis. Standard traffic generation characteristics compiled by the Institute of Transportation Engineers in their report entitled Trip Generation, 6th edition, 1997, were applied to the proposed land uses in order to estimate the daily, morning and afternoon peak hour vehicle trips for the site. 13 3 0 g 4 N oLOo CID N N z� � \— 320/450 n D M —1130/1775 140/225 325/330 } m 1340 1300 205/375 --� n O 0 0 Lo i j N N � �LO (n M7 cD 1I� O 205/560 } L.65/115 N LO cc i o0 n N HARMONY 1 Site 000 YEAR 2015 PEAK HOUR BACKGROUND TRAFFIC Harmony Road Community �o� �10/30 Z `4 -1470/2365 ROAD + j-10/30 25 90 / j o 1830/1580 1 0 20/70 - i o z N 1 1 AM/PM Rounded to the Nearest 5 Vehicles. Figure 5 12 LOoLO 00mco CD rn N lm 255/345 "" "' `� — 820/1430 r + -120/175 - 245 285 } 1025/1075 c? O Lo 185/235 Lo r- N � CD (V O cc N N JIB O 205/560 - } E 65/115 N M co d Z O p O r W Z J Q W m Harmony Road Community d N N LO r, N `- 1( HARMONY ROAD ,od '-*� --11 25/90 --f 1475/1355 - 1 Site YEAR 2002 PEAK HOUR BACKGROUND TRAFFIC AM/PM Rounded to the Nearest 5 Vehicles. 905 Figure 4 11 III. FUTURE BACKGROUND TRAFFIC PROJECTIONS In order to properly evaluate the potential impact of the proposed Poudre Valley Hospital 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 2002 The growth reflected in Year 2002 Background Traffic is based on two factors: area wide growth and development, and traffic generated by specific projects located near .the study intersections. Based upon historical traffic growth and information from the North Front Range Regional Transportation Plan, October 1994, it was determined that traffic within the study area has increased by approximately 1.5 to 2 percent per year. The existing peak hour traffic data was factored upward by 8 to 10 percent to reflect the annual growth over a four year time period. Based upon data available from other traffic studies prepared within the study area, the following projects are planned within the short range future: - build -out of the Harmony School Shops development, located at the northeast corner of the Harmony/Timberline intersection; - build -out of the Harmony Village project, located to the west of the project site. This project includes: a movie theater, restaurants, retail, gas/convenience, and residential uses; - completion of the residential areas located south of the project site. Traffic projections from the traffic impact studies for each of these projects were utilized. The resulting peak hour background traffic for Year 2002 is depicted on Figure 4. Background Traffic Year 2015 The long range future traffic projections for Year 2015 were developed by accounting for overall growth in the study area, and full development of all of the known proposed development projects near the project site. The existing traffic data was factored by 29 to 40 percent to reflect overall growth within this area of the City. It was assumed that each of the development projects mentioned above would be completed. The resulting peak hour background traffic for Year 2015 is presented on Figure 5. 10 - Adjacent to Harmony Road, east of Timberline Road, there are no sidewalks on the south side. On the north side, there are sidewalks present adjacent to the Harmony School Shops project only. On the south side, there are sidewalks built adjacent to the Mountain Crest facility. Within the residential areas south of the proposed project, there are attached and detached sidewalks adjacent to each of the roadways. - Adjacent to Timberwood Drive north side. On the south side, constructed. It is anticipated There are no sidewalks adjacent Junior High School frontage. there are detached sidewalks on the the future elementary school is being that sidewalks would be constructed. to Timberwood Drive along the Preston On the east side of Corbett Drive, there are currently no pedestrian facilities. The adjacent land is currently being developed and it is anticipated that sidewalks will be constructed. The west side of Corbett Drive has sidewalks. Bicycle Facilities There are bicycle lanes on Timberline Road within the study area. However, at the intersection of Harmony Road with Timberline Road, there are no striped bicycle lanes on Timberline. There is a bicycle lane on the north side of Harmony Road, east of Timberline Road. It should be noted that Harmony Road does have a wide paved shoulder which is currently utilized by bicycles. Transit Facilities Transfort currently provides limited service in the study area. The Southside Shuttle provides service on Harmony Road. The Southside Shuttle provides service to: Drake Crossing shopping area, Foothills Fashion Mall, the New Fort Collins High School, and Hewlett Packard. This service is limited to three times during the morning peak hours and three times during the evening peak hours. There are bus stops on Harmony Road at: the southeast and northwest corners of Timberline Road, and at the entrance to the Harmony Road Community. 7 a Table 1 i Current Peak Hour Operation Level of Service Intersection am gm I Harmony/Timberline (signal)' C C Harmony/Harmony Road Community access drive (stop sign) 'SB L E F SB R A B EB L A B Overall A A n roadway. The east/west roadway would connect to Timberline Road in alignment with the proposed access to the commercial development west of the project site. This roadway would also connect to the east of the site to Timberwood Drive. Timberwood Drive is an east/west two-lane roadway which is adjacent to residential uses, the future elementary school, and Preston Junior High School. Existing Motor Vehicle Traffic Recent peak hour traffic flow at the existing study intersections is shown on Figure 3. This figure depicts the intersections of Harmony/Timberline and Harmony/Harmony Road Community Access Drive. Traffic data was collected during the morning and afternoon peak hours. The peak hour counts were obtained in November 1997 and April 1998. Raw traffic count data is provided in Appendix B. Existing Motor Vehicle Operation The operation at the key intersections during the peak hours is provided in Table 1. Calculation forms are provided in Appendix C. Level of service definitions for signalized and unsignalized intersection from the 1994 Highway Capacity Manual, are provided in Appendix D. The City of Fort Collins has established Level of Service D as the minimum acceptable vehicular LOS with the exception of arterial intersections along commercial corridors and intersections within activity centers. The minimum acceptable LOS at arterial intersections within these areas is Level of Service E. As indicated in Table 1, each of the existing study intersections is currently operating at an acceptable level of service during the peak hours with the exception of the southbound left -turn from the Harmony Village Community. Currently, vehicles exiting the Harmony Road Community and turning left onto Harmony Road experience delays. This is typical of minor intersections on high volume arterials. Pedestrian Facilities Currently, there are some pedestrian facilities within the study area. Each of the existing facilities are as follows: - Adjacent to Timberline Road, there are currently pedestrian facilities to the south of Harmony Road, with the exception of a section which has not been built on the west side of Timberline, south of the existing Harmony Crossing residential area to Battlecreek. It is anticipated that this section would be built in conjunction with the Willow Springs North project. - Adjacent to Timberline Road, there are pedestrian facilities to the north of Harmony Road on the east side. On the west side there are pedestrian facilities north of Caribou. - Adjacent to Harmony Road, west of Timberline Road, there are currently no pedestrian facilities. 0 II. EXISTING CONDITIONS The location of the proposed Poudre Valley Project is shown on Figures 1 and 2. It is important that a through understanding of the existing conditions be presented. Land Use Land uses in the area include residential areas, retail, a medical facility, and undeveloped land. Directly to the north of the site is commercial, undeveloped property, and residential uses. East of the site is a medical related use, residential, and an elementary school is currently being constructed. Residential uses exist to the south of the site and this area is currently being developed with additional residential single family homes. West of the site is the proposed Harmony Village project, a mixed -use commercial project which would include a movie theater complex, restaurants, retail, gas/convenience store, and residential uses. The topography in the area is essentially flat. The center of Fort Collins is located northwest of the site. Roads The primary streets which will serve the proposed project within the study area are: Harmony Road, Timberline Road, and internal public roadways which will provide connections to the east and south of the project site. Each of these roadways is described below. Harmony Road is a state highway which serves the southern areas of Fort Collins. This east/west major arterial currently accommodates four travel lanes and a wide grassy median. The speed limit is currently posted at 55 mph to the east of Timberline Road and 50 mph west of Timberline Road. The intersection of Harmony/Timberline is signalized. There is a full access intersection from Harmony Road to the Harmony Road Community residential area. The project site was designed, such that, a future roadway would align with this intersection. It is anticipated that by Year 2015, Harmony Road would be widened to accommodate six travel lanes. Timberline Road is a north/south arterial street bordering the western side of the site. The cross section of Timberline Road varies within the study area: north of Harmony Road near Horsetooth, Timberline is four lanes with a center left -turn lane; Timberline narrows to a three lane facility, two northbound lanes and one southbound lane, with a center left -turn lane south of Lowe; directly north of Harmony, Timberline widens to a four lane facility; and south of Harmony, Timberline is a four lane roadway with a center left -turn lane. It narrows to a two lane facility south of Battlecreek. The speed limit is posted at 40 mph. There are two public roadways which are being designed internal to the project site. The north/south roadway would provide a connection to Harmony Road in alignment with the Harmony Road Community access drive. This roadway would also connect to the Timber Creek residential area south of the project site in alignment with Snow Mesa, which is a local two lane 5 I - Harmony School Shops Site Access Study, October 1995 - Willow Springs North Site Access Study, January 1997 - North Front Range Regional Transportation Plan, October 1994 4 HARMONY ROAD m� !�_ L�'`� \ r SITE PLAN NO SCALE ------------- i __--�z __ Figure 2 3 9 4 N it SITE LOCATION C7 HOR8ET R . HARMONY RD. W PVH Sout Ca pu CD P c G V 00 1" = 2000' Figure 1 2 I. INTRODUCTION This transportation impact study addresses the transportation system near the proposed Poudre Valley Hospital project at the intersection of Harmony Road and Timberline Road in Fort Collins, Colorado. The location of the project site is provided on Figure 1. The proposed Poudre Valley Hospital project is a mixture of the following uses: medical offices, an ambulatory care center/hospital, a healthy living center, a medical lodge (hotel), and both assisted and independent living facilities for elderly persons. A site plan of the proposed project is illustrated on Figure 2. The parameters of the transportation study were determined during a scoping meeting with City staff in April 1997. The transportation study scoping forms are provided in Appendix A. This transportation analysis will address potential vehicular impacts upon the roadway system, the pedestrian network surrounding the study area, the bicycle system, and the availability of transit facilities. Traffic projections will be prepared for the future Years 2002 and 2015. The following intersections were identified to be included in the transportation study: - Harmony Road and Timberline Road; - Harmony Road at the Harmony Road Community access; - Timberline Road and the Main Entrance to the project site; - Harmony Road and the Right-In/Out access. During the course of the analysis, numerous contacts were made with the project applicant, representatives of Poudre Valley Hospital, the architect (Albert Kahn Associates, Inc.) the planner/landscape architect (BHA Design, Inc.), and the engineering consultant (Sear Brown Group). This study generally conforms to the format set forth in the Fort Collins Transportation Impact Study Guidelines. The study involved the following steps: - Collect physical, traffic, and development data; - Perform trip generation, trip distribution, and trip assignment; - Determine peak hour traffic volumes; - Conduct capacity and operational level of service analyses for all pertinent modes of transportation. This report is prepared for the following purposes: - Evaluate the existing transportation conditions; - Estimate the trip generation by the proposed/assumed developments; - Determine the trip distribution of site generated traffic; - Evaluate level of service for all modes of transportation; - Determine the geometrics at key intersections; - Determine the impacts of site generated traffic at key intersections. Information Collins, research f following traffic study: used in this report was obtained from the City of Fort sources (ITE, TRB, etc.), and field reconnaissance. The studies were reviewed and considered in preparing this - Harmony Village Transportation Impact Study, April 1998 - South Timberline Properties Site Access Study, September 1993 1 LIST OF FIGURES Figure 1. Site Location ........................................ Paae 2 2. Site Plan ............................................ 3 3. Recent Peak Hour Traffic ............................. 7 j 4. Year 2002 Peak Hour Background Traffic ............... 11 5. i Year 2015 Peak Hour Background Traffic ............... 12 6. Site Generated Peak Hour Traffic - Initial Phase ..... 16 • 7. Site Generated Peak Hour Traffic - Total Build Out ... 17 8. Year 2002 Peak Hour Total Traffic .................... 19 9. Year 2015 Peak Hour Total Traffic .................... 20 APPENDIX A Transportation Study Scoping Forms B Raw Traffic Data C Existing Level of Service D Level of Service Definitions E Level of Service - Year 2002 Background Traffic F Level of Service - Year 2002 Total Traffic G Level of Service - Year 2015 Background Traffic H Level of Service - Year 2015 Total Traffic I Pedestrian/Bicycle Level of Service TABLE OF CONTENTS I. Introduction ......................................... Paae 1 II. Existing Conditions .................................. 5 Land Use 5 Roads .............................................. 5 Existing Motor Vehicle Traffic ....................... 6 Existing Motor Vehicle Operation ..................... 6 Pedestrian Facilities ................................ 6 ` Bicycle Facilities ................................... 9 Transit Facilities ................................... 9 III Future Background Traffic Projections ................ 10 Background Traffic Year 2002 ......................... 10 Background Traffic year 2015 ......................... 10 IV. Project Traffic Projections .......................... 13 Project Description .................................. 13 Trip Generation ...................................... 13 t Trip Distribution .................................... 14 Trip Assignment ...................................... 14 V. Future Total Traffic Projections ..................... 18 Total Traffic Year 2002 .............................. 18 Total Traffic Year 2015 .............................. 18 VI. Transportation Impact Analysis ....................... 21 Traffic Analysis Year 2002 ........................... 21 Traffic Analysis Year 2015 ........................... 21 Pedestrian Level of Service .......................... 23 Bicycle Level of Service ............................. 25 Transit Level of Service ............................. 25 VII. Conclusions ........................................... 26 LIST OF TABLES Table 1. Current Peak Hour Operation .......................... Paae 8 2. Trip Generation ...................................... 15 3. Year 2002 Peak Hour Background Traffic Operation ..... 22 4. Year 2002 Peak Hour Total Traffic Operation .......... 22 5. Year 2015 Peak Hour Background Traffic Operation ..... 24 6. Year 2015 Peak Hour Total Traffic Operation .......... 24 f POUDRE VALLEY HOSPITAL SOUTH CAMPUS I TRANSPORTATION IMPACT STUDY f FORT COLLINS, COLORADO r JULY 1998 Prepared for: Poudre Valley Hospital 1024_ South Lemay Avenue Fort Collins, CO. 80524 Prepared by: MATTHEW J. DELICH, P.E./RUTH ROLLINS, P.E. 2272 Glen Haven Drive Loveland, CO 80538 Phone: 970-669-2061 FAX: 970-669-5034 I o III ° L�aaa+a+a+aaaaaa,,,aaaa^aaaa aaaa,aauaaaaa„a,FG,a,a,asaaaasa„aa aaaaaasaasaa aasa\� aaa7aa„aa, a,aaa,aaaaaaysa„aeaaaaea El 9 0 JiJiJ aWJi 3 a h,dJ�dd AAa J' L4 I "�V Y •} i qi — dh AdA.Y • J I J � tl s J8J•bii aJ.I+Ja b dddAA J C` A AdivdA AJ A a J b M1giW A.` J •a WJM1WA iy} J q 4 y nJY J Jiq•A J •M1 q iJJq J ()D l iJ iIAJ• w _ ^ Wq• L dW O ` ` d JdA•L $� 4`" l „ �1�f�� JJ LAAh y � yW Ja Jd i O D • d �� WW WJaAd y J } d}ad Fp rL1 ®Vb `/++a i yWyy .ad EY ®V } J} iyha ad ii maaa � } }}d dy diA" dJbAA JJd d i AJaJ Ad }J4J yJ} ai idid" yA•h }JYaWW a J J } y yid•A JJbd ii i •F AAAJWA",... JdydA yyJ Jyq • tp bJ • � M1 bJA�hd AW JA AA 9M b � J Jdq ✓ W J J A8.4J•4 AJ.AJaaT.T�WY yh 18AJr b J •hJJ �� i b J.LA AA�i i �maJ � [p$'yr' C �� Ji WJAA �tlY ppJ ++ a++u+aa+a a s a+a a u a a a a a a a a+++a aa+a+++++ a n I �mlw RMMELECTRC 04 may PROJECT DEVELOPMENT PLAN -LIGHTING PLAN POUDRE VALLEY HEALTH SYSTEM H A R M O N Y C A M P U S +ui�e DECEMBER O9. 19 9 No Text I��II;'p^,'I-fill---- _.Iln[l---- a - ® -- --nm--- ..... nwnn .. !if m..e.r no.a NORTH R 1!M rW w CONTEXT DIAGRAM POUDRE VALLEY HEALTH SYSTEM H A R M O N Y C A M F. U S seas: s or tt JLTLY mm. 1998 ovum o m 14, ills NARMONT ROAD t LANDSCAPE LEGEND Ooec�ouma w.o. ,we Qw.a+..0 nee rornor.se r.Ye n..wras LANDSCAPE GTEGOM or. e im .ca.a. 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Mnuy Wllrrr�e ns pWieww ryPw.rwcY, B Ynnw6e.W rra wx ev nPWavxna gnB[i.r riwi nye rYr� nr. wn r pww an.�. u+�w.++...e.uurr. ur wl.vr x9�� . p r� m.r� m�•r•r yr A wrli�•• .. rr wyOr it n rir r.....xr P•r. e.wY • Hwr�swr�•.eY ry.WrW rs.l WYaw rr��� rs W r s eY•.q+..g.e+Yu.�s •w ieure•P^& rt 4wY ter. 1.•.r�re faYMw WEeM•uw.ra_ e B.r�rrrePw�wYervM WeY iwMlu•e..r+rMg. erY nr WUB F•W r•q.rrw aPe.W MM.^. PROJECT DEVELOPMENT PLAN -LANDSCAPE PLAN POUDRE VALLEY HEALTH SYSTEM H A R M O N Y C A M F. U S Oe11jn 9FEIT ♦ OF 11 DULY 22- 1 9 9 B BCVISCD DBCCMBCB & INS LAND"I NOTES rv`�wu..�yvo. y,�. w. rgnrww s;..imv�:emv+ iw�.r w rr.rar.a rm. w.�wi rs w w.� a wr.wb,s vww .r�rwer urw.. wn ui eu....e•. wn r�..yw sm r w� w e�../. su�a, a •sa� w w*b qT.�r mi a� pwrwum s.see.m.•.•ra+u n. /w,are'e. e.b. s rs.r.• ,s paY ✓ w w 4.1q. a, w n.vuY Pw u u.'w� el . 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WN a.9..s'wW�w� ..M umil.�en �u ..rub �usuv.g s m rid W n s v .e•wvu e.wp. r Bwa PROJECT DEVELOPMENT PLAN - SITE PLAN POUDRE VALLEY HEALTH SYSTEM H A R M O N Y C A M P U S dmily SN6ET S OF 11 .TULY 22. 1 9 9 b IICVISCD DlCENDIlC 4 3991 LEGAL DESCRlr oN . / rN wsr. w wr rw.ai.er �e x 4 k� w . wuw. M1y u Yu \ �ws W.r .uwnou. wouo rwuwt�cr ��•_` i _.t.rrt.t^... ��Pr�.l •wi • .]uu .r tMW YN. tw.uM n w Yw�t t'.._ M W YOrn k wm.N wit � wu Y.w �VYP r..k t__ .YmYT rW mm r.i wto.. a Batwe. N ..N] Yy a T L,w .V^-.r'w• N M wnwl lu.t r Ynw W Mr-I-W ..YIIS Lw r»l.r Lr: 4r. Y.w mwM' 4ri 6r 4w: e.us. w.w .ftlSN• .Ltt W V itw ww4 f.w ta.r"]T w.r. �N.D Pwu�w r!.]uN' [K w ytr]r wl. T0.10 w: x,waa YlS M. ,N.Y r.l: IN.n. 11'r0' 4.1 >]].Ur .. x.... • a.r,. .r w .v'm.. w v.v i. rxu.. ]rn T YOT vt ]R —r. Souix LM1W'[I' w.l r0.M unu usy .wt _ wM [s, tam w re a W.r n ]km V µ .r r[me �0 ,rw N rn. e.wt .� ._ .r.r vu our r,6 tM .rAtf r.r, wwu M LAND USE DATA w u+ou wo.o rere.n .m.ol. rm•wr. .mLw uuL Ne]Prt .rur wnPE el. euwP Y. ]..e »a.e Lro uLe o.v W CT�r.d M}eO ]I. P�PVPe•NO I.rKM W.YOCI. WSY V. YM OY wet`vi¢ c.M rRu.•teuL rr wu. fuw u. »m w +m4 +»n.•Y. w m...m nao6 ru. .lp�. pIV ptLpy Y9l..LR• CY! PM.A pyn V <eY V. V.IOW M.fI• KLmd.l V/QI .OLL.Y[I4 Y.tO• .014 4td[P I.NOYI K•4C.YR.uI G OWNERSMP CERTIFICATION v oc.eroo Ne»er uw..+.w. uu ru r» LYw. Pw �e.wa•v. oeenweeo a wie e.m v. rD oo rawt. uertm M.. rtr[ .tP•Jw. .,! fppuWre Yp rfelYC.iO. Yi.PR[N p1 WO Y.! rLW PP•B r.vnt o.m PLANNING APPROVAL ....weo s•.r.L.w.0 o.�ctPe P= Tx rm o witr maLr. PROJECT DEVELOPMENT PLAN - SITE PLAN POUDRE VALLEY HEALTH SYSTEM H A R M O N Y C A M P U S RIF BORTR • Z!' W lM 9Ti R:ET 1 Or 11 JV 22, 2999 REVISED DECEMBM & LT• No Text No Text Poudre Valley Health Systems - Harmony Campus, Phase 1, Project Development Plan, #32-98A January 21, 1999 P & Z Meeting Page 9 FINDINGS OF FACT/CONCLUSIONS After reviewing the Poudre Valley Health Systems — Harmony Campus, Phase 1 Project Development Plan, #32-98A, staff makes the following findings of fact and conclusions: The proposed land uses, medical offices and an ambulatory care center, is consistent with the Harmony Corridor Plan. 2. The proposed land uses are permitted in the HC — Harmony Corridor zone district. 3. The land uses are consistent with the Poudre Valley Health Systems — Harmony Campus, Overall Development Plan. 4. The Project Development Plan complies with the Harmony Corridor Design Standards and Guidelines. 5. The Project Development Plan complies with all applicable district standards of Section 4.21 of the Land Use Code, the HC — Harmony Corridor zone district. 6. The Project Development Plan complies with all applicable General Development Standards contained in Article 3 of the Land Use Code. RECOMMENDATION: Staff recommends approval of the Poudre Valley Health Systems — Harmony Campus, Phase 1 Project Development Plan, #32-98A Poudre Valley Health Systems - Harmony Campus, Phase 1, Project Development Plan, #32-98A January 21, 1999 P & Z Meeting Page 8 Harmony Westbound: Single left turn lane 2 through lanes Landscaped median Bike lane Right turn lane Harmony Eastbound: Single left turn lane 2 through lanes Landscaped median Bike lane Right turn lane Acceleration lane Bus pull-out The minimum acceptable level of service for pedestrians will be achieved for all categories except for continuity to adjacent neighborhoods. This deficiency is due to existing conditions: sidewalks in Timber Creek to the south are attached and do not have a landscaped parkway; no sidewalks on the north side of Harmony Road west of Timberline Road; and there are no pedestrian facilities on Harmony Road north of the property except adjacent to the Harmony School Shops PUD. The bicycle level of service will also remain acceptable. Limited bicycle facilities currently exist in the immediate area. As Harmony Road is improved, bicycle lanes will be provided. Compact Urban Growth Standards This PDP meets both the contiguity and the adequate public facilities requirements of the Land Use Code. 5. Neighborhood Information Meeting A neighborhood information meeting was held on July 14, 1998. Minutes from that meeting are attached. Poudre Valley Health Systems - Harmony Campus, Phase 1, Project Development Plan, #32-98A January 21, 1999 P & Z Meeting Page 7 intervals not to exceed 660 feet between full movement collector or local street intersections. Because of the siting of the full -movement intersection along Timberline Road within 900 feet of the Harmony Road intersection, compliance with this criteria is precluded. As before, all proposed intersections along Harmony Road are subject to approval by CDOT. Connectivity standards do not apply to this PDP. As Phase 1 of a larger development shown on the Poudre Valley Health Systems — Harmony Campus, Overall Development Plan, the project does not adjoin any properties that have roads stubbed to the boundaries of this project or that have future development potential that would warrant providing for connections. Transportation Level of Service Requirements The Transportation Impact Study (attached) was conducted based on build out of the entire site and analyzed 4 intersections: - Harmony Road and Timberline Road; - Harmony Road at the entrance to the Harmony Road Community mobile home park (not included in Phase 1); - Timberline Road and the main project entrance; and, - Harmony Road and the proposed right-in/right-out access. The study indicated that with improvements, all intersections affected by this PDP, will continue to operate at acceptable levels. Required improvements will include: Timberline Southbound: Double left turn lanes 2 through lanes Bike lane Right turn lane Timberline Northbound: Double left turn lanes 2 through lanes Bike lane Right turn lane Poudre Valley Health Systems - Harmony Campus, Phase 1, Project Development Plan, #32-98A January 21, 1999 P & Z Meeting Page 6 Outdoor storage areas and rooftop mechanical equipment are all screened from public view. The box surrounding the rooftop mechanical equipment will be EIFS to match the east and south elevations, painted teal green to match the canopies and Poudre Valley Hospital logo. g. Master Street Plan The Master Street Plan identifies Timberline Road adjacent to the site as a 4 lane arterial and Harmony Road adjacent to the site as a 6 lane major arterial. The PDP recognizes these designations and provides for the dedication of appropriate right-of-way and necessary improvements at the time of Project Development Plan review. There are no streets internal to the site identified on the Master Street Plan. h. Street Pattern and Connectivity Standards The purpose of the street pattern and connectivity standards is to ensure that the local street system is well designed with regard to safety, efficiency and convenience for automobile, bicycle, pedestrian and transit modes of travel. • Potentially signalized, full -movement intersection of collector or local streets with arterial streets are required at least every 1,320 feet (1/4 mile) along arterial streets. However, the State Highway Access Control Code or specific access control plan will determine the location of collector, connector or local street intersections with State highways. The PDP provides a potentially signalized intersection along Timberline Road within 900 feet of the intersection with Harmony Road. This intersection aligns with the proposed intersection for the Harmony Village PUD on the west side of Timberline Road. All intersections along Harmony Road are subject to the approval of the Colorado Department of Transportation (CDOT). • Additional nonsignalized, potentially limited movement collector or local street intersections with arterial streets are required at Poudre Valley Health Systems - Harmony Campus, Phase 1, Project Development Plan, #32-98A January 21, 1999 P & Z Meeting Page 5 e. Historic and Cultural Resources This section of the Code only applies to designated or eligible historic structures, structures in designated historic districts or structures adjacent to designated landmarks. While none of these criteria are strictly met, the property is located across Harmony Road from the historic Harmony School which is locally designated as a historic site. The proposed building reflects many of the features of the Harmony School. Building proportions are similar, both have a flat roof, use multiple brick colors and have vertical brick pilasters. Several of the pilasters flanking the entrance canopy at each building will have a white pilaster cap to simulate the "diamond shamrock" detail from the Harmony School. f. Building and Project Compatibility As required by the Land Use Code, building materials are generally similar to materials already being used in the neighborhood, which is limited to the Harmony School to the north (for the purposes of this analysis, other development in the Harmony Corridor is considered the "neighborhood"). Common materials are the brick which is used in both buildings. Specifically, materials used in this PDP include a typical brick color of beige with red brick at the base of the building on the north and west elevations. Colorbands of white brick are located at the top of the walls, above window heads and below window sills. The east and south elevations will be EIFS (synthetic stucco) with color bands to match the brick on the other elevations. The buildings are proposed to be 40 feet high with mechanical equipment located on top. A special height review was completed which analyzed the impact of the buildings on desirable views from Harmony Road and the impact of shadows cast by the buildings. The shadow analysis indicated that all shadows cast by the buildings would be contained on the site. The image analysis (attached), which was done from the Harmony Road entrance to the site, indicates blockage of views of the lower portions of the foothills, but the majority of the ridgeline and significant features such as Long's Peak and Horsetooth Rock are not impacted. Poudre Valley Health Systems - Harmony Campus, Phase 1, Project Development Plan, #32-98A January 21, 1999 P & Z Meeting Page 4 The onsite pedestrian system provides directness, continuity and safety. Street crossings are enhanced to ensure the recognition of the pedestrian way. The parking areas have been designed as smaller sections and separated by landscaped or building areas. No more than 15 consecutive spaces are allowed without intervening landscaping. Parking lots exceed the required setback from the adjacent streets. Allowed parking was calculated based on the maximum allowed for medical offices: 4.5 spaces per 1,000 square feet. Standards for hospitals (based on the number of beds and employees) were not used since the Ambulatory Care Center is not designed for overnight stays typical of hospitals. The functions of the Ambulatory Care Center are similar to a medical office providing out -patient services. Using these standards, 963 spaces would be allowed. 855 spaces are being provided. Because of the size of the parking area, a minimum of 10% of the interior parking lot space must be devoted to landscaping. The PDP exceeds this requirement. C. Site Lighting The PDP complies with the site lighting requirements that limit the maximum on -site lighting levels to no more than 10 foot candles except for loading and unloading areas and limit the levels measured 20 feet beyond the property line to a maximum of 0.1 foot candle. The maximum on -site measurement is between 4 and 5 foot candles. The maximum measured 20 feet beyond the property line is 0.05 foot candle. d. Hazardous Materials It is likely that some hazardous materials may exist on this site during the ultimate operation of the development. Although it is unlikely that these would have the potential to cause off -site impacts (which triggers the requirement of a Hazardous Materials Impact Analysis), a copy of a "zero injury program training manual was submitted (see attached). Poudre Valley Health Systems - Harmony Campus, Phase 1, Project Development Plan, #32-98A January 21, 1999 P & Z Meeting Page 3 The PDP meets the applicable Development standards as follows: a. The proposed development complies with the Harmony Corridor Design Standards and Guidelines. b. The commercial uses (medical offices) will be carried out entirely within a completely enclosed building. Note that the building design standards (building orientation and set back lines) do not apply in this case since the PDP is the first phase of a "campus" development. Campus developments are one of two exceptions to this criteria. Staff has interpreted that this exception also applies to Section 3.5.3, Mixed -Use, Institutional and Commercial Buildings. 4. Article 4 of the Land Use Code — General Development Standards The Project Development Plan complies with all applicable General Development Standards as follows: a. Landscaping and Tree Protection The PDP provides significant canopy shading to reduce glare and heat build-up. Visual quality and continuity within and between developments are addressed by provision of street trees along Timberline Road and Harmony Road (consistent with the Harmony Corridor Plan), parking lot islands, foundation plantings and service area screening. b. Access, Circulation and Parking The parking and circulation system will accommodate the movement of vehicles, bicycles, pedestrians and transit safely and conveniently throughout the site and to and from surrounding areas. Transit stops are placed in locations approved by Transfort. Bicycle parking is provided close to entries and exceeds the required number of spaces. 54 spaces are provided exceeding the required minimum of 43 (5% of the 855 spaces provided for automobile parking). Poudre Valley Health Systems - Harmony Campus, Phase 1, Project Development Plan, #32-98A January 21, 1999 P & Z Meeting Page 2 COMMENTS: Background The surrounding zoning and land uses are as follows N: HC; Harmony Road, Harmony School Shops PUD, Harmony Community Mobile Home Park S: RL; Timber Creek PUD E: HC; Mountain Crest Hospital, Wildwood Townhomes W: HC; Vacant, Proposed Harmony Center PUD The property was annexed in February, 1986 as part of the South Harmony Annexation. The parcel is also part of the 95 acre Poudre Valley Health Systems — Harmony Campus Overall Development Plan. 2. Compliance with the Overall Development Plan The parcel is part of Parcel A on the Poudre Valley Health Systems — Harmony Campus ODP. The proposed uses of medical offices and ambulatory care are consistent with the ODP. 3. Division 4.21 of the Land Use Code, HC — Harmony Corridor Zone District The proposed uses of medical offices and ambulatory care are permitted in the Harmony Corridor zone district subject to administrative review. However, Division 4.21 of the LUC requires that any new structure exceeding 80,000 square feet be reviewed by the Planning and Zoning Board. The PDP meets the applicable Land Use Standards as follows: a. Harmony Corridor Standards: The PDP complies with the Harmony Corridor land use and locational standards. b. Dimensional standards: • Maximum building height will be 3 stories, less than the maximum allowed 6 stories. • The PDP is being reviewed by the Planning and Zoning Board since the building is greater than 80,000 square feet. ITEM NO. 9 MEETING DATE 1/21/99 6iA STAFF Bob Blanchard Citv of Fort Collins PLANNING AND ZONING BOARD STAFF REPORT PROJECT: Poudre Valley Health Systems — Harmony Campus, Phase 1 Project Development Plan, #32-98A APPLICANT: Bruce Hendee BHA Design, Inc. 4803 Innovation Drive Fort Collins, CO 80525 OWNER: Poudre Valley Health System 1024 South Lemay Avenue Fort Collins, CO 80524 PROJECT DESCRIPTION: This is a request for a Project Development Plan for 128,000 square feet of medical offices and an 86,000 square foot ambulatory care facility in the Harmony Corridor. The site is 25.6 acres in size and located at the southeast corner of Timberline Road and Harmony Road. The proposed project is part of the Poudre Valley Health Systems — Harmony Campus Overall Development Plan (ODP). The property is zoned HC — Harmony Corridor. RECOMMENDATION: Approval EXECUTIVE SUMMARY: Medical offices and hospitals are permitted uses in the Harmony Corridor zone district. The proposed uses are consistent with the approved Poudre Valley Health Systems — Harmony Campus Overall Development Plan (ODP). This type of land use is also consistent with the Harmony Corridor Plan designation of Basic Industrial and Non -Retail Activity Center. The PDP complies with the Harmony Corridor Standards and Guidelines, the District Standards contained in Section 4.21 of the Land Use Code (the HC — Harmony Corridor zone district) and Article 3 of the Land Use Code (the General Development Standards). COMMUNITY PLANNING AND ENVIRONMENTAL SERVICES 281 N. College Ave. P.O. Box 580 Fort Collins, CO 80522-0580 (970) 221-6750 PLANNING DEPARTMENT