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Exhibit A
STIPULATION OF PARTIES FOR THE OPENING OF A HIGHWAY -RAIL GRADE CROSSING ON NE 42nd STREET, FDOT CROSSING NUMBER 273285S, AND CLOSURE OF HIGHWAY -RAIL GRADE CROSSING NE MIAMI COURT, FDOT CROSSING NUMBER 272707E, AND RECONFIGURE HIGHWAY -RAIL GRADE CROSSING NE 36th STREET, FDOT CROSSING NUMBER 272633P, CITY OF MIAMI, FLORIDA This Stipulation of Parties is made and entered into on this day of 2021 ("Effective Date"), by and between the City of Miami (CITY), Florida East Coast Railway, LLC, (RAILROAD) and the Florida Department of Transportation (DEPARTMENT). The Parties agree to the following conditions: 1. The CITY filed an opening application (attached and incorporated herein as EXHIBIT "A") to the DEPARTMENT to open a railroad -highway grade crossing at NE 42nd Street, FDOT Crossing Number 273285S, Railroad Milepost PL1.89 (hereinafter the "NE 42nd Street Crossing"). 2. The proposed NE 42nd Street Crossing will have two mainline tracks with an average of thirty-six (36) trains per day (approximately two (2) freight trains and thirty-four (34) passenger trains). The current maximum train speed is forty (40) miles per hour at the proposed crossing. 3. The NE 42nd Street Crossing will be an undivided two (2) lane, urban local road, as set forth in the NE 36th and 42nd Street -Traffic Impact Study Technical Memorandum included as a part of EXHIBIT "H," attached and incorporated herein by this reference. 4. To offset the opening of a railroad -highway grade crossing at NE 42nd Street, the CITY has applied for the closure of one (1) public highway -rail grade crossing (attached and incorporated herein as EXHIBIT "B") at NE Miami Court Crossing, FDOT Crossing Number 272707E, Railroad Milepost 361.64 (hereinafter the "NE Miami Court Crossing"). In lieu of SOP NE Miami Court/42nd Street Page 1 of 9 March 9, 2021 a second closure, Miami -Dade County has entered with the DEPARTMENT into a Department Funded Agreement (attached and incorporated herein as EXHIBIT "J") to reconfigure the NE 36th / 2nd Avenue intersection (attached and incorporated herein as EXHIBIT "C"), FDOT Crossing Number 272633P, Railroad Milepost PL2.18 (hereinafter the "NE 36th Street Crossing"). The CITY has agreed to fund all costs and provide plans for the installation of the new crossing of NE 42nd Street (attached and incorporated herein as EXHIBIT "D") and immediate closure of the NE Miami Court Crossing. The reconfiguration of the NE 36th Street Crossing by Miami -Dade County and the RAILROAD pursuant to EXHIBIT "J" and the immediate closure of the NE Miami Court Crossing shall be completed prior to the commencement of construction of the NE 42nd Street Crossing. The estimated total not to exceed cost for the installation of the new crossing on NE 42nd Street is Nine Hundred Thousand Dollars ($900,000.00). The estimated total not to exceed cost for the closure of the NE Miami Court Crossing is Two Hundred Forty -Two Thousand Dollars ($242,000.00). 5. The RAILROAD, at the CITY'S expense, will provide all necessary materials and will install a railroad at grade crossing, which includes the concrete surface panels, rail, ties, plates, OTM, ballast and sub -ballast, at the NE 42nd Street Crossing, in compliance with the DEPARTMENT'S Standard Plans Index 830-T01 (attached and incorporated herein as EXHIBIT "F"). 6. The RAILROAD, at the CITY'S expense, will provide all necessary materials and will install automatic railroad grade crossing warning devices including Type III, Class VI flashing lights and gates in accordance with the DEPARTMENT'S Standard Plans Index 509-070 (attached and incorporated herein as EXHIBIT "K") at the NE 42nd Street Crossing. 7. The RAILROAD, at the CITY'S expense, will maintain the NE 42nd Street Crossing, which includes the concrete surface panels, rail, ties, plates, OTM, ballast and sub -ballast. The RAILROAD and the CITY shall negotiate and execute a separate RAILROAD standard SOP NE Miami Court/42nd Street Page 2 of 9 March 9, 2021 grade crossing License Agreement, as further described in Section 19 of this Stipulation of Parties, outlining the duties and responsibilities of the RAILROAD and the CITY. 8. The RAILROAD, at the CITY'S expense, will maintain the automatic railroad crossing warning devices at the NE 42nd Street Crossing. The RAILROAD and the CITY shall negotiate and execute a separate RAILROAD standard grade crossing License Agreement, as further described in Section 19 of this Stipulation of Parties, outlining the duties and responsibilities of the RAILROAD and the CITY. 9. The RAILROAD, at the CITY'S expense, will remove the railroad highway -rail grade crossing surface at the NE Miami Court Crossing to the limits of the rail ties and between the rails, and the Railroad at the CITY'S expense, will remove all remaining roadway pavement within the RAILROAD corridor and property, and return the remaining property of the RAILROAD to its existing or improved condition prior to the crossing being in existence, ensuring that all drainage is conveyed appropriately away from the remaining track and track structure, and the CITY, at the CITY'S expense, will install a permanent barricade on the CITY'S property immediately adjacent to the RAILROAD right of way, as identified in the DEPARTMENT'S Standard Plans Index 700-109 (attached and incorporated herein as EXHIBIT "G"). 10. The CITY, at the CITY'S expense, shall erect on each side of NE Miami Court Crossing signs and object markers as identified in the DEPARTMENT'S Standard Plans Index 102- 600 (attached and incorporated herein as EXHIBIT "E"). 11. The RAILROAD, at the CITY'S expense, will remove and dispose of existing highway -rail grade crossing warning devices at NE Miami Court Crossing. 12. The RAILROAD, at the CITY'S expense, will restore the RAILROAD'S right-of-way to remove all remnants of the NE Miami Court Crossing. SOP NE Miami Court/42nd Street Page 3 of 9 March 9, 2021 13. The RAILROAD will reconfigure the NE 36th Street Crossing warning devices and signal system in accordance with the NE 36th and 42nd Street Traffic Impact Study Technical Memorandum (EXHIBIT "H"). The Parties understand that the completion of the NE 42 Street Crossing is contingent on the completion of the NE 36th Street reconfiguration. The NE 36th Street reconfiguration is the subject of a Separate Stipulation of Parties between the RAILROAD, DEPARTMENT, and Miami -Dade County. The associated expense for the NE 36th Street reconfiguration will be paid as established in the approved Department Funded Agreement (EXHIBIT "J"). The CITY shall not be responsible for or required to contribute any funds for the costs or expenses associated with the NE 36th Street reconfiguration. 14. Any work by the CITY, adjacent to crossings or within the RAILROAD property, will be coordinated at least seventy-two (72) hours in advance, except for emergency work for which immediate notice will be provided with the RAILROAD'S Division Engineer to ensure that all Federal Railroad Administration Workplace Safety Regulations, to include flagging and insurance, are met. 15. The RAILROAD, prior to the start of any closure work at the NE Miami Court Crossing, shall coordinate with the CITY at least seventy-two (72) hours in advance of any work being performed in the removal of the crossing and signalization equipment. 16. All work by the CITY and RAILROAD will be consistent with the Manual of Uniform Traffic Control Devices (MUTCD) (2009 Edition), Federal Railroad Administration Rules and Regulations (FRA), American Association of State Highway and Transportation Officials (AASHTO) Policy, the DEPARTMENT'S Manual of Uniform Minimum Standards for Design, Construction, and Maintenance for Streets and Highways (Florida's Green Book), and CITY requirements, all incorporated as fully set forth herein. SOP NE Miami Court/42nd Street Page 4 of 9 March 9, 2021 17. The RAILROAD will update the existing U.S. DOT Crossing Inventory Form (OMB 2130- 0017) for the addition of a highway -rail grade crossing at the NE 42nd Street Crossing and complete the U.S. DOT Crossing Inventory Form (OMB 2130-0017) (attached and incorporated herein as EXHIBIT "L") for the closure of NE Miami Court Crossing. The completed forms will be submitted to the DEPARTMENT and to the FRA for inventory data entry upon completion of the opening and closures. 18. The CITY shall provide the DEPARTMENT with a copy of the Resolution or certified copy of the Minutes from the Clerk of Court for the City Commission Meeting wherein this Stipulation of Parties was discussed and voted upon. 19. The CITY will negotiate and execute the RAILROAD's standard grade crossing License Agreement (a draft of which is attached and incorporated herein as EXHIBIT "I") for the use and existence of the NE 42nd Street rail -highway public at grade crossing incorporating the terms of this Stipulation regarding the Crossing. The RAILROAD will provide to the CITY a copy of the fully executed License Agreement for the crossing and signals and reference the FDOT/AAR National Grade Crossing Number. Upon execution of the RAILROAD'S standard grade crossing license agreement for the use and existence of the NE 42nd Street Crossing, said license agreement will be the governing document for the existence of the NE 42nd Street Crossing. In negotiating the use of the RAILROAD's property for the crossing of NE 42nd Street, the CITY agrees to pay the RAILROAD an annual license fee of no greater than fifty (50) cents per square foot for use of said right of way within the license area. The license fee shall be increased each year on the anniversary date of the License Agreement, commencing on the anniversary date of the second year of said License Agreement, by the product of the annual license fee in effect for the preceding year multiplied by one hundred percent (100%) of the percentage increase, if any, in the Consumer Price Index (1967=100), issued by the Bureau of Labor Statistics of the U.S. SOP NE Miami Court/42nd Street Page 5 of 9 March 9, 2021 Department of Labor (CPI), or 3%, whichever is greater. The base CPI will be the CPI for the month of the year preceding the applicable anniversary date of this Agreement by ninety (90) days. No adjustment will be made for decreases in the CPI. 20. This Stipulation of Parties has been executed by all parties having an interest in this matter, excluding Miami Dade County to the extent their involvement with the reconfiguration of the NE 36th Street Crossing is covered under a separate Stipulation of Parties Agreement as referenced in paragraph four (4) of this agreement. All parties waive hearing rights provided by Chapter 120, Florida Statutes, for the opening of a highway -rail grade crossing at NE 42nd Street Crossing and the closure of NE Miami Court Crossing, 21. The terms of this Stipulation of Parties may not be changed, waived, discharged, or terminated orally, but only by an instrument or instruments in writing, signed by the CITY, the RAILROAD, and the DEPARTMENT. 22. This Stipulation of Parties is governed by and shall be interpreted and construed in accordance with the laws of the State of Florida. Venue shall be in Miami -Dade County, Florida. Each Party will bear its own attorney's fees and costs in any disputes, controversies or claims that may arise from this Stipulation of Parties. 23. The failure of any party to comply with its obligations hereunder shall be excused to the extent such party's performance has been rendered impossible as a result of: an act of God, strike, labor dispute, war, fire, earthquake, epidemic, pandemic, riots, act of public enemies, acts or threats of terrorism, action of federal, state or local governmental authorities or for any other reason beyond the reasonable control of the party claiming protection by reason of such force majeure event ("Force Majeure Event"). The party claiming protection by reason of such Force Majeure Event shall give written notice to the other party as soon as practicable but no later than five (5) business days after the date the Force Majeure Event occurred. 24. Any failure of any party to insist upon the strict performance of any terms or provisions of SOP NE Miami Court/42nd Street Page 6 of 9 March 9, 2021 this Stipulation of Parties is not deemed to be a waiver of the terms of this agreement and any waiver of the terms shall be in writing. 25. Any notice, consent or other communication required to be given under this Stipulation of Parties shall be in writing, and shall be considered given when delivered in person or sent by facsimile or electronic mail (provided that any notice sent by facsimile or electronic mail shall simultaneously be sent personal delivery, overnight courier or certified mail as provided herein), one (1) business day after being sent by reputable overnight carrier or three (3) business days after being mailed by certified mail, return receipt requested, to the parties at the addresses set forth below (or at such other address as a party may specify by notice given pursuant to this Section to the other party): a. RAILROAD Florida East Coast Railway, LLC. 7150 Phillips Highway Jacksonville, FL 32256 Attn: Mr. Daniel Fetahovic — Public Projects Engineer b. DEPARTMENT Chief of Modal Development 605 Suwannee Street, 5th Floor Tallahassee, FL 32399 c. CITY Director City of Miami, Office of Capital Improvements 444 SW 2nd Avenue, 8th Floor Miami, Florida 33130 With copies to: Victoria Mendez, City Attorney City of Miami 444 SW 2nd Avenue, 9th Floor Miami, Florida 33130 26. As authorized by Section 335.141, Florida Statutes, and Rule Chapter 14-57, Florida Administrative Code, the DEPARTMENT permits the opening of a highway -rail grade crossing at the NE 42nd Street Crossing, the closure of the highway -rail grade crossing at SOP NE Miami Court/42nd Street Page 7 of 9 March 9, 2021 the NE Miami Court Crossing, and the reconfiguring of the NE 36th Street Crossing by Miami -Dade County and the RAILROAD (as outlined by a separate Stipulation of Parties between the RAILROAD, the DEPARTMENT, and Miami -Dade County), as evidenced by this Stipulation of Parties, provided all conditions of this Stipulation are met and completed within sixty (60) months after the execution by all parties of this Stipulation. 27. This Stipulation of Parties may be executed in any number of counterparts, each of which shall be deemed an original, but all of which shall constitute one and the same instrument. Facsimile, .pdf and other electronic signatures to this Stipulation of Parties shall have the same effect as original signatures. (THIS CONCLUDES THE BODY OF THIS STIPULATION OF PARTIES) SOP NE Miami Court/42nd Street Page 8 of 9 March 9, 2021 FLORIDA EAST COAST RAILWAY (RAILROAD) By: Date: CITY OF MIAMI (CITY) By: Arthur Noriega V, City Manager Date: ATTEST By: Todd Hannon, City Clerk Date: Approved as to legal form and correctness: By: Victoria Mendez, City Attorney Date: STATE OF FLORIDA DEPARTMENT OF TRANSPORTATION (DEPARTMENT) By: Chief of Modal Development Date: LEGAL REVIEW By: Attorney, FDOT Central Office Date: SOP NE Miami Court/42nd Street Page 9 of 9 March 9, 2021 FU]R|m^ AST COAST RAILWAY (RA|LROAD) '��WP/ By: Date: CITY OFM|AM|(CITY) By: Arthur NoheDaV,City Manager Date: ATTEST By: Todd Hannon, City Clerk Approved as to legal form and correctness: By: Victoria M6ndez, City Attorney Date: STATE OF FLORIDA DEPARTMENT OF TRANSPORTATION (DEPARTMENT) By: Chief ofModal Development Date: LEGAL REVIEW By: Attorney, FDOT Central Office Date: SOP NEMiami Court/4IndStreet Page 9of8 March 9,ZO21 Exhibit "A" Rule 14-57.010, F.A.C. STATE OF FLORIDA DEPARTMENT OF TRANSPORTATION RAILROAD GRADE CROSSING APPLICATION 725-090-66 RAIL 01/13 ROAD NAME OR NUMBER COUNTY/CITY NAME NE 42nd Street Miami Dade/City of Miami A. IDENTIFICATION Submitted By: Applicant: Valentine Onuiqboh Application For: ❑ Closing a public highway -rail grade crossing by: Office: Capital Improvements ❑ roadway removal ❑ rail removal Telephone: 305-416-1899/786-376-4391 ® Opening a public highway -rail grade crossing by: Address: 444 SW 2nd Ave ❑ new rail line construction ® new roadway construction Miami, FI 33130 ❑ conversion of private to public highway -rail grade crossing B. CROSSING LOCATION FDOT/AAR Crossing Number: N/A Jurisdiction for Street or Roadway by Authority of: ® City ❑ County ❑ State Local Popular Name of Street or Roadway: NE 42nd Street Railroad Company: Florida East Coast Railways (FECR) Railroad Mile Post: RR MP. PL 1-89 (+4624) Submitted for the Applicant by: Valentine Onuiqboh. - Project Manager DATE: 4/29/2018 Name and Title Application FDOT Review by: Robert Stapleton DATE: Central Rail Office REFERENCES: (Specific Legal Authority) 334.044 F.S., 120.57 F.S. (Law Implemented) 335.141 F.S. (Administrative Rule) 14-57.012 F.A.C. Rule 14-57.010, F.A.C. STATE OF FLORIDA DEPARTMENT OF TRANSPORTATION RAILROAD GRADE CROSSING APPLICATION 725-090-66 RAIL 01/13 Attachment Page CLOSING APPLICATION QUESTIONNAIRE Maps, aerials, and supporting documentation must be provided with the application. If all parties, Applicant, Railroad, and Department, fail to agree to the rail crossing closure through a Stipulation of Parties, the Applicant must establish the closure meets the criteria found in Rule 14-57.012, Florida Administrative Code. This questionnaire will assist the Department in evaluating the criteria and is not intended to be an exclusive list of factors. If the information is not available or unknown, please mark N/A. Florida Administrative Code criteria: A) Safety a-1. How will the crossing closure affect safety to drivers, pedestrians, cyclists, and rail personnel? crossing will not impact safety to drivers and pedestrians, cyclists and rail personnel a-2. What, if any, safety measures are proposed for adjacent crossings? safety measures such as pre-emption, and rail crossing safety features are anticipated for this crossing for vehicular and pedestrian traffic. a-3. Identify all highway traffic control devices and highway traffic signals at adjacent crossings that may be improved or upgraded if the subject crossing is closed. N. Miami CT at -grade railroad crossing will be closed, blocked with guardeail. it will consist of redistribution vehicles. a-4. What is the distance from the subject crossing to the nearest intersection? Identify the street. NE 39 St., 1000 feet a-5. Are there structures, fences, or vegetation near the subject crossing that inhibits sight distance? None a-6. Identify major traffic generators (i.e., businesses, shopping malls, recreational areas, special events, etc.) in this area. Specify type, location, and distance to subject crossing. Publix about a 11/2 miles north, design distric mall 1/2 mile to the southwest.N a-7. Is the crossing located on a designated evacuation route? Federal Highway is an evacuation route a-8. Provide a traffic operations and safety analysis, with traffic issues evaluated for the railroad crossing closure. This analysis should include all adjacent rail crossings and roadways in the immediate vicinity and the increase in traffic predicted on these roadways from rerouting. There are increased traffic volume on the adjacent crossings but the level of service did not change due to the increase traffic volume. as per table 3 on page 3.2. B) Necessity for rail and vehicle traffic b-1. Is the crossing necessary to access property? Yes and to alleviate cross traffic at NE 36th street and increase level of service at N.E. 42nd Street. b-2. Provide description of land use on each side of the rail crossing. Residential to the North, commercial to the South b-3. Are there any churches, schools, or hospitals within a mile or less of the subject crossing? Please list by name and location. Residential to the North, commercial to the south. b-4. Annual Average Daily Traffic (AADT) at the crossing? see attached study b-5. Level of service at the crossing? b-6. Percentage of truck traffic? b-7. Do trucks carrying hazardous materials use the crossing? No If so, approximately how many trips per day or week? b-8. How many school buses use the crossing daily? None b-9. What is the estimated number of pedestrians and bike riders that use the subject crossing (daily/weekly)? less than 100 b-10. Is the subject crossing on a local transit route? Yes, Federal Hwy is a local transit route. b-11. Please provide any corridor studies or other preliminary traffic engineering studies that pertain to this crossing. see attached study C) Alternate Routes c-1. Are there access roads available to property owners if the crossing is closed? As per Miami Design District- NE Miami Court grade crossing Technical Memorandum, clossing N.E. Miami CT, property owners would have alternates like N. Miami Avenue, NW Miami CT, and N.E. 2nd Avenue- section 4.0 -Future Conditions 2040. c-2. Name routes that can be used if the crossing is closed? N. Miami Avenue, NW Miami CT. and N.E. 2nd Avenue. c-3. Are there traffic signals on these routes? Yes there are traffic conditions on the alternate routes. c-4. How does the proposed crossing closure impact the AADT at nearby public crossings? Provide estimated traffic count changes. In the miami design district- NE Miami CT grade crossing- technical memorandum , sections 3.2 through 4.2.1 2040 Build Alternative Condition the peak directional volumes are for N. Miami Avenue is 1547 AM Rule 14-57.010, F.A.C. STATE OF FLORIDA DEPARTMENT OF TRANSPORTATION 725-090-66 RAILROAD GRADE CROSSING APPLICATION RAIL 01/13 Attachment Page Peak & 1446 PM peak to 1791 AM Peak to 1674 PM Peak and Level of Service D & C to level of service F&C a change in AM LOS; NW Miami CT is 31 AM Peak & 45 PM Peak to 36 AM Peak & 52 PM Peak LOS C to Level of service C no change; N.E 2nd Avenue is 777 AM Peak & 765 PM Peak to 900 AM Peak & 886 PM Peak & LOS D to LOS D no change. c-5 By driving alternate routes, during peak times, calculate the additional travel time and distance between two points (nearest intersection or major access) on either side of the subject crossing. Provide calculated times, routes, and distances. section 5.0 summary of the study conditions of build condition Vs no build condition stipulates that under the 2040 future build conditions there is minimal impact to the study area roadways resulting from the NE Miami Court at grade railroad crossing closure. D) Effect on rail operations and expenses d-1. Provide current number and type of rail tracks at the subject crossing. Two (2) East Mainline / West Mainline Tracks d-2. Are there rail sidings or switches in the location of the subject crossing? Yes Existing H.T. Switch PL1.93 (within the proposed Crossing), will be relocated to PL1.87 (North of the proposed Crossing) d-3. Is there a nearby rail yard? No If so, what is the distance of the yard to the subject crossing. Andrews Yard = 343.71 North(18 Miles) / Hialeah Yard = 369.20 South(10 Miles) d-4. Provide the current number of daily train movements (number of switching or thru trains; number of passenger or freight trains). as of 04/28/2020 the Train Counts are: Freight = 2 per day / Passenger = 34 per day d-5. Provide the approximate times during the day and evening that the crossing is blocked. During Train Movements 0600 - 2230 d-6. Provide the approximate length of time (i.e., minutes) that the crossing is blocked. Varies 5 mins — 20 mins d-7. Provide minimum and maximum train speeds at the subject crossing. Freight = 40mph / Passenger = 40mph d-8. What is the anticipated expansion of tracks and/or train movements? available Possible at any time as needs required d-9. What is the distance from the subject crossing to adjacent public crossings? (Identify adjacent crossings by road name and crossing number.) This information was in the Project Initiation Package for NE 42nd Street, which was included as follows: 840' SOUTH = NE 39th Street) — DOT# 272631 B — RR MP. PL2.02 / 3807' NORTH — 54th Street — DOT# 272627L — RR MP. PL1.13 d-10. What are the estimated costs of the crossing installation and annual maintenance? Who will be responsible for the costs of installation and maintenance? Information not available Roadway agency will be 100% responsible for all cost of installation, and 100% responsible for all maintenance thereafter. Estimated Installation Cost = $869,708.95 / Estimated Maintenance Costs as provided in the Florida Department of Transportation's SCHEDULE OF ANNUAL COST OF AUTOMATIC HIGHWAY GRADE CROSSING TRAFFIC CONTROL DEVICES = $8,930.00 Annually E) Excessive restriction to emergency type vehicles resulting from closure e-1. Provide response from the Sheriff/Police Chief and Fire Chief to the proposed crossing closure. City of Miami, City Manager in e-2. Based on observation, the response from the City/County, or traffic studies, is this a route that emergency rescue would typically use? No e-3. How many emergency rescue vehicles have used the crossing to respond to calls in the past 2-3 years? Very minimal below radar and not registered as per the technical memoradum for N.E. Miami Court Grade Crossing closure. F) Design of the grade crossing and road approaches f-1. Identify and describe the condition of: crossing surface, rail warning devices (including pavement markings, signs, and highway traffic signals), sidewalks, bike lanes, and approaches on each side of subject crossing. The subject crossing will provide new signing and markings, signal, which will comply with current design rail road track requirements. f-2. Is the crossing surface and track higher than either side of the road (i.e., hump crossing)? Yes from the present height of the railroad to the adjacent roads of Federal Hwy amd NE 4th Avenue.. f-3. What is the vehicular design speed at the subject crossing? 30 mph f-4. Number of lanes at the crossing? 2 lanes, one east bound and one west bound f-5. Width of crossing? 120 feet as per the pg. 41 of proposed plans N.E. 42nd Street f-6. Condition of roadway? Both Federal Hwy and N.E. 4th Avenue have been reconstructed in anticipation of the new crossing at N.E. 42nd Street. Rule 14-57.010, F.A.C. STATE OF FLORIDA DEPARTMENT OF TRANSPORTATION RAILROAD GRADE CROSSING APPLICATION 725-090-66 RAIL 01/13 Attachment Page G) Presence of multiple tracks and their effect upon railroad and highway operations g-1. Please confirm the number of tracks at the location and identify each track. two tracks EXISTING = East Mainline / West Mainline / Port Lead Setout Track PROPOSED = East Mainline / West Mainline (The Port Lead Setout Track will be relocated to the North outside of the Crossing). g-2. How many train movements occur on each track and the types of trains that run on each track (passenger, thru freight, or switching freight and the number of cars)? PORT LEAD SETOUT — Switching - 3 Per Day Freight WEST MAINLINE — Thru - 14 Freight / 34 Passenger EAST MAINLINE - Thru - 14 Freight / 34 Passenger Exhibit "B" Rule 14-57.010, F.A.C. STATE OF FLORIDA DEPARTMENT OF TRANSPORTATION RAILROAD GRADE CROSSING APPLICATION 725-090-66 RAIL 01/13 ROAD NAME OR NUMBER COUNTY/CITY NAME NE 71s' Street/NE Miami Court Miami -Dade County/Miami A. IDENTIFICATION Submitted By: Application For: Applicant: City of Miami ® Closing a public highway -rail grade crossing by: Office: Office of Capital Improvements Elroadway removal ❑ rail removal Telephone: 305-416-1899 ❑ Opening a public highway -rail grade crossing by: B. CROSSING LOCATION Address: 444 SW 2nd Avenue, 8t" FL 1 I-1 new rail line construction ID new roadway construction ,,ir to public highway -rail FDOT/AAR Crossing Number: 272522C Jurisdiction for Street or Roadway by Authority of: ® City ❑ County ❑ State Local Popular Name of Street or Roadway: NE Its. Street Railroad Company: Florida East Coast Railroad Railroad Mile Post: PL 3 P. 4 1 i3 Submitted for the Applicant by: David Adg;giP.E., Sr. Consl<ruction Manager DATE: 8/8/2018 Name and Title Application FDOT Review by: ,.4. Central Rail Office REFERENCES: (Specific Legal Authority) 334.044 F.S., 120.57 F.S. (Law Implemented) 335.141 F.S. (Administrative Rule) 14-57.012 F.A.C. DATE: 05'- -IS Rule 1457,010, F A.C. STATE OF FLORIDA DEPARTMENT OF TRANSPORTATION RAILROAD GRADE CROSSING APPLICATION CLOSING APPLICATION QUESTIONNAIRE Maps, aerials, and supporting documentation must be provided with the application. if all parties, Applicant, Railroad, and Department, fail to agree to the rail crossing closure through a Stipulation of Parties, the Applicant must Florida Administrative Code criteria: 725-090-66 RAIL 01/13 Attachment Page A) Safety. a-1. How will the crossing closure affect safety to drivers, pedestrians, cyclists, and rail personnel? No safety concerns are forseen by the closure of this crossing. a-2. What, if any, safety measures are proposed for adjacent crossings? No changes to adjacent crossings are proposed. a-3, Identify all highway traffic control devices and highway traffic signals at adjacent crossings that may be improved or upgraded if the subject crossing is closed. None. a-4. What is the distance from the subject crossing to the nearest intersection? Identify the street. 250 feet south of NE 74th Street and NE Miami Court. a-5. Are there structures, fences, or vegetation near the subject crossing that Inhibits sight distance? No a-6 Identify major traffic generators (i.e., businesses, shopping malls, recreational areas, special events, etc.) in this area. Specify type, location, and distance to subject crossing. 1. Kei-Glo Corporation is located approximately 20 feet northeast from crossing. 2. Laza Iron Work is located approximately 20 feet northwest from crossing. 3. Jean Auto Repair located approximately 20 feet southwest of crossing. 4. Gwen Cherry 22 - PHCD is located approximately 20 feet southeast from crossing. a-7. Is the crossing located on a designated evacuation route? No a-8. Provide a traffic operations and safety analysis, with traffic issues evaluated for the railroad crossing closure. This analysis should include all adjacent rail crossings and roadways in the immediate vicinity and the increase in traffic predicted on these roadways from rerouting. See attachment B) Necessity for rail and vehicle trpffic b-1. Is the crossing necessary to access property? No b-2. Provide description of land use on each side of the rail crossing. The north and south side of the crossing is predominantly industrial. b-3. Are there any churches, schools, or hospitals within a mile or less of the subject crossing? Please list by name and location. Edison Park K-8, 500 NW 67 Street, Miami, FL 33150 Miami Edison Senior High, 6161 NW 5 Court, Miami, FL 33127 Toussaint Louverture Elementary School located at 120 NE 59th Street, Miami, FL 33137 Morningside Elementary School, 6620 NE 5th Avenue, Miami, FL 33137 The Cushman School, 592 NE 60 Street, Miami, FL 33137 First Haitian Church of God, 7140 N. Miami Avenue, Miami, FL 33150 New Vision Emmanuel Baptist Church, 7321 NE 2 Avenue, Miami, FL 33138 Philadelphie SDA French Church, 74 NE 75 Street, Miami, FL 33138 St Marys Cathedral, 7525 NW 2 Avenue, Miami, FL 33150 Free Methodist Community Christian Church, 101 NW 71 Street, Miami, FL 33150 b-4. Annual Average Daily Traffic (AADT) at the crossing? 129 b-5. Level of service at the crossing? E b-6. Percentage of truck traffic? 10% b-7. Do trucks carrying hazardous materials use the crossing? No If so, approximately how many trips per day or week? 0 b-8. How many school buses use the crossing daily? 0 b-9. What is the estimated number of pedestrians and bike riders that use the subject crossing (daily/weekly)? b-10. is the subject crossing on a local transit route? No b-11. Please provide any corridor studies or other preliminary traffic engineering studies that pertain to this crossing. See attachment C) Alternate Routes c-1. Are there access roads available to property owners if the crossing is closed? Yes Rule 14-57.010, FA C. STATE OF FLORIDA DEPARTMENT OF TRANSPORTATfON RAILROAD GRADE CROSSING APPLICATION 725-0g0-66 RAIL 01/13 Attachment Page c-2. Name routes that can be used if the crossing is closed? NW Miami Court, N. Miami Avenue, NE 2 Avenue c-3. Are there traffic signals on these routes? No c-4. How does the proposed crossing closure impact the AADT at nearby public crossings? Provide estimated traffic count changes. See attached traffic study. c-5 By driving alternate routes, during peak times, calculate the additional travel time and distance between two points (nearest intersection or major access) on either side of the subject crossing. Provide calculated times, routes, and distances. See attached traffic study. D) Effect on rail operations and expenses d-1. Provide current number and type of rail tracks at the subject crossing. 2 main tracks d-2. Are there rail sidings or switches in the location of the subject crossing? Nc d-3. Is there a nearby rail yard? No If so, what is the distance of the yard to the subject crossing. n/a d-4. Provide the current number of daily train movements (number of switching or thru trains; number of passenger or freight trains). No expansion plans at this time. d-5. Provide the approximate times during the day and evening that the crossing is blocked. No available schedule. d-6. Provide the approximate length of time (i.e., minutes) that the crossing is blocked. 2 minutes d-7. Provide minimum and maximum train speeds at the subject crossing. Less than or equal to 30mph maximum authorized speed. d-8. What is the anticipated expansion of tracks and/or train movements? No expansion plans at this time. d-9. What is the distance from the subject crossing to adjacent public crossings? (Identify adjacent crossings by road name and crossing number.) ?,''4 :? A , ; r i 1; <— '/ 'z' '} •a ., i .r - T. ^► / �" i ' ' ' 14 E) Excessive restriction to emergency type vehicles resulting from closure Z. ��' e-1. Provide response from the Sheriff/Police Chief and Fire Chief to the proposed crossing closure. See attached. e-2. Based on observation, the response from the City/County, or traffic studies, is this a route that emergency rescue would typically use? See attached. e-3. How many emergency rescue vehicles have used the crossing to respond to calls in the past 2-3 years? See attached. F) Design of the grade crossing and road approaches f-1. Identify and describe the condition of: crossing surface, rail warning devices (including pavement markings, signs, and highway traffic signals), sidewalks, bike lanes, and approaches on each side of subject crossing. Crossing surface is in acceptable condition. Pavement markings are not present. No bike lanes are present. No defined sidewalks exist through the crossing. f-2. Is the crossing surface and track higher than either side of the road (i.e., hump crossing)? No f-3. What is the vehicular design speed at the subject crossing? 30 mph f-4. Number of lanes at the crossing? 2 f-5. Width of crossing? 35 feet f-6. Condition of roadway? Acceptable. G) Presence of multiple tracks and their effect upon railroad and highway operations g-1. Please confirm the number of tracks at the location and identify each track. 2 main tracks g-2. How many train movements occur on each track and the types of trains that run on each track (passenger, thru freight, or switching freight and the number of cars)? Freight only, approximately four (4) cars. HNTB Corporation Engineers Architects Planners 610 Crescent Executive Court Suite 400 Lake Mary, FL 32746 Telephone (407) 805-0355 Facsimile (866)205-1648 www.hntb.com TECHNICAL MEMORANDUM To: Myra Patino, P.E. From: Joel Graeff, AICP MIS, MI CISTRICT Cc: Alex Schapiro, Senior Project Manager (Design District) Dan D'Antonio, P.E., PTOE (HNTB) Date: June 14, 2017 Re: Miami Design District - NE Miami Court Grade Crossing Technical Memorandum 1.0 INTRODUCTION HNTB Corporation was retained by the Miami Design District to prepare an impact analysis of a proposed closure of the NE Miami Court at -grade railroad crossing. The analysis consists of a re -distribution of vehicles impacted by the grade crossing closure and the impact it has on the adjacent area. The potential closure is located between NE 71st Street and NE 75th Street in the City of Miami. A Map of the project is provided as Figure 1. 2.0 STUDY AREA OF INFLUENCE The study area has been defined along NW Miami Court, N Miami Avenue, NE Miami Court, NE 75th Street, NE 71st Street, and NE 2nd Avenue. The following segments were analyzed as part of the area of influence of existing and future conditions. Segment • N Miami Avenue from NE 71st Street to NE 75th Street • NE Miami Court from NE 71st Street to NE 75th Street • NW Miami Court from NE 71st Street to NE 75th Street • NE 2nd Avenue from NE 71st Street to NE 75th Street HNTB 3.0 EXISTING CONDITIONS Page 12 Existing traffic counts were collected at various locations within the study area in May 2017 and consisted of the data presented in Table 1. The raw traffic count data is contained in Exhibit A. Construction along NE 2nd Avenue prohibited the placement of machine counters as part of the data collection effort. Therefore, peak hour traffic volumes for NE 2nd Avenue were developed using the most recent 24-hour traffic count data from Florida Department of Transportation (FDOT). A peak -to -daily ratio was developed for the area using the 24-hour counts conducted at the other three locations. Table 1 - Traffic Count Locations segmehfa Cants Street. Segment N Miami Avenue NE 71st Street to NE 75th Street NE Miami Court NE 71st Street to NE 75th Street NW Miami Court NE 71st Street to NE 75th Street The raw traffic counts were adjusted using seasonal factors provided by FDOT. Using FDOT's Florida Traffic Information (FTI) database, the peak season conversion factor was determined to be 1.00 for all streets. The peak season adjusted counts are graphically illustrated in Figure 2. 3.1 Existing Conditions No -Build Alternative The existing operating characteristics during AM and PM peak hour conditions were evaluated for the study area using Table 7: Generalized Peak Hour Directional Volumes for Florida's Urbanized Areas from the 2013 Quality/Level of Service Handbook to determine roadway segment level of service (LOS). Table 2 presents a summary of the existing level of service at the study area segments. m 013 m z L =} 4 Orss- li M �'6 tilt' tl11 bt NW, ltf !R [7i » ii [tit 4" :1LL Si 41 Y i foe roe 1t Ls ?,; r q II 9 i it,_ o 6 iii4 Via 51 te s _V 14. •ew /1111 i1 14i1 tleA Si Legal _em Sally MU /1Ve r7uu e . NW WTI 10 04 611h St kattief kir at Re rya 4 #i not it A te% /MIY Jl 116 :ACh 41 1„S, J:li Lt SC idrPittx1 ,i 21 r M r t 41! F a iJf wit, s,,I n. +•I 4. s a i �M. 0 M 5 t 11. td i ifr n A lr le i511: 31 i INTB Table 2 - 2017 Level of Service No -Build Alternative Page 14 Street Segment 1'uru lcatiaf n classification Number of Lanes Per Direction LOS Peak Hour Directional Capacity' AM Peak Hour PM Peak Hour Peak Dir. Volume vlc LOS Peak Dir. ►Llume vlc LOS N Miami Avenue NE 71st Street to NE 75th Street Minor Arterial Two D 1,700 1,496 0.88 C 1382 0.81 C NE Miami Court NE 71st Street to NE 75th Street Local One E 560 101 0.18 C 129 0.23 C NW Miami Court NE 71st Street to NE 75th Street Local One E 560 31 0.06 C 45 0.08 C NE 2nd Avenue NE 71th Street to NE 75th Street Collector Two E 1105 727 0.66 C 700 0.63 C As shown in the table, the study area segments are currently operating at an acceptable level of service. 1 2013 FDOT QLOS Handbook, Table 7: Generalized Peak Hour Directional Volumes for Florida's Urbanized Areas LEGEND X,XXX : % # Qr ! 414 @WPk t+ - 4. d N $• k 2J NWz St F = Railroad L ;s4751 NEMiami Ct.Grade Crossing N» 7I® g Existing 1017 AM.*: PM Polk Hour Voloobes - No Bold HNTB 3.2 Existing Condition - Build Alternative Page 16 Closure of the railroad crossing at NE Miami Court will cause a re -distribution of trips within the study area. Redistribution percentages were calculated assuming the relative capacities of the adjacent street network to accommodate the additional volumes generated by the closure of the NE Miami Court at -grade crossing. Incremental peak hour traffic volumes are shown for NE 71st and NE 75" streets to indicate that traffic volumes were distributed to these segments and can be included in existing and future traffic analyses for the area. Percentages and volumes for the existing 2017 build condition are illustrated in Figure 3 and 4, respectively. After the redistribution of 2017 existing volumes, study area segments were analyzed using FDOT's 2013 Quality/Level of Service Handbook to determine segment LOS. A summary of the existing level of service for the build condition is presented in Table 3. Table 3 - 2017 Level of Service Summary Build Alternative Number of 1 Peak Hour AM Peak Hour PM Peak Hour Street Segment r YFIN'YVIlQI Classlfkatlan Lanes Per Direction Two LOS Directional Capacity 2 Peak Dir. Volu_me v/c , LOS Peak Dir. Volume v/c LOS I N Miami Avenue I NE 71st Street to NE 75th Street Minor Arterial D 1,700 1547 f 0.91 C 1446 0.85 C NW Miami Court NE 71st Street to NE 75th Street Local One E 560 31 0.06 C 45 0.08 C NE 2nd Avenue NE 71th Street to NE 75th Street Collector Two E 1105 777 0.70 D 765 0.69 D NE 71st Street N Miami Avenue to NE 2nd Avenue Collector One E 720 55** - - 74** ` - NE 75th Street N Miami Avenue to NE 2nd Avenue Local One E 560 24** - - 31** - - ** Calculated peak hour traffic increments As shown in the table all segments would operate at acceptable levels of service under the Build condition. This is due to the minimal number of trips currently using the NE Miami Court at -grade crossing. 2 2013 FDOT QLOS Handbook, Table 7: Generalized Peak Hour Directional Volumes for Florida's Urbanized Areas LEGEND EB Distribution 41. WO Distribution 11 NB Distribution 4 SB Distribution X% (Y%) ,4M (PMJ Percent'ges Xi% fY%J Ald (PM) Cafeufated.Split Percentages 4 t 4 O 1' 50%-(50%)'^'* W'J1755tSt 4.1 ifl 7111 111i1 ua 50% (50%)"'K 1 1 f 111 50% (5O%)'' 111+ 11114 t4W 7]x St 50% (50%)+' Re-Distfibutbn Percentages `,Peas 2017 1 1 1 1 1 1 1 1 1 t 1 1" 1 1 1 i 1 1 1 J 1 Figure 3 LECE'JD X,XXX (X,XXX) AM (PM) Peak Hour Volumes X.XXX fX.XXXJ - Calculated Incremerit flit ZIL a► I r! f t f t ll 1 1 NW (Miami Ct NW- 755sr St 24 (31)'" r 4 -r i 1 P 1 1 FEC Railroad NE Mdami Ct Ni. Cl. Grade ('rossiii 24 (31fw 55 (74)&* NW 71 s, St 55 (73}~{ tars) WNJ to 9 Eldsting P'MIPeak Hour Winne- Build Fir 4 HNTB 4.0 FUTURE CONDITIONS 2040 Page 19 The Southeast Regional Planning Model (SERPM), v6.54 with v7.0 socio-economic data was chosen as the basis to project future traffic volumes. SERPM, v6.54 was developed by Miami -Dade Expressway Authority (MDX) to conduct the 1-395 feasibility analysis. The model uses a base year of 2010 with horizon year of 2040 and includes an improved highway network as compared to previous version of the SERPM. The base year 2010 model was run to establish a baseline for growth rate projections to year 2040 traffic volumes. No modifications were made to the base 2010 model inputs prior to conducting the baseline run. The 2040 roadway network was edited to establish the no -build and the build alternatives. The cost -feasible network was edited to include only the existing and committed roadway improvements within the study area. Additionally, a link was added to represent NE Miami Court and the zonal structure was modified. Table 4 presents a summary of the edits to the highway network for each alternative. Table 4 - 2040 Model Network Edits 2040 No-Bulld,Afteri tlue 2040 Build PJteinative • Open at -grade crossing at NE Miami Court ! • Closure of at -grade crossing at NE Miami Ct • Add NW Miami Ct, NE Miami Ct, and NE 715t Ave • Add NW Miami Ct, NE Miami Ct, and NE 71st Ave To obtain a growth rate by which the traffic counts can be multiplied for 2040 design volumes, the 2010 base model traffic volumes were compared to the 2040 no -build and build model volumes. The SERPM, v6.54 produces three-hour AM and PM peak period volumes that were divided by a diurnal of three to establish peak hour volumes. Model growth rates ranged from -1.18% per year to 15.24% per year on links within the study area. For simplicity, and to normalize the variation in the model growth rates, an average growth rate of 0.69% (0.0069 growth rate) was used for the study area. Because of the wide disparity in peak hour growth rates for individual roadway segments based upon the 2010 and 2040 model results, a more probable urban area growth rate was established using the AM Peak (westbound/southbound) and PM Peak (eastbound/northbound). Table 5 presents the data used to calculate the growth rates for the 2040 volumes. HNTB Table 5 - Street Segment Growth Rates Page 110 2040 Mode! Peak Period d 2010 Model Peak Period % Growth Rate ES/NB % Groff Rate WBIS8 .• Street Segment AM Peak Nor PM Peak Hour AM Peak, Hour pm Peak iHour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak. Hour EB WB EB W8 I8 1 W$ ES W8 NE 71st Street N Miami Avenue to NE 2nd Avenue 3685 3075 3973 2783 2936 2457 3288 1908 0.85 0.84 0.69 1.53 NE 75th Street N Miami Avenue to NE 2nd Avenue 2502 1560 3323 1443 2143 1991 2130 2231 0.56 -0.72 1.87 -1.18 AB SS MB SIB NB 311 NEB SA N Miami Avenue NE 71st Street to NE 75th Street 2,426 ' 1 3,209 3,504 2,808 806 2,297 2,720 1,274 6.70 1.32 0.96 4.01 NE Miami Court NE 71st Street to NE 75th Street 0 486 813 190 0 0 0 0 - - - - NW Miami Court NE 71st Street to NE 75th Street 0 401 816 126 0 0 0 0 - - - - NE 2nd Avenue NE 71st Street to NE 75th Street 1,248 2,375 2,688 1,943 224 2,082 2,639 583 15.24 0.47 0.06 7.78 HNTB 4.1 2040 No -Build Conditions Page 111 To determine 2040 no -build volumes, 2017 adjusted traffic volumes were multiplied by a 1.1579 growth factor. Table 6 summarized 2040 No -Build Alternative volumes. Table 6 - 2040 Volumes No -Build Alternative Volumes 2C4fi Ito Build 1 Street AM Peak Hour PM Peak Hour 1 EI, SB , ! B SP N Miami Avenue 593 1732 1600 688 NE Miami Court 66 117 149 149 NW Miami Court 36 21 52 27 NE 2nd Avenue 298 842 811 316 Figure 5 graphically illustrates the 2040 AM and PM peak hour volume under No - Build Alternative conditions. 4.1.1 2040 No -Build Alternative Level of Service Analysis Future No -Build Alternative level of service analysis was analyzed using the same procedure and tables as in the existing analysis. No additional modifications were made in addition to the growth rate applied to existing 2017 traffic volume counts. Table 7 presents a summary of the 2040 no -build level of service for all segments. }INTB Table 7 - 2040 Level of Service No -Build Alternative Page I12 Street Segment Functional Classification �lumlzer of Lanes Per Direction LOS Peak Hour Directional Capacity 3 AM Peak Hour PM Peak Hour 1 Peak Dlr. Volume 1 v/c LOS Peak Dir. Volume vlc LOS N Miami Avenue NE 71st Street to NE 75th Street Minor Arterial Two D 1,700 1732 1.02 — F 1600 0.94 C NE Miami Court NE 71st Street to NE 75th Street Local One E 560 117 0.21 C 149 0.27 C NW Miami Court NE 71st Street to NE 75th Street Local One E 560 36 0.06 C 52 0.09 C NE 2nd Avenue NE 71th Street to NE 75th Street Collector Two E 1105 842 0.76 D 811 0.73 D As shown in Table 7, all segments are operating at an acceptable level of services, except for N Miami Avenue which is projected to operate at LOS F. 3 2013 FDOT QLOS Handbook, Table 7: Generalized Peak Hour Directional Volumes for Florida's Urbanized Areas LEGEND X.XXX 1X,XXX3 AM (PK) Peak Haur Vo!„ ies to N6,4 '- IIIIIE.---NiInre24MOAM&PMPelkHoarVohmas-NoBaikl Figura 5 HNTB 4.2 2040 Build Alternative Condition Page 114 The build condition network was modified to represent the closure at NE Miami Court. A redistribution of northbound and southbound trips around the study area was done to demonstrate the impact this closure will have on the adjacent network in future conditions. Redistribution percentages were based on comparison between 2040 No -Build and 2040 Build Alternative model volumes. Figure 6 shows a graphical representation of the percentages on all road segments. These percentages were applied to 2040 volumes calculated before to have a better understanding of how the system will be affected with the grade crossing closure. Table 8 summarizes 2040 volumes for the build condition. Table 8 - 2040 Volumes Build Alternative Volumes 2C4C i;ryernative Street _ AM Peak I i,ur PM Peak Hour Ei WU 'ES 1 eA, NE 71st Street 64** 64** 86** 85** 1 NE 75th Street 28** 28** 36** 36** N Miami Avenue 625 1791 1674 734 NW Miami Court 36 21 52 27 NE 2nd Avenue 331 900 886 362 ** Calculated peak hour traffic increments Graphical representations of 2040 AM and PM peak hour percentages and volumes for the build condition are shown on Figure 6 and 7, respectively. an n) bO 0 LEGEND EB Distribution INB Distribution th[B Disttii ution 4 SB Distribution X9 (Y%j A 4 (PM) Percentages X% (Y%) AM (PA Calculated Split Percentages IVW 75*r St 50% (50%)*Q'° 50% (50°per Dizinbution Pexiwitages Year 1640 Figure 6 (NTS! LEGEND_ BB Distribution - WWB Distribution 1 NB Distribution 4 SB Distribution X% (Y96) AM (PM Percentages X% (Y%) 4M (P)06, Calculated Solit Percentages M. 'l ST' a 4 b `liiuii Ct. Grade Crossing W NW 75sc 5 50% (50%p r AIN 50% (50%)'4* 50% (50%)** Nth 71 l St 50% (50%)'° 4 1 iaf !Y ors, ift1i41111f11 Figure 6 HNTB Page 117 4.2.1 2040 Build Alternative Level of Service Analysis Future operating characteristics during AM and PM peak hour conditions were evaluated for the study area using Table 7: Generalized Peak Hour Directional Volumes for Florida's Urbanized Areas from the 2013 Quality/Level of Service Handbook to determine intersection level of service (LOS). Table 9 presents a summary of the 2040 build level of service for the study area segments. Table 9 - 2040 Level of Service Build Alternative Street i Segment . f Functional Classification Nurriber of Lanes Per Direction LOS Peak Hour Directional Capacity'Voles AM Peak Hour r PM Peak Hour Peak Dir. v/c i LOS " Peak Dir. Vglum v/c L05 N Miami Avenue NE 71st Street to NE 75th Street Minor Arterial Two D 1700 1791 1.05 F 1674 0.98 C NW Miami Court NE 71st Street to NE 75th Street Local One E 560 36 0.06 C 52 0.09 C NE 2nd Avenue NE 71th Street to NE 75th Street Collector Two E 1105 900 0.81 D 886 0.80 D NE 71st Street N Miami Avenue to NE 2nd Avenue Collector One E 720 64** - - 86** - - NE 75th Street N Miami Avenue to NE 2nd Avenue Local One E 560 28** . - 36** - - arcusatea peals hour rattic Increments As shown in Table 9, all segments are operating at an acceptable LOS. IINTB 5.0 Summary Exhibits 118 The purpose of this study was to analyze the impact of closing the NE Miami Court at -grade railroad crossing under existing and future conditions. Under 2017 build conditions all segments would operate at acceptable levels of service. Similarly, under the 2040 future build conditions, there is minimal impact to the study area roadways resulting from the NE Miami Court at -grade railroad crossing closure. The only exception would be southbound N Miami Avenue which is projected to operate at LOS F. HNTB Exhibits Exhibits 119 of Atirxxnt EMILIOT. iX7It,?A:I Ph,D. City Manager May 3, 2018 Ms. Laura Regalado Florida Department of Transportation Office of Freight, Logistics, and Passenger Operations 605 Suwannee Street, MS-25 Tallahassee, Florida 32399-0450 RE: Roadway Closure at NE Miami Court just north of NE 71 Street, Miami, Florida Results of Public Meeting Dear Ms. Regalado: The City of Miami ("City") Office of Capital Improvements-OCI hosted a public meeting on April 19, 2018 at Athalie Range Park from 7:00PM to 8:OOPM for the roadway closure at NE Miami Court between NE 71 Street and NE 73 Street, Miami, Florida. The purpose of the meeting was to inform the public and those affected residents of the City's intent to close the street at the aforementioned location. Various methods of communicating the meeting invitation were accomplished by the City such as direct delivery of the flyers to affected properties by the local Neighborhood Enhancement Team (NET) office, City social media platforms, email distribution to neighborhood homeonwer associations and elected officials, Nextdoor application, and sharing of the flyers at the meeting site weeks prior to the meeting. In addition to the attendance by OCI and other City staff, approximately seven residents attended the meeting and none voiced their concerns in favor or against the roadway closure. Attached you will find the sign -in sheet for your records. At this time, the City respectfully requests the approval to move forward with the railway crossing closure application previously submitted to the Florida Department of Transportation. Should you have any questions regarding the project, feel free to contact David Adato, Construction Manager, at (305) 416-1899 or dadato ■v.com. Sins S°e . Williamson erector EC: Nzeribe Ihekwaba, Ph.D., P.E., Assistant City Manager Hector Badia, OCI Assistant Director Giraldo Marquez, P.E., OCI Chief Project Manager David Adato, P.E., OCI Construction Manager OFFICE Of CAPITAL IMPROVEMENTS 444 S.W. 2nd Avenue, 8th Floor/ Miami, FL 33130 / (305) 416-1260/ Fax: (305) 416-2153 Mailing Address: P.O. Box330708 Miami, FL33233-0708 Roadway crossing closure Public Meeting Roadway crossing closure at N.E. Miami Ct. between N.E. 71 and N.E. 73 Street Office of Capital Improvements Too P.M. - April 19, 2o18 Athalie Range Park, 525 NW 62 Street, Miami Fl 33150 Name Mailing Address City, State & Zip PhoneNo. Email '" `1A T'e, ti.V 943 C3 ftia. 33130 3 c:g841ci TQe;' l°.,-1 , 6( f —19-0 Nt5 GP g 54, es3)3 5- ! t\ 1, c ` Y'L t Are 57 G 1 +a! fRc_4 _ t -i S q.? C[. G7[ . 0- Itittek, �to -17 ? ► 3,cbhtdrie , /Ili , FL 33133 3 -� -539O �5kiftrar'�t�ry, c1�� v Corr] P&ic Vt) ek 1w,p,4l.w. . . emci., :lt *31(7aal )KiifLw,- -csii Tocaa i'SG?3 `rs ti egsavi Q.,/ fo":#41 D- VPL Skt`tS'NwC4lit N fL Lz �p,.za j'r Sy I-NG, , iiu Sol...,.. 3 f Mi s-/ Ai .-) f1 S' irvt 141, C of rh11.1042/ 5'a�.k.e.NOT-,..J,ie3 0.--4- ,-esdr i vim Weos % i N.Ivu L14t. ,(1n i s rv;, Info � �� I -1 8 c-! 7 S 32 s � 7 i..YV1+srv00 i.r176)56.,..-s.01 _ Grp., 1 City of Miami Legislation Resolution Enactment Number: R-18-0260 City Han 3500 Pan Amerban Drive Miami, FL 33133 www.mlamlgov.com File Number: 4198 Final Action Date:612812018 A RESOLUTION OF THE MIAMI CITY COMMISSION AUTHORIZING THE CITY MANAGER TO ELIMINATE APPROXIMATELY TWO HUNDRED (200) FEET OF RAILROAD CROSSING AT THE NORTHEAST MIAMI COURT RAILROAD CROSSING, LOCATED BETWEEN NORTHEAST 71 STREET AND NORTHEAST 73 STREET, AND THE NORTHEAST 36 STREET RAILROAD CROSSING, LOCATED ALONG NORTHEAST 2 AVENUE, PURSUANT TO FLORIDA EAST COAST RAILROAD (°FECR") REQUIREMENTS FOR IMPROVEMENTS, INCLUDING A NEW RAILROAD CROSSING AT NORTHEAST 42 STREET, CONNECTING NORTHEAST 2 AVENUE TO EAST DIXIE HIGHWAY. pi,r4N -n+1 WHEREAS, part of the proposed improvements for traffic circulation near the City of Miami ("City') Design District is a newly proposed railroad crossing at Northeast 42 Street, connecting Northeast 2 Avenue to East Dixie Highway; and WHEREAS, the Florida Department of Transportation ("MOT"), in conjunction with the Miami -Dade County Department of Transportation and Public Works ("County"), is working on roadway, signalization, and railroad crossing Improvements at the Northeast 2nd Avenue/Northeast 36th Street/East Dixie Highway intersection; and WHEREAS, the Florida East Coast Railroad ("FECR) requires that for every new railroad crossing built, two (2) existing railroad crossings must be eliminated; and WHEREAS, the City proposes to eliminate two (2) railroad crossings, consisting of approximately two hundred (200) feet, at the Northeast Miami Court railroad crossing, located between Northeast 71 Street and Northeast 73 Street, and the Northeast 36 Street railroad crossing, located along Northeast 2 Avenue; and WHEREAS, at an April 19, 2018, public meeting, hosted by the City's Office of Capital Improvements (°OCi°) at Athalia Range Park regarding the proposed removal of the railroad crossings, no concerns were raised by the public; and WHEREAS, a study of the closure was conducted by a third party and determined that under existing conditions, the impact of the closure at Northeast Miami Court to the adjacent North/South bound roadways would operate at acceptable levels of service; NOW, THEREFORE, BE IT RESOLVED BY THE COMMISSION OF THE CiTY OF MIAMI, FLORIDA: Section 1. The recitals and findings contained in the Preamble to this Resolution are adopted by reference and incorporated as if fully set forth in this Section. Section 2. The City Manager is hereby authorized to eliminate approximately two hundred (200) feet of railroad crossings at the Northeast Miami Court railroad crossing, between Northeast 71 Street and Northeast 73 Street, and the Northeast 38 Street railroad crossing, located along Northeast 2 Avenue, pursuant to FECR requirements for improvements, including a new railroad crossing at Northeast 42 Street, connecting Northeast 2 Avenue to East Dixie Highway. Section 3. This Resolution shall become effective immediately upon its adoption and signature of the Mayor.2 APPROVED AS TO FORM AND CORRECTNESS; 1 The herein authorization is further subject to compliance with all requirements that may be imposed by the City Attorney, Including but not limited to, those prescribed by applicable City Charter and City Code provisions. 2 If the Mayor does not sign this Resolution, It shall become effective at the end of ten (10) calendar days from the date it was passed and adopted. If the Mayor vetoes this Resolution, it shall become effective immediately upon override of the veto by the City Commission. (:ITV OF MI.AAMI, FLORIDA INTER-O F'F10E MEMORANDUM f(1 David Adato, P.E. Construction Manager Office of Capital Improvements F ROM: un t f-. August 9, 2018 ,.4 f .� B 183616 of Joseph F. Zafiralban. Director Street Closure Department of Fire -Rescue After reviewing the railroad crossing closure plans and receiving input from station 9C, 1 am confident that this closure will not be a significant impact on Fire/EMS services. Attached you will find a map/diagram and pictures showing hydrants, area of closure, and adjacent railroad crossings approximately two to three blocks away at Miami Ave and NE 2nd avenue. Plenty of access to building setbacks and adequate hydrants exits on both sides of the impacted crossing that should not hinder any operation. If you require additional information, please do not hesitate to contact me at (305) 416-5401. JFZJCR/ARF/ym NE75tn sa Citadel Auto Sales Corporation Twitch Little River z Palm Pieta Vintage Museum 9 NE73rtf 5t Laza Iron Work nyApollo Motors liar BRADY MIAMI STERY 9 first Haitian Church of God Little Haiti Cgrnge z j► E74-th Si x m r .L. Yfalms, v. lhladelphie SOA French Church T Atlrpte Take Out Kel-Giro Corporation J i Auic R p it n QwarmRestaurant Supplies NE71sISt 9 Progressive Waste Solutions Progressive Waste Solutions -1st Ply_,. NE 7"l st St A VT4JI II ItU d11 Driving School DC Battery Specialists 9 4 G & E Baby food Palace 2 rn Q. Cindy Lou s Cookies rn For ti pod - Print Giants NE71stSt Western Union 2 a R/W LINE-\ - - MIRKY NE 240 AYE (S) 23 NE 2ND AVE R/W UNE R/W LINE F.E.C. RAILWAY \ 7\0 R/W UNE- Cd1 \\—R/W LINE R/W UNE R/W LINE R/W LINE ES - R/W LINE cs RAV LINE' zk-R/W LINE Yi ALF al...1Y 15.431,r1 I WIti/.1101-1 DNArDWICAVOIrIll1NON FROII WIEST OF ea tilttral 371ti ST AILEY PROJECT NO 201,0021 SlIFft _7_ Of /-R/W LINE 1 € SURVEY FEOERAI. NIGNWAY FEDERAL HIGHWAY R/W LINE Lcb, L,ATIrm.i F2, ' r", 4 • To E. 6,, C_to::. !JAZ (;./ ;D.F. 77s):;:;;;;r_14 ; atwousLy p_ f -rp Ne, t e5vAtf; 04- C a I Fi cro-q t re;; •••4 rhCA 56, ar ran) ,-;;„g rgL.7 z,101, ir4; .• A iZ 1.) - ONLY INV-r;i r ;;;';',.. Nal- CLO5',UILE, REVISIONS DAIS 83 DSSCRIPTION DATE Br DESCRIFIION PAIE BY DESCRIPTIGN SNUNDS COD:DOPING INC 2835 SP I.SANS PIP: r SI 11 osnu.„s MIAMI, FLORIDA AT'Dri PHONE- (1305) 885-6400 LA E SALTANO sr DO 32582 '77 supra,. r wr DINFDMDIT OF 111M1SPOFITATIM D 1RMO PLASM VOWS MIAMI—DADE AFFle DIGINEMING COMM COUIDY SIGNING AND PAVEMENT MARKING PLAN n ---1------==—�— R/W LIN£ -ate- 52 R/W UNE1 RAW UNE) NE 38TH ST R/W UNE 5.3 -- - 54 tr I r�NN.\'N� I.. RAW UNE �SURVEY NE2ND AYE (N) —55 R/W UNE 56 L NE 2ND AVE. UNE R/W UNE` ST ALLEY J� f` l RAY L,NEJ \\ N) RAY UNE I Li R/W UNE w 1-BADE GMINTY 111PAPW8 t a5 tAanSoa/AI tR6i CrofZ G DII, FRO, KU a Nil fig tf i mx ST ALLEY PNOJEC1 NO. 20180)24 SN55t _L 01 57 DATE BY UE0 RIP16ON DAIS By REVISIONS EiSCYAPIION BAK B'r 11ES0BIPRDN nubb5611140 SNU60S CONSUL NS INC 1259' r380061DA I32903ASTREET,66 SUITE I PHONE: (30) 8P5-6400 CPIK C SALGADO PE N0 72563 OAR DEPAIMIENT OF 1RANSPoRU1ION AND PUBLIC WORKS MIAMI DADE TRAFFIC DIGUESANG CORSON comer SIGNING AND PAVEMENT MARKING PLAN Exhibit "C" RR NORTH TO JACKSONVILLE NB MAINLINE RR SOUTH TO MIAMI 3292' =M 120' =F 120' =F 3319' SB MAINLINE 3292' 120' 120' =M =F =F 3319' - STA. 0+3362 _ Ma FEDERAL HIGHWAY MN\ \ \ \ ti 1.0 ME 1 1 1 1 1 1 \ \ I \ \-N---\ Z \ MM \ 1- ` - ` T - _ - INSTALL NEW STANDARD LED TYPE III N 1 1 1 I REUSE IN -PLACE EXISTING CANTILEVER 3 IE.CLASS IV WARNING DEVICES AS SHOWN INSTALL TYPE III, CLASS IV GATE ASSEMBLY COMPLETE W/SCISSOR GATE (PED). _ \ ` SIDEWALK REQUIRES REALIGNMENT ` \ ` PEDESTRIAN CROSSWALK TO MAINTAIN OFFSET FROM RAILROAD SIGN: ,� MM R3-7 NOTE: SHARED USE STRUCTURE WITH ( �J WARNING DEVICES SIGN: RI0-11A TRAFFIC LIGHTS MOUNTED EXTERNALLY. 1 III. , �1INSTALL NEW STANDARD LED am SIGN: ``WTIS v 1,, SH 1,,,,,... J CLASS N WARNING DEVICES AS SHOWN, U.G. %OWER _ _ //'1 --_.__ _ CANT#1 -- J • WAYSIDE INT. SIGS ` GP VWGAT „•ti .`' l\ 1 � I��lV, GATE# ' 11 SE ,—'_ /''/ E#g 4.6' ' - _. _.. _.. �.. _.. _.. _.. _.. .. _ ._.._ `�. ._.. _.. _.. _.. SIGN:.._I _.... ull� ,.i_.�.1 -- ---- � I — — — — .. pX _.._.._.._.. ._.._.._.._.._.._.© .._.. MOD --�q. _.. _. .._.. 1_.. i.. _.. _.1 ___�_� GPp1 FEC R.O.W. OL TRAFFICOI ?�' - : ,a CONTROL BOX PED SIGN: 1 I n 1 \ ` \ SIGNAL W10-9 I 1 //� Q -� ' I U.G. COMM. (CENTURY LINK / LEVEL 3) o - EAST MAIN - ----- 136RE EXISTING OMNI CROSSING SURFACE IIIIIIIIIIIIIIMWrijiljiliiiiillIllIllREUSEE EXISTING OMNI CROSSING SURFACE (15 PANELS @ 8.125' = 121.9' LENGTH) PANELS@ 8.125'= 121.9' LENGTH) - WEST MAIN_ _-_-_-_-_-_--_-_-_-_-_-_-_-_-_-_-_ _-_- 121.9' 136RE ROADWAY FORCES: INSTALL 6' CHAIN LINK FENCE TO PREVENT PEDESTRIANS FROM CIRCUMVENTING WARNING DEVICES. I I I I 1 1 ) \ \ . . . ' .' 1 \ \3 6,.. coo H' 6' 1 HOUSE © N73 1 DOT# 272 633P �� REUSE IN -PLACE EXISTING CANTILEVER. WAYSIDE J/' 1 1 \INALLTYPEIII,c55GATEA5MBLv 6,X-ii:Li. COMPLETE VV/SCISSOR FENCE 1 ` ` GOE'42-----FEcow.GATE- ? i42 as, -� op, REUSE EXISTING B'XB' SIGNAL/RING HOUSE IN PLACE. FIELD FORGET TO WIRE NEW / / qTS' \` ` 1�5.'�' TRAFFI LIG#TSSESTRUCTUREWITH TRAFFIC LIGHTS MOUNTED EXTERNALLY. ROADWAY GATE INTO HOUSE. %1 E �,0 111. 1 11� PEDESTRIAN RNDRAILTFOREVENT PEDESTRIANS TO PREVENT PEDESTRIANS FROM CIRCUMVENTING WARNING DEVICES. ST 4 `Y diS '�HANDRAIL LARGE EMPTY LOT `1 '. 'tt OBJECT , 1... SIGN: 1 DIRECTION FEC R.O.W.----------------- INSTALL NEW STANDARD LED TYPE III, CLASS IV PEDESTRIAN WARNING DEVICES SN. A/,111t-- 1 ,--I--'--'--�..�--------------------------- j2� _ SIGN: `, I DRAFT INSTALL NEW STANDARD LED TYPE III. 1'� .. 1'-� CLASS IV WARNING DEVICES AS SHOWN 1 • 41 NOT FOR CONSTRUCTION LENGTH OF: � PJ�� �i \(�``� 1 1 1 TRAFFIC SIGNAL SANT. C1 40' (ROADWAY) l5,00- :SATE #1 32' (ROADWAY) MT SCISSOR GATE (PED) E`N pLK ��•� .� k SATE 41 3 ' (ROADWAY) S1D 1 1 1 SATE 7t2 37' (ROADWAY) W/14' SCISSOR GATE (PED) GATE 4428'(ROADWAY/EXIT) `LE�PaRK . - �1 `�1 �1 SATE 43 36' (ROADWAY/EXIT) /ppRP ` 1 PROPOSED CROSSING LAYOUT ,SATE 45 32' (ROADWAY/EXIT/PEDESTRIAN) OilATE 46 10' (PEDESTRIAN) kV 1 11 ` • 1 11, LEGEND REVISIONS DR: XRUXXX FEc FLORIDA EAST COAST RAILWAY OFFICE OF THE CH IEF ENGINEER DESIGN R. CONSTRUCTION GRADE CROSSING IMPROVEMENTS MIAMI, (MIAMI DADE), FL 2233 PTTO T# 27263 P MP. PL 2.18+055961' FILE = CHK: XRVTJF DRAWING NO. OVERHEAD COMM. = UNDERGROUND COMM. 0 13 2D APPR: 272633P.DGN = UNDERGROUND GAS FEET ® = UNDERGROUND WATER LINE DATE: 04-03-19 SH. 1 OF 4 XRL- 108437 Exhibit "D" INDEX OF SHEETS SHEET NO. SHEET DESCRIPTION 1 COVER SHEET 2-7 TYPICAL SECTION 8 SUMMARY OF QUANTITIES 9 GENERAL NOTES 10 STORMWATER POLLUTION PREVENTION PLAN 11 INLET PROTECTION SYSTEMS DETAILS 12 SEDIMENT BARRIER DETAILS 13-15 PLAN & PROFILES 16 DRAINAGE STRUCTURE TABLE, AND CONFLICT TABLE 17-19 DRAINAGE DETAILS 20-22 DRAINAGE STRUCTURES 23-29 CROSS SECTIONS 30-33 MAINTENANCE OF TRAFFIC PLANS 34-39 SIGNALIZATION PLANS 40-43 SIGNING & PAVEMENT MARKING PLANS 44-48 ROADWAY LIGHTING FDOT STANDARD INDEX DRAWINGS SHEET NO. INDEX NO. SHEET DESCRIPTION BEGIN PROJECT STA. 30+85.09 49 283 FOOT MEDIAN OPENING FLUME 50-51 300 FOOT CURB, CURB AND GUTTER 52 301 FOOT TURN LANES 53-60 304 FOOT DETECTABLE WARNINGS & SWK. CURB RAMPS 61-77 17346 FOOT PAVEMENT MARKINGS 78-82 17347 FOOT BICYCLE MARKINGS THESE PLANS HAVE BEEN PREPARED IN ACCORDANCE WITH AND ARE GOVERNED Bl THE MIAMI-DADE COUNTY PUBLIC 41.,ORKS DEPARTMENT AMC. STANDARDS SPECIFICATIONS PARTS 1, 2 AND 3 THE MANUAL OF UNIFORM MIIMUM STAND,IRDS FOR DESIGN, STREETS AND HIGHWA/SN THE FLORIDA DEPARTMENT OF CONSTRUCTION F TRAW NSPMAINTENANCE RTATION ROADWAY AND TRAFFIC DESIGN STANDARDS. AND THE FLORIDA DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS, AS AMENDED BY CONTRACT DOCUMENTS. it KNOW BELOW ALWAYS S CALL811 DIG YOU IW 11, fast Iree.11, the www.calleunehlne.com PLANS FOR PROPOSED NE 42ND S T FROM NE 4TH AV1F TO FEDE/AL HWY ROADWAY IMPROVEMENT PROJECT CITY OF MIAMI PROJECT NO. 40-B173901 & MIAMI-DADE COUNTY PROJECT NO. 20170321 STA. 34+74.41 END PROJECT rA. COUST100+00E . N42ND.00 STREET = CONST. NE 42ND STREET XN PREPARED FOR MIAMI-DAD0 OUNT MIAMI-DADE COUNTY DEPARTMENT OF TRANSPORTATION AND PUBLIC WORKS STEPHEN P. CLARK CENTER 111 NW 1 ST MIAMI, FLORIDA 33128 TO MIAMI SHORES TO CORAL GABLES ATTENTION IS DIRECTED TO THE FACT THAT THESE PLANS MAY HAVE BEEN REDUCED IN SIZE BY REPRODUCTION. THIS MUST BE CONSIDERED WHEN OBTAINING SCALED DATA. END CONSTRUCTION STA. 101+34.14 CONST. NE 42ND STREET XN= TA. 56+49.50 SURVEY FEDERAL HWY. BEGIN CONSTRUCTION STA. 50+60.00 ENGINEER OF RECORD: ALAN L. HEDBERG, P.E. FLORIDA REGISTRATION P.E. No. 39166 CIVIL ENGINEER LENGTH OF JOB LIN. FT. MILES ROADWAY 483.07 0.091 BRIDGE - - GR055 LENGTH OF JOB 483.07 0.091 EXCEPTIONS - NET LENGTH OF JOB 483.07 0.091 NOTE: LENGTH OF J08 BASED ON CL CONST. NE 42ND STREET 100% SUBMITTAL DESIGN: ALAN L. HEDBERG PE. CHECK:MOHAMED ABRAHIEM PE. AECOM cEr.. OF,L,10,1lTUN NO.8 i_ DATE: DRAWN. RICARDO DAUBON E.I. SHEET: OF 40 R.Transp.at,on \ Dade County \ Nf 42n4 SI \ 90.0_CAO_GIS Nf 42nd \ roadway \ TYPSRD01.P. VA EXIST. FENCE R/1V LINE PIN (20') MONUMENT LINE NE 42ND STREET ,7- CONST. NE 42ND STREET R/IIV (25) R/111 LINE NATURAL GROUND [ES (0' 2.5) WIDENING STA. 32+38.00 TO STA 33+90 41 NEVV CONSTRUCTION EXIST PAVEMENT SA1V CUT AND REMOVE EXIST. PAST - TO PROVIDE A CLEAN BUTT JOINT FRICTION COURSE 0% SLOPE ASSUMED EXISTING PAVEMENT 0.8% 0.8% = 107IN OF ASPHALT NOTE.' TO BE USED AT BEGINNING AND END OF PROJECT AND AT INTERSECTING STREETS. FEATHERING DETAIL NT S 0)% VARIES (27231.59 MILLING AND RESURFACING 11' MATCH EXIST 0.02'/FT TO 0.09/FT MATCH EXIST. 0.01'/FT TO 0.02'/FT VARIES (5-9.5) STRIPED SHOULDER 5 5 SVVK. EXIST. SVVK. (T0 REMAIN) EXIST. BASE AND SUBBASE EXIST. CURB AND GUTTER (TO REMAIN) TYPE F (TO REMAIN) TYPICAL SECTION NE 42ND STREET STA. 30+85.09 TO STA. 33+90.41 DESIGN SPEED = 25 AIPH MILLING WIDENING MILL EXISTING ASPHALT PAVEMENT AVERAGE DEPTH (11) RESURFACING HMA FRICTION COURSE, (TRAFFIC C, FC-9.5) (9) LIMEROCK BASE (8" THICK) (PRIME))) WITH HMA TRAFFIC C, SP-12.5 (2") HMA FRICTION COURSE (TRAFFIC C, FC-9.5) (1") DRAVA. a( a.: MIAMI-DADE ').)))."."',."" Eilli AECOM Laa 17,1011 W.. I= NE 42ND STREET TYPICAL SECTION 2 aalata al 11,2a al ahl EXIST. FENCE SOD R/VV LINE RAN (20') MONUMENT LINE NE 42ND STREET G CONST. NE 42ND STREET / / R/W (29.14') R/VV LINE STANDARD CLEARING AND GRUBBING RECONSTRUCTION VARIES (15-34') STRIPED SHOULDER 0.5' 6 VARIES (8'-11'i1 PGL VARIES 0.026 '/FT TO 0.29 /FT 6' VARIES (8'-l1') VARIES (0' 9N III ► - ► I ► STRIPED SHOULDER VARIES -0.015/Er TO 0.026 VET A 0.02 '/FT r1' SOD PROP. CONC. SWK. PROP. CURB AND 8' LIMEROCK BAS GUTTER TYPE F TYPICAL SECTION NE 42ND STREET STA. 33+90.41 TO STA. 35+68.16 DESIGN SPEED = 25 I(IPH RECONSTRUCTION LIMEROCK BASE (8" THICK) (PRIMED) VVITH HMA TRAFFIC C, SP-12.5 (2") HMA FRICTION COURSE (TRAFFIC C, FC-9.5) (1") 12" STABILIZED SUBGRADE MINIMUM CBR 30 TYPICAL SECTION NOTES: NATURAL GROUND 1 ALL EXISTING LIMEROCK EASE THAT I5 REMOVED I5 TO BE INCORPORATED INTO THE STABILIZED PORTION OF THE SUBGRADE AND IS NOT TO BE USED IN CONSTRUCTION OF THE PROPOSED BASE. 2, EXTEND LIMEROCK BASE (8" THICK) 6" OUTSIDE EDGES OF PAVEIENT AT ALL CONNECTIONS AND INTERSECTIONS TO COUNTY STREETS AND ROADS. 3 STABILIZE ALL TURNOUTS AND INTERSECTIONS TO COUNTY ROADS AND STREETS TO A DEPTH OF 12" (MIN CBR OF 30) AND 12" OUTSIDE EDGES OF PAVEMENT, 4" BACK OF CURB. 4 DROP CURB & DRIVEWAY CONNECTIONS SHALL BE PROVIDED FOR ACCESS TO ALL PRIVATE PROPERTIES ADJACENT TO THE PROJECT CONSTRUCTION. FINAL LOCATION OF DRIVEWAY ACCESS TO BE DETERMINED BY THE ENGINEER. 5. COST OF LIMEROCK BASE BENEATH CURB & GUTTER IS TO BE INCLUDED IN COST OF C & G (ITEM 520-1-10) 6, PROPOSED CONCRETE SIDEVALKS TO 8E 4" THICK EXCEPT AT DRIVEVVAYS WHICH SHALL BE 6" THICK. 7. SIDEWALKS TO BE CONSTRUCTED MUST HAVE A MINIIOUI'A WIDTH OF 5', A MAXIMUM OF 2% CROSS SLOPES AND MUST NOT EXCEED 5% GRADES/LONGITUDINAL SLOPES. MIAMI-DADE AECOM 113, NE 42ND STREET TYPICAL SECTION 3 aalata al NATURAL GROUND ✓/ RAW LINE R/VV (30') SURVEY N. FEDERAL HWY. R/W VARIES (47'-52.50 R/VV LINE \ STANDARD CLEARING AND GRUBBING 10.75' BIKE LANE SOD PROP CURB AND GUTTER TYPE F VARIES (39.3-43.5) MILLING, RESURFACING AND OVERBUILD VARIES (5-10') EXIST. BASE AND SUBBASE (TO REMAIN) 72" STABILIZED SUBGRADE PROP. ASPHALT MINIR1UR1 CBR 30 BASE CURBPAD NEW CONSTRUCTION EXIST. PAVEMENT SAW CUT AND REMOVE EXIST. PAV'T. TO PROVIDE A CLEAN BUTT JOINT FRICTION COURSE 0% SLOPE ASSUMED EXISTING PAVEMENT 0.8% 0.8% = 10'/IN OF ASPHALT NOTE.' TO BE USED AT BEGINNING AND END OF PROJECT AND AT INTERSECTING STREETS. FEATHERING DETAIL N S. S. 0% PROP. BASE COURSE TYPICAL SECTION N. FEDERAL HWY. STA. 50+7 9. 24 TO STA. 53+87.14 STA. 55+27.67 TO STA. 57+08.78 DESIGN SPEED = 35 MPH VARIES (13.6'-300 STANDARD CLEARING AND GRUBBING WIDENING VARIES (2' - 6') VARIES (3.6'-70.6') SOD SAWCUT SLOPE SLOPE VARIES VARIES 0.02 '/FT PROP. CURB AND GUTTER TYPE F MILLING WIDENING MILL EXISTING ASPHALT PAVEMENT AVERAGE DEPTH (1") OVERBUILD FOR CROSS SLOPE CORRECTION HMA OVERBUILD (TRAFFIC C, 5P-12.5) THICKNESS VARIES (1.5"-3") RESURFACING HMA FRICTION COURSE, (TRAFFIC C, FC-9.5) (1") EXIST. FENCE (TO REMAIN) PROP. CONC. SWK. LIMEROCK BASE (8" THICK) (PRIMED) WITH HR1A TRAFFIC C, 5P-12.5 (2") HMA FRICTION COURSE (TRAFFIC C, FC-9.5) (1") MIAMI-DADE AECOM NE 42ND STREET TYPICAL SECTION 4 aalata al NATURAL GROUND R/W LINE R/VV (30') ✓/ SURVEY N. FEDERAL HWY. R/VV VARIES (47'-52.5) RAN LINE \ Pee STANDARD CLEARING AND GRUBBING STANDARD CLEARING VARIES (455-43.3) AND GRUBBING 10.75' 4 SOD RECONSTRUCTION VARIES (0'-10') 8' BIKE LANE f y 0.75' PGL 0.02 '/FT \` 0.02 '/FT r PARKING 12" STABILIZED SUBGRADE PROP. CURB AND MINIMUM CBR 30 GUTTER TYPE F PROP. BASE COURSE TYPICAL SECTION N. FEDERAL HWY. STA. 53+87.14 TO STA. 55+27.67 DESIGN SPEED = 35 I(IPH RECONSTRUCTION LIMEROCK BASE (8" THICK) (PRIMED) WITH HR1A TRAFFIC C, SP-12.5 (2") H7IO FRICTION COURSE (TRAFFIC C, FC-9.5) (1") I ARIES (3.6-10.6'/ SOD SLOPE SLOPE VARIES VARIES 4 0.02 '/FT PROP. CURB AND GUTTER TYPE F TYPICAL SECTION NOTES: EXIST. FENCE (TO REMAIN) PROP. CONC. SWK. 1 ALL EXISTING LIMEROCK BASE THAT I5 REMOVED I5 TO BE INCORPORATED INTO THE STABILIZED PORTION OF THE SUBGRADE AND IS NOT TO BE USED IN CONSTRUCTION OF THE PROPOSED BASE. 2, EXTEND LIMEROCK BASE (8" THICK) 6" OUTSIDE EDGES OF PAVEMENT AT ALL CONNECTIONS AND INTERSECTIONS TO COUNTY STREETS AND ROADS. 3 STABILIZE ALL TURNOUTS AND INTERSECTIONS TO COUNTY ROADS AND STREETS TO A DEPTH OF 12" (MIN CBR OF 30) AND 12" OUTSIDE EDGES OF PAVEMENT, 4" BACK OF CURB. 4 DROP CURB & DRIVEWAY CONNECTIONS SHALL BE PROVIDED FOR ACCESS TO ALL PRIVATE PROPERTIES ADJACENT TO THE PROJECT CONSTRUCTION. FINAL LOCATION OF DRIVEWAY ACCESS TO BE DETERMINED BY THE ENGINEER. 5 COST OF LIMEROCK BASE BENEATH CURB & GUTTER IS TO BE INCLUDED IN COST OF C & G (ITEM 520-1-10) 6, PROPOSED CONCRETE SIDEVALKS TO BE 4" THICK EXCEPT AT DRIVEVVAYS WHICH SHALL BE 6" THICK. 7 SIDEWALKS TO BE CONSTRUCTED MUST HAVE A MINIMUM WIDTH OF 5', A MAXIMUM OF 2% CROSS SLOPES AND MUST NOT EXCEED 5% GRADES/LONGITUDINAL SLOPES. MIAMI-DADE AECOM NE 42ND STREET TYPICAL SECTION 5 aalata al R.Transp.at,on \ Dade County \ Nf 42n4 SI \ 90.0_CAO_GIS Nf 42nd \ roadway \ TYPSRD01.P. NATURAL GROUND R/W LINE R/VV (30') frz— ,V SURVEY N. FEDERAL HVVY. R/W (40') R/W LINE 3.75' VVIDENING 8' —41 PROP. CURB AND GUTTER TYPE F STANDARD CLEARING AND GRUBBING 10' VARIES (37.50-39.25) MILLING, RESURFACING AND OVERBUILD BIKE LANE 0 SAVVCUT PGL 0.02 '/FT ------ ------ 12" STABILIZED SUBGRADE MINIMUM CBR 30 0 02 '/FT STANDARD CLEARING AND GRUBBING a. PARKIN SAVVCUT EXIST. BASE AND SUBBASE (TO REMAIN) 12" STABILIZED SUBGRADE MINIMUM CBR 30 TYPICAL SECTION N. FEDERAL HWY. STA. 57+08.78 TO STA. 57+96.84 DESIGN SPEED = 35 AIPH MILLING MILL EXISTING ASPHALT PAVEMENT AVERAGE DEPTH (1") OVERBUILD FOR CROSS SLOPE CORRECTION HMA OVERBUILD (TRAFFIC C, 5P-12.5) THICKNESS VARIES (1.5"-3") RESURFACING HMA FRICTION COURSE, (TRAFFIC C, FC-9.5) VVIDENING VARIES (2-315') SOD :6 6' 0.02 ' FT PROP. CURB AND GUTTER TYPE F EXIST. FENCE (TO REMAIN) PROP. CONC. SVVK. WIDENING LIAIEROCK BASE (8" THICK) (PRIA1ED) WITH HMA TRAFFIC C, 5P-12.5 (2") HMA FRICTION COURSE (TRAFFIC C, FC-9.5) (1") MIAMI-DADE ''D''''v"."'I'G"" Eilli AECOM NE 42ND STREET TYPICAL SECTION 6 e../23,L1 N APO R.Transp.at,on \ Dade County \ Nf 42n4 SI \ 90.0_CAO_GIS Nf 42nd \ roadway \ TYPSRD01.P. R/W LINE SURVEY N. FEDERAL HWY. R/W (30) R/W (40) R/W LINE --\\ STANDARD CLEARING AND GRUBBING VARIES (33.8-46) STANDARD CLEARING AND GRUBBING VARIES (8-11.67) NATURAL GROUND VARIES (0210) MILLING AND RESURFACING VARIES (0-5) 15 I VARIES (T-8) WIDENING VARIES (0' - 2) 2WIDENING 4.) BIKE LANE PG- 0.02 VET 0 75' 6' 0.02 7FT BIKE LANE PARKING ---------- VARIES (6 85-10.5) SOD 1:6 4 0.02 '/FT PROP. CURB PROP. CURBAND AND GUTTER TYPE F GUTTER TYPE F. ' PROP. TYPE D CURB STA. 59+10.31 TO 57+57 29 12' STABILIZED SUBGRADE MINIMUM CBR 30 EXIST. BASE AND SUBBASE (TO REMAIN) 12" STABILIZED SUBGRADE MINIMUM CBR 30 TYPICAL SECTION N. FEDERAL HWY. STA. 57+96.84 TO STA. 59+57.29 DESIGN SPEED = 35 AIPH MILLING WIDENING MILL EXISTING ASPHALT PAVEMENT AVERAGE DEPTH (1A) OVERBUILD FOR CROSS SLOPE CORRECTION HMA OVERBUILD (TRAFFIC C, SP-12.5) THICKNESS VARIES (1.5"-3") RESURFACING HMA FRICTION COURSE, (TRAFFIC C, FC-9.5) (1'5 EXIST. FENCE PROP. CONC. SPK. LIAIEROCK BASE (8" THICK) (PRIAIED) WITH HMA TRAFFIC C, 5P-12.5 (2") HMA FRICTION COURSE (TRAFFIC C, FC-9.5) (1') MIAMI-DADE 111111 AECOM NE 42ND STREET TYPICAL SECTION 7 e../23,L1 N APO SUMMARY OF QUANTITIES PAY ITEM NO. PAY ITEM DESCRIPTION UNIT TOTAL QUANTITY 101-1 MOBILIZATION MOH AINTENANCE OF TRAFFICLS 6 SIGNS(TEMPORARYTYPEB') 102-7144 TEMPORARY ER (F 6 II (TYPEK/ Y44 - ER (RELOCATE) (TYPE K) LF 1888 102-744 BARRICADES (TEMPORARY I,II, VD UM) EA/DAY 3840 - - ES (TEMPORARY, TYPE III, 67 EA/DAY 484 .L ]6 ARROW HARD / ADVANCE ARROW PANEL EA/DAY 360 102 81 VEHICULAR IMPACT ATTEN ATOR (INCLUDING RELOCATION 6 RESET) (TO HE USED WHEN REOUIRIED) EA PORTABLE102-99 - VEiMENT MARKING GREMOVABLE£(SOLID) v B 102-y12-I PAVEMENT MARKING REMOVABLE (SKIP)LF 104-18 INLET PROTECTION SYSTEM 16 G LS 110-4- REMOVAL OF EXISTIRG CONCRETE PAVEMENT SY 1047 60- ZATI N' (12") (MIN C.e -R. OF 30I S 1657 210-1-2 LIMERVCK BASE (8") (PRIMED) SY 1262 - MILLING S 1 T (I" AVERAGE DEPTH) - - T MIX ASPHALT (TRAFFIC CI SP 12. 5, i2 T TON 694 2 .,/- -3 T MIX ASPHALT FRICTION COURSE (TRAFFIC CI, FC-,.5 (1") RUBBER TON 429 329-2 TEMPORARY ASPHALT ..Y 1150 425-1-361 SURE INLET (TYPE P-6) < 10 DEEP EA - - 6 T (l-61 P EA 425-2-41 MANHOLE (P-7) c 10. DEEP EA 4 425-2-4IA MANHOLE (P-7) (MODIFIED) < 0 DEEP EA 425-5-1 ADJUST MANHOLE 1 UTILITIES, EA 4 6 ADJUST VALVE EA 11 GDRAINAGE STRUCTURE MODIFY EXISTING 430-94 DESILT RIFF 190 3- �- H OPTIONAL RIAL, ROUND SNARE -IS" DIAMETER N(1M)T( LF 476 3 (INCLUDES, BALLAST , AND PLASTIC FILTER FABRIC) LF 143 520-1-10 CONCRETE CURB 6, GUTTER TYPE F INCLUDES COST OF LIMEROCK LF 1356 520-1-10A CONCRETE DROP CURB INCLUDES COST OF LIMEROCK LF 132 520-2-44 CONCRETE CURB EINCLUDES -I(1) K(4"THICK) INCLUDING N RAMP SY 633 -2(11 CONCRETE SIDEMALK (6" TRICK) INCLUDING DRIVEWAYS 527-2 CURB NDETECTABLE SURFACE SF 5Y 575-1-1 EODOING(PENSACOLABAHIA OR�I8ATCH EAI<TING) (INCLUDES WATERINb AND MAINTENANCE, SY 2130 BE ACCOMPLISHED IN ACCORDANCE WITH THE FLORID,. DEPARTMENT OF TRANSPORTATION INDEX 600 SERIES. THE PILAU, OF UNIFORM TRAFFIC CONTROL DEVICES FOR STREETS AND HIGHWAYS. US ATION FEDERAL HIGHWAY oNIA DEPARTMENT DRb 1-19/H)T FL/6UL WORKS MANUAL OF METROPOLITAN DADE COUNTY. AND THE LATEST REVISIONS OF THE AFORE MENTIONED MANUALS INCLUDES THE COST OF FURNISHING, INSTALLING MAINTAININC, AND REMOVING ALL ITEMS OF MAINTENANCE OF TRAFFIC NOT PAID FOR UNDER SEPARATE ITEMS INCL.,. BUT NOT LIMITED TO sz,ms, BARRICADES, FLASHIN, LIGHTS, TEMPORARY PAVEMENT, TEMPORARY PAVEMENT MARKINGS, TRAFFIC SIGNAL MODIFICATION FOR TRAFFIC CONTROL, ETC 110118 INCLUDES REMOVAL OF EN,TING PAVEMENT, DRIVEWAYS, MISCELLANEOUS CONCRETE. VEGET.ATION. TREES AND DEBRIS TO BE DISPOSED OF IN LEGAL AREAS PROVIDED BY THE CONTRACTOR. INCLUDES THE COST OF CLEANING -OUT ALL EXISTIIVG DRAINAGE STRUCTURES WHICH ilte TO REMAIN WITHIN THE LIMITS OF 201 THESE ARE ES THE ED 011 gTIT1ES AND MAY 8E INCREASED OR 1A 33542 TEMPORARY ASPHALT =HALL BE MAINTAINED IN GOOD CONDITIONS AT ALL TTMES ,I2S-110 INCLUDES THE COST TO CORE DRILL AI., CONNECT TO EXISTING STRUCTURE S-3A =130 FOR PIPE ALTERNATIVES SEE SPECIAL PROVISIONS AND BID DOCUMENTS 443,-3, INCLUDES THE COST OF EXCAVATION TO PLAN ELEVATION, PERFORATED PIPE PEA ROCK, K PL4STIC FILTER FABRIC AND BACKFILLING INITH SELECT FILL /SEE DETAIL OF DRAIN TO DETERMINE NOM PERFORATED PIPE Y/Fan APPLICABLE ITEMS REOUIRED TO CONSTRUCT EY:FILTRATION DRAIN 522-1(1) INCLUDES THE COST OF PEDESTRIAN RAMPS. 522-2/1) ESTIMATED DUANTITY FOR LOCATIOIVS SHOWN IN THE PLPNS AND/OR IS DIRECTED BY THE L 5.75-1-1 INCLUDES ,OD. TO BE USED IN THE RESTORATION OF LAWNS AND MAY BE INCREASED UR DECREASED 15 DIRECTED UY THE ENGINEER. PENSACOLA BAHIA OR TO MATCH EXISTING SOD. SUMMARY OF EARTHWORK ITEM QUANTITY SUBSOIL EYCAVATIOH FILL EBBANKNENT rSUBSOIL EXCAVATION, FILL 1 SUMMARY OF EARTHWORK IS BASED ON THE CONSTRUCTION OF LIVEROCK BASE Y. THICK AS INDICATED ON TNE CROSS SECTIONS CONSTRUCTION OF THE EMBSNKMENT. 3. EXCESS MATER., BE DISPOSED Of Ur THE CONTRACT. IN ARE, PROVIDED BY HIM. NO SEPARATE PAYMENT WILL 13E MADE FOR TX, ITEM 4 AN ESTIMATED 365 C Y OF UNCLASSIFIED MATERIAL IS TO BE DISPLACED BY THE STORM SEWER SYSTEM ITHICH INCLUDES THE EXFILTRATION DRAIN AND f.r. NOT f NCLUDES IN THE SUMMARY OF EARTHWORK OUANTITIES THIS MATERIAL IS TO BE UTILIZED ON THE PROJECT AS DIRECTED BY THE ENGINEER ANY EXCESS OF MATERIAL IS TO BE DISPOSED OF IN LEGAL AREAS AS PROVIDED BY THE CONTRACTOR MIAMI-DADE AECOM 131 NE 42ND STREET SUMMARY OF QUANTITIES 8 GENERAL NOTES: 1 ELM' AT IONS SHOP Id REFERENCE NAV D 88 DATUM NOM- ZONT CONTROL SHOWN REFERENCE N Ae3 ELDRrDA EAST ZONE MA MA ADJUSTMENT DE 19,0 (NAD 81/90r. 2. ALL CONSTRUCTION SHALL BE IN STRICT ACCORDANCE Wr TH THE RESOURCES. AND THE MIAMf -DADE CO UN, DEPARTMENT OF 3 IT IS THE INTENT OF THESE PLANS TO BE IN ACCORDANCE VI, IT H A PPLIC ABLE CODES AND AUTHORITIES NAV fIVG JUI,DICT ION. ANY DISCREPANCIES BETWEEN THESE PLANS AND APPLICABLE CODES SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER 4 CATCH RASIAIS, SEEPAGE DRAINS, PAVEMENT REST ORA 10 N AND PAVEMENT AROUND CATCH BA., TO RE ACCORDING TO THE DETAILS AND APPLICABLE REOLIIREMENTS OF THE MIAMI-DADE COUNTY DEPARTMENT OF TRANSPORTATION A I, MELIA: WORKS 5. WHERE NEW PAV EMENT MEETS E X IS TING, CONNECTION SHALL BE MADE REMOVED D UR f NG CONSTR. T ILA, SHALL BE REPLACED BY THE FREES, STRUCTURES, AND UTILITIES WHICH MAY NOF RE SHOW N ON PLANS ANY E X !ST !NG STRUCTURE, PAVEMENT, TREES OR OTHER EXISTING IMPROV EMENT NOT SPECIFIED FOR REMOVAL WHICH f TEMPORARILY DAMAGED, E XPOSED OR IN ANY IV AY DISTURBED EY CONST RUC ION PERFORMED UNDER THIS CONTRACT, SHALL BE REPAIRED PATCHED OR REPLACED AT NO ADDIT DONAL CO, TO THE OWNER. THE LO CAT,' N AND SIZE CIF ALL E XISTING UTILITIES SHOW N ON THESE ARE Nur SHOWN ON THESE DRAW !NUS. THE CUNTR ACTOR SHA LL BE RESPONSIBLE FOR THE LOCATION OF ALL EX ISTING ILIT fES THE CONTRACTOR SHALL VERIFY ALL UT, f TIES RY ELECTRONIC METHODS AND PRIOR TO BEGINN f NG ANY CONSTRUC FICA OPERATION, ANY AND ALL CONFLICTS OF E X IS T ING UTILITIES WITH PROPOSED IMPROVEMENTS MUST BE RESOLVED BY THE ENGINEER AND THE OWNER. THIS IN ORK BY THE CONTRACTOR SHALL BE CONSIDERED INCIDENTAL TO THE CONTRACT AND NO ADDITIO NAL COMPENSATION SHALL BE ALLOWED. 8 CONTRACTORCT THE SUNSHINE STATE ONE CALL OF _ AT ' BON N A __ AT LEAST 48 HOURS PRIOR TO PERFORMING ANY DIGGING TO VERIFY THE EXACT LOCATION OF E XISTING UT ILITI-ES. 9 THE CONTRACTOR SHALL COAT ACT ALL UTILITY COMPANIES P RIUR FD RUCT ION THE COAT R ACTOR SHALL PROTECT ALL UTILITIES Al., OTHER PROPERTY AND SHALL BE RESPONSIBLE FOR A DAMAGES INCURRED DURING CONSTRUCTION AND SHALL REPAIR TO !TS OR f CONDITION SA, DAMAGES AT HIS EXPENSE ONLY THE CONTRACTOR SHA LL BE RESPONSIBLE AT ALL TIMES THROUGHOUT THE DURATION OF CONSTRUCTION FOR THE PROTECTION OE EX !STING AND NEWLY INSTALLED UTILITIES AND IMPROVEMENTS FROM DAM AGES, DISRUPT fON OF SERVICE OR DESTRUCTION. 10 EXISTING TREES SHALL RE REMOVED ONLY IF REuoi RED FUR RUCT ION THOSE FREES I dOT INTERFERING CONSTR. T ION SH ALL RE PROTECTED IN PLACE THE CONTRACTOR IS ADV ISED THAT A FREE PERMIT MAY BE REOUIRED FOR TREE REMOV AL THE CONTRACTOR SHALL NOFFFY REGULATORY AND ECONOMIC RESOURCES DEPARTMENT AI.ID ALL GRASS A REAS AFFECTED BY CONSTR,TION SHALL RE RE -SODDED. 18. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROV !SION, INSTALLATION AND MA INT ENANCE OF ALL TRAFFIC CONTROL AND SAFETY DEV ICES, f 5 ACCORDANCE IN ITN SPECIFICAT f ONS OUTLINED IN SECTION C2 AND SECTION R19 OF THE PUBLIC WORK S DEPARTMENT MANUAL IN ADDITION, THE CONTRACTOR , RESPONSIBLE FOR THE RESETTING OF A LL TRAFFIC CONTROL AND INFORMATION SIGNING REMOV ED DURING CONST RUCT I- ON PERIOD. 15 EXCAVATED OR OTHER MATERIAL STORED ADJACENT TO OR PART, LLY UPON A ROAD, AY PAV EMENT SHALL BE A DEOUA FELY MARK ED FOR TRAFFIC SAFETY AT ALL TAMES 20 TEMPORARY PATCH MATERIAL MUST BE ON THE JOB SITE WHENEVER 22 CONTRACTOR SHALL MAI-NT AIN LEAST ThE FOLLOW ING NUMBER OF TR A FFIC LANES FOR CORRESPONDING TIME PER f COS MONDAY -FRIDAY 7-9 A M AND 4-6 P.61, NO INTERRUPTION TO TRAFFIC IS PERMITTED. EXCEPT DURING PHASE f ALL OTHER TIMES FLAGMEN. IV MAINTAIN one LANE IN .aCH DIRECTION FOR TR4 FIC. CLOSED OR DWERT ED AA, HouRS ADV AN, LA THE Deroun rN 640, rye mrTH SECTION 336 CA OF FLORID, STATUTES 64.5940,5, ETD SNALL BE ACCURATELY RECORDED BY THE CONTRACTOR THREE PRSETS LABELED ".15-SUILZ MUST BE SUBAlf TTED, SIGNED ANL+ SEALED BY O THE ENGINEER OF RECORD PRIOR TO FIN ACCEPTANCE OF THE IT IS RESPONSMAZTY OF THE CONTRACTOR TA, SELECT AND ZATAIN THE APPRAPRIATE PERI, Elio', A r AMADADE CAM,' teR APPLICABLE AGENCY 27 DRAf N ACE / UTILITY TRENCHES SAALL NOT BE LEFT OPEN OVER NICHT A WITH FLOITABLE F fLL SHALL BE ND LESS THAN 12 INCHES COST TO BE INCLUDED UNDER PAY IT EM 430-1,119 29. ALL STATTONS A/JD OFFSETS REFER TO BASEL/NE OF SURVEY ALONG FEDERAL HIGH, AY AND TO CENTERLINE OF CONSTRUCTION ALONG NE 42 STREET 39 CONTRACTOR SHALL COMPLY WITH THE REOL APEMEN, OF THE EPA AND THE EROSION CONTROL MEASURES CONTAMED !THIN THE CONTRACT SPELZFIC AT IONS OR AS REOUMED BY THE CITY OF MIAMf OR ANY OTHER REGULATORY AUTHORITY THE SHALL ALSO PROVIDE ANY ADDrnONAE EROSION CONTROL MEASURESRG HYDROSEEDrNG. Mo.CHMG OF 36 ALL orrul E CA/ AIZONS SHALL BE PERFORMED IN FULL COMPL f ANC,: TIIE PROVISIONS OF TRENDY SAFETY Acr. sI. MkF�i I Ye N eaE°ir rent RAILROAD ORANGE HARD NAT WITH REFLECTIVE RAND U UP PRoPERTIES DURING ANY PHASE OE CONSTRUCTION OPERATIONS THE FOLLOWINO 1,11.1.5 41 ILL APP, TO ,LL V ORK PERFORMEDWITHIN ENAll AT PROPER, 41, ATER AND SEW ER VALVES, SANITARY MANHOLES, 4/JD OTHER CON T ROL EXISTING GRADES WERE TAK EN FROM THE BEST AV AILABLE DATA AND MELAAN f SIAS SHALL BE MAINT,NED THROUGHOUT CONSTRUCT f ON f N THE EVENT MAY NOT ACCURATELY REELECT PRESENT CONNI7NONS. CUNT RAC, R OP AN EMERGENCY ENSIME THE PUBLIC HEAL, AND SAFETY COVERINC SHA LL RESPONSIOLE FOR FAMILIARIZING HIMSELF WITH CURRENT SITE CO S, AND 5 HA LL iADRR_ REPORT ANY DISCREPANCIES To THE ENGINEER - - - T �rr0,6, DR TO ID. THE CONTRACTOR SHALL PREPARE AND SURMIT SHOP DRAWINGS FOR ALL COURDMATOR P Rf CK ZHU,: 411 7.56-256-52:5. THE DE,RT MEAT WRAL MAKE 33 THE CONTRACT, ADVISED TH411 PROPERTIES A DJ^CENT TO THE PROJECT 14. THE CONTRACTOR SHALL MAINTAIN ACCESS TO ALL ADJACENT PROPERTIES HA, e AEC? ?AC, eLLPHONe, 41/ melt AND/Olt Sell, en SLR., LAI eltALS AT ALL TIMES. CH mAy NO? Be ShOWN IN PLANS I He CON? MUS IILOULS I !De IS. ALL E X CAV ATED MATERIAL REMOVED FRO Al TN., PRO JECT SHP LL BE ADDITIONAL COST OF E X C,V ATING, f NSTALLIN, BACKFILLING, AND COMPACTING DISPOSED OP PROPERLY BY THE CONTRACTOR THE CONTRACTOR, AROUND THESE SERV,ES MUST BE INCLUDED IN THE BID RELATED ITEM FOR CAST IRON PRODUCTS, STEEL GRATING A LONG WITH COVERS AND ALL STRUCTURES: MUST BE CAPABLE OF SUSTAINING HEAVY -DUTY CLA SS, IC AT fON SUITABLE FOR HIGHW AY TRAFFIC LOADS OR 16 0. LB WHEEL LOADS ommATATELD MIAMI-DADE AECOM NE 42ND STREET GENERAL NOTES 9 6.1161,416 NADDDADDelmen STORMWATER POLLUTION PREVENTION PLAN THE STORMWATER POLLUTION PREVENTION N (SV/PPP) NARRATIVE DESCRIPTION CONTAINS REFERENCES TO THE CONTRACT CONTROL DESIGNER AND REVIEWER MANUAL DOFLORIDA EROSION AND SEDIMENT CUMENTS, THE MANUAL), THE FDOT DESIGN STANDARDS, AND OTHER SHEETS OF THESE CONSTRUCTION PLANS. THE COMPLETE SWPPP IS COMPRISED OF SEVERAL ITEMS INCLUDING THIS NARRATIVE DESCRIPTION, THE DOCUMENTS REFERENCED IN TH. NARRATIVE, THE CONTRACTOR'S APPROVED EROSION oL (ECP SUBMITTED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS, AND REPORTS OF fNSPECTIONS MADE DUR fNG CONSTRUCTION ALL OF WHICH ARE COMPLEMENTARY TO THE SfGNED AND REQUIRED r MAINTAIN COPfES OF THE AFOREMENTIONED ITEMS ON SITE, INCLUDING ALL APPLICABLE I. SITE DESCRIPTION a. NATURE OF CONSTRUCTION ACTIVITIES. THE PRO.IECT CONS,TS OF RETROFITTING OF DRAINAGE INFRASTRUCTURE TO A RESIDENTIAL AREA. h SEOUENCE OF MAJOR SOIL DISTURBING ACTIVITIES THE CONTRACTOR SHALL PROVIDE IN THE ECP A DETAILED CE OF PJR ALL CONSTRUCTION ACT/VITIES. EACH CONSTRUCTION PHASE NREQurRES CONSTRUCTION INSTALLATION OF PERIMETER CONTROL, AFTER CLEARIN, AND GRUBBING' ASNECESSARY FOR THE INSTALLATION OF THE TO BEGINNING ANY WORK. THE CONTRACTOR SHALL FOLLOW THE SEQUENCE 1OFRMAJOR RmR ACTIVITIES BELOW, UNLESS THE CONTRACTOR PROPOSES A DIFFERS., SEQUENCE THAT rs EOUAL OR BETTER, CONTROLLING EROSION AND TRAPPING SEDIMENT AND , APPROVED BY THE ENGINEER. 1,1 CLEARING AND GRUBBING, EARTHWORK. DRAINAGE IMPROVEMENTS comsreucrron. z1FINAL GRADING AND LANDSCAPING WHERE NECESSARY. c. AREA ES TIMATES (ACRE' TOTAL SITE AREA' 190 AC ,TOTAL AREA OF THE SP, THAT IS EX,TING DATA DESCRIBING THE SOIL OR EXPECTED E QUALITY OF ANY D,CHARGE FROM THE SITE BEFORE:AND AN ESTIM,E OF THE SIZE OF THE ['RAMAGE AREA FOR EACH DISCHARGE POINT: 1,1 RATIONAL RUNOFF eCOEFFICIENT J D AFTER CONSTRUCTION: 2)EXISTING DATA DESCRfBING THE SOIL OR THE OUALITY OF DISCHARGE FROM THE SITE, ACCORDING TO THE UNITED STATES DEPARTMENT OF AGRICULTURE NATURAL RESOURCES CONSERVATION SERVICE SOIL SURVEY REPORT OF DADE COUNTY AREA, FLORIDA, THE SOIL ENCOUNTERED ON THE PROJECT I, URBAN LAND SOIL, WHICH CATEGORIZED AS MODERAT LY WELL DRAINED. sJTHE SIZE OF THE DRAINAGE AREA FOR EACH DUTFAu. NIA. THIS PROJECT HAS NO 41GTHE LOCATION OF EACH OUTFACE 6 PROVIDED IN ITEM 1.F. BELOW. NIA. THU PROJECT HAS NO OUTFALL e SITE MAP THE ASSOCIATED CONSTRUCTION PLAN SHEETS WILL BE USED AS THE SITE MAP. LOCATIONS OF THE REQUIRED INFORMATION ARE DESCRIBED BELOW THE SHEET NUMBERS FOR ALL ITEMS DISCUSSED ARE IDENTIFIED ON THE COVER SHEET OF THE CONSTRUCTION DRAINAGE PATTERNS AND APPROXIMATE SLOPES ANTICIPATED AFTER MAJOR GRADING' ACTIVITIES: THE SLOPES OF THE SITE CAN BE SEEN ON THE CONSTRUCTION PLAN SHEETS. zJ AREAT OF SOIL DISTURBANCE THE AREAS TO BE DISTURBED ARE INDfCATED ON THE CONSTRUCTION PLAN SHEET, ANY AREAS WHERE PERMANENT FEATURES ARE SHOWN TO BE CO,TRUCTED ABOVE BELOW GROUND WILL BE DISTURBED. 3)AN OUTLINE OF AREAS VVHIGH MAY NOT I3E DISTURBED THESE AREAS OF THE PROJECT LOCATIONSOUTSfDE THE CLEARING AND GRUBBING AND CONSTRUCTION ACTIVITIES WHICH COMPRISED OF THOSE THAT ARE NOT SUBJECT TO ANY SOIL DISTURB/NG ACTIVITIES 41 THE LOCATION OF MAJOR STRUCTURAL AND NONSTKICTURAL CONTROLS IDENTIFIED fN THE PLAN TEMPORARY SEDIMENT OONTROL DEVICES SHALL BE INSTALLED ALL WHERE D,TURBANCE OF SOLIDS IV fLL OCCUR. ADD, fONAL MEASURES MAY BE REQUIRED AS NECESSARY WHERE STORMWATER RUNOFF HAS THE POTENTIAL TO REACH SURFACE WATERS OR OFFS!, TER COLLECTION FACILITIES. SJ THE LOCATIONI. SURFACE WATER OR MS, AREAS OF PERMANENT STABILIZATION ARE SHOWN ON THE CONSTRUCTION SURFACE WATERS, WETLANDS AND LOCAT fONS WHERE STORMWATER fS DISCHARGED TO A DISCHARGE POINT1SNIA. THIS PROJECT HAS NO OUTER,. 2. CONTROLS a. EROSION AND SEDIMENT CONTROL, THE CONTRACTOR SHALL DESCRIBE IN THE ECP THE PROPOSED STARILI-ZATION AND STRUCTURAL PRACTICES. THE CONTRACTOR MAY CHOOSE TO ACCEPT THE FOLLOWING GUIDELfNES OR MODIFY THEM IN THE =CP, SUBJECT TO APPROVAL BY THE ENGINEER. AS WORK PROGRESSES, THE CONTRACTOR SHALL MODIFY THE PLAN TO ADAPT TO SEASONAL VARIATION, CHANGES IN CONSTRUCTION ACTIVITfES, AND THE NEED FOR BETTER MANAGEMENT PRACTICES FOR EACH CONSTRUCTION PHASE INSTALL PERIMETER CONTROLS AFTER CLEAR,. AND GRUBB,. NECESSARY FOR INSTALLATION OF CONTROLS BUT BEFORE BEGINNING OTHER WORK FOR THE CONSTRUCTION PHASE REMOVE PERIMETER CONTROLS ONLY AFTER ALL UPSTREAM AREAS ARE STABILIZED. IN ADDfTION: DEVICES, PERDINENT. INCLUDES ASRMALT OR CO,RETE SURFACE, SOD. ROADSIDE SIG ALES, A. ENDWALLS IN STRUCTURAL PRACTICE::/N ECF, THE CONTRACTOR SHALL DESCRISE TNE PROPOSED DOCUMENTS. BARRIERS,RUCTURAL PRACTICE: TD CONTROL TRAP SEDLMENT AND °THERM- SE PREVENT TIIE DISCHARGE or POLLUTANTS FROM EXPOSED AREPS OE THE 5/TE. SEDIMENT CONTROLS SH4LL fN PLACE SUCRE DISTURBING SC, UP:THE./ OF THE CONTROL. THE STRUCTURAL PRSCTICES MI/ ALL INCLUDE AT LEAST THE FOLLOWING, WILES, OTHERWISE APPROVED BY THE ENGINEER. IEMPQRARY: INCLUDES MIL, PHOI ECI ION 5,1E1, SEEP -DEW BARRIERS, I DOCUMENTS SEE EPCSIDI AND SEDIMENT CONTROL DETAILS FOR MOPE INFORIL,TION ALL SEDIMENT CONTROLS SHALL BE IN PLACE PRIOR TO ANY 50IL L.,/.5TUNEINt, ACTIV/TY PERMSNENT STORM, ATER M.MAGEMENT CONTROLS: STORMWATER RUNOFF WILL EE CONVEYED IN A SWALE SYSTEM INLET: A.- FRENCH DRAINS. r CONTROL FOR OTHER POTENTIAL POLLUTANTS: THE CONTRACTOR SHALL PRACTICE GOOD HOUSEKEEPING BY INSTITUTING A CLEAN, ORDERLY CONSTRUCTION SITE THE FOLLOWING CONTROLS SHALL BE fMPLEMENTED TO FURTHER REDUCE POLLUTION AT THE PROJECT SITE: W,TE D,POSAL: IN THE EC, THE CONTRACTOR SH,LL DESCRIBE THE PROPOSED METHODS TO THE Ul..IITED ST,ES. THE PROPOSED METHODS SHALL INCLUDE AT LEAST THE FOLLOWING, UNLESS, O THERWf SE APPROVED BY THE ENGINEER, a1 THE CONTRACTOR SHALL DEMONSTRATE THE PROPER DISPOSAL OF ALL CONSTRUCTION WASTE RV!? lerNG MATFPrA/ 5, I rTTER FROM TAM/ZING FUEMIC, SF, AL, FROM SANi-TAPY HERD -CID, AND PFSTICIDE5 AN, THEIR CvNT,NFP5, 4N, HYDROCARBON PRIM., LA SANITARY/SEPTIC FACILITIES SH4LL BE PROVDED AND MAINTAMED IN A NE, AND SANfTARY CONDflfON FON I He USE OF 1HE CoNI RAC/ OH'S EMPLOYEES AS NECESSARY I O COMPLY PID, THE REQUIREMENTS AND REGULATIONS OF TUE ST 4TE LOCAL BOARDS OF M1EALTH 4 LICENSED SANITARY WASTE MANAGEMENT CONTRACT, AS REQUIRED BY STATE REGULATIONS WILL LOLLS, ALL SANITARY IV ASTE FROM PORTABLE UNITS CI THE CONTRAC,R KULL PROVIDE LITTER CONTROL AND COLLECTION 11,f-FM1/N THE PROJECT LINfTS DURING CONSTRUCTION ACTIVrTfES COI:TRACTOR WILL PROVIDE AN ADEQUATE NUMBER OF LITTER CONTAMERS I,TH LIDS ,T THE STAGING STOCKPILE AND FIELD OFFICE AREAS D S APPLICABLE, V I 21 OFFSITE VEHICLE r - -ECP ThE CONTRACTOR SHALL DESCRIBE THE PROPOSED METHODS FOR MfAlfMIZING OFFSITE VEHICLE TRACKING OF SEDIMENTS AND GENERATING DUST ThE PROPOSED METHODS SHALL INCLUDE AT LEAST THE FOLLOWING UNLESS OTHERWISE APPROVED BY THE ENGINEER THE CONTRACT DOCUMENTS I, THE LUNTPAQT, SHALL TAKE IIEASUPES TO INSURE THE LLB., DX SEDIMENTS THAT HAVE SEEN TRAC,D BY VEHICLES OR hAVE BEES' TRANSPORTS, BY WIND OR STOP". ATER ABOUT CI REMOVING EXCESS D/RT FROM ROADS DAILY .d) USING ROADWAY SI"EEFER: DURfNG DUST GENERATING ACTIVrTfES SUCH , EYLAVATfON AND s1 s N RCA!, fF <PPROPRUT: sns.. sE fMPLEMENTED IN ORDER TO REDUCE OFF Sr, TRACKING Ii LOADED H.NIL TRUCKSSHALL RE COVERED WITH TARPAULIN EYCESS DraT ON THE ROAD SHALL SE REMOVED x4ILY 3) ST,TE OR LOCAL REGULATIONS fN THE ECP, THE CONTRACT, SHALL DESCRfBE THE PROPOSED PR,CEDURES TO COMPLY I,TH APPUCABLE STATE A. LOCAL REGULATIONS FOR WASTE DISPOSAL. AND SANITARY SEWER OR SEPT fC SYSTEMS m APP LICATION II nE APPLICADON AND HANDLING uE HERB,IDES AND PE,IEIDEs SHALL BE RN COMPLIANCE SPEC/FII,TIONS FOP RI,D AND BRIDGE CONSTRUCTION AS MODIFIED BY THE CONTRACT XI HERBICIDES AND PESTICIDES SHALL BE STORED ONSIME IN THEIR ORIGIN, CONTAINERS WIITh PRODUCT LABEL INTACT. , TOXIC SUBSTANCES AND MATERIALS .4, IN THE ECP, THE CONTRACTOR SHALL PROVIDE A LIST OF TON,- SUBSTANCES AND .1,1ATERI,LS THAT 4RE LIKELY TO BE IISED ON THE MB AND PROVIDE A FLAN ADDRESS,. THE b) CONTRACTOR SHALL PROVIDE EQUIPMENT NECESSARY TO CONTAIN AND CLEAN UP SPILLS OF HAZARDOUS MATERf ALS, INCLUDIWG PETROLEUM PRODUCTS SPILLS SHALL BE CONTAMED AND CLEDIED UP IMMEDIATELY AFTER THEY OCCUR SPILLED MATERIAL AND THE EQUIPMENT USED TO GLEAN UP THE SPIIL SHALL NOT COME IN CONTACT WITH SURFACE WATERS OR BE INTRODUCED f NTO STORMWATER DfSPOSAL OF SURPLUS PRODUCT WILL BE DONE ACCORDING TO MANUFICTURER RECOADIENDED METHOD CI CONTR,TOR SNAIL PROVIDE A PROJECT SPECIFIC HAZARDOUS MATERIALS SPILL CONTROL PLAN IN ORDER TO ADDRESS THE 1.ANDLING OrHYDROCARSON AND HAZARDOUS MATERIALS. n1 PETR,LEI/M PRODUCTS SHALL BE STORED IN COVERED AREAS WITH SECONDARY CONTAINMENT SURRuUNDING CONTAINER ej TONIC/H4ZARDOUS MATERIALS EXPOSED DURING CONSTRUCT/ON ACTIVITIES ShALL BE H,NDLED BY THE CONTRACT DOCUMENTS [I. APPROVED STATE AND LOCAL PLAN: AND FERM/T: IN THE ELP, THE CONTRACTOR SHALL PROVIDE A PLAN FOR MAINTAI-NfNG ALL EROSION AND SEDIMENT CONTROLS THROUGHOUT CONSTRUCTfON THE MAI-NTENANCE PLAN ShALL AT A MINIMUM, COMPLY 11,-, THE FOLLOWING b INLET PROTECTION SYSTEMS 4T fNLETS-CHECK AFTER R4I-NPALL EVENTS CLEAN fF CLOGGING OCCURS t THE MAINTENANCE .OF THESE DEVICES SHSLL OCCUR UNTIL THE ENOINEER HAS DEEMED AN AREA EROSION AND SEDIMENT CONTROL DEVICES ONCE THEY HAVE SERVED THEIR PURPOSE a THE CONTRACT, SHALL BE REQUIRED MO CONDUCT DAILY I.,VAL INSPECTIONS uF ALL TEMPORARY AND FERMANENT EROSION CONTR.. IME4SUPES AI LINZ THF PROJECT CORRIDOR THF GONTP4GTOR SHALL MAINTAIN, REPAIR A./LeP REPLACE THESE rTEM5 , /11E1.:ESSAPY b. THE ENGINEER SHALL HAVE AN INSPECTOR REVIEW THE PROJECT'S TEMPORARY AND PERMANENT eNOSION BC,L ILIEASUR, EON I, II EMS EMI LLI BELOW LLASI ONCE EVERY SEVEN DI CALENDAR DAY5 4IMIDIP WITHIN , HOW, OF THE EN, CIF A STORM THAT 15 CI 5 /NCH, OR GREATER. A WRITTEN INSPECTION REPORT ,ORAI ATT ACIIED, IS REQUII,D EVER, SEVEN CALENDAR DAYS OR WITI,IN 20 HOURS OF THE END OF A STORM MAT DEPOEfTS 0.5 fNCHES OF RAIN DR 2/POINTS OF DfSCHARGE TO MUNICfPAL SEPARATED STORM SEWER SYSTEMS 31 BED ',REA: OF THE SI-TE THAT HAVE NOT BEEN STABfLIZED a1 AREAS RUSED FOR STORAGE OF MATERIALS THAT ARE EXPOSED TO PRECIPITATION .7/ LO,TIONS WHERE VEHICLES EAITER OP EXIT THIS SITE eJ CHECK THAT THE APPROVED OR REIESED EROSION CONTROL PLAN , FOLLOWED , WHERE SfTE: HAVE BEEN ST,BI-L./ZED, fNFRECT/ON: SHALL BE CONDUCTED AT LE,T ONCE EVERY c THE CONTRACTOR SHALL fNI-TI-ATE REPAIRS WITHIN 24 HOURS OF fAISPECTIONS THAT fAID/CATE d. fF INSPECTIONS INDICATE TH, THE fAIST,LLED STABILIZATION ,I..ID STRUCTURAL PRACTICES ^PE NOT SUFFICIENT TO MfRIMIZE EROSION, RETAIN SEDIMENT, AND PREVENT DfSCHARGING POLLUTANTS. ThE CONTRACTOR SHALL PROVIDE ADDfTfONAL ME,URES , APPROVED BY THE R. (EXCEPTFLHE - DISCHARGES PROPOSED MEASURES TO PREVENT POLLUTION FROM THESE NON-STORMWATER DISCHARGES COUNTY REGULATORY AND ECONCInArC RESOURCES CO PLfNCE DESK. ATOWS FROM FfREFIGHTfNG ACTIVITIES, THE CONTRACTOR SHALL DESCRLSE ThE (305, THE CONTACT CONTRACTOR , CE,E OPERATIC', IN THAT AREA. THE CONTRACTOR SHALL 3,-6955 MIAMI-DADE AECOM AI NE 42ND STREET STORMWATER POLLUTION PREVENTION PLAN 10 1B MIN INLET 115,1104. Fl PIN 1111111u' DROP INLET PROTECTION -GRAVEL NOTES FOR INLET PROTECTION GRAVEL: 1-INSTALLATION/APPLICATION CRITERIA. MT- 31 MIN - SEDIMENT 1757-1 DROP INLET PROTECTION -GRAVEL GRAVEL APPLICATIONS (TYP.) OR APPROVED ALTERNATIVE a. PLACE WIRE MESH (WITH 1/2 INCH OPENINGS) OVER THE INLET GRATE EXTENDING ONE FOOT PAST THE GRATE IN ALL DIRECTIONS. b. PLACE FILTER FABRIC OVER THE MESH. FILTER FABRIC SHOULD BE SELECTED BASED ON SOIL TYPE. c. PLACE GRADED GRAVEL, TO A MINIMUM DEPTH OF 12 INCHES, OVER THE FILTER FABRIC AND EXTENDING 18 INCHES PAST THE GRATE III ALL DIRECTIONS. 2-MAINTENANCE: a. INSPECT INLET PROTECTION AFTER EVERY LARGE STORM EVENT AND AT A MINIMUM OF ONCE MONTHLY. b. REMOVE SEDIMENT ACCUMULATED WHEN IT REACHES 4 INCHES IN DEPTH. c. REPLACE FILTER FABRIC AND CLEAN OR REPLACE GRAVEL IF CLOGGING IS APPARENT. 3-LIMITATIONS. a. RECOMMENDED FOR MAXIMUM DRAINAGE AREA OF ONE ACRE. b, EXCESS FLOWS MAY BYPASS THE INLET REQUIRING DOWN GRADIENT PONDING WILL OCCUR AT INLET. SUMMARY OF INLET PROTECTION SYSTEM STRUCTURE LOCATION (STATION) PARTIAL INLET DITCH BOTTOM INLET INLET PROTECTION SYSTEM (TYP.) OR APPROVED ALTERNATIVE COMPLETED INLET ROCK RAGS1 I I I SWALE INLET PROTECTION ALONG INLETS WITH ROCK BAGS BALES OR APPROVED ALTERNATIVES NOTES FOR SYNTHETIC BALES OR BALE TYPE BARRIERS: 1- TYPE I AND II SYNTHETIC BARRIER SHOULD BE SPACED IN ACCORDANCE WITH CHART 1, SHEET 1 OF 2070 FOOT DESIGN STANDARDS INDEX 102. 2- BALES SHALL BE ANCHORED WITH TWO (2) 1"x2" (or 1" Ola.) x 4 WOOD STAKES. STAKES OF OTHER MATERIAL OR SHAPE PROVIDING EQUIVALENT STRENGTH MAY BE USED IF APPROVED BY THE ENGINEER. STAKES OTHER THAN WOOD SHALL BE REMOVED UPON COMPLETION OF THE PROJECT. 3- RAILS AND POSTS SHALL BE 2"x4" WOOD. OTHER MATERIALS PROVIDING EQUIVALENT STRENGTH MAYBE USED IF APPROVED BY THE ENGINEER. 4- ADJACENT BALES SHALL BE BUTTED FIRMLY TOGETHER. 5- WHERE USED IN CONJUNCTION WITH SILT FENCE, BALES SHALL SIDE OF THE FENCE. MIAMI-DADE AECOM NE 42ND STREET INLET PROTECTION SYSTEMS DETAILS 11 SOFTWOOD 1/2" U SOFTWOOD 2" 4" ELEVATION c (y!N SEC. 985 ouT SPEC/ SECTION TYPE !I! SILT FENCE (TYP.) au SILT FENCE PROTECTION DITCHES WITH INTERMITTENT FLOW SILT FENCE PROTECTION AROUND DITCH BOTTOM INLETS SILT FENCE APPLICATIONS (TYP.) MOTES FOR SILT FENCES. 1- TYPE III SILT FENCE TO 8E USED AT MOST LOCATIONS. WHERE USED IN DITCHES, THE SPACING FOR TYPE Ill SILT FENCE SHALL BE IN ACCORDANCE WITH CHART 1, SHEET 1 OF 20,0 FOOT DESIGN STANDARDS INDEX 102. 2- TYPE IV SILT FENCE TO EE USED WHERE USED LARGE SEDIMENT LOADS ARE ANTICIPATED. SUGGESTED USE IS INHERE FILL SLOPE IS 12 OR STEEPER AND LENGTH OF SLOPE EXCEEDS 25 FEET. AVOID USE WHERE THE DETAINED WATER MAY BACK INTO TRAVEL LANES OR OFF THE RIGHT OF WAY. ROST OPTIONS UN- �uNURM.IN� Fnor safe) ELEVATION SEDIMENT BARRIER (TYPE) OR APPROVED ALTERNATIVE POULTRY M1 CEFABRIC U IN-) (INDEX N SECTION 55, F UUT EPEid SECTION TYPE IV SILT FENCE (TYP.) - PRINCIPLE POST POSITION (CANTED 20 TOWARD FLOW) FENCE FABRIC -FIITFR FABRIC SILT FLO, POST DIRECTION OF RUNOFF WATER PLAN VIEW PLACE THE END POST OF THE FENCE BEHIND THE END POST OF THE OTHER FENCE AS SHOWN. ROTATE BOTH POSTS AT LEAST 180 DEGREES IN A CLOCKWISE DIRECTION TO CREATE A TIGHT SEAL WITH THE FABRIC MATERIAL. DRIVE BOTH POSTS INTO THE GROUND BURY FLAP JOINING TWO SILT FENCES (TYP.) 3- DO NOT CONSTRUCT SILT FENCES ACROSS PERMANENT FLOWING WATERCOURSES. SILT FENCES ARE TO BE AT UPLAND LOCATIONS AND TURBIDITY BARRIERS USED AT PERMANENT BODIES OF WATER. 4- WHERE USED AS SLOPE PROTECTION, SILT FENCE IS TO 8E CONSTRUCTED ON 0% LONGITUDINAL GRADE TO AVOID CHANNELIZING RUNOFF ALONG THE LENGTH OF FENCE. SUMMARY OF SEDIMENT BARRIER (PLACED AT THE R/W) STATION TO STATION SIDE 50+60 TO 6,75 LT MIAMI-DADE AECOM NE 42ND STREET SEDIMENT BARRIERS DETAILS 12 1,2ti APO R.\-,,ansp.at,onDadeCounty \ Nf 42nd SI \ 90.0_CAO_GIS Nf 42nd \ roadway \ PLP1,12.3.D. ,', I I 2 5- ' -17 ,FE.ML _ , , ) 4-227- ',u0 —222 2 SF' -,Ir' 22ruFer'Irt; / 54: 10 5 i 4 '---„, . -74 41 F1 IL 415, P,,,,111 ht / P. 4 :1 -, 5114 V II V 41,1 LL % :: 4,• • 1 \ 10 0 F , .15 (Lry IrE,1,5'11'f4L'Llli. 414 EL 55,5 11 r': SR' 5'''' E51 4 RR R/IV LINE - L X IL :1 FAVL.51_,01 _, , , ___-j-j-.---;---N-17-, 1,! • I -I' ----r------- ,,,,, I Al 44 S, EL / 1, 5 5_, 1 : 541,1 , 42,4 4,14 1 4 0 21,0 cl4 ,F ,,,,,,,,,, ,RVFY FF,FR,I HVF. 54 ,y5,,, 4 , 14 NE 42ND1 12 5 4114 0.25,5 STREET F a Li ,:: ---- -- - --- - ------ L40-5, - --- , 111 14,11 f ,11,, F,1l, RFS. R4,415 F5 ,, 4,44 F, ST 1" = 20Horizontal 1" = 2' Vertical 14 NE 42ND X01 FAILROPD 1:40551,6 , THE, El D PRFFFE !.! -,--. 12 4 61,0 441, 45 :ti 19 54 ''' 5Z 52 Pc, . SF LD DT L' LT Dt D FARTHER -OFT, ',FRT.. MIAMI-DADE '',:..,'.'2,F,1 ':‘tr,''' nTR T.D.DTTR.'D ..T ..F DM 1,,,,,. R colivi DD NE 42ND STREET ROADWAY PLAN -PROFILE 13 ,....,... ADD R.TranSPOrtat,On Warn, —Dade County \ Nf 42n4 SI\ 90.0_CAO_GIS Nf 42nd \ roadway \ PLP1,12.1.P. LP HU F SU1 I 271 n%22, ,„„ 17 1,7 711, 1E' -4:0 EPP, . R/1V LUE EL II -11 II /2 +5000 1=S1 E E, NT 247E11E, 1 % ' ' / 'MIMIkWA `2_ F NIE L EL' L'-L- EL - " '' ' LEE f - ------------ , EVAINIMINFAMITAIMMIE 0 51 FEDFR41 HLVL FE1 - INIVAIMINIFAMMISSISTAMENTAIll 11-2,111111..11 7 +INF 1+-3, LIME I.-2 iLE 32, „ 230,-30-,ELL _ FEDERAL XVI/V. .— -_ ---------- ; . f „, ------- . ,,, • • ' +POPP / 11U =!.• !1•• liorgig 22 17 7R, p,r-A,,,,mime —7 *-- —;,-alfVf-,A. INIPIWAISERIEliiiiii.EMBEIN — FL,' ' FL, L,,, LL ,11,2S. 22, E3p 03 n ' ''' ' iiiMilAIMENEEMENEEMBEN / '---.-- +1.17 Fl 11 60 i 21125 WI +27 727 / 'S= 22 222.1 +, 31 ,N,T DR, CORP-, El II IF 11 211,1 f, On 7,71-rn EL , 57 -, 90 11 2' 0,TF, E,ST S FVF"R'12'411VeLVTAF" 77" "' ' 14 3E, ST1 FR,ILL ELE760,71 ' EN 14 12 mfirr E.,T E, Lt , n , r r E i FLIRT MI El ' PRN2 I IP Fl 7 25 /4 ..1/1" -FR. IN EL 7 /5 ---- I I ---- 0 /- -- E"-------3 E E 0 p -2 -2 a 7 , -2 ELIE. 412 ,N RENE, INTERCEPT - -2 -8 5.011 CIRT SS., 177,20 5.00 56-1. -a . .,. ,,DMV ENGIN i.10 MIAMI-DADE - = ,,OU A ECOM H'' = : mon, [ERT., luilm Hu.al 1= NE 42ND STREET ROADWAY PLAN -PROFILE 14 DPAY11,1,,,LE: . N''B.: 32'. FROJE,, R.\-,,ansp.at,on County \ Nf 42n4 SI \ 90.0_CAO_GIS Nf 42n4\ roadway \ PLP1,12.2.D. I li 7ArSk 1 n 7 149, DTI El. TY PE F F ER D .77 ER ,,,, EL 10E4 ,:,-n ell. +NS 50 +14 15 D ELSIE 114. E DERE, 16 , f LT, 1==1 EL 10..1 -ADAPT TYPE D INLET TEE -EVYT PP END .4. e" ee CM .76 Dnr (L11 '2'2,122 RR FM Llel- r 1411. HIS1 ,7 —N- "U N 92,, 12 _/ 4.42 PP 55 FE.E..p._ ...1., 59 -P .R1EY FEDERAL H. 2nrF 5IFFLFMIFYJ'F 7., ,,,, 4114 PI, I P 7,L, ' E 54,41 N7 61 4P-77,42-24IFF 2/ F44 ' ex,1 PP47.7141P7447111/ -- 4_ I PAISTRUCT,P , IP IL PPP, NE 42/IL 44 ETA 2142 / 24 24 PUP 94 = APIPST P21-,' NYLD ED .1 STY 60-75, I '' N 4 E . ED. P 14,E111 L. DSO OD LEHI LL 1.44,51 EL , * ! 44-4, .. . 'I DF LI_ II P2 40274 - 4\ ‘25VFI74,41-/ I 24 Pu (P11 DE RD Mr' Fl II. 22 22 /411 1 Wj25' LF t , I 5/ 51,14,4 0, 4,14 MY/ ! EL IN1 37 -6/ 29 22,N, 4 , ys, ,,, E,ST RLDVI PM' 7151E EL 2 72 2 2 71 P. 21 18,1E F41. Fl Ey 4 F.. RD. rs.vi 1411F Ws' FN , 'e MC ft-65br : ,,JUSI D11- \ 1 1 496 . WETF U za -F DT1C1DF.-+.26 ID 21 35 fP, EL ID, HI - .SVIr AK LL I I . +57 29 1 r r r,.7 EL II 24 4P, (M1/ I is .. fRIE 14,, E.S1 14 , 14 ,e511 F syU:4;5,L ITS Ns- LEN FD, DF SIDEVEll 14 PP, IF— , D ' -' - ---_ \ 5-E Or \ /4-1P El 4-",114. TF PlPF— 4' _N_H> > '4" PFPF,44FP CPAP-PFTF P / PF D-4-D>4471-0 41. / MI FETE PIN E —/. q,7____ —PREP 111V EL li SO /' 0 , -2 -2 a eti. dia -8 52E00 57 PO 56-00 SOEDO 6,00 -8 . DYNNNYN D 4AFTHEN,F, ,PORVIDAI MIAMI-DADE - ,",..".- ,..0 ' ,,OU C" AE OM r.e.,.:: ,,,,,,, NE 42ND STREET ROADWAY PLAN -PROFILE SI I[Ei W. / 5 DP/6,14,,,LE: 11,144.1 R.\iransportationVgarni—Dade Cou,AN,2nd 900_CAO_GIS N,2nd \ drainage \ SUMODROILGN PROPOSED DRAINAGE STRUCTURE SCHEDULE - FEDERAL HWY. STRUCTURE STATION -1'-!, TYPE OF STRUCTURE INSIDE DIMENSION ORATE/RIP ELEVATION BOTTOM ELEVATION PIPE INVERT ELEVATION N S E 10 5-1 52+36.43 LT EXIST MH 12.17 UNKNOWN 7.35 7.46 - - 5-2 54+50.00 LT D-4 11.62 5.15 7.15 7.15 5-3 54+50.00 LT D-1 10.76 5.25 7.25 5-4 54+50.00 RT F-3 11.16 5.25 - 7.25 5-5 56+76.00 LT 0-4 12.21 4.00 6.00 6.50 - - 5-6 58+24.00 LT 0-4 11.46 4.00 6.50 6.00 5-7 60+66.34 RT EXIST P-6 10.37 UNKNOWN 3.50 3.52 5-8 60+66.43 LT EYIST TYPE D INLET 10.84 UNKNOWN 3.38 3.20 5-9 60+66.34 LT 0-4 10.87 1.23 6.20 3.26 3.21 PROPOSED DRAINAGE STRUCTURE SCHEDULE - NE 42ND STREET STRUCTURESTRUCTURE STATION LO' "T'; TYPE OF INSIDE DIMENSION GRATE/RIP ELEVATION BOTTOM ELEVATION PIPE INVERT ELEVATION N 5 E 10 5-10 33+90.41 RT D-4 9.85 2.70 4.70 - - WAMDADE0 '..''... IIIIIII AECOM 17,13H W.. I= NE 42ND STREET DRAINAGE STRUCTURE TABLE, AND CONFLICT TABLE 16 SIDE ELEVATION WEIR GENERAL NOTES I PLACE NEOPRENE GASKET MATERIAL BETWEEN THE INEIR AND THE TCHBASIN AT ALL POINTS C,F CONTACT TRIM HE GASKET NE TLY To EXTEND ,iz INCH BEYOND THE JOINT ON ALL =IDES WEIR Al. ANGLES SHALL BE PRIMARILY CONSTRUCTED OF EITHER GALVANIZED STEEL, ,LUMINUM, POLYVINYL CHLORIDE, POLYETHYLENE, FIBERGLASS OR ACRYLONITRME BUTADIEVE STYRENE ALL STEEL COMPONENTS, OTHER THAN STAINLESS, SHALL BE HOT -DIP GALVANIZED. a MOUNTING HARDWARE SHALL ALL BE STAINLESS STEEL O. M,TCRIAL USED IN CONSTRUCTION OF WEIR =NALL COMPLY WITHSTANDARD SPECIFICATION 963 FOR STEEL, YOS FOR ALUMINUM OR 9, FOR PLASTIC , ALL COSTS FOR FURNISHING AND INSTALLING A FRENCNDRAINWEIR SHALL BE ME-1.ED IN THE COST OF THE BASIN IN WHICH IT IS INSTALLED. Fur,: OF CONTACT IVEIR TOP VIEW CENTERLINE FRONT ELEVATION ANGLE DETAIL BOLTANGLES l, G>iHe F«,�� wA WITH r — FLAT WALL TOP VIEW SCHEMATIC THE BACK OF WEIR MUST CONFORM TO THE SHAPE OF THE BASIN WALLS ON WHICH THEY ARE MOUNTED. FRENCH DRAIN WEIR TYPEO EETR17.1xs TOP VIEW CURB 6..6717-frEFH TY'E o FEHlP oEx 3.� SECTION A -A WATER T4SLE 1 02" MIN COVER OVER PIPE UNLESS OTHERWISE SHOWN ON THE PLANS 2 FILTER FABRIC SHALL ROCK ENVELOPE BOTTOM OF TRENCH TO BE AS SHOINN ON THE PLANE J WASHED ROCK TO EXTEND kUCTEDPIPE AT IN LLLVSIION SHOWN ON PLANS SEE PAVEMENT REPAIR DETAIL 4 - POLYVINYL VAPOR BARRIER OR _31) LE. FELT STANDARD FRENCH DRAIN CROSS SECTION EXISTING PAVEMENT SURFACE FINAL PAVEMENT 11//DTH EXISTING PAVEMENT BASE NOTES -sawcur ITYP) PERMANENT ASPHAI TIC CONCRETE PAVEMENT OVER EXPOSED BASE MATERIAL SHALL HAVE THE SAME THICKNESS AS THE EXISTING SURFACE EUT NOT LESS THAN I-I/2" INSTALLED ON TWO LfFTS vsrsriN� of r""' S ru'ETS, SEE ROCK) E NUTS NO2 `rMPrP1F/z°o/,. RocNK°,"NO HOCK 14.11,MUM OF ONE (II c FOR EACH BACKET_ LAYER FOR EVERY FIFTYHuo)RDEAR FEET TEST LESS OF TRENCH_ DENSITY MOT LESS THAN NINETY-FIVE PERCENT i s,) OF AAEHTOSHALL , I80 (MOD FIED PROCTOR,. v" PLOwAELL r ETANDAHL, SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION. SECTION I, MAY BE SUBSTITUTED FOR SAND AND ROCK BACKFILL BETWEEN THE BOTTOM OF THE PAVEMENT BASE THE FLOINABLE FfLL SUPPLIER SHALL BE REQUIRED PAVEMENT REPAIR DETAIL FOR TRENCHES MIAMI-DADE AECOM NE 42ND STREET DRAINAGE DETAILS 17 =w DaZT TYPE "D-I " CATCH BASIN BIS ISM R000 Kan 050L' OW IF10AA4 ROMP 5940 1,47 car TYPE "F-3 " CATCH RASIN FRAME & COVER •-.1 ....Lu i[] - ,-, it SECTION WA' SECTION "Ha' TYPE "D" CATCH BASIN FRAME & COVER Mr MBE USED, no REFERENCE ONLY) M.r.S AIL 1051 AR64N: OF PEW Nll'AS 1 YSC. OW 01 DAC .MAN.1 RAM� I "-m-_ O Bowmen-1ff00404 000,00 66, iii 17441111NITIM1 NI 1 TYPE F-3 CATCH BASIN X.IS CEPARIIPIT OF KWIC NOMIS DIY 610AA4 BMW up. Al BII)TVIN RPO.v° RI MS QtYW. carom mr, Pl Almoown "MYP.... lE4 v.. rY... me 6J1/ p A ° r�� Y me le DA MACOw I)1,m1 JLL Ad6 mYI MY 566 I�' o 0 Y ! 6A NY aAANADEP • IY 6v xm0 6 0 6 6 0 Il 0a10 Oz. Y 0-0 YOY r C 0 AI IY or (a.n) p AT O. 06O Mr) Y-01 Yti1 ID. Y m6 (0P) 0-0 Yd0 Y 10. 3AT, or(aal) p0T!'0 0037) O-11 Y-01 301C c=DOW 0-1 Y--. Y Ir 3AI , war(oV p AT O. caw pm) I-40 0,-,0 PAl O. OS. pWO 0-0 Y-00 r0' Im � �0 00L0 p0)0 p AT el. 0a/ pn) .-0. 0.-0. p AT Y or p.m D-4 THRU D-8 MANHOLE (FOR STORM WATER DRAINAGE SYSTEMS) • 0st AT 00 OATIROEN) 0' MEW 0010 AM 35-0-10 s,) O: OW OI IOW ROMA TYPE "A"MANHOLE FRAME & COVER P, 6l5 OEPIM00311- OF HAKE Oh Or003*ROOBA S asA 01-06 ISM Pia {- "NE H _ .. IIL1_. NO1E3. awn eemu01nieCir TYPICAL TYPICAL TWO BOXES EXPILTRATON TRENCH �... J ONrdT117NNAL SECTION. `wort msmpwpm FRENCH DRAIN PROFILE I w1 0 , IR EO 0 0.47 70'Rd0i IRYKS OW OI BAK RM. N6C 35-06-21I SIN X MIAMI-DADE AECOM NE 42ND STREET DRAINAGE DETAILS 16 ' VALLEY GUTTER TYPE "V" CATCHBASINFRAME & GRATE N.T.S NOE IVO co oceeinbanT OF Ron NNSS Ory r hilt ROS O OPTION B' SAWCUT SLOT TOP Oft le SECTION "A -A" SLOT CUT O0ETIINC O PPE S)£ IN' I3' I4' N" IN" id" JO' 22. 24. +a 22- 21- OENEEAL NOTES (SEEsnarl, No. 1) A+ -I SIDE VIEW SLOTTED CONCRETE PIPE FRENCH DRAIN N1ANNNNI S RELIC NRNS CRY Or YAK FLORIDA SEPT. 1107 I.W-TIO TOP SIDE VIEW TOP SECTION AA" Cr &OM ARP SLOTS --I I—'Sje• SECIION.1OP _EEMIeSLICIDIE 1. CanmM pen Man most Ma requkam.nlo of Ag1N CT8-111 O Cmaate pees Mae ba *and .101 04 Note ponitantl n Me aide. A urynm.,t plea n-..tmid.t enacted pinto rooked for JE' mN toyer droner plea fa.a.a *MOW for JO- Amster and bolo*. A M. contractor may awmnIt Oren m.Mode of prodMq slots homy equal or rooter woo of opening for app.. by Ma EngAar. e eater fabric. moartel he Robed JMrto sheY lop a miJnum of 1 bet not bi, powd en dltel bottom ..ablon and pest. Mel cooly to M. slotted concrete pees French Drain. SLOTTED CONCRETE PIPE FRENCH DRAIN FLTS NEE /KJ N: OWASSO? Cr AISLE KE5 MY OrKNta RLINIA MIAMI-DADE AECOM NE 42ND STREET DRAINAGE DETAILS ]9 10:27. SG -- 14 -URVEY 1NUI'AENT FEDERAL LINE HWY. 30 ti 25 20 R/W LINE— TO R/W f LINE 15 CONST. 223 LF OF 18" PIPE ---------,1 5-5 4 to __---__ l E. ]oJG� EL 11.41 ) EL. 11.16 C 5-2 C 5-3J \ T ` �� 5 8F0 (5 3 J STA. 54+50.00 CONST. W/ 2.0' (22.79' TYPE D1 SUMP LT) CATCH BASIN BFO 6"OI;111'1 10" BFO SAN C 5_¢ ) �j ✓� I [NV. EL. 7.15-7- ' 6. —[1V. EL. 715 INV. EL. 7.25— 0 INDEX BOTTOM NO.'S SD-3a, EL 5.25 SD INV. 3c EL. 7 25 3E' DIP FMNV. [NV. EL. EL. '.25 (5) '.75 (N) CONST. 34 LF OF 18" PIPE (5 STA. 4 54+50.00 (28.25' RT) 54+50.00 -5 CONST. 14 LF OF 18" CONST. PIPE 211 LF OF 18' PIPE — ��c TO l 5 1 - CAPNST. IT/ INDEX BOTTOM TYPE 2.0' SUMP NO.'S F-3 SD-5a, EL. 5.25 CATCH SO-5b BASIN AND 5D-7 -10 E 5-2 STA. 54+50.00 CONST. MH T (6.50' LT) PE D-4 (4' DIA. -15 W/ 2.0' INDEX ELEV. BOTTOM SUMP NO.'S 11.62 (RI EL. 515 D-6b, SD-7 ) ___,, 48" SAN INT. 30 25 20 R/W LINE--- FRO --R/W LINE 15 CONST. 211 LF OF 18''PIPE (5-2 ) 10 ____ -1,-------- �'�,L �- 5 [NV. INV. EL. 7.46 EL. 7.35 (5) (N) 11 1 1 I1 5-1 STA. 52 MH (MODIFY 36.43 (6.39' PAD LT ADJUST) 8"0CM BFO BFO 0 36" ,� DTP- FFM11W L--0/015 I�I INDEX ELEV. 1..17 CORE D AND CINNECT O.'S SD-6b, (RIM) ILL EXIST. SD STRUCTURE 7 52+36.45 -5 Lj —EXIST. 12' PIPE -10 -15 48" SAN. INT. SCALE 1" = 5' 1" = 5' HORIZONTAL VERTICAL 80 60 40 20 0 20 40 60 80 AAIAMI-DADE �o V/I■ e—� 131 16.aIF NE 42ND STREET DRAINAGE STRUCTURES 20 oa., .NE BEa ,eso NO. .u. -- MONUMENT SURVEY FEDERAL LINE HWY. 25 ti 20 R/W LINE TO 5 9 ...--R/W LINE 15 COAST. 240 LF OF 18" PIPE o 5 6 T— 5 [NV. EL. 6.50 C S-6 STA. C 58+24.00 (9.75' ,_T) IA) hi BFO ero BFO (N) 0 LNV_LL. 36" 9.00 DIP FM (Si— WITH INDEX ELEV. BOTTOM WEIR AND NO.'S 11.46 (RIM) EL. 2.0' SD-6b, 5D-7 4.00 SUMP 10'' SAN 58+24.00 1 Y -5 CONST 134 VIIITH 11 LF LF OF EXFILTRPTION 24" PERFORATED OF SOLID PIPE DRAIN PIPE AND— FROM -10 CS-5C -15 48" SAN. INT. 30 25 20 R/W LINE— TO 5 6 COAST 11 LF F SOID PIPEP D -R/W LINE 15 N l4H �4'FPEROFORAL �EI)OPIPE AAll1 HEKIST. FENCE to -- 5 5 -,-%_— ---- -------- - -=-- -- - 5 INV. EL. 6.50 5-5) STA. 56-L76.00 CONST. (9.75' NH TYPE LT) D-4 (4' DIA.) B,. -BFO F' OM RFC (5)— 0 [NV. 36" EL. b.00 �`� DIP RN IN/— WITH WEIR INDEX NO.'S ELEV. 12.21 BOTTOM AND SD-6b, (RIM EL. 4.00 2.0' SUMP SD-7 10' NAN 56+"6.00 -5 COAST. 223 LF OF 1S" PIPE- FROM « -10 C5-2C -15 48" SAN. INT. SCALE 1" = 5' 1" = 5' HORIZONTAL VERTICAL 80 60 40 20 0 20 40 60 80 MIAMI-DADS �o A5COM "a NE 42ND STREET DRAINAGE STRUCTURES 21N D" E. fEN BEa ,eso KO. .N. C NST. N 42ND .TREET MONUM NT LIN: 25 20 R/VV LIN'— d R/VV LINE 15 • CONST 25 LF WITH 5.5 LF OF EXFILTRATION 24" PERFORATED OF SOLII➢ PIPE AND DRAIN PIPE 10 WM 0 ,-, e• E5-]0) 0 ." SAN. NT INV. EL. 4.7 (N) 33+90.41 _5 C S-10 90.41 (22.19' TYPE 'V' RT) CATCH BASIN FRAME & GRATE STA. 33 CONST. W/ 2.0' INDEX ELEV. 9.85' BOTTON SUMP O.'S SD-4, EL. 2.70' SD-7 — 5 11 URVEY RUMEN FEDERA LINE HIIVY. 25 — CL 20 R/W LINE--- 4 0 1 S-9 C TA. 60+.6.34 ONST. (9.75' H TYP. LT) D-4 (4' DIA.) --R/W LINE 15 EXIST. 72" PI•E Ex ST I / sex N* 10.r SPSD-.b, 4 (RIM EL. 1.21' SD- E\IST. FENCE y 'LEV. :OTTOM ' S-8 EL.]0.4 EL. 11.37 g ( 5-7 ) - - -.ate; ____ ____ III HI HI i1I III ic HI ilk5 �L H� II II it RFO TO ( 5-9 ) 0 INV. EL. 3.38 1N) I I V [55. E . 3.26 � INV. EL. 3.52 I I L== �J � 1 EXIST C 60+66.34 -5 INV. EXIST. 18" L. 3.20 PIPE F ON INV. ONST. L. 6.20 (5) 40 LF 0 I8" PI•E EXIST. 18" PIP SCALE 1" = 5' 1" = 5' HORIZONTAL VERTICAL 80 60 40 INV. EL. 3.21 0 C 5 6 C 0 40 60 80 MIAMI-DADS �o e—COM NE 42ND STREET DRAINAGE STRUCTURES 22 .. E so .u. rE ION ST. NE 42ND STREET 8 CON ST. HE 42ND STREET " ° —MOW MENT LINE 1I01.'0 ME T LINE \ 25 25 20 4/111 LINES 8.--.4/111 LINE 20 L_R/VV LINE 15 o 15 1 ry 10°� 0 O.r7 '''-'Ca 0.r °� 32+00.00 5 o 20 --- ____16 'LL o 0.02 002 LLw r__-- �____ 34+00.00 40 92 0 0 /IN 5 Iiir 0FI 1409 ®E 0 8 SAN. INT. 0 d' SAN. INT. F8 ON ST. NE 42ND STREET 8 "ON ST. HE 42ND 5TREET 25 MONUME T LINE 25 inomurnEllr LINE 20 20 EXIST FENCES R/IV Lc/E y 8.--R R R/W LI E 15 R IN LINE— w o w FM LT 15 R/W LIVE Jy I w LL 0 LLq w o 0 — 0.01 r--- 31+30.00 0 o 10 ----� w ;6_, • 0.02 54 o o 0. LLD ° 2 ; =' 33+00.00 10 s10 0 0 5 8" SAN. INT. b1 5 wrl 12 RE 0 0 0 ale'_ lIVT SCALE 1" = 10' 1" = 5' HORIZONTAL ERTICAL NE 42ND STREET 50 50 40 30 0 10 0 10 20 30 40 50 0 50 40 30 20 10 1 10 20 30 40 50 AAIAMI-once c AECOM NE 42ND STREET CROSS SECTIONS ROADWAY 23 - CON ST. NE 42ND STREET 6101J1 PIENT LIME \ 10 35+68.16 0 0 0 74 111,111 0 NMI_ ENT LII'IE Q LONST_ NE 42ND STREET 25 20 1�� 5 v, N �4 o .5 0 0.03 0.02 ° 34+74.41 0 55 43 59 5 6F0 I 0 O s��m_ rnr SCALE 1" = 10' 1" = 5' HORIZONTAL ERTICAL 50 50 40 30 20 10 0 10 20 30 50 4L': 60 MIAMI-DADS �� AE O ..,�� NE 42ND STREET ROADWAY 24 CROSS SECTIONS �cibOtrk' r..,. .—BER ,eso - 25 r MONUMENT SURVEY FEDERAL LINE HAY. 25 r MONUMENT SURVEY FEDERAL LINE HWV. ° ° 20 ,4/Vl LINES C 9.-- RI1 LINE 20 RAW LINES C 3/15 LINE 15 15 w1 w '^Q „ 3r. 0.02 .g O^ 0.02 O� E. i. N & 5 �� 0.02 D- 0.02 ro 0� 0'" - 8 6 5 0 12" STM 6171 5 0 15" PIPE DE C41 EF0 BED 0 36" DIP FM 0 36" DIP EN -5 51+00.00 -5 52+00.00 -10 -10 48" 5AN INT. 46" SAY. INT. r 5 MONUMENT SURVEY FEDERAL LINE HAY. r 5 DONN10ENT SURVEY FEDERAL LINE HWV. 25 17— 25 i 20 R/I// LINES —4/15 LINE 20 R/vv LINE --IA E VV LINE 15 w o „ r6 w 15 ^ w 1 W N ~ „a51 �, 6_02 �� - _ 0 02 LL'" �' ]0 1 0.02 m - O- 0.02 ~ 1 4 . - 5 0 12" 5133 a G14 5 0 12" 5T11 p our EFO 0 36' DIP FIN 0 36' DIP FM -5 50+60.00 -5 51+50.00 -10 -10 48" SAN INT. 46" SAN INT. SCALE 1" = 10' ]" = 5' HORIZONTAL /ERTICAL FEDERAL HWY.I 50 50 40 30 20 10 0 10 20 30 40 50 JO 60 50 40 30 20 10 10 20 30 40 50 60 nainMi-onDe �� /r�`OM il.. NE 42ND STREET ROADWAY 25 CRO55 SECTIONS oa., .tip r.,eso W. o.. .,�. �,.. .u. 25 -a-- lE MONUMENT SURVEY FEDER-L LINE HVVY. 25 -a-- MONUMENT SURVEY FEDER-L LINE HWY. ° ° 20 O 11 LINES 1 �R/11 LINE 20 011 LI`NE� I � R/ l LINE 15 W �rn W 15 It t tt % N01 p^ 0.02 C,02�_,_t� LL p_ _ b 12 6 — p= po = _ •- 5 2 5 eE0 ;F'' PIPE 2F0 IVI14 6F0 54N 5 eFo " Ole BF0 V[4 H19 SAN 0 36' DIP FIN 0 16' 1 DTP FIf E -5 53+00.00 -5 54+00.00 -10 -10 4R" SAT INT. 4E" S? P. IIVT. r5 MONUMENT SURVEY FEDER-L LINE HVVY. r5 LION SURVEY FEDER-L UINENT LINE HWY. 25 17— 25 i 20 R/W LINES va--R/1 LINE 20 RAI LINES -...--R VI LINE N t " 4 N w w 1 10 .6 o pry o^_' 0.02 0.02 LL^. p ^ e .,: ] I 3 10 1:6 0 u� p pN ^ 0.02 002 �o p.� _ h -. 1 30 4 9 17_ — _-- 5 O O 15" PIPE s�rosE +FO 5 BYO 1 "' PIPE eFo 4 BF0 SNIT 0 36' DIP FIN 0 36' DIP FLI -5 52+50.00 -5 53+50.00 -10 -10 48" SAN INT. 48" SAN 1NT. SCALE = 10' = 5' HORIZONTAL VERTICAL FEDERAL HWY.I 50 50 40 30 20 10 0 10 20 30 50 4L': Jr) - 60 50 40 30 20 10 10 20 30 40 50 60 �� 131 16 I NE 42ND STREET ROADWAY 26 CRO55SECTIONS .tipa. W. 25 r MONUMENT SURVEY FEDER-L LINE HVvv. 25 r MONUMENT SURVEY FEDER-L LINE HWY. ° ° 20 O 11 LINE C ...--R/'V LINE 20 011 LINE--...- D AL F! 4/7 LINE I5 4 w o I5 w n w '^ w ExIST. FENCE 10 L� 0 10 i9Do OE' e BFO. 0 BFO IIV I=188 BFG 5 BFO 0 INFO` 6V 1'A 2F0 3F0 0 36" IE" DIP FM PIPE SAN 0 AN" DIP IS" FM RIPE 5311 -5 55+00.00 -5 56+00.00 -10 -10 48" 53.1. INT. 48" SAN. INT. r MONUMENT SURVEY FEDER-L LINE HAY. r INONUMENT SURVEY FEDER-L LINE HWY. 25 i 4 25 i 20 R/W LINES 9.--R/'V LINE 20 RAI LINE—� ,4/V1 LINE 15 �-�, ry 15 N " w �, W , N Ec15T. FENCE 10 - - — — _ �6 p,: n I^ p_ 0.22--_-N3=---„ LL`-°. o� m = 65 708 2 3 10 - l:6 T ppA _ o 15 0.02 002 ,w„ 0^ m . __ 32 87 0 2 - --___-- __ 5 eko RFo vine sFc SAN 5 Rk0 0 eko o •EFo �'� EEO 0 3E" DIP El' 0 36" DIP 18' FII PIPE SAN -5 54+50.00 -5 55+50.00 -10 -10 48" SAN INT. 48" SAN INT. SCALE 1" = 10' 1" = 5' HORIZONTAL /ERTICAL FEDERAL HWY.I 50 50 40 30 20 10 0 10 20 30 40 50 0 60 50 40 30 20 10 10 20 30 40 50 60 nalnMl-onDe �� /r�`OM all NE 42ND STREET ROADWAY 27 CROSS SECTIONS oa., �ti,a.,eso F.JE... o.. .,�. �,.. .u. 25 r MONUMENT SURVEY FEDER-L LINE HVVY. 25 r MONUMENT SURVEY FEDER-L LINE HWY. ° ° 20 R/16 LINES / C R/'V LINE 20 RAW LINES 1 ��R/V/ LINE 15 wSEXIST. r,_ n FENCE 15 W v1M �' w 10 fir' L`� 1,6 0... -- - it �N - .02 cot ,Li-_- � ' ___ = 6 3D 1 ] 10 LL .- 1;6 o ^ 02 0.02 �N o^ - ..; 2 4 39 0 l BFO OF ' •UFO INM ENG IN 0F0•8F0 HFO 0 36" DIP 18" FIN PIPE SAN 0 36" DIP 18" FI=1 PIPE SAN -5 57+00.00 -5 58+00.00 -10 -10 48" SAN. INT. 48" 5AN_ INT. 91-0 MONUMENT SURVEY FEDER-L LINE HVVY. r MGNOMENT SURVEY FEDER-L LINE HWY. 25 17— 25 i 20 R/W LINES R/'V LINE 20 RAW LINE —a. ,R/ 1 LINE 15 w �N SEXIST. FE1LE 15 o [in �a ry ha-- EELS)" FENCE 10 , 7 10 LL� .02 D2 r� 18 5 RF0 BFD v14 &`U sFD 5 BFo BFOo l vlm .1FO eFo 0 361DIP 18" FIN PIPE SAIe' 0 36"DI,P 18" `IN PIPE SAN -5 56+50.00 -5 57+50.00 -10 -10 48" SAN. INT. 48" SAN. INT. SCALE 1" = 10' 1" = 5' HORIZONTAL VERTICAL FEDERAL HWY.I 50 50 40 30 20 10 0 10 20 30 40 50 60 60 50 40 30 20 10 10 20 30 40 50 60 nalnMl-onDe �� /r�`OM all NE 42ND STREET ROADWAY 28 CROSS SECTIONS oa., �ti,r� ,eso FROJE,KO. o.. .,r. �,.. .u. 25 r lE MONUMENT SURVEY FEDERAL LINE Hwv. 25 r MONUMENT SURVEY FEDERAL L1NE Hwv. ° ' ° 20 R710 LINE --I.. 1-6 4--R7'v LIE 20 R7w LINES P/ R/ 1 LINE 15 w w 15 B. Ex ST. FENIE 60+75.00 14 58 0 1010 ___ 'Vs 0.02 0.02 0.02 2.3 _ 1 l eFU O Ivui BFU 'BFO SO o 0-1 36" DIP FIN 18"PIPE �. SAN -5 59+00.00 20 F& MONUMENT SURVEY FEDERAL LINE HUY. -10 15 R/W LINES w w / ...2_R/ 1 LINE 48" S41V. INT. ''^Po po 1P' o= r.02 LL3_ '.� _ _-°Nu°�1 -- 23 0 5 EEO _ EFo 60+00.00 0 18" PIPE 5AN 25 -4--5 MONUMENT SURVEY FEDERAL LINE HINY. -4--5 MONUMENT SURVEY FEDERAL 1NE Hwv. 20 R7w LINES R7w LINE 41 w N u RAT LINES w -4--.4/ / LINE 0 H LL^ ter^ �_ 02 0.02 if'_ �� - - 4 ., 47 7 70 - -- T 16 --_— �a 'i _ o �^ O 0.02 _ _ 002 • , 0 '°t EFO•BFV r 203 27 SI 2 5 - -a- --- -- ------ 5 BE 0 2.1 6Fb 24 •BFO BFU IVM 5 „FU• Vl I'A "E•eF; •eFU 0 36" DIP 18" FIN PIPE SAN 0 36" DIP FIN 18" NINE N -5 58+50.00 -5 59+50.00 -10 -10 48" 54fI BIT. 48" SAN. INT. SCALE = 10' = 5' HORIZONTAL /ERTICAL FEDERAL HWY.1 50 50 40 30 20 10 0 10 20 30 40 50 0 60 50 40 30 20 10 10 20 30 40 50 60 nalnMl-onDe �� /r�OM `..a�� T. NE 42ND STREET ROADWAY Zy" CROSS SECTIONS oa. .1J.... KO TRAFFIC CONTROL GENERAL MOTES DA OT ,609 S C D BRIDGE cDN,r.cTIDN, AHD THE MANUAL DESIGN UNIFORM TRAFFIC CONTROL DEVICES AS MINIMUM CRITERIA. SERIES THE CONTRACTORS MAINTENANCE OF TRAFFIC PLANS SHALL HE SUBMITTED TO THE ENGINEER FOR REVIEW AND APPHOVAL PRIOR 10 SIP. D'ONSI IHS PLANS SH,L DS SIGNSU ANU SSA., SY A PHOPLSSIONAL ENGINEER REGISTERED IN THF STATF OF FIORD,. ,Y,RNS_ --UDR SEA, HDDR� LN OPEN THE CLLD3ED �KE ; ST,L 3DEH TIME THAT THE TRUFFiC FL�N HAS THE TRAFFIC AND TRAVEL WAYS SHALL HOT BE ALTERED BY THE CONTRACTOR TO CREATE A VORK .0HE UNTIL ALL LABOR AND MATERIAL ARE AVAILABLE FOR THE CONSTRUCTION IN THAT AREA. 9 LANE TRAFFIC IS PERMITTEDRE SHALL FROM MONDAYCCUR ONLY FRIDAY ,ING 9 AM. ANDHOU4 6 PM_ OR ON WEEKENDS uNoHOLIDAYSINTERRUPT„ N TO NS ILL TYPICALLY BE RED , EACH OF THE ROADWAY TRAFFIC DESIGN STANDARDS. RR = MAINTENANCE OF TRAFFIC SHALL RE INCLUDED IN THE PAY ITEM .u_,I, MAINTENANCE , TRAFFIC. D THESE EIGNE SHALL SE RESTURED THEM ORIGIN, POSITION. COET OF TEMPURA.. RELOC. STING AND RESTURfNG THE Sr GNS SHALL BE INCLUDED IN PAY fTEM 102-IA, MAINTENANCE OF TRAFFIC. THE CO,RACTOR SHALL NOT PROPOSE ANY ALTERNATIVE TRAFFIC CO,ROL PLAN THAT REDWCES THE NUMBER OF TRAVEL LAM, SHOWN ON THE CUNTRACT TR,FIC CUNTRUL PLANE. 17 fl,,,RATI.:M.VuLHIEs4-RAZgr,C,OANIROLT.r DENOTE THE DIRECTION OF TRAFFIC ONLY AND DO NOT REFLECT PAVEMENT 13. CONTRACTOR SHALL DE RESPONSIBLE FOR THE fIMMEMATE REMOVAL OF STORMINATER FROM ROADVDAYS UTILIZED FOR MAINTAIN,. TRAFF. IN A MANNER APPROVED EY THE ENGINEER COST FOR REVO.NG THE WATER SHALL BE INCLUDED IN PAY ITEM 192-IA, MAINTENANCE OF TRAFFIC 19 FOR DROP-OFF, THE CONTRACTOR'S ATTENTION IS DIRECTED TO FDOT STANDARD INDEX NO. DM SHEET 8 OF 12 THE CONTRACTOR SHALL USE SHOULDER TREATMEI.IT DETAIL INNEN NO BARRIERS .E REQUIRED IN THE PLANS TVEL iHF S,GRG FOR UNEVEN PAVEMENT SHALL BE INSTALLED FOR THE DUr,ON OF THE COND, UON `DRANDIT-A5 ExlST, p, ,Nxa TR. FF., AREAS. COST. OF,REMODAL TANGENT SECTION BEYOND E,H END OF THESE CROSSOVERS OR TRANSITf ON AREAS. COST OF IHrs D9D-ORARY RFTIS SHALL BE INCLUDED IN P, ITEM 19.2-2, MAINTENANCE OF TR.., e S fxPMT 5ALL ITEM 102-2A, MAINTD9ANCE OF TRAFFIC. 25. CONTRACTOR SHALL NOTIFY MIAMI-D.ADE COUNTY TRAFFIC SIGNS AND SIGNALS DJ -VISION LOC,ED , 7109 NW 36 EXISTING„TRAFTSC SIGNAL SYSTEM. THE CONTRACTOR SHALL BE INCLUDED IN FAY ITEM 192-1A, MARTEHANCE OF TRAFFIC INCLUDED IN PAY ITEM 109-IA, MAINTENANCE OF TRAFFIC LDNFRDCI,DN X1L;MOF, INF,A�� LR ORS,x���swI,HMg7,IA,4 NANDDNE END AD.CENT INTERSECTIONS SHALL NOT BE CONSTRUCTED SIMULTANEOUSLY UNLESS DIRECTED BY THE ENGINEER FOR EVERY BLOCK, CONSTRUCTION OF DRAINAGE AND SIDEWALK SHOULD. BE CONCURRENT MTH ROADWAY CONSTRUCTION ,,I.,LG,„0„,,MD:ODANTE„,„9,,E9,1-2L,.0,1,T2RAFD.1,9,O4.,,A,Nsy„,,,,,D,191,ECTION. ALL MATERIAL. WORK, INCLUDING IT= REMOVAL. SH,L BE 3 PAVED TEMPORARYT NN ECEIONS SHALL' BEPROVfDED Ar INTEERSEDTIODS`AS DIRECTED BYWTHEENGINEER.REQUIRED 30 TRAFFIC SHALL BE MAINTAINED ON A PAVED, DUST -FREE SURF,E AT ALL TIMES. 35. -,p.,,H,V,-,ONTRACTOR MUST MAINTAIN TWO LANES OF TRAFFIC AT ALL TIDIES. ALL LANES TOSE A DIMIDIUM OF 10 TT. f1,1 37 CONTRACTOR SHALL BE RESPONSIBLE FOR PIAIMTAINING ROADWAY LIGHTING ILLUDIMATf ON LEVELS DURING CONSTRUCTION. THE CUNTRDLTUR SHALL MAINTAIN EXIST,. LIGHTING OR SUPPLY TEMPORARY LfGHTING.UNTIL THE PROPOSED SYSTEM IS IN OPERAT.N. THE CONTRACTOR SHALL SUBMIT A COMPLETE PROPOSED METHOD OF MAINTAINING .G.H.NG FOR APPROV, BY COUN. ENGSNEER PRIOR TO BEGINNING WORK REFER TO R04-9.91-- LIGHTING FLANS AND OTHER AP,ICABLE DRAWINGS FOR INFORMATION ON EXISTING AND PROPOSED ROADIN, LIGHTING' AND DETAIL CUNETRUCTfUN. 'AY P.ViT OT THE SYSTEM IS OWNED BY COD...J/1TE CLOSELY WITH 38 CONTRAC.TDD SHELL BE,RESPONSIBLE TO PROVIDE EROSION CONTROL IDEASDRES TO PREVENT CLOG OF P,ROPOSDD EROSION CONTROL IIDD SERIES,. N coNrrsAcrorz SHALL PROVIDE THE NECESS.Y TEMPORARY DRAINAGE , APPROVED er THE ENGINEER 9LL COSTS SHALL BE INCLUDED IN THE PAY ITEM 102-IA, MAINTENANCE OF TRAFFIC nl‘NE gir FLUSH _TH S nI ^ PA E HARRIER WALL DR APPROVED HANDRAIL COST SHALL SE INCLUDED IN THE PAY ITEM 33P-2, TEMPORARY VVIIALT. THE PROJECT LIMITS THE TRAVEL P^TII SHALL. BE A MINIMUM 0 FT. DUDE WITH A EMOUTH SURFSCE TII^T fE HOT S.CK AND fT SHOULD BE RAMPEDAS NECESSARY TOR CONTINUfTV COST SHALL BE fIDCLUDED IN THE PAY ITEM START OF ANY IVORK fr., AFFECTING THE E.STING VEHICULAR AND PEDESTRf AN TRAFT,. VI, INSTALLATION, OPERATION, AND REMOVAL TO BE INCLUDED IN THE PAY fTEM10.2-1A, MAII,ITENANCE OF TRAFF. 43. THE CONTRACTOR MUST PROVIDE FLASHING ARROW BOARD FOR ANY LANE THAT IS CLOSED OR DIVERTED. MIAMI-DADE AECOM NE 42ND STREET MAINTENANCE OF TRAFFIC GENERAL NOTES 30 a.\iransportationVgarni-Dade Cou,AN,2nd s Veoa_eno_cs\NE2nd trolopAiCTYROOILGN - PHASE I: A ROAMV, FRO115, 56+80 PJ Ti ST, sb+2, U TH,FFIC CLIP-NUL JE,CE, HE,INED SEE FD, MOE., 415 ,,,C7 roo 11,RE DETAlLS LV,,HACIOR PHUVIL, ,E ,Ire Y.4,1,111 ELEI C,,E, ,^1,1,6 CR RES.,,,M6 EFF,RTS T,PT HOTCRISTS TP"P'FF1P A'LTI;",,171g. 7R4[1: WEDGE DETAIL R/I11 LINE SLARVEY N FEDER4L ,7116 RAY LINE R/IIV VARIES (3017' MIN) R/11 VARIES (4115' N4TURAL GROUND CONST. TEMP. PAVEMENT EXIST. 36'. HO 2 5' 3.5's 10 6' CONC.. BARRIER IIVALL TYPE K EX 1ST 43'' INT. TYPICAL SECTION N. FEDERAL HWY. PHASE I STA. 50+60.00 TO STA. 60+75.00 6' S11102 015' 0 02 EXIST. FENCE EXIST. CONC 61,11K. ,TO REMAIN ACTIVE MIAMI-DADE '"''''v"."'I."" IIIIIII AECOM V,13H i= NE 42ND STREET MAINTENANCE OF TRAFFIC PLAN 31 10:a '7. AVI PHASE II: PHASE Ill: NOTE WEDGE DETAIL NATURAL GROUND NTU 7AL GROUND EXlsr. 36" Flil R/kV LINE R/IN VARIES R/kV LINE (30.I7NIB.) 1' 6 SURVEY N. FEDERAL MIVY. RAY LINE R/IIV VARIES 001.15' WORK ZONE TYPICAL SECTION N. FEDERAL HWY. PHASE I/ STA. 56+60.00 TO STA. 60+66.34 - 6 SURVEY N. FEDERAL HIVY. R/IIV LINE ROW VARIES (30. I7' MIN.) R/W VARIES (41.15' MIND VIORK ZONE rff4 A & r , A Al 1 t A A ovi EXIST. 36" F TON C. BARRIER PALL TYPE K TYPICAL SECTION N. FEDERAL HWY. PHASE III STA. 50+60.00 TO STA. 60+66.34 7.5' EXIST. FENCE CONST. CONC. 51/VK_ SVV K 0.15' 0.02 EXIST. FENCE CONST. CONC. SINK. MIAMI-DADE AECOM 131, NE 42ND STREET MAINTENANCE OF TRAFFIC PLAN 32 a.\iransportationVgarni-Dade Cou,AN,2nd s Veoa_eno_cs\NE2nd trolopAiCTYROOILGN - PHASE IV: A CONSTRUCT FR, CT f COUR, ,111F7 SEF,PME SEE ED, 111D, tit, MERE DETAIL, N,TURAL GROUND ELEI T1, 6,4 .1,6E L'S USE, CR RE,R, EFF,RTS T,PT 14,64/STS TP"P'FFT' 4'1'7 g",'1712. 7RALFL' Y;FE,'CT1MFT V7-1;FrTV; F WEDGE DETAIL 4 16 LINE WIN VARIES (30 17' PIN ) EUST 36'. HU /@ 5URVEY N FEDERAL HIVY 10-4 VARIES 37.5' - 45 5' VARIES (41.15' LINE -\ L __J TYPICAL SECTION N. FEDERAL HWY. PHASE IV STA. 50+60.00 TO STA. 60+66.34 51/VK 0.15' 0 02 EYIST FENCE CONST CONC SINK. MIAMI-DADE '"I'I.v"."".I."" EEO AECOM NE 42ND STREET MAINTENANCE OF TRAFFIC PLAN 33 10:2tl '7 .1 SINNALIZAT/ON GENERAL NOTES 4 GOVERNING - - AND BRIDGE consiRucltoN AHD THE Mln'nt DAOC E"U " ,14▪ -gEsyfN,RUCTI-ON SCHEDULE AND FOR THE .41,10UNT OF COORDINATION REOUIRED. THE COSI ',HALL 6 THE CONTRACTOR SHALL BE AWARE THAT EXI-STING UNDERGROUND _AND ABOVEGROUND FACILITIES WITHIN THE BOUNDS Z 0,1 042-512,3 VEI4AxI�NELL NEWe Lu `'"'53""° (35 iECO GAS MH. A.FX HOCH I30 5) S40-011A 9 ALONG AFFIDAVIT) GENERAL ELECTRICAL WORK, ND CERTIFIED 10 CONTRACTOR SHALL COORDINATE WITH THE ENGINEER TO NOTIFY MIAMI-DADE COUNTY TRAFFIC SIGNAL AND SIGNS O , THL E/COIN2LN N:V ''. DAY' PHIDH TD "NY COH'THUDTION THAT INTERFERES NITH THE NDRMet OPERATION SIGNS DIVIEION. CONTACT SHOULD ISE MADE 1,ITH THE TRAFFIC CONTROL CENTER LOCATED AT: MIAMI-DADE COUNTY TRAFFIC SfGNAL AND SIGN LNVISION ATTENTI-ON MR FRANK AIRA PE LLLPHONts41, FLORIDA 3..loe (30, 592-692 MAST ARM POLE CONCRETE FOUNDATI-ON TO PE POURED IN ONE SINGLE POURING WITH ITS TOP AT THE GRADE Al.ID SLOPE THE FINISHED EIDEVVALK FINI-SHED EIDEWALK GRADE WILL BE LAM' OUT AND FORMED IN ORDER TO ACHIEVE THIS F fNAL GRADE SLOPE DISTANCES PI AND P2 FUR ANCHOR BOLTS VVILL BE STRICTLY ENFORCED FOUNDATIONS NOT fN COMPLIANCE WITH THESE REOUIREMENTS 11,, BE COMPLETELY REMOVED AND POURED AGAIN AT THE CONTRACTOR'S EXPENSE 13 PULL BOXES, MAST ARM FOUNDATIONS, AND CONTROLLER FOUNDATIONS SHALL HAVE 4 MINIMA^ OF 4 CLEA,FiANg FROM TIM I HHARS, aArD"STED MALFUNCE (ONES DF TILLLT ICNS ' S LEVEL OF OPERATION WITHIN TWENTY-FOUR (24) HOURS DURING THIS TIME THE CONTRACTOR SHALL PROVIDE, AT HIS EXPENSE. TEMPORARY TRAFFIC CONTROL DEVICES, FLAGMAAI PERSONNEL, AND LAW ENFORCEMENT PERSONNEL , NECESSARY TO MAINTAIN A SAFE AND EFFICIENT FLOW OF TRAFF, AT THE AFFECTED SIGNALIZED IIVTERSECTfOIVS. THfS 1,01ILD INCLIIDE EXCEPTf ON AREAS THAT NEED TO BE ADJUSTED FOR MOT PHASING THE ENGINEER SHALL APPROVE ALL MDl;METIOHS PHI D THEIR EDU'IPIAENT (INCWnlI rOVUNDe1/'eGED LIP2.E7M7Z, AFTER DISASSEMBLY ITITO COMPONENT PARTE, AT A DESIGNATED BY THE MAINTAIN,. AGENCY, TO BE RECEIPTED BY THE RiAST eFMS) SNOV/N U CONTRACTORSTASEKEEPER HIS DESIGNEE CONCRETE SIGNAL ,LES 51-15LL BE DISPOSED EY THE THE EIVGINEER. ALL COST RELATED TO REMOVAL ITEMS SHALL BE INCLUDED UNDER. PAY ITEMS (69D IDD). SAID EQUIPMENT SHALL BE UNLOADED BY THE CONTRACTOR AT: (2i M KLT TRULK PnU SSIST THE INSPELTOR N P'""LLY FX. Mm mu I, THE CONTRACTOR SHALL USE CAUTION WHEN WORI,NG IN OR AROUAID AREAS OF EXISTI-NG LOOP AND LEAD-I-N IN THE VICINITY OF UNDERGROUND UTILITIES THE HAND EXCAVATING PAYMENT SHALL BE INCLUDED ,I THE PRICE OF MAY BE NECESSARY TO EAT'S, SAFETY CODE, OR CLEAR UTILITIES. FINAL SIZE ARM SIZE PE DETERMINED ONCE THE SUPLALL OLD/ I-1"2 ALPPORTING 51RUCTURe' ACCORLISNCE WITH THE FOOT STANDARDS AND THE ELIOT UTILITY ACCOMMODATION MANUAL. PER THE UTILITY ACCOMMODATION MANUAL. THE USE Or EXPANSIOIV ANCHORS IS PROH,Brr ED ON BRIDGES OR OTHER STRUCTURES A, SUPPORTING HARDWARE , To BE 216 ,AINLESS STEEL. 21) CONTRACTOR TO ONLY USE FULL BOXES THAT ARE LISTED ON THE MIAMI-DADE COUNTY PUBLIC MANS AND IV ASTE MANAGEMENT DEPARTMENT OPL 21 ALL CONDUIT SHALL BE 2 INCH 1411,1fILIUM UNLESS OTHERINISE SPECIFIED EACKDOWN DIODES SHALL EE PROVIDED FOR SLL MAIN STREET PROTECTED/PERMISSIVE PHASES, LEFT TURN PHASES AND DUAL ENTRY SHALL BE HARDWIRED POR MINOR STREET PHASES MOT HAVING LEFT TURN PHASES, 25. INTERSECTIONS WITH EXCLUSWE PEDESTRIAN FEATURE, PEDESTRIAN HEADE P2 AND PC SHALL RE WIRED SEPARATELY ERVIN PEDESTRISN HEADS PO FE TO THE CONTROLLER. REQUIREMENTS FOR LOW POI-NT OF CLEARANCE PRIOR TO ORDERII.. MA, ARA., 28. WHEN NO FINAL OVAL!, OFACI-NG ANTICIPATED WITHIN THE PROJECT LIMITS, ALL TRENCHING ANU EXCAVSTION HSTDRSTID�SS THE CD .,Neu. BE RESPONSIBLE FOR THE 29 WHEN F,IAL COMPLETE INSPECTION OF THE PROJECT Df AS BUNT PLAN. IS CONDUCTED, THE CONTRACTOR SHALL FURNISH THE INSPECTOR WITH TWO (I) D'OVIN ALL O'THER BE REPAIRED WITHIN za HOURS. 31 AS SOON , THE CONTRACT , AWARDED, THE CONTRACTOR WILL LAY OUT ARM POLES, REOUEST UTILfTlES LOCATIONS IN THE MAST ARM ,EA, CONTACT THE ENGINEER AND ,O,ITLY DETERMINE THE POLE LOCAT f ON AND THE MAST ARM LENGTH. CONTRACTOR SHALL THEN EUBMIT :HOF DRAWING, LOOIS TO BE REPLACED BETVIEEN 6" AND I, FROM STOP BAR 3.7 ALL LOOPS SHOULD TO BE TYPE "F" MIAMI-DADE AECOM NE 42ND STREET SIGNALIZATION GENERAL NOTES 34 NNE '2 AM re \ ,nsportotion Dade CountANf 42nd SI \ KCI_CAP_GIS Nf 42nd \ signals \ TAMSGOI.D. TABULATION OF SIGNALIZATION QUANTITIES PAL ITEN NJ NE NPR r NIMON UN, SHEET NUMBERS 3I TOTAL TN IS TN NET GRAND TOT, PLAN PLAN FIN, FLAN FINAL PLAT FMAT FLAN FINAL PLAN FINAL PLAN SRL 51, 030-2-13 SUPPLITT, FURNISH & MST ML, .1422 'ND POPE LF 12P 130 ERA 7 I PI 625-2-11 E4 26 6.20-1-122 CONTRACTOR LF 371 371 371 LLL,MLITIL ILLINICL LACCONN,1 LAT, 10,111/ FA PRESTRESSED CONCRETE POLE, FORAISH A. INSTALL, TY PE P-ll SERV!, POLE E4 C4 TOG -I -12 342-21-3 STEEL 12 MT IP12 ,SENR, FURNISH INST SINGLE 'RN AO' 643 AI 15 STFFI OLST TRH 'TIMM, AAP INCT211 F LPIII 701 F4 PON-21-12 STEEL 11AST AIM ASSETF,, MIRMISH AND INSTALL, DOUBLE 21, :CM,' E4 25U-1-1 2 320-1-19 5 SENTION 0TRLIONT, 1 TNY LAM DETECTOR HID. (TINE FFII TO, IL E4 1,1, TY PE L. 22 0,2,1P1 LIL 1,1 ON 1 00111,11 & PL, MP/ HD 370-5-121 TR IFFIC .23,POLLEP MSERIBLI. F., 170 1 PPEENPTICLI PLAN ZOO 3 ,I FA 700-5-21 INTERNAL, ILLUMINATED SICT, FURNISH S. INSTALL OCERHE, 11011, SF E4 1 ALL TR2FFIC SIONNLIZ2T1211 LNLI NORM, 0HALN RE 111 SHA11 RF ITICILIDPO IIITHF COST OF ITER SNP', !FR 2 THE CONTRICTILP SH 'LL BE PESNONSIRLE F&R PriNIDION A MSENRLY IVHEN SPECIFIED 111 THE T PLILYTI, 32 ITPLCINM, 1, 'OPL 1 SHILL LIL CONSIMMI, HOLL341 IC 22,N, LENS, S114, Dr NM, 7 LO, DETECTORS LYNN, RE T11,-CHLINNEL .sr,,I1Tr. TYPE SHELF PODEL I' 'ITN REMY 2,2 CT, POTPI, YER D22., CONTRACTOR SHAI1A', PRO' PUIIIIMPF FOR PEI ,OLITH ThE CONTFAUT, SFTLT 23NT,T FP&L AND PELLSOUTH REPRESENT1TOE PRI, TO INSTALLIINC LONE,IES THEP NNHOLES THE SERPI, SHILL NE &POUT, TO THE NNHOLES FP, THE SIDES AND N&T ThE TUP NLIA OHL L21211112 NAIL12,11 12,2,22 0,11,OLD 101,,,N2 INSTALL SRN', PLI,L IT RP SuL/LL LEA0121/ Tu S,NAL LAJNOLOT MIAMI-DADE0 AECOM V.,212H1,211= NE 42ND STREET SIGNALIZATION SUMMARY OF QUANTITIES 35 PROPOSED SIGNAL HEADS 00 00 I Ii o-I to INTERNALLY ILLUMINATED SIGN PANELS 0 NE 42 ST 1' PHASE I FEDERAL HWY PROPOSED SIGN PANELS r I FL 2 EA TrdRE o HID PLAY: I AS GG,)_2_II,I LF I A ROTE F49-2I 55-2-17 I EA l EA ARIA RE ARIN,== N 0- 15) 40" IlI ORP'9T9IVST6 99 Y8i,LTI PEDESTRIAN HEAD DETAILS LF 1 FA 1 EA SPECIAL 5 0. P. RAIL P.U.P. PHASE 2 PHASE = TF ] IF 2 TF 3 '0 0+0 0+© NOTES: Vu FED 51ANAL FROIJ NORMAL 1 OPERATION — �1vq.• 5 THREE SEAT!, SIFAPL HEAD PA,ITED PALE PEPESTIL CONTROLLER OPERATIONS: (TRACK CLEARANCE) (DWELL) OMR., FIPPLX,I,2Ai TO NORMAL OPERATION DETECTORS FOR LOOPS LUMP I10. OF LOOP IVO, DETECTOR I 75 LF 5EE MUTE FA LF LF ,5-2- -2-I G20-2-II PEAS I SIGNAL 1 EL EL FLOGP AIRE I RLF 55 LF E E4TRICAL VVI RE 1701AflAUN!(Pil01JS I I 711N5 55v mfm- COOTR011 FR ITFIAS I E 4" d R.v..rIIF- 1 E 2AAI1 0' n )IIL2 LF GAY-2-I-2-I Li 3 P,LIIJS ,41TECTRIC AL WIRE . C0I7I701ICPTI0IJS PP, ATST SERVICE POINT ST A. 57,3, I RT) RL SIGNAL -EILST RR RAVI LP, HUMP PEDESTEL P. 56+0500 540-1-12 C25-2-11 ]] LF 2 RUNS 51G\'AI I COIAIAUNICATIONS PROP. FPNL SERVICE POINT EA 50-2-I0I II AS EA LF 1 E I EA I EA PEG SIGNAL POSH- UTTCI eI PED. PULE SE CORNER FEDERAL HWY & NE 42 ST INTERSECTION ID No. XXXX MIAMI-DADE AECOM NE 42ND STREET SIGNALIZATION PLAN 36 Q. TR ALL POUFS ANCHOR BOLT DETAIL CONTRACTOR TO FELD DRILL AS RESER NOM STANDARD FOIE LENGTH STALL HE I1E-6'• HOWEVER R -V 11. E SPECIFIED AND GILL BE INDICATED AS A TYPE TRAFFIC MAST ARM & ORIENTATION DETAIL BASE PLATE AND FOUNDATION DATA POLE SIZE BOLT CIRCLE F S P 1 P 2 ANCHOR BOLT1 6 CONC. FOOTING2 IIA4ffTER LENGTH DIN ET0R'A' DEPTIYB' 3 GA 310' 135' 15' 1B' 22' ID 5/8 ' 23/4 ' 15 1/2 ' 15 5/8 43 2 1/2 ' 23' 5/8 '6 4 1/4 ' 5' 3/4 7' 0• L 3/4 ' 1 3/4 ' 2' 90' 90' 90' 36' 36'• 36 9•-9' IN;15, 0 EA. 13.0' .4 15 1/2 ' 23' S' B' 2' 90' 36' 12'-114 02125X1T 25' 17 1/2 ' 25 3/8 ' 5' 11' 2' 90' 48' 14'-O' 0.3125X10' 26' 18 5/16 '26 3/8 ' S' 11' 2' 90' 48' I4'-0' 0.375X18' 8,4 19 V2 ' 27 3/8 ' 9' O' 2' 90' 48' 17'-O' 0.375X10' 26' 18 5/16 '26 3/8 5' Il' 2' 90' 48' 1P-0' 1. ANCHOR BOLT LENOIR INCLUDES HOOK 2. FOUNDATION TO BE CONCRETE CLASS N - 4000 R.N. MINIMUM STRENGTH M 28 DAYS COUNTY �..---DI TOP OF EACH w.c RELIED SEE ARIA ATTACHMENT" DETATL PUBLIC R111111`I BASE MIST BE SET AT THE RN LITO FACILITATE ADA ANERIGNS DIS1BLLRIES ACT). ' I P. COVER OPPOSITE TRAFFIC METAL MR LOVFA PRIVATE PROPERTY VIRE 1116ET FOR POLE MD HOLE vrtH RUBBER ...ET AL PUSHBUTTON OLE IN EACH POLE VELD A 1/2 ' HEX HEAD BOLT VITH SAE ED THREAD MR GROINDING SOLID CPmtm686 FIER ANCHOR I DATA SEE TYPICAL SEE ROLLS REINFORCING TRAFFIC MAST ARM & ORIENTATION DETAIL OPADE As P 'r' ' 73/ ,e PUBLIC R/ A LEMAN ANCHOR BOLTS CIRCLES AEC WOICIRCLET NG REMERE HOOKED BARS. TIE BARS AT 3' CLEARANC C6) NO.8 HOOKED B SECTION 'A -A" POLE CONGEIT FOUNDATION NT BE POURED N ONE .. POUR AND ACCORONO TO 9.10N No AND 3455 PLASM CONCRETE OF THE FLORIDA LIONEMENT OF TRANSPORTATON TYPICAL STEEL REINFORCING MATERIAL SPECIFICATIONS ° sNALLP.A.. GE STmLPROC.= YGD,.L No„ >z :.�.6, IN CROSS -SECT. COW", CE 9.1 RE [Gw0fl6T .OVER NO OWED MO. STD.. MON Poll VIU. RECOIL PART OF 11. IS 7 PE IEUVATTIN REWORD TT THL Dos CONCRETE FOONATIIIN IS RETARA THE ELEVATION OF DE SURROMING TORML BE ADAISTED 0.02.13-T THE PROPER CLEARANCES OT SHALL BE MGM. HT TAT Noma IN EXCESS OF S-V. SUBJECTER TO LOAD sm.. DDT so ROOM DI ANT A. ATTACH P. TYPE ALL worm THE A,1111 MITEPSON OD, 110 MP ISM,. USIND A03:10..PIPEAS NWT RE DELUDED N. MIAMI-DADE couNn1� MIAMI-DADE COUNTY PUBLIC WORKS DEPT. TRAFFIC ENGINEERING DIVISION TYPICAL POLE AND ARM SIZE REQUIREMENTS DADE COUNTY CLASS NO. UPRIGHT PULE SIZE TYPE BP81GV TYPE 31 RFSER TO IT. B BEL. TYPE III aNE TO IT. RErcER TRAFFIC ARM SIZE 85-2 93-3 3 GA. 5DXD•X'� T GA. 611X 4D40 14, GA. 6tlX 3.73, IV, T GA SPX AMYX 20, 113-11 113-16 W %�ie'K APER Ga15'ti BIKER 3 W. ffi�KTKOi 3G O'2pKER 3 GA BDS DRAW 30•-0. 3 GA. WTI 3327 } 4V-e OD',} 42-8 I }HV ') 6-m T eh7m'X 66E2 224 6M} 3 OA NPR 6A3'X 8-6' 9 GA T20'X MON 25•-Y T GA 9341X 332, 0V 55--p S Ga rB1; ae 707-8 900 40'X 2S•-9• 32-D 56w 3 63. lux imps 190w ND Es L POLE AND NAST O. SIM OPE BASER UPON SIELL DESOMM SPE.- FICATION-1 NONE. IF CMS -SECT. M. TRIN L OR IF STEEL OTHER 35Dm NPSSI IS 70 BE ISM BERME STRENGTH ATiE.T LOUNv PI. SHAPES MIER NANAT BE PROVED ADJUST. WALL THICKNESS FM ULE R Rom Imm6H �mwiN RUST BE PROVIDED TIA.S11K VEANFST POE COOPS-SECTmtll INTENCRANGERINLOT UN BASES NOT BE RANTAINED, IRO ICLT ERNE DINE. Pe MUM KU WOES ail. MST ilEVAPH TIE ME CAST USES ME P PEP. GEM. N-TERNOTE TOES MST PASO OPETVIDE KETAL DIVEM F... APPEARANCE D X;J- 14-23 0 GA T Oa 9m 3B1v} m n} 64-0 33 0.2 1.62 sec34•x,23S-0Y 52 0 0.125 X INC 9S6'X DI, 3 GAY 13307 4.337 313, AND DEL POLE BASE PLATE THICKNESS TABLE DS-1 TNRU DS-20 1 3/4 N DS-21 TMRU DS-25 2 In DS-25 THRU OS-28 2 1/4 In DS-29 TNRU 05-315 e 1/2 In REO TUBE SHOP MELO WITH 5/B HOLE TH. LSE ROLL MS.1E-UP USE IN FELD 5/8 HOLE DRILLED TRU am TIDES DI SNIP CIAPGNE VITH A7® MIS HD GALVANISED TELESCOPIC SPLICE DETAIL FOR ARM LENGTHS OVER 38 FEET HOLES FIN 1 V HEAD BOLTS-. PWLT sImPLEX TYPE CONFECTION 12 LUMINAIRE TYPE 'O INSURE'S TOP DOTI. SIDES FOR ARILS l.E• LARGER SUPPORT S➢ IN TOP OF POLE MAST TYPE ARM ATTACHMENT DETAIL DS 31 ➢.32 05-33 3 SA.N DDPX 470'X 8-C} 7V-0 3 60k 11D27 3627 41,P} 7Y-0 10-35 ate,730 .1. xx6,25,03Ex 3 662 12.56x sums 59-M} BTb MAST ARM VARIABLES ARM DADOEIER of lans TI 1 1/4 OF BOLTS 19' E 1719/1949I16 1506I9 IAMB 5/0 00NU ,/4 23/4 13/162 7/0 NOTE P1 UN1109000 PRE M INCHES 6 1 L4 5/B 2 3/4 2VP 5a2 22 7A 2134131 2 10 ITEM CN DENOTES 2 PIECE ARIA CSEE TELESCOPIC SPLICE ➢ETAII.). 0D FOR TAPER REFER TO NO. 2l 1N TIE MATERIAL SPECIFICATIONS EY THIS STANDARD 10 0LE2 TO ARM LE OF MORALS ma.ALS As ma. THIS DROVING WHEN THESE ITEMS DIFFER FROM THE STANDARD, BO THE STRUCTURE coNsISTS OF TORE THAN ONE ARM, PLANS AND CALCULATIONS FOR THE MAST ARM STRUCTURE SHALL T AND CALCULATI0N5 SHALL BESIGNED AID SEALED BY PROFESSIONAL ENGINEER REGISTERED M THE STATE OF FLORDA 01 OF THE OUTIENR➢ S�URER SHALL ADJUST THE E AR ECTIIM OF THE 8 PECE ARE. OBTAIN THE PROPER OVERLAP DP 13'-SP. Q) FOR POLES 05-29 AND LARGER, THE POLE NANuFAcTURER MAY MOVE THE LOCATOR OF T TELESCOPIC MAST ARM JOINT BY 6UM) 2 ft ONSI N DDiECTINS DS-16 TNRU DS-O MAY HAVE A I -PIECE MAST ARIA, THE BOUND SECTION MAY BE 26 Pt FOR DS-16 TMROWX DS-I9 AND DS-26. COP <61 MIAMI-DADE AECOM NE 42ND STREET STEEL MAST ARM DETAIL 37 FEEDER LINE F.P.L. POLE CABLE, PVC U-GUARD AND BOOT BY F.P.L. GRADE (TYPJ TRANSFORMER ISOLATED NEUTRAL 10ETER SOCKET DETAIL GROUND LUG 60 AMPS 120/240 V W/ S.N. ELECTRICAL SERVICE DISCONNECT SNATCH HEAVY DUTY 1N NEIGH 4X ENCLOSURE (STAINLESS STEEL) VV/ 40 AMPS FUSE RATED FOR SERVICE ENTRANCE WITH LABEL FACTORY INSTALLED I#6 AWG INSULATED STRANDED COPPER GROUND WIRE IN 3/4" RIGID GALVANIZED STEEL CONDUIT AT TOP OF POLE GROUNDING PIG TAIL MUST BE DETACHED METER SOCKET (BY CONTRACTOR) MUST BE ALUMINUM, FPL CATEGORY 3/3a, ISOLATED NEUTRAL LANDIS & GYR./TALON 41405-025F OR APPROVED EQUAL PER MIAMI-DADE COUNTY REQUIREMENT. METER BY UTILITY COMPANY TO DISCONNECT SWITCH FROM UTILITY EXIST. BARE WIRE #6 INHERENT TO THE POLE - PROVIDE 2 FEET OF COILED TERMINATION OF CONDUCTOR SERVICE ATTACHMENT BY F.P.L. 2#6 IN 2" CONDUIT PVC SCHEDULE 40 TERMINATE CONDUIT WITH INSULATED GROUNDING BUSHING WITH SOLDERLESS LUG SERVICE WIRE ENTRANCE -SERVICE WIRE CONDUIT ON OPPOSITE SIDE OF ON -COMING TRAFFIC CONDUIT CLAMP (TYP) AT BOTTOM THE GRD. (PIG TAIL) TO BE CONNECTED TO THE GROUND ROD 2#6 IN 1-1/2" RIGID GALVANIZED STEEL CONDUIT PULL BOX (24" X 18" X 12") COVER MARKED "ELEC 36" ANN. PULL BOX (24" X 18" X 12') COVER HARKED 'TRAFFIC SIGNAL" 4" MINIMUM CLEARANCE FROM JOINTS 111111 AND EDGES OF SIDEWALK TRIC' 3 WARNING TAPE Ik 12" BED OF PEAROCK OR CRUSHED STONE FOR DRAINAGE(TYP) 5/8" DIA. X 40'-0" GRD. ROD 1#6 GRD. IN 2" PVC CONDUIT n 16' 0" MIN BOND BUSHING TO METER EASE GROUND WIRE BOND BUSHING TO METER BASE ELECTRICAL SERVICE WIRE ENTRANCE LINE SIDE SERVICE WIRE CONDUIT ON OPPOSITE SIDE OF ON -COMING TRAFFIC PRESTRESSED CONCRETE POLE, TYPE P-IT 16' LONG ELECTRICAL SERVICE WIRE ENTRANCE LINE SIDE LIGHTNING PROTECTOR TERMINATE CONDUIT WITH INSULATED GROUNDING BUSHING WITH SOLDERLE55 LUG SERVICE DISCONNECT TO BE ORIENTED ON CONCRETE \._ POLE SO ITS FACING THE SIDEWALK. METER TO BE ORIENTED ON SIDE OF CONCRETE POLE SO WHEN .READING IT YOU ARE FACING ON -COMING TRAFFIC LIGHTNING PROTECTOR 1 -1/2" L[QUIDTIGHT FLEXIBLE METAL CONDUIT CONDUIT CLAMP (TYPJ 2#6 IN 1-1/2" RIGID GALVANIZED STEEL CONDUIT SIDEWALK SIDE PULL BOX (24" X 18" X 12') COVER MARKED "TRAFFIC SIGNAL" 4" MINIMUM CLEARANCE FROM JOINTS AND EDGES OF SIDEWALK 1" PVC CONDUIT PULL BOX (24" X 18" X 12") COVER MARKED "TRAFFIC SIGNAL" 4" I'41NIMUM CLEARANCE FROM JOINTS AND EDGES OF SIDEWALK —CONCRETE PAD (TYPJ 2#6 & 1#6 GRD. IN 2" PVC CONDUIT 5/8" DIA. X 40'-0" GRD. ROD TRANSITION FITTING FROM RIGID STEEL TO PVC AFTER 90` RIGID STEEL ELBOW SERVICE POINT DETAIL Do Tao LOAD SIDE 1 1 /2" SERVICE DISCONNECT PANEL DETAIL FRONT VIEW TELCO DOOR CONTROLLER CABINET CONNECT GROUND WIRE TO THE GROUND BUS 5- Lo CONCRETE SLAB STRAIN RELIEF FITTING 5/8" DIA. X 40'-0" GRD. ROD MIAMI-DADE AECOM NE 42ND STREET ELECTRICAL POWER/ SERVICE DETAIL-EXHIBITOS 36 0 O O 0 Threaded Connection with Aluminum Base Collor (No welding allowed) rRRR reg% 1 Weathertight Cop 3 Head Signol See Signolization Plans for Location and Orientation. Bockplete 4.0"0 (Nominal) (4.5" O.D.) Schedule 80 (0.337" Thick) Aluminum Pipe Frangible Transformer Base per Specifications section 646 and Anchor Bolts to be Installed per Manufacturer's Recommendations SIDE VIEW Pull Box Cover marked "Traffic Signal" Concrete Slab r(See Plan) iaFW9WP.. ��v".RR.,4t Grounding Rod Shaft Foundation (Reinforcing not shown for clarity) Diameter PEDESTAL TRAFFIC SIGNAL 8 #7 Bars Equally Spaced 4 - Equally Spaced Anchor Bolts SECTION A -A 2'-6" Diameter Bolt Circle VIEW B-B Anchor Bolts supplied by Pedestal Box Manufacturer. Instollper Manufacturer's recommendations. 1" Chamfer CYLINDRICAL FOUNDATION 2" PVC Conduit PVC Coupler Class I Concrete and ASTM A615 Grade 60 Reinforcing Steel (may be Precast or Cast -In -Place) NOTES, 1. Design Wind Speed, 160 MPH Based on Volume 3 of 2017 FDOT Structures Manual (LRFD Design Methodology) 2. Foundation Design based on Standard Perforation Test (SPT). Soil values used, Classification= Cohesionless (Fine Sand) Friction Angle= 30 Degrees (30°) Unit Weight= 50 lbs. / cu. (t. (assumed saturated) If peat or organics are encountered during the drilled shaft construction the embedment length of the foundation shall be increased by the thickness of the peat or organic layer. 3. Attachment of the traffic signals to aluminum pole shall be o mounting bracket 1-Way upper and lower arm assembly with 10" nipples and large pole hub p/otes. Shop drawings for mounting bracket sho/l be submitted for review and approval. At On project where sight distance may be limited, on upright height between 8 feet and 12 feet may be used as per MUTCD Section 4D.15 PAY ITEM NOTES, 1. Traffic signal and mounting bracket shall be included in Pay Item 650-1-14 (Vehicular Traffic Signal, Furnish and Install, 3 Section 1 Way). All other costs associated with the Pedestal Traffic Signal to be included in Pay Item 646-1-11 (Aluminum Signals Pole, Furnish and Install, Pedestal). 1/2" Exp. Jt. (Sealed) Pull Box Hr ii ■ • 3'-1%2" 3'-1/2" CONCRETE SLAB PLAN Slab Reinforcement, WWF 4x4 Y W4.0xW4.0 Side Cover = 2" THREE (3) SIGNAL HEADS SHAFT' FOUNDATION MIAMI-DADE AECOM NE 42ND STREET PEDESTAL TRAFFIC SIGNAL DETAILS 39 SUMMARY OF QUANTITIES PAY ITEM NO. DESCRIPTION UNIT SKEET NUR 4ERS 34 TOTAL THIS SHEET GRAND TOTAL PLAIT FINAL PLAN FIVIL PLAN FIN/IL PLAN FINAL FINAL PLAN FINAL FLAN FINAL AN P/RKIIIEI AN AE -I (SETUP GIIE4D1 RELOCATE EUSTING SIGNS MINGLE MST' 20 IA 13KF3 P NFI/FAM RFTRO-KEPI FCTII F (4VH (iF / RFRI iE)(ARRUN5) E)fINE554u EI 331E11IE3T Ii ESSASE (PAIGTI FOR EIKE LLGIE 711111,1 1071 MTA 2703 LF suLf, .722-21-1.25 71,-11-224 C GEL,IIN Ii'lLID1 THERIGGP,STfC GEL,171 ISSLIDI 139, 25,2 2932 MOTES SPECIFIED. BEFORE STARTING THE PROJECT. THE CONTRACTOR WILL REVIEW EXISTING SlIGNS SHOWN Of.1 THE FLAN= TO BE BEFOREgCONSTRILIFSTEPX.LE,CNS' Dlr.,. BY' 'THE - CONTRACTOR'S OPERATIONS WILL BE REPLACED AT ,N2,1 ECOST SPECIFIGATION REQUIREMENTS, ThE COST OF A MEW POLE WILL BE INCLUDED IM THE RELOCATION 8,7 ITEM. 'I Eg Or.01 C n�NU T'NERIVTSE N'Se L.D s.uNn me .7' SIGN ASSEMBLY LOCATION= :HOMAN ON PLANS NAME, ARE IN RAMPS, ETC. MAY BE ADJUSTED SLI-GHTLY AS DIRECTED BY THE ENGINEER EXTREME LOCATION CHANGES All/ST BE APPROVED BY B. THE CONTRACTOR SHALL RELOCATE ALL FY/STING POST MOUNTED STREET NAME AND STOP SGGNS TO 4 VISIBLE AREA UNDISTURBED BY THE CONSTRUCTION SO AS TO MINIIMIZE 4TTACM1FD AT THF TOP OF THE NFIV STOP SIGNS ON MINOR SIDE STREETS AT THE END OF CONSTRUCTION 9 t (STOP AH Anl PNT I AL(SfGNAINP SIDE STREETS ACCORDING TO STANDARDS AS DIRECTED BY THE 10 EXTRUDED AI UMINUM SIGN SUPPORT ARE ITT ACCEPTABLE ALL RELOCATED SIGNS MUST GOM_PL1: DESIGN STANDARD= IF THEY WERE NEW Mr HA L BETDELIVERED BY SCHO CROSSING SfGMAGE AND _SCHOOL EPEE, OAIE 12 (FLUORESCTENTOYELLOWGREEN BACKGRODNos)FN ARKS13 REFLECTIVE PAVEMENT MARKERS , PER MOT STANDARD MIAMI-DADE AECOM NE 42ND STREET SIGNING & PAVEMENT MARKINGS SUMMARY OF QUANTITIES 40 GNAGAIN RERT 213311312 223, '33 2112 52" 21 , — 7Cr: so,91,2 1 , (721P2 (ETV V3bT, E,IST RE3t.'3 ,3/IN _. I I t „ , ,irTo; *• 44_JL „333u 225 1275- .3:ELLCLI , 5133,F13- 22" IN 1 ITE ,f313 RDIVI 3/11 I IP,- k'T7 2 22.1211 \ ,13:13 RDIVI 13/IP 131,- \ * F-',74,71i7„r n."4 ,.•• • E4TFI RN.I3I2F"- '13"1.2 1'12r1If E . MIAMI-DADE rnr, '1 • 2 -2,31ST Sf 611 E.. 22,22 212 221222,21 AlKk: ON 21 61 IR, 22121. R/42 2152- RIR III ET2 222, 1 45 -1'7213E RrEM.E21 3I,V, 22112 STREET -ESC, RR R/111 212E 5L,1 FEIST RR R NE 42ND 42ND STREET 112, 22111, q3L 333,31111, 1,, 121111111 H21,522 EV31347:2'2 , SIGNING AND PAVEMENT MARKING PLANS 4 / ,33[3.331 EEL 544444 EWER El2R- 2-44 EXIST RR R/IP A1ERE fRry +23 LIRE -F,57 RR R/1,, et no 'k.Z�`54.,,r \i ry Sort rr 5254 r_ MIAMI-DADE AECOM NE 42ND STREET SIGNING AND PAVEMENT MARKING PLANS 42 10, 0 —E IE T FR R IV LINE FEDERAL 1.0/11,._ 5 // „ST R LINE IC, 111111111:111 r-'7777, I I I-I-1 I I I-I-1 I I I I 2 I Fir; F L4.-Ir I 5,5<5115S 60-75 CO o-A-••••-• 0 NE 42ND STREET 55552,1, 10:3, 1,111HL 55,,51111, IV,RK WIMP: H/ILR,LI 37,5, 66, SIGNING AND PAVEMENT MARKING PLANS 43 POLE DATA POLE NO. STATION/OFFSET DIST. OR ARM (FT) LUMINAIRE WATTAGE M.H. (FT) POLE SET BACK AND NOTES FINAL LI-1 N/A 6 133 22 EXISTING FP&L POLE TO REMAIN (RETROFIT LUMINAIRE) LI-2 STA 51+16 / 22' LT 6 133 22 NEW POLE (FURNISHED & IN5T4LLED BY FP&L) LI-3 N/9 6 133 22 RELOCATED FP&L POLE (RETROFIT LUMINAIRE) LI-4 STA 53+85 / 24' LT 6 133 22 NEW POLE (FURNISHED & INSTALLED BY FP&L) LI-5 N/A 6 133 22 RELOCATED FP&L POLE (RETROFIT LUMINAIRE) LI-6 STA 56+04 / 28' LT 6 133 22 NEW POLE (FURNISHED & INSTALLED 8Y FP&L) LI-7 STA 56+97 / 29' LT 6 133 22 NEW POLE (FURNISHED & INSTALLED 8Y FP&L) LI-8 N/A 6 133 22 RELOCATED FP&L POLE (RETROFIT LUMINAIRE) LI-9 STA 58+82 / 27' LT 6 133 22 NEW POLE (FURNISHED & INSTALLED BY FP&L) LI-10 STA 59+98 / 27' LT 6 133 22 NEW POLE (FURNISHED & INSTALLED BY FP&L) LI-11 N/A 6 133 22 EXISTING FP&L POLE TO REMAIN (RETROFIT LUMINAIRE) LI-12 N/9 6 133 22 EXISTING FP&L POLE TO REMAIN (RETROFIT LUMINAIRE) LI-13 N/A 6 133 22 EXISTING FP&L POLE TO REMAIN (RETROFIT LUMINAIRE) LEGEND SYMBOLS DESCRIPTION EXISTINGRETROFIT AEXISTING OR RELOCATED FPS, POLE WITH LED LUMINAIRE DESIGNED FOR 1o592 LUMENS I133 0V4TT5)IV DISTRIBUTION, 4000K CCT 7 PIN PHOTO CONTROL RECEPTACLE WITH CAP, AND WIRED FOR 400 V PHOTOCELL REQUIRED USE AUTOBAHN SERIES ATe2G OPERATION (ATB240HLEOEIO XXXXX R4 5K.1es) LUMENSNEIV LIGHT POLE COMPLETE IIITH LED LUMINAIRE DESIGNED FOR .592 (133 WATTS), DISTRIBUTION,TYPE Iv FOR 430 V OPERATION P OTOCELL LRECEPTACLE WITH 2G JP, PAIDNREQUTO IRED USE AUTOBAHN SERIES ATR TIT6240 LED H iee) OVERHEAD CONNECTION To GRID Tv BE DONE BY FP. 1- 2" Schedule 40 PVC PROVIDED 8Y FP6L AND TO BE INSTALLED HY CONTRACTORLIGHTING PULL BOX PROVIDED BY FPS, AND TO RE INSTALLED BY CONTRACTOR LIGHTING DESIGN CRITERIA I. AVERAGE INITIAL ILLUMINATION = IFFC 2. UNIFORMITY RATIO (30:1 TO 4.31) = 4 t 3. MAXIMUM TO MINIMUM RATION (LESS THAN 10:1) = 101 4. DESIGNED POLE SPACING = VARIES 5. LIGHT SOURCE = LE0 (AUTOBAHN AT82) 6. WIND SPEED = 16O MPH GENERAL NOTES 1. Y SHALL PROVIDE INCOMING SERVICE AT LOCATION SPECIFIED IN ACCORDAN R1 PW ACCORDANCE WITH PLANS- THE DATE REQUIRED FOR MCC..." THE SERVICE TO BE COMPLETED MUST e COORDINATED BY THE CONTRACTOR WITH THE POWER COMPANY AT THE PRE -CONSTRUCTION MEETING. e. CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING AND AVOIDING STRUCTURAL CONFLICTS IN COOPERATION IIITH THE UTILITY COMPANY(S) (S�nmERGROumD AND 3- ATIDNING M D)USTED AS DIRECTED TO AVOID UTILITY OR STRUCTURAL CONFLICTS NUT IN DIC ATED IN THE PLANS 4. K (sues D ON) s ACED IN FULL AND 5. CONTRACTOR MUST MAINTAIN THE EXISTING LIGHTING SYSTEM IN OPERATION OR SUPPLY A TEMPORARY ONE UNTIL THE LIGHTING SYSTEM CAI) BE ACTIVATED IF THE EXISTING SPECIAL) PROVISIONS. SECSYSTEM IS OWNED BY F P SECTION 715 ALL COe, SEE ST ROADWAYDOT SPECIFICATION FOR LIGHTING OSTSHALL INCLUDED IN THE IGHTING PAY ITEMS (715 SERIES). 6 ALL MATERIAL, UNLESS OTHERWISE SPECIFIED SHALL BE UNDERWRITERS LABORATORY APPROVED P ACCORDANCE WITH BRACKET nLUCAL DESIGNAND SFORMER CRITERIA USING HALL BE THE TH ALUMINUM OVATIUNS FOUND AND DESIGNED IN THE PAST, RAFFI PUBLICATION "STANDARD SPECIFICATIONS FOR HV V- SIGNS, LUMINAIRES, AND TRAFFIC SIGNALS," CURRENT ED RIUN. (TO SE PROVIDED BY FP6 U. B. LACE A PERMANENT TAG ON THE LUMINAIRE HOUSING ON IIHICH IS IMPRINTED THE FOLLOWING INFORMATION. 84 LAMP SHOWN ON SETTING (POSITION IN RE),ES, LIGHT DISTRIBUTION V NH T IN THE POSITION SPECIFIED INPUT VOLTAGE AND POWER FAcDRLUMINAIRE PHOTOMETRIC SUBMITTALS REDurREo 9. GROUND RODS SHP, HAVE A RESISTANCE TO GROUND NOT TO EXCEED 25 OHMS. WHERE THE RESISTANCE IS NOT AS LOW 45 25 OHMS, TWO OR MORE GROUND RODS CONNECTED IN PARALLEL SHALL BE USED. (TO BE DONE BY FFHL). 10. CONTRACTOR MUST CONTACT BELLSOUTH, FPRL, AND OTHER UTILITY COMPANIES PRIOR TO THE COMMENCEMENT OF CONSTRUCTION AND RILIST NOTIFY ENGINEER AND MIAMI-DADE COUNTY IF FIELD CONDITIONS DIFFER FROM CONDITIONS LOCATED ON THESE DRAIIINGS 11 IN ACCORDANCE WITH DE (NEC) OR WI, THE MIAMI-DADE COUNTY STANDARDS, T E CONTRACTOR !MUST IDENTIFY ALL CIRCUITS AND EQUIPMENT INCLUDING THE PROPOSED LIGHT POLE ASSEMBLIES TIF 2 E.C. (LATEST F RI REENTS) THE NATIONALELECTRICALLIV SAFETY CODE AND MIAMI-DADE COUNTY STANDARDS 13. USE PVCSCHEDULE 40 CONDUIT THROUGHOUT THE ENTIRE GROUND SYSTEM, A STREET CROSSINGS THE CONDUIT SHOULD BE EMBEDDED IN 110 CONCRETE MIXTURE. 14 ANY INCIDENTAL ITEMS OR ACCESSORIES REQUIRED TO COMPLETE THE WORK FOR A GIVEN BID ITEM, SHALL BE INCLUDED IN THE CONTRACT UNIT PRICE 610 FOR THAT SPECIFIC ITEM , INDICATED IN THE BfD FORM INCIDENTAL ITEMS MAY INCLUDE, BLIT ARE NOT LIMITED TO. ELBOWS, SPLIT BOLT CONNECTORS _ FUSES AND FUSE HOLDERS, AL TAPE SCOTCH PVC GLUE, TRENCHING, RACK FILLING, PAVEMENT RESTORATION, CONCRETE SLAB REPLACEMENT ETC. 15 POLES SHALL HAVE A FRANDIBLE TRANSFORMER BASE ALL GROUNDING CONNECTIONS SHALL BE EXOTHERMICALLY WELDED FOLLOWING THE MANUFACTURER'S GUIDELINES. 17- CONTRACTOR MUST MINIMIZE T CROSS STREETS B COORDINATING T ANS WITH THE SIGNAL!ATIDN lNTERLVN NECT ONDUIT/W IF ING AS DEPICTED VN THESE DRAWINGS I CT/COORDINATE WITH APPLICABLE FR51_ OFFICIALS AND INSPECTORS PRIOR TO CONSTRUCTION 19 DR IVEWAYS AT ALL TIMES MAINTAIN DU REA,ACC.,CONSTRUCTION E DE _TREETE PRIVATE, AND COMMERCIAL 20. ALL CONDUIT TRENCHING MUST EE PROPERLY e ETO PROVIDE SAFE CROSSING AT THE END OF EACH WORK DAY OR WHENEVER THE �WORK ZZONE BECOMES INACTIVE. 21. THE CONTRACTOR MUST EXERCISE EXTREME CAUTION WHEN WORKING IN THE VICINITY OF EXISTING AND PROPOSED UNDERGROUND AND OVERHEAD UTILITIES 22 ALL UNDERGROUND PHASE CONDUCTORS SHALL BE RH/RHW-XLP/USE; EXCEPT GREEN GROUNDING CDNDIJC,RS. PHOTOMETRIC CALCULATIONS ILUMINANCE AVG (FC) AVG/MIN MAX/MIN MAXIMUM (tc) MINIMUM (tc) 1. 80 3.00 8.17 4.9 0.6 MIAMI-DADE AECOM TIO NE 42ND STREET POLE DATA, LEGEND & GENERAL NOTES 44 TABULATION OF LIGHTING QUANTITIES PAY ITEM NO DESCRIPTION UNIT SHEET NUMBERS 42 43 'TP THIS SHLEET RGN'D TUTPL PLAN FINAL PLAID FINAL PLAN FI N'�L PLAN FINAL PLAN PLAN PLAN FINAL CONDUIT INSTALL EDEN TRENCH 505. NO I LA APPEOVED EQUAL OE TRANSPORTATION TRAFFIC DESIGN STA N DARD INDEX NO F500 17501, & U502 AND THE NATIONAL ELECTRIC CODE AND OSNA MIAMI-DADE AECOM NE 42ND STREET TABULATION OF LIGHTING QUANTITIES 45 AA FM Ell, FR LIRE- - 4 o o 0 EYIETING FPI., PLR, /1 /; I / I / /11/ MIAMI-DADE0 EEO AECOM 17,13H W.. I= NE 42ND STREET LIGHTING PLAN 46 10:311,3 SFOrIDI FEDpRAk'HWY. PLLE �..•• (RETR�li/ "'""ER' EI FPM Nell P,LE MIAMI-DADE AECOM NE 42ND STREET LIGHTING PLAN IC- 47 11,311,1.1 i (BYFasi. FE$ERAL HWY. �� �-DFrzHFFnI�yFRFdL 2, • • 74 MIAMI-DADE AECOM NE 42ND STREET LIGHTING PLAN 46 Exhibit "E" SHEET CONTENTS 1 General Notes 2 Definitions Temporary Traffic Control Devices Pedestrian end Bicyclist overhead Work Railroads Sight Distance Above Ground Hazard 3 Clear Zone Widths For Work Zones Superelevation Length Of Lane Closures Overweight/oversize Vehicles Lane VVidl hs High -Visibility Safety Apparel Regulatory Speeds Is Work Zones 4 Flogger- Control Survey Work Zones Signs 5 Work Zone Sign Supports 6 Commonly Used V/arniny ono Regulatory Signs In Work Zones 7 Manholes/Crosswalks/Joints Truck Mounted Attenuators Removing Pavement Markings Signals Channelizing Devices Channelizing Devices Consistency Portable Changeable (Variable) Message Signs (PCMS) Advanced VVarning Arrow Boards 8 Drop -Offs In Work Zones 9 Business Entrance Temporary Asphalt Separator 10 Channelizing Devices Notes Temporary Barrier Notes 11 Pavement Markings GENERAL NOTES: 1. All projects and works on highways, roads and streets shall have a traffic control plan. All work shall be executed under the established plan and Department -approved procedures. This Index contains information specific to the Federal and State guidelines and standards for the preparation of traffic control plans and for the execution of traffic control in work zones, for const ruci ion and rnainienance Opel alions and utility work on highways, roads and streets on the State Highway System. Certain requirements in this Index are based on the high volume nature of State Highways. For highways, roads and streets off the State Highway System, the local agency (City/County) having jurisdiction may adopt requirements based on the minimum requirements provided in the IVIUTCD. 2. Indexes 102-601 through 102-670 are Department -specific typical applications of commonly encountered situations. Adjust device location or number (hereof as recommended by !he Worksile Traffic Supervisor and approved by the Engineer. Devices include, but are not limited to, Flaygers, portable temporary signals, signs, pavement markings, and channelizing devices. Comply vrith Ii4UTCD or applicable Department criteria for any changes and document the reason for the change. 3. Except for emergencies, any road closure on State Highway System shall comply with Section 335.15, F.S. LAST REVISION 01/28/20 REVISION DESCRIPTION: EXIIIBIT E FY 2020-21 F STANDARD PLANS GENERAL, IINIFOR,MATIION FOR TRAFFIC CONTROL, THROUGH WORK ZONES INDEX 102-600 SHEET 1 of 11 DEFINITIONS Regulatory Speed (In Work Zones) The maximum permitted travel speed posted tor the von zone i5 indicated by the regulatory speed limit signs. Ti, work zone st,ed must be shown or noted in the ,plans. This speed should be used as the minimum design speed to determine runout lengths, departure rates, flare rates, lengths of need, clear zone widths, taper - lengths, crash cushion requirements, irements, marker spacings, superelevation and other similar features_ Advisory Speed The maximum recommended travel speed through a curve or a hazardous area Travel Way The portion of the roadway for the movement of vehicles. For traffic control through work zones, travel way may Include the temporary use of shoulder and any other- permanent or temporary surface intencled for- use as a lane for the movement of vehicular- traffic. a- Travel Lan, The designated wfifths of roadoay pavement marked to carry through traffic and to separate it from opposing traffic or traffic occupying other traffic lanes. b. Au '1'- y Lane. The desi gn-ted widt, of roadway pavement marked to separate 'peel change, turning, passing and climbing maneu ve s from through traffic. Detour, Lane Shift, and Diversion A detour is the redirection of traffic onto another roadway to bypass the temporary traffic control zone. 4 lane shift is the redirection Of traffic onto a different section of the ,permanent iovement. A diversion is the redirection of traffic onto a temporary roaclw ) usually adjacent to the permanent road woo and vithin the limits of the right nt gay. Aboveground Hazard An aboveground hazard is any object, material or eqb ipment other than traffic control devices that encroaches upon the travel way or that is located within the clear zone which does not meet the Department's safety criteria, i.e., anything that is greater than 4" in height and is firm and unoicicling or doesn't meet breakaway requwernents TEMPORARY TRAFFIC CONTROL DEVICES All temporary traffic control devices shall be ON the Department's Approved Products List (APL). Ensure the appropriate APL number is permanently marked de the device in a readily visible location. All temporary traffic control devices shall be removed as soon as practical when they are no longer neededthhen work is suspended for short periods of time, temporary traffic control devices that are no longer appropriate .shall be removed or covered. Arrow Boards, Portable Changeable Message Sig,,, Radar Speed Display Trailer, Portable Regulatory Ciyr= and any other trailer mouvte I device _Mall be del heated with a channeli zing device placed at each when in - shall be mo. outside the travel way anddear zone or be shielded by a border or crash cushion when not in use. PEDESTRIAN AND BICYCLIST When an existing pedestrian way or bicycle way is located within a traffic control work zone, accommodation must be maintained and provision for the disabled must be provided. Only approved pedestrian longitud'i Dal c'"nnelizing devices may be used to delineate a tempora y Lrafro control zone pedestrian ry alkvvay. Ado 'need notification of sidewalk closures and marked detours shall be proof dad by appropriate signs. OVERHEAD WORK Work is only allowed over a traffic lane when one of the following options is used: OPTION 1 (OVERHEAD WORK USING A MODIFIED LANE CLOSURE) Ovehead work using a rnodificcd lane closure is allowed if all of the following conditions are met: a. Work operation is located in a signalized intersection and limited to signals, signs, lighting and utilities. b. IlVork operations are 60 minutes or less- - Speed limit is 45 mph or less. d. Aerial lift equipment in the work area has high -intensity, rotating, flashing, oscillating, or strobe lights operating. e. Aerial lift equipment is placed directly below the work area to close the lane. f. Traffic control devices are ,graced inadvance of the vehicle/equipment closing the lane using a minimum 100 foot Lace, g. Volume or complexity of the roadway may dictate additional de '.cc„ sip is, flagmen and/or a traffic control officer. OPTION 2 (OVERHEAD WORK ABOVE AN OPEN TRAFFIC LANE) Overhead work above a open traffic lane is allowed if all of the following conditions are met a. Work operation is located on a utility pole, light pole, signal pole, or their appurtenances. b. INor k operations are 60 minutes or loss. c. Speed limit is 45 mphor less. d. No encroachment by any part of the work activities and equipment within air area bounded by 2 feet outside the edge of travel way and 18 feet high. c. Aerial lift equipment in the work area has high -intensity, rotating, flashing, oscillating, or strobe lights operating. f. Volume or complexity of the roadway may Dictate additional devices, signs, flagmen and/or a traffic control officer. g. Adequate precautions are taken to prevent ,parts, tools, equipment and other objects from falling into open lanes of traffic. h. Other Governmental Agencies, Rail facilities, or Codes may require a greater clearance. The greater clearance required prevails as the rule. OPTION 3 (OVERHEAD WORK ADJACENT TO AN OPEN TRAFFIC LANE) Overhead work adjacent to an open traffic lane is allowed if all of the following conditions are met: a. Work operation Is located on a utility pole, light pole, signal pole, or their appur tenances. h. Work o rations are 1 day or le« Speed limit is 45 mph or less. d. No encroachment by any ,part of the work activities and equipment within 2 foot from the edge of travel way up to 18' height. Above 18' in height, no encroachment by any part of the work activities u equipment over the open traffic lane (except as allowed in Option 2 for vvork operations of 60 minutes or less/. e. Aerial lift equipment in the work area has high -intensity, rotating, flashing, oscillating, or strobe lights operating. f. Volume or complexity of the roadway may dictate additional devices, signs, flagmen and/or a traffic control officer. g. Adequate precautions are taken to prevent parts, tools, equipment and other objects from falling into open lanes of traffic. h. Other Governmental Agencies, Pail facilities, or Codes may require a greater clearance. The greater clearance required prevails as the rule. OPTION 4 (OVERHEAD WORK MAINTAINING TRAFFIC WITH NO ENCROACHMENT BELOW THE OVERHEAD WORK AREA) Traffic shall be cletou red shifted, diverted or paced as to not encrozrh in the area directly below the overhead work operations in accordance with the appropriate index drawing or detailed in the plans. This option applies to, but not limited to, the following construction activities: a. Beam, girder, segment, and bent/pier- cap placement. b_ Form and falsework placement and removal_ c. Concrete placement. d. Hailing construction located at edge of deck. e. Structure demolition. OPTION 5 (CONDUCTOR/CABLE PULLING ABOVE AN OPEN TRAFFIC LANE) Overhead cable and/or de -energized conductor installations initial pull to,proper - tension shall be done in accordance with the appropriate Index or temporary traffic control plan. Continuous pulling operations of secured cable and/or conductors are allowed over open lane(s) of traffic with no encroachment by any part of the work activities, materials or equipment within the mat vertical clearance above the travel way- The utility shall take ,precautions to ensure that pull ropes and conductor/cables at no time fall below the minimum vertical clearance. On Limited Access facilities, a site specific temporary traffic control pi, is required. The temporary traffic control Dian shall include: a. The temporary traffic control set up for the initial pulling of the pull rope across the roadway. b. During pulling operations, advance ws ing consisting of no less than a Changeable Message Sign upstream of the work area with alternating Dosages, "Overhead Work Ahead" and "Be Prepared to Stop" followed by a traffic control officer and police vehicle with blue lights flashing during the pulling operatic,. RAILROADS Railroad crossings affected by a construction project should oe evaluated for traffic controls to re l __ ry ieuing on the tra ks. The evaluation shn I nclud'e as a minimum: traffic volumes, distance from the tracks to the intersections, lane closure or taper locations, signal timing, etc. SIGHT DISTANCE Tapers: Transition tapers should be obvious to drivers. If restricted sight distance is a oroblena (e.g., a sharp vertical or horizontal curve), the taper should begin well in advance of the view obstruction. The beginning of tapers should not be hrdde behind Intersections: Traffic control devices at intersections roust ,provide sight distances for the road user to perceive potential conflicts and to traverse the intersection safely. Construction equipment arid materials shall not re st ict intersection sightdistance. ABOVEGROUND HAZARD Abdo egrou nd hazards (see defnitions) are to be considered vvork areas during working hours and treated with appropriate work zone e traffic control procedures During nonworking hours, all objects, materials and equipment that constitute an aboveground hazard must be stored/placed outside the travel way and dear zone or be shielded by a barrier or crash cushion. For aboveground hazards within a work zone the dear zone required should be based on the regulatory speed posted during construction. LAST REVISION 01/28/20 2 0 DESCRIPTION' EXHIBIT E FAT FY 2020-21 STANDARD PLANS GENERAL INFORMATION FOR TRAFFIC CONTROL THROUGH WORK ZONES INDEX 102-600 SHEET 2 of 11 CLEAR ZONE WIDTHS FOR WORK ZONES The term 'clear zone' describes the unobstructed relatively flat area, impacted by construction, extending outward from the edge of the traffic lane. The table below gives clear zone widths in work zones Per i°redlans and roadside conditions other than for roadside canals; whore roadside canals are present, clear zone widths are to conform with the distances to canals as described in the FDOT Design Fonda! 215.2. CLEAR ZONE WIDTHS FOR WORK ZONES WORK ZONE SPEED (MPH) TRAVEL LANES & MULTILANE RAMPS (feet) AUXILIARY LANES & SINGLE LANE RAMPS (feet) 60-70 30 18 55 24 14 45-50 18 10 30-40 14 10 ALL SPEEDS CURB & GUTTER 4' BEHIND FACE OF CURB 4' BEHIND FACE OF CURR SUPERELEVATION Horizontal curves constructed in con! uncli on 'the zone traffic control should have the required super elevation applied to the design radii. Under conditions where normal crown controls curvature, the minimum radii that can be applied are listed in the table below, MINIMUM RADII FOR NORMAL CROWN WORK ZONE MINIMUM RADIUS POSTED SPEED MPH feet 70 4090 65 3130 60 2400 55 1840 50 1390 45 1080 40 820 35 510 30 430 Superelevate Vihen Smaller Radii Is Llsed LENGTH OF LANE CLOSURES For interstates and state highways with a posted speed of 5510PH or greater, lane closures must not exceed 3 miles (includes taper, buffer, ,and work zone) in anp given direction and most not dose two consecutive interchanges. OVERWEIGHT/OVERSIZE VEHICLES Restrictions to Lane Widths, Heights or Load Capacity can greatly impact the rpm ernent of over dimensioned loads. The Contractor shall ratify the Engineer ehb in turn shall notify the state Permits Office, phone no. (850) 410-5777, at least seven calendar days in advance of implementing a .intenance of traftic plan which will impact the flow of overvaetht/overszed vehicles. Information ,prole ided shall include locatio1, type of restriction (height, width or reeight) and restriction time frames. When the roadway is restored to normal service the State Permits Office shall be notified immediately. LANE WIDTHS Lane vvidths of through roadways should be raintai,ea rh ough work zone travel ways wherever practical. The m rimum vvidths for work zone travel lanes shall be as follows. 11' for Interstate with at least one 12' lane ,provided In each direction, unless formally excepted by the Federal Highway Administration; 11' for freewas; and 10' for all other facili Lies. HIGH -VISIBILITY SAFETY APPAREL All high -visibility safety apparel shall meet the requirements of the International Safety Equipment Association (ISEA) and the American National Standards Institute (ANSI) to,' "High -Visibility Safetp Apparel', and labeled as ANSI/ISEA 107-2004 or newer. The apparel background (outer) material color shall be either fluorescent orange -red or fluorescent yellow -green as defined by the standard. The retroreflective material shall be orange, yellow, white, silver, yellow -green, or a fluorescent version of these colors, and shall be visible at a minimum distance of 1,000 feet. Class 3 apparel may be substituted fer Class 2 apparel. Replace apparel that is not visible at 1,000 feet. (WORKERS All workers within the right -et -way shall ,year- ANSI/ISEA Class 2 apparel. Vier kers o,berating machinery or equipment In winch loose clothing could become entangled during operation shall wear fitted high -visibility safety apparel. Workers inside the bucket of a bucket Ertl, are not required to wear high -visibility safety apparel. UTILITIES: When other industry apparel safety standards require utility workers to ,year apparel that is inconsistent with FOOT require ,ants such as NFPA, OSHA, ANSI, etc., the other standards for apparel may prevail. FLAGGERS' For rlaytirne activities, Flaggers shall wear AN51/ISEA Class 2 apparel. For nighttime activities, Flaggers shall wear ANSI/ISEA Class 3 apparel. REGULATORY SPEEDS IN WORK ZONES Traffic Control Plans (TCP's) for all projects must include specific regulatory speeds for each phase of work. This can either be the posted speed or a reduced speed. The speed shall be noted in the TCPs; this includes indicating the existing speed if no reduction is to be made. Regulatory speeds are to be uniformly established through each phase. In general, the regulatory speed should be established to route vehicles safely through the work lone as close as to normal highway speed as possible. The regulatory speed should not be reduced more than 10 mph below the poster! speed and never below the minimum statutory speed for the class of facility. When a Speed reduction greater- than 10 mph la imposed, the reduction is to be done in 10 mph per 500' increments. Temporary regulatory speed signs shall be removed as soon as the conditions requiring the reduced speed no longer- exist. Once the work zone regulatory speeds are removed, the regulatory speed existing prior- to codstr uction gill automatically go back Into effect unless nee spccd lima -igning is provided for In the plans. On projects with interspaced work activities, speed reductions should be located in proximity to those activities which merit a reduced speed, and not "blanketed" for the entire project. At the departure of such activities, the normal highway speed should be ,posted to give tho motorist notice that normal speed can be resumed. It the existing regulatory speed is to he used, consideration should he given to su,oplemerrting the existing signs when the construction work Zane is between existing regulatory speed signs. For projects where the reduced speed conditions exist for greater than 1 mile in rural areas (non-irrterstate) and on rural or urban interstate, adrlitiosal rag slat / speed signs are to bo placed at no m e than 1 mile intervals Engineering judgement should be used in placement of the additional signs. Locating these signs beyond ramp entrances and beyond major intersections are examples of proper ,placement. For urban s tu,utio're (nor interstate) additional speed signs are to be placed at a maximum of loon' apart. Vihen field conditions warrant speed reductions different from those Shown In the TCP the contractor may suomit to the project engineer for approval by the Department, - mgned arid sealed study to Justify tify the need for further r_ hoeing the posted speed, or, the engineer may request the D str rrt Traffic Operations Engineer (DTOE) to investigate the need. It will not be necessary for the OTOE to issue regulations for regulatory speeds in work zones due re the revised provisions of F.S. 316.07451(21(5). Advisory Speed ,plates will be used at the option of the field engineer for temporary 1.1,H IT hire proresmag a request to change the regulatory speed specified in the plans when deemed necessary. Advisory speed n nplates cannot be used aloe but must be placed below the'r costrcct en .yarning sign for which the advisory Speed i5 required. For additional information, refer to the FDOT Design 1'4anua1 240. LAST REVISION 01/28/20 2 0 DESCRIPTION' EXHIBIT E FY 2020-21 F� STANDARD PLANS GENERAL INFORMATION FOR TIR IFIFIIC CONTROL THROUGH WORK ZONES INDEX 102-600 SHEET 3 of 11 FLAGGER CONTROL Where flaggers are use a, a FLAGGER symbol or legend sign ,must replace the WORKERS symbol or legend Sign. The flogger must be clearly vi.sihle to ,poroac- -,g traffic for a distance cuff sent to permit proper response by the motorist to the flagging Instructions, and to permit traffic to reduce speed or to stop as required before entering the work site. Flaggers shall be positioned to maintain maximum color contrast between the Flogger's nyl nisi bilit/ safety apparel and equipment and the v ork area background. Hand -Signaling Devices STOP/SLOW paddles are the primary hand -signaling device. The STOP/SLOW ,paddle shall have an octagonal shape on z rigid handle. If the STOP/SLOW paddle Is placed on a rigid staff-, the minimum length of the staff measured from the bottom of the ,paddle to the end of the staff that rests on the ground, must not be less than 6 ft. STOP/SL,) 6 paddles shall be at least 24 inches wide with letters at least 6 inches high and should be fabricated from light semirigid material. The background of the STOP face shall be red with white letters and border. The background of the SLOI/V face shall be orange with black letters and border. When used at night-tme, the STOP/SLOW paddle Shall be I'et"oreflecter ized. Flag use is limited to immediate emergencies, intersections, and when working on the centerline or shared left turn lanes where two (2) flags crs are required and there is o,oposing traffic in the adjacent lanes. Flags, When used, shall be a cope i mum of 24 inches square, made of a good grade of red material, and securely fest'ened to a staff that is approximately 36 inches in length. When used at nighttime, flags shall be re troreflectorizcd red. Flashlight, lantern or other lighted signal that will display a red warning light shall be used at night. Flagger Stations Flogger stations shall be located far- enough in advance of the work space so that approaching road users will have sufficient distance [o siop before entering [he work space. When used at nighttime, the Flagger station shall be illumnated. SURVEY WORK ZONES The SURVEY CREW AHEAD symbol or legend sign shall be the prwrcroal Advance Warning sign used for Traffic Control Through Survey Work Zones and may replace the ROAD WORK AHEAD sign when lane closures occur, at the discretion of the Party Chief. When Traffic Control Through Work Zones is bewwly used for survey purposes only, the END ROAD WORK sign as called for on certain 102 Series of Indexes should be Survey Between Active Traffic Lanes or Shared Left Turn Lanes The following provisions apply to Ii4air, Roadway Traffic Control Work Zones. These provisions must be adjusted by the Party Chief to fit roadraoy and traffic c nd bons when the Survey Work Zoro Includes inter,erbons. (AJ A STAY IN YOUR LPNE (MOT-1-06) sign shall be a d'ed to the Advance Warning Sign sequence as the second most immediate sign from the work area. (6) Elevation Surveys -Cones may be used at the disrretion Of the Party Chief to protect prism holder and flayger(s). Cones, If used, may be placed at up to 50' intervals along the break line throughout the work zone. (C) Horizontal Control -With traffic flow In the same direction, cones shall be used to protect the backsi ght tripod and/or instrument. Cones shall be placed at the equipment, and up to 50intervals for at least 200' towards the flour of traffic. (D) Horizontal Control -With traffic flow in opposite directions, cones shall be used to protect the backsIght tripod and/or instrument Cones shall be placed at the equipment, and up to 50 intervals for at least 200' in both directions towards the flow of traffic. SIGNS SIGN MATERIALS 14esh signs ono' non-re[roreflectice vinyl signs may only be used for daylight operations. Nono e[rorerlectrce vinyl signs must meet [he requirements of Specifications Section 994. Petrol eflective vinyl signs 'meeting the requirements of Specification Section 994 may be used for dayli gh[ or night operations not [o exceed 1 day except as noted in the Indexes. Rigid or Lightweight sign panels may be used In accordance with the vendor APL drawing for the sign .stand to which [hey are a[iached. INTERSECTING ROAD SIGNING Signing for the control of traffic entering and leaving work zones by way of Intersecting rossroads shall be adequate to make drivers aware of rot k zone conditions 6V ern Work operations exceed 60 minutes, place the ROAD I,VORK AHEAD sign on [he side sweet entering [he vvork one. ADJOINING AND/OR OVERLAPPING WORK ZONE SIGNING Adjoining work zones may not have sufficient spacing for standard placement of signs and other traffic control device< -, their ad, arce wan rng areas or rn some other areas .''thin their traffic control z s. Where such restraints conflin cts occur or are likely to occur, one of the follouvin method's trill 6e employed to avoid conflicts and prevent conditions that could lead [o rnisunders/andrng on the part of the traveling public as to the intended travel way by the traffic control procedure applied: (A) For scheduled projects the engineer in responsible charge of project design will resolve anticipated work zone conflicts during the development of [he project traffic control plan. This may entail revision of plans on preceding projects and coordination of plans on concurrent projects. (6) Unanticipated conflicts arising betuveen adjoining in progress highway construction projects will be resolved by the Resident Engineer for projects under his residency, and, by the District Construction Engineer for in progress projects under adjoining residencies. (C) The District Maintenance Engineer vuill resolve anticipated and occurring conflicts within scheduled ,maintenance operations. (D) The Unit INainienance Engineer will r'esoly e conflicts that occur ,within routine man ntenance works; between routine maintenance work, unscheduled work and/or permitted work; and', between unit controlled maintenance ,works and highway construction projects. SIGN COVERING AND INTERMITTENT WORK STOPPAGE SIGNING Existing or temporarytraffic control signs that are no longer applicable or are ,'consistent with intended travel paths shall be removed or fully covered. Sig' blanks or other v,ilahle coverings must completely cover the exsting sign. Rigid sign coo erinys shall be the same size as the sign It Is c verng, and bolted in a manner tope, ent movement. Sig' rovers are Nrcrdentol to von k operobons snd are not paid for separately. SIGNING FOR DETOURS, LANE SHIFTS AND DIVERSIONS Detours should be signed clearly over their- entire length so that motorists can easily determine haw to return to the original roadway. The reverse curve (W1-41 warning sign should be used for the ad vznced warning fora lane shift. A d' e-slon should be signed as a lane shift. EXTENDED DISTANCE ADVANCE WARNING SIGN Advance Warning signs shall be used at extended distance of One-half mile or more when hokted sIght distance or the nature of the ob tructi n may require a motorist to bring then ,chicle to a stop. Extended distance Advanced Warning Signs may be requires on any type roadway, but particularly be considered on nnultilane divided highways where vehicle speed Is generally in the higher range 145 Ii/PH or more). UTILITY WORK AHEAD SIGN The UTILITY WORK AHEAD (W21-7) sign may be uned as an alEelinaEeo fie the ROAD WORK AHEAD or the ROAD WORK XX FT (1/1,20-1) slur, for of I ty operation on or adjacent to a highway. LENGTH OF ROAD WORK SIGN The length et road work Sign (G20-1) bearing the ICfJend ROAD Ice ORK NEXT MILES is required for all projects of more than 2 miles In length. The number of miles entered should be rounded up to the nearest mile. The sign shall be located at begin construction points. SPEEDING FINES DOUBLED WHEN WORKERS PRESENT SIGN The SPEEDING FINES DOUBLED WHEN WORKERS PRESENT sign should be installed on all projects, but may be omitted if the work operation is less than 1 day. The placement should be 500 feet beyond the ROAD WORK AHEAD s,gn or miduva, to the next sign whichever is less. GROOVED PAVEMENT AHEAD SIGN The GROOVED PAI'EMENT AHEAD s-gn is required 500 feet In advance of a milled or grooved surface open to traffic. The W8-15P placard shall be used in conunctIon with the GROOVED PAVEMENT AHEAD sign. END ROAD WORK SIGN The END ROAD VIORK sign /G20-2) should be installed on all ,projects, but may be omitted where the work operation is less than 1 Jay. The sign should be placed approximately 500 feet beyond the end of a construction or maintenance project unless other distance is called for in the plans. When other Construction or Maintenance Operations occur Within 1 mile this sign should be omitted and signing coordinated in accordance with Index 102-600, ADJOINING AND/OR OVERLAPPING WORK ZONE SIGNING. PROJECT INFORMATION SIGN The Project information sign Shall be installed when called for in the plans. LAST REVISION 01/28/20 2 0 DESCRIPTION: EXHIBIT E FY 2020-21 F� STANDARD PLANS GENERAL INFORMATION FOR TRAFFIC CONTROL THROUGH WORK ZONES INDEX 102-600 SHEET 4 of 11 TEMPORARY SIGN SUPPORT NOTES: 1. All signs shall be post moureted g henork operaMoos exceed one day ex,ept tor: a. Road closure srg'rs n ourteu In accordance wrth the vendor drawmg for the Type III Barrica Ie shown on the APL. b. Pedestrian advanced learning o pedestrian regulatory signs mountedorT sign supports in a -u rdance with the vendor drawing shown on the APL. c Mediar barrier mounted signs per Index 700-013. 2. Unless shielded with barrier or outside of the Clear Zone, signs mounted on temporary supports or barricades, and barricade/sign combination must be crashworthy in accordance with NCHRP 350 requirements and included on the Approved Products List (APL). 3. Use only approved systems listed on the Department's Approved Products Lis( (APL). 4. Manufacturers seeking approval of U-Channel and steel square tube sign support assemblies fur inclusion on the Approved Products List (APL) roust sub.( a APL application, design calculations (for square tube only), and detailed d'ravvngs showing the product meets all the requirements of this Index. 5. Provide 3 lb/(1 5(eel U-Channel Posts vv(h a minimum section modulus of 0.43 in' (or 60 ksi steel a minimum section modulus of 0.37 in' for 70 ksi steel, or a minimum section modulus or 0 34 in' for 80 ksi steel. 6. Provide 4 lb/(lb/(1 Steel U-Channel Posts with a minimum section modulus of 0.55 in' for 60 ksi steel, or a minimum section modulus of 0.47 in' for 70 ksi or 80 ksi steel. 7 U channel posts shall conform r t r 4STIr1 A 499Grade b0, or ASTIN A 57o, Grade 1080 (wrt r minlmr n /field st engt r of 60 ksi) Square tube posts shall conform with ASTIN A 653, Grade 50, or 4S74M 4 1011, Grade 50. 8. Sign attachment bolts, washers; nuts, and spacers shall conform with ASTIN A307 or A 36. 9. For diamond warning signs with supplement plaque (up to 5 nu in area), use 4 lb/rt posts roc up to 10 II Clear Height (measure to the bottom of diamond warning sign). 10. Install 4 lb/1( Steel U-Channel Posts with approved breakaway splice In accordance with the manufacturer's detail shown on the APL. 11. The contractor may install 3 Ib/ft Steel U-Channel Posts with approved breakaway splice In accordance with the manufacturers detail shown on the APL. 12. Install all posts plumb.. 13. The contractor Ina, set posts In preformed holes to the specified depth with suitable backMII tamped securely on all sides, or drive 3 lb/ft sign posts and any slze base post in accordance with the manufacturers detail shovrn on the APL, 6' INin. (No Paved Shoulders) w Paved Shout ler Edge of Travelway Elevation Edge of Travel 6' INin. (With Paved Shoulders) Sign (n ROAD WORK�I 500 FT1 LJ LJ 1" M' 6 Max. (Typ.) r Edge of Sign to f) Bolt) 1 2/2-4.4.0Bolts, Nuts & Washers (Tvp.) — Steel 0-Channel Posts — Bottom of Sign Ground Surface 2 Min. 2 ROAD WORK 500 FT1 2 1" INi n. 6" INax. (Tvo.) Edge of Sign to Bolt) 2 /k'00 Bolts, Nuts & Washers (Typ.) — Bottom of Sign — Steel U-Channel Posts — Curb & Gutter — 1'-6" (+ 3") for 36" Wide Signs, 2'-6" (± b') Typ. for Other, 2 POST SIGN SUPPORT MOUNTING DETAILS (SINGLE POST SIMILAR) RURAL 6' INin (No Paved Shoulders) Paved Shoulder Edge of avelway Elevation Irlin. (With Paved Sh0ulr ers) L SV—biy V=Widtn h b EEDI N FINE' DOUBLED WHEN WORKERS PRESENT LJ Steel U-Channel Posts LJ —Walkway LJ LJ 2 POST SIGN SUPPORT MOUNTING DETAILS (SINGLE POST SIMILAR) URBAN — 1" INin. 6" 1,1ax (Typ) jot ¢ Post) Bottom Ot Sign — Ground Surface 3 POST SIGN SUPPORT MOUNTING DETAILS Where W = 483. a = 1' - 4/" (+ 1") IlV = 60": a = 1' - 9" (+ 1") IIV = 72r a = 2' - 1" (^ 1') Cutting Edge — Sign Post or Post — A Ground Surface — YR'0 , 1" Centers — — Stub Height 4" Irlax. For Base Post Only See Note 2 in Table TYPICAL FOUNDATION DETAIL See APL for postsplice and connection details. No dolts installed closer than 1" to cutting edge. Steel U-Channel Post — Lock IlVasner (%,;' Nominal Size) — Steel Hex Nut — — Sign — /,' Steel Hex Head Bolt — Flat Washer (/i'' Nominal Size) SECTION A -A SIGN ATTACHMENT DETAIL (SCHEMATIC) (WITHOUT Z-BRACKET) POST AND FOUNDATION TABLE FOR WORK ZONE SIGNS SIGN SHAPE SIGN SIZE NUMBER OF STEEL (inches) U CHANNEL POSTS Octagon 30x30 1 36x36x36 1 Triangle 48x48x48 1 60x60x60 2 24x18 1 24x30 7 30x24 1 36418 1 36x24 1 Rectangle 48x18 1 iW x H) 48x24 1 36.r48 2 48x30 2 48x36 2 54836 2 48x60 3 60x54 3 72x48 3 120x60z 4'' 30x30 1 Square 36836 2 48x48 2 Diamond 48x46 2 (See Note 7) Circle 360 2 Notes For Taale: 1. Use 3 Ib/ft ,posts for Clear Height up to 10' and 4 lb/ft posts fur Clear Height up to 12'. Use 4 Ib/ft U-channel sign post with a mounting height of 7' min. and 8' max. Attach sign panel using Z-bracket detail on Sheet 6. 2 Minimum foundation depth is 40' for 3 Ib/ft posts and 4.5' for 4 Ib/ft posts. 3. Far both 3 111c/ft and 4 Ib/ft base or sign ,posts installed in rock, a mininnrm cumulative depth of 2' of rock layer Is required. 4. The soil plate as shown on the APL vendor drawing 15 not required for base posts or - sign posts installed in existing rock (as defined in Note. 3), asphalt roadway, shoulder - ,pavement r soil under sidewalk. WORK ZONE SIGN SUPPORTS LAST REVISION 01/28/20 2 0 DESCRIPTION: EXHIIBIT E FAT FY 2020-21 STANDARD PLANS GENERAL INFORMATION FOR TRAFFIC CONTROL THROUGH WORK ZONES INDEX 102-600 SHEET 5 of 11 EXIT OPEN E5-2 EXIT CLOSED ROAD VORK E5-2a 620-1 8/0 B/0 0/0 KEEP R~ KEEP LEFT KEEP RIGHT R4-7AR R4-78) R4-78R 8/Vl B/VV 8/1111 V3-3 N,-4 B(47G)/0 B/0 B/0 W20-, W9-1 L B/0 1/143-5 B/0 W20-4 W20-5a 8/0 B/0 B/0 W 22-1 TURN OFF -NA N O RADI A ELL PRONE END BLASTING ZONE 22-2 W22-3 8/0 B/0 8/0 PILOT CAR FOLLOTI DETOUR END DETOUR 620-2 620 ! 174-8 174-84 e/o B/0 e/0 8/0 Do WOT �NT R5-1 VVR/Vl V4-1 5/0 IN9-2L B/0 W20-5L B/14 PEDESTRIAN CRDSSDALI R9-8 B/VV L'/4-2 B/0 N9-24 5/0 W20-5R B/0 SIDEIALC CLOSED R9-9 8/VV 5-1 8/0 N10-1 e/Y 0120-5C B/0 SIDEV.'ALK CLOSED use OTHER 1 R9-10 B/W 115-2 E/0 B/0 11,1 V/ 16-7P B/0 W20-7A B/0 MOT-1-00 NOT-4-06 MOT-5-06 MOT-7-06 MOT-8-00 MOT-9-06 MOT-10-06 B/0 e/0 I4OT-0-06 B/0 B/0 8/0 B/0 B/0 DETOUR 11 8/0 DETOUR I74-9R 6/0 SIDENIA CLOSED AHEAD CROSS HERE R9-11 8/UV V5-3 8/0 N12-1 8/0 W 20-7 B/0 XXX FEET W16-2P B/0 SIDEIALL CLOSED 4— CROSS HERE R9-11a V6-1 B/0 DIl 12-2 B/0 W21-1A B/0 1144-10L 174-10R 0/E ROAD CLOSED R11-2 8/VV V6-2 B/0 W21-1 B/0 0/E W1-1R B/0 I/V6-3 B/0 N20-IA B/0 W21-5 a/0 01'7-3R B/Y VV 1-2R B/0 E/0 W20 18 8/0 W21-5a B/0 STOP R1-1 I/O W1-3R B/0 I//8-2 B/o VV20-1C B/0 V121-6 COLOR CODES Legend and/or Symbol Sac'ground 0-01'ange (.Reflector/zed) R-Reel (Reflectors zed) 8-Black (Nun-Reflectmlzed) Y-Yellow (Reflector/zed) IN -White (Reflectorized) G-Green (Reflectoclzed) BUSDESS ENTRANCE mmmq PEDESTRIAN JT IAMBI 1C PEDESTRIAN IAMBI B/0 SPEEDING FINES DOUBLED WHEN WORKERS PRESENT R1-2 R ITV/R VI' 1-4R B/0 1/8-3 8/0 HI20-ID e/0 W21-7 MOT-11-06 MOT-12-0 P MOT-12-06L MOT-13-06 BLUE/Ill B/I/V B/14 (Limited access f,cilitie5) INOT-14-06 (All other fac/I/ties) B/0 SPEED LIMIT XX R2-1 B/111 W1-3b B/0 VV8-4 6/0 HI20-1E B/0 00 NOT PASS PASS WI TH CARE R4-1 R4-2 E/V/ enu W1-4c B/0 VV 8-5 8/0 W20-IF B/0 VV 1-6 B/0 1/8-6 3/0 W20-2A B/0 TRUCKS USE CENTER LANE R4-5 HI 1-7 B/0 W8-7 B/0 V/8-75P e/0 OETOUR 500 FT W20-2B B/0 R4-7 W1-8 B/0 W20-25 B/0 R4-8 E/v/ VV3-1 RB/0 V/8-9 B/0 VV20-2D B/0 KEEP LEFT R4-7AL Ell/ V/3-2 RE/0 W 8-9a B/0 VI20-2E Notes: 1 The met, of diamond shaped Temporary Traffic Control (TTC) warning signs shall be a minrmum of 48" X 48" 2. Fluorescent orange shall be used for all orange colored work zone signs. B/0 3 The sign shelds, symbols and mess- contained on this sheet are provided for messages r ready reference to those signs c5ed rs the development of the 102 Series of Indexes and are cumn,n5 used in the development of traffic control plans. For additional signs and sign detail information refer to the STANDARD HIGHWAY SIGNS MANUAL as specified in the INUTCD. Special signs for traffic control plans will be a.. approved by the State Traffic Plans Engineer. The sign codes shown or this sheet are for the purpose of /peI-414May cell names found in the Traffic Control Cell Library (TCZ.Cel). The STANDARD HIGHWAY SIGNS I'4AIVUAL should be referenced for the official sign codes for use In the development of traffic control plans. See Index 700-102 for I70T sign detals. Slow Down My Daddy 114OT-15-06 Works Here 5/0 MOT-16-06 e/0 MOT-17-06 B/o VV8-15P B/0 Slow Down My Momrny Works Here MOT-19-10 B/0 COMMONLY USED WARNING AND REGULATORY SIGNS IN WORK ZONES LAST REVISION 01/28/20 2 0 DESCRIPTION. EXHIBIT E FDCIT STANDARD PLANS FY 2020-21 GENERAL INFORMATION FOR TRAFFIC CONTROL THROUGH WORK ZONES INDEX 102-600 SHEET 6 of 11 MANHOLES/CROSSWALKS/JOINTS Manholes extending 1" or more above the travel lane and crosswalks having an uneven surface greater than 0' shall have a temporary asphalt apron constructed as shown in the diagram below. All transverse joints that have a difference in elevation of 1" or coo shall have a temporary asphalt apron constructed as shown in the diagram below. Manhole or other above ground obstruction — Asphalt Apron 50 Temporary Surface 1 The apron is to be removed prior to constructing the next lift of asphalt The cost of the temporary asphalt shall be included in the contract unit price tor Maintenance of Traffic, LS. REMOVING PAVEMENT MARKINGS Existing pavement markings that conflict with temporary work zone delineation shall be removed by any method approved by the Engineer, where operations exceed one daylight period. Remove conflicting pavement marking using a method that will not damage the surface texture of the pavement, unless the pavement will be restored prior to traffic use. Painting over existing pavement markings with black paint or spraying with asphalt shall not be accepted as substitute for removal or obliteration. Full pavement width o elays of ether a structural o 5 friction course (non -final surface) are an acceptable alternate means to achieve re now al. SIGNALS Existing traffic signal operations that require mohit/cation in order to carry out work zone traffic control shall be included In the TCP and be approved by the District Traftic Opeations Engineer. Maintain all existing actuated or traffic responsive mode signal operations for main and side street movements tar- the duration of the Contract and require restoration of any loss of detection within 12 hours. The contractor shall select only detection technology listed on the Department's Approved Products List (AFL) and approved by the Engineer to restore detection capabilities. ADVANCE WARNING ARROW BOARDS An arrow board in the arrow or chevron mode shall be used only for station. y or moving lane closures un multila1e roadways. For shouldet work, blocking t170 shoulder, rot roadside nu, k near the shoulder, or for temporarily closing one lane on a two-lane, two-way roadway, an arrow board shall be used only in the caution mode. A single arrow board shall nut be used Co merge trattic laterally more than one /are. When arrow boards are used to close multiple lanes, a single board shall be used al the merging taper for eachclosed lane. When. Advance Warning Arrow Boards are used at night, the intensity of the flashers shall be reduced during darkness when lower intensiDes are desirable. • • • • 00• . 00 ••0 0 •� ••0 •: Or • 0 0 • 0 0 0 0 0 • 0 • • • • • •: 000 000 • • • 0 0 • • 0 • 0•• O • 0 • 0 • • • • • 0 • 0 0 0 0 0 0 0 0� 000 0� Or CAUTION O 0 • O 0 0 0 0• • • • • • 0 • O 0 0 0 0• O 0 • •0 0 O 0• •• • 0 • • • 0 • •. 000 0•• MOVE/MERGE LEFT MOVE/MERGE RIGHT MOVE/MERGE RIGHT OR LEFT • INlnlmum Required Lamps O Additional Lamps Allowed MODES PORTABLE CHANGEABLE MESSAGE SIGNS (PCMS) The PCI,15 can be used to: 1. supplement standard signing in construction or maintenance Work zones. 2. Reinforce static advance warning messages. 3 Provide motorists with updated guidance information. PCPS should he placed .approx. 500 to BOO feet in advance of the work zone conflicts or 0.5 to 2 miles in advance of complex traffic control schemes which require new and/or unusual traffic maneuvers. If PCMS are to be used at night, the intensity of the flashers shall be reduced luring darkness when loner intensities are desirahle. For additional information refer to the FDOT Design Manual 240. TRUCK/TRAILER-MOUNTED ATTENUATORS Truck/Trailer-mounted attenuators (TINA) can be used for moving operations and short-term stationary operations. For moving operations, see Indexes 102-607 and 102-619. For short-term, stationary operations, see Part VI of the INUTCD. CHANNELIZING DEVICES Channelizing devices for work zone traffic control shall be as pr.escribed in Part VI of the INUTCD subject to supplemental rEVISIOITS p uvi'ed in the curt, act documents and the 102 Series oI Indexes Lighting Deices must not be used to supplement channelization. CHANNELIZING DEVICE CONSISTENCY Barricades, vertical panels, cones, tubular markers and drums shall not be intermixed within either the lateral transition or within the tangent alignment. LAST REVISION 01/28/20 REVISION DESCRIPTION: EXHIBIT E FY 2021-22 F STANDARD PLANS GE NE RAL INFORMATION FOR TRAFFIC CONTROL THROUGH WORK ZONES INDEX 102-600 SHEET 7 of 11 DROP-OFF CONDITION NOTES I. These conditions and treatments can be applied only in wm k areas that all within a ,properly signed work zone. 2. When drop-offs occur- within the clear zone due to construction or maintenance activities, protection devices are required (See Table 1). A (loop -off is cretined as a drop in elevation, parallel to the adjacent travel lanes, greater than 3" with slope (A:5) steeper than 1:4. On superelevated sections, the algebraic difference in slopes should not exceed 0.25 (See Drop-off Conr'Lion Detail). 3. Drop-offs may be mitigated by placement of slopes with optional base material per Specifications Section 285. Slopes shallower than 1:4 may be required to avoid algebraic difference in slopes greater- than 0.25. Include the cost for the ,placement and removal of the material in Maintenance of Traffic, LSD. Use of this treatment in lieu of a temporary barrier i5 not eligible for CSIP consideration. Conduct daily inspections for deficlencles related to erosion, excessive slopes, rutting or other adverse conditions- Repair p d _t'cicncics immediately. 4. For Setback Distance, refer to the Index or Approved Products List (APL) drawing of (he selected barrier. 5. For Conditions 1 and 3 ,provided in Table 1, any drop-off condition that is created ord restored within the same work period will not be subject to use of temporary barriers; however, channelizing devices will be required. 6. When permanent curb heights are e 6", no channelizing device will be required. For curb heights < 6", see Table 1. Edge Of Trowel VVay — Clear Zone (CZ) TRAVEL LANE TREATMENT FOR MILLING OR RESURFACING NOTES 1. This treatment applies to resurfacing or milling operations between adjacent travel lanes. 2. VVhenever there is a difference in elevation between adjacent travel lanes, the VV8-11 sign with "UNEVEN LANES' is rebuffed at intervals of f mile maximum. 3. If D is 1" or less, no treatment is required. 4. Treatment allowed only when D is 3", lessy 5. If the slope is steeper than 1:4 (not to he steeper than 1:1), the R4-1 and 1140T 1 06 signs -h 11 be Used ti element to the W8-11; the condition should nevere coop ., riles i r length. Travel Lane _ Travel Lane Travel Lane Travel Lanle p h, _ LI 6' Solid Lane Line (When Steeper- Than 1:4) 11 TRAVEL LANE MILLING OR TREATMENT FOR RESURFACING DETAIL Channehzmg Device (see sheet 3) Or Temporary Barrier (See sheet 11)— Setback Distance r Algebraic Difference In Slopes PEDESTRIAN WAY DROP-OFF CONDITION NOTES 1. A pedestri.-in vvny drop-off is defined as: a. a drop in elevation greater than ]O" that is closer than 2' from the edge of the pedestrian ivay h. ,a slope steeper than 1:2 that begins closer than 2' from the edge of the ,pedestrian way when the total drop-off is greater than 60" 2. Protect any drop-off adjacent to a pedestrian way with p estrran longitudinal channelizing devices, temporary harrier wall, or approved eandrail. DROP-OFFS IN WORK ZONES o DROP-OFF CONDITION DETAIL Table 1 Drop-off Protection Requirements Condition X (ft) D (in.) Device Required 1 0-12 > 3 Temporary Barrier 2 > 12-CZ > 3 Lo < 5 Channelizing Device 3 0-CZ > 5 Temporary Barrier 4 Removal of Bridge or Retaining Wall Barrier Temporary Barrier 5 Removal of portions of Bridge Deck Temporary Barrier LAST REVISION 01/28/20 DESCRIPTION: 1 EXHIBIT E w FY 2020-21 FDOT STANDARD PLANS GENERAL INFORMATION FOR TRAFFIC CONTROL THROUGH WORK ZONES INDEX 102-600 SHEET 8 of 11 ■ ■ Sl ano'ard Spacing ■ LY BUSINESS ENTRANCE ;, o • 111 40 .1 • o Reduced Spacing Reduced Spacing :. For single business entrances, place one 24" x 36' business sign for each driveway entrance affected. Signs shall show specific business names. Logos "nay he prof ded. by bus ___ ey/ners. Standard BUSINESS ENTRANCE sign. in ❑ne'ex 700-102 may be used when approved by the Engineer. 2. When several businesses share a common driveway entrance, ,place one 24" x 36' ,tandard BUSINESS ENTRANCE srgn in accordance with Index 700-102 at the common driveway entrance. 3. Channelizing devices shall be placed at a reduced spacing on each side of the driveway entrance, but Shall not restrict Sight distance for the driveway users. 4. Business entrance signs a.re intended to guide motorist to business entrances moved/modified or disturbed during construction projects. Business entrance signs are not required where there is minimal disruption to business driveways which is often the rase with resurfacing type projects. PLACEMENT OF BUSINESS ENTRANCE SIGNS AND CHANNELIZING DEVICES AT BUSINESS ENTRANCE Table 3 Device Spacing Speed (mph) Max. Distance Between Devices (ft.) Tubular Markers Vertical Panels or Opposing Traffic Lane Divider Taper Tangent Taper Tangent 25 25 50 25 50 30 to 45 25 50 30 50 50 to 70 25 50 50 l00 24" Min. Two 3" White RetVereflectorized Bands — 2" R• — Asphalt (See Note 5) La, Separator - Tubular Marker Orange Entire Separator Shall Be Painted Reflector-ized Yellow (Included In Cost Of Separator) A —1 A Asphalt (See Note 5) Lane Separator Fixed (surface INounted) Channelizing Devices Device Spacing See Table 3 PLAN 11 12" INax Max Vertical Panel 0/1/V FIXED (SURFACE MOUNTED) CHANNELIZING DEVICES SECTION AA m Opposing Traffic Lane Divider Po 6-4 B/0 1. TempurarV lane separators shall be supplemented viith any of the following approved fixed (surface mounted) channelizing devices: tubular markers, vertical panels, or opposing traffic lane divider panels. Opposing traffie lane divider panels 996-4) shall only be used as center lane dividers to separate opposing vehicular traffic on a two-lane, tvo-way operation. Tubular Markers, Vertical Panels and Opposing Traffic Lane Divider panels shall not be intermixed within the limits where the temporary lane separator is used. The connection between the channelizing device and the temporary lane separator all shall hold the channelizing device in a vertical position. 2. Reflector ized materials shall have a smooth sealed outer surface which will display the same approximate color day and night. Fut channelizing devices having etforeflective sheeting meeting the requirements of Section 990. 3. 12" openings for drainage shall be cunstrucued in the asphalt and portable temporary lane separator ai a maximum spacing or 25' in areas with grades or 1% or less or 50' 1n areas with grades over 1% as directed by the Engineer. 4. Tapered ends shall be used at the beginning and end of each run of the temporary lane sepal ato to furor a gradual increase in height from the pavement level to the top of the temporary lane separator. 5. The Contactor has the option of using portable temporary lane separators containing fixed channelizing devices in lieu of the temporary asphalt separate, and channelizing devices detailed on this sheet. The portable tern,00rary lane separator shall cone in portable sections that can be connected to maintain continuous alignment between the separate curb section. Each temporary lane separator section shall be 36 inches to 48 inches in total length. Portable temporary lane separators shall duplicate the color of the pavement marking. Portable temporary lane separators shall be one of those listed on the Approved Products List. 6. Any da/age to existing ,pavement caused by the removal of temporary lane separator shall be satisfactorily repaired and the cost of such repairs are to be included in the cost of Maintenance of Traffic, LS. TEMPORARY LANE SEPARATOR LAST REVISION 01/28/20 2 0 DESCRIPTION: EXHIBIT E FAT FY 2020-21 STANDARD PLANS GENERAL INFORMATION FOR TRAFFIC CONTROL THROUGH WORK ZONES INDEX 102-600 SHEET 9 of 11 4" Diameter Lc CONES 18" Diameter —N L TUBULAR MARKER TUBULAR NON -FIXED INARKER TO BE USED DURING DAYLIGHT ONLY PLASTIC DRUMS 36" 8" to 12" I I I I TYPE I BARRICADE 24" TYPE I/ BARRICADE CHANNELIZING DEVICE NOTES: 1. The details shown 0n this sheet are for the following purposes: a. For ease of ident ificatiun and b. To provide information lha/ supplements or supersedes that provided by the MUTCD. 2. The Type III Barricade shall have a onit length of 6'-0" only. When barricades of greater lengths are required those lengths shall be In multiples of the 6'-0" unit. 3. No sg i panel should be MOunied on any c a n nelizi g device unless the channehring device/sign romhuraLon wass found L0 be eras/worthy and the sign panel is mounted in accordance with the vendor drawing for the channelizing device shown on the Approved Products List (APL). 4. Ballast shall not be placed on top rails or anv striped rails or higher than 13' above the driving surface. 5. The direction indicator barricade may be used in tapers and transitions where specific directional guidance to di ers is necessary. If used, direction indicator barricades shall be used In series to three/ the dr ive, through Lhe ansitron and into the intended travel lane. 6. The splicing of sheeting Is not permitted on either channelizing devices or MOT signs. 7. Fur rails less than 3'-0" long, 4" stripes shall be used. 8. Cones small: a. Be used only in active Work zones where workers are present. b. Be reflector izeu as per the MUTCD with Department -approved reflective collars when used at night. y. Vehicular longitudinal channelizing devices shall not exceed 36" in height. For vehicular - longitudinal channelizing devices (LCOs) less than 32' in height, the LCD shall be supplemented with approved fixed (surface mounted) channelizing devices (tubular mar Kers, vertical panels, etc.) along the run of the LCD, at the ends, at 50' centers on tangents, and 25' centers on radii. The cost Of the fixed supplemented channelizing devices shall be included in the cost of the LCD. LCDs less than 32' in height shall not be usedtor speed's greater- than 45 mph,. CHANNELIZING DEVICES 24" 4- A DIRECTION INDICATOR BARRICADE 12" 12" A -FRAME POST MOUNT VERTICAL PANEL 8" t0 12" 8" t0 12'i B"to12" WMA WMA WMA TYPE III BARRICADE 10. For pedestrian longitudinal channelizing devices, the device shall have a minimum of 8" continuous detectable edging above the walkway. A gap not exceeding a height of 2" is allowed to facilitate drainage. The top surface of the device shall be a minimum height of 32" and have a i4" or loss difference In any plane at all connection ,points butween the devices to facilitate hand trailing. The bottom and the top surface of the device shall be in the sr.me vertical plane. If pedestrian drop- off protection is required, the device shall have a footprnt or offset of at least 2', otherwise the device roust be at least 42" in height above the walkway and be anchored or ballasted to withstand a 200 lb lateral point load at the top of the device. 11. For Barrier Delineators, see Specification 102. Place on top of unit so that retroreflectrre sheeting faces vehicular traffic Color must match adjacent longitudinal pavement marking. TEMPORARY BARRIER NOTES: 7. IPohere a barrier /5 specified, any of the types below may be used in accordance with the applicable Index: Index Description 702-700 Temporary Barrier 102-120 Low Profile Barrier 536-001 Guardrail 2. Trailer Mounted Barriers may be used to provide positive ,protection for workers within the work areas. APL drawings may be used as a guide to develop project specific Temporary Traffic Control Plans that are signed and sealed by the Contractor', Engineer, VEHICULAR LCD VEHICULAR/ PEDESTRIAN LCD — Use Barrier Delineators Per Note 11 When Placed Parallel To And Within 4 Feet Or The Edge Or Travel Way PEDESTRIAN LCD LONGITUDINAL CHANNELIZING DEVICE LAST REVISION 01/28/20 2 0 DESCRIPTION: EXHIBIT E FY 2020-21 F� STANDARD PLANS GENERAL INFORMATION FOR TRAFFIC CONTROL THROUGH WORK ZONES INDEX 102-600 SHEET 10 of 11 ppr"oach 100' Transition 5 (Typ) Through Transition & Approach 6" Double Yellow Tangent — 40' (Typ.) Through Tangent (Work Area Transltior pproach 100' USE OF RPMS TO SUPPLEMENT PAINT OR REMOVABLE TAPE IN WORK ZONES 1. RPA1s shall be installed as a supplement to: a. All lane linos. b. Edge lines in transition & approach areas. c. Edge lines of gore areas. 2. Placement of RPt4s should be as shown in (ndek 706-001 with the following exceptions: RPA1s shall be placed at 5 feet center to center in approach and transition areas. NOTES FOR RAISED PAVEMENT MARKERS: 1. The color of (he raised pavement marker under both day am nigh[ condi(ions shall conform Lo Che color of (he marking for which they serve as a positioning guide, or for vrhich [hey supplement 2. RPMs used to supplement lane lines are to be paid for as Raised Pavement Marker (Temporary), EA. RPINs used as a temporary substi(u(e for pain( ur removable (ape due to equipment malfunction are to be ,placed at the Contractor's expense. LVI LI/V Cente(line of Pavernen( Marking LVV Lane Lines — Travel Lanes Edge Lines — UV =Total width of travel lanes divided by the number of travel lanes unless other widths arc shovrn in the plans. PLACEMENT OF PAVEMENT MARKINGS Edge Line — Edge of Travel way PAVEMENT MARKINGS LAST REVISION 01/28/20 2 0 DESCRIPTION: EXHIBIT E FY 2020-21 F� STANDARD PLANS GENERAL INFORMATION FOR TRAFFIC CONTROL THROUGH WORK ZONES INDEX 102-600 SHEET 11 of 11 Exhibit "F" CROSSING SURFACES Type Definition C Concrete R Rubber R4 Rubber/Asphalt TA Timber/Asphalt STOP ZONE FOR RUBBER CROSSING Design Speed Zone Length (mph) (Distance From Stop) 45 Or Less 250' 50 - 55 350' 60 - 65 500' 70 600' Notes. 1 Type P, Crossings are NOT to be used for multiple track crossings vrithin zones for an existing or scheduled future vehicular stop. Zone lengths are charted above. 2. Single track Type P, Crossings within the zones on the chart may be used unless engineering Jr safety considerations dictate otherwise. GENERAL NOTES 1. The Railroad Company will furnish and install all Er acx bed (ballast), crossties, rails, crossing surface panels and accessory components. All pavemer5 material, including [hat through Lhe crossing, will be f r n sped and ins/ailed by [he Department or its Contractor, unless negotiated otherwise. 2. When a railroad grade crossing Is located within the limits of a highway construction project, a transition ,pavement will be maintained at the approaches of the crossing to reduce vehicular impacts to the crossing. The transition pavement will be maintained as appropriate to protect the crossing from love clearance vehicles and vehicular irnpads unlit the construction project is completed and the final highway surface is constructed. 3. The Central Rail Office will maintain a list of currently used Railroad Crossing Products and will per iodi'ally distribute the current list to the District Offices as the list is updated. 4. The Railroad Company shall submit engineering drawings for the proposed crossing surface type to the Construction Project Engineer and/or the District Rail Office for concurrence along with the List of Railroad Crossing Products. The approved engineering drawings of the crossing surface type shall be made a ,part of the installation agreement. 5. Sidewalks shall be constructed through the crossing between approach sidewalks of the crossing. Sidewalks shall be constructed with appropriate material to alloy unobstructed travel through the crossing in accordance with ADA requirements. 6. Install pavement in accordance with the Specifications. 7. The Department will participate In crossing work, that requires adjustments to rail outside of the crossing, no more than 50 feet from the edge of the travel way. LAST REVISION 11 /01 /17 2 0 DESCRIPTION. FY 2020-21 F� STANDARD PLANS RAILROAD 'GRADE 1 CROS S IING INDEX 830-T 01 SHEET 1 of 2 Crossing Shoulder Pavement (Except Area Occupied By Crossing Surfacing I'4aterial): a- To Shoulder Line For Outside Shoulders Less Than 8' IAlde. b. To 8' INaxiinum I,Vidth For Outside Shoulders 8' Or Wider (Regardless Of Approach Shoulder Pavement Width). c. 4' For Median Shoulders. Where the stng shoulder s substandard lioi the f0'il ity type, the shoulder wru th is to be widened to accommodate crossing shoulder pav emenL. Beveled Edge (1:4 slope) — Shoulder Line` — Shoulder Pavement Edge Of Travel VVay Pavement—\ 50' Min With Or V/ithout Signal, Gate Or Signal And Gate AIM Flexible Pavement HALF PLAN ROADWAYS WiTH FLUSH SHOULDERS Varies (1' To 4.5') Friction Course — Overbuild Erlst. Rdwy_ Pavt. — Type SP 4sphalL (500 Lb/SY) Filter Fabric (Optional With RR Company) RR Crossing Varies (Full Depth Asphalt/Rubber Shovvn) — Cap Or Expansion Material (When .Required By Crossing Type) SECTION VIEW Varies (1' To 4.5') — Railroad Signal, Gate Or Signal And Gate —Varies (2' Min.) — See 'Crossing Shoulder Pa, cmenr Aboyc — Friction Course Overbuild ild — Exist. Rrlwy. Pavt. —TVpe 5P Asphalt (500 Lb/5Y) Filter Fabric (Optional With RR Company) TYPICAL CROSSING MATERIAL REPLACEMENT AT RR CROSSINGS 3 Curb Transition — Coo }/ ¢ Railroad f ,sing Mated •als r Width Varies) Varies (8' Mil, Varies (8' Min.) Drop Curb Concrete Curb And Gutter — Pavement Utility Strip —7L-- Asphalt 2' Setback — Note:: Fur location of railroad signals, gates or signals and gates see Index 509-070 30' 4 Rail — 3 Curb Transition —Dop Curb — Concrete Cora And Gutter Utility Strip Sidewalk or Trail Asphalt or Concrete to I'4atch Adjacent surface Shoulder Pavement Vihen Crossing Materials Do Not Extend Beyond Lip 01 Gutter Beveled Edge (1:4 Slope) 1, HALF PLAN CURBED ROADWAYS 2 Level f — (Track Rail 30' 2'' Grade To prevent low -clearance vehicles from plane as Lhe top of Lhe rails fo a dista be More than 3 inches higher oi t superelevation makes a differ eft level a grade to a level plane at the elevation u is not level, will necessitate a site spec — Crosstie rJ� becoming caught or the tracks, the crossing surface should be at the same e -f 2 feed outside the ails. The surface of Elie highway should also not Ilan the top of the nearest rail at a point 30 feet f do the 'ail unless tack pproprlate. Vertical an Ees should be used to t averse from the highway f the rails. Rails that are superelevated, or a roadway approach section that analysis for rail clearances. VERTICAL ROADWAY ALIGNMENT THROUGH A RAILROAD CROSSING LAST REVISION 11/01/19 2 0 DESCRIPTION: FDCIT STANDARD PLANS FY 2020-21 RAILROAD (GRADE ( ICROS S IING INDEX 830-T0] SHEET 2 of 2 Exhibit "G" R6-IL R6-IL 6" IlVhitc R6-IL BONE WAY I i R1-2 Plose uvi ! s 30' and Greater 24" White R6-IL R6-1R R1-1 DIVIDED R6-3a HIGHWAY • R6-IL AYM ANO R6-1 L 4'-0" Center to Center Min. 3'-0" Center t6 Center Pinx. TYPE 4 OBJECT MARKER PLACEMENT 6" White Nose wild s Less Than 30' 24" I/Uhite DIVIDED R6-3a TYPE 1 OBJECT MARKER PLACEMENT Reflective button s OBJECT MARKER DETAIL NOTES: 1. Index applicable to residential and minor streets only. Maj. streets to be evaluated on a case -by -case basis. 2. Install object liar kers in accmxdance with Index 706-616 3. See Index 711-001 far ,pavement markings. LAST REVISION 11/01/19 2 0 DESCRIPTION. FY 2020-21 F� STANDARD PLANS TRAFFIC CONTROLS FOR STREET TERMINATIONS IIONS INDEX 700-109 SHEET 1 of 1 Exhibit "H" HNTB Corporation Engineers Architects Planners 610 Crescent Executive Court Suite 400 Lake Mary, FL 32746 Telephone (407) 805-0355 Facsimile (866)205-1648 www.hntb.com TECHNICAL MEMORANDUM To: Myra E. Patino Traffic Engineer Miami -Dade County From: Dan D'Antonio, P.E., PTOE Cc: Alex Schapiro (Design District) Date: August 16, 2016 Re: NE 36th and 42nd Street -Traffic Impact Study Technical Memorandum 1.0 INTRODUCTION HNTB Corp has been retained by the Miami Design District to prepare an operational analysis of roadway network modifications with in the vicinity of the Design District. An analysis was previously conducted of an interchange modification at 1-195 and N. Miami Avenue that included an eastbound on -ramp and a westbound off -ramp. Other roadway modifications in that analysis included reconfiguring NE 2nd Avenue at NE 36th Street and an extension of NE 42nd Street from NE 2nd Avenue to US 1 (Biscayne Boulevard). Miami -Dade County (MDC) has requested an analysis of the NE 2nd Avenue and NE 42nd Street improvements independent of the 1-195 ramp modifications. As a basis for this study, HNTB will use the operational analysis of the interchange modification at 1-195 and N. Miami Avenue. 2.0 STUDY AREA OF INFLUENCE The area of study will be the same as for the operational analysis of the interchange modification at 1-195 and N. Miami Avenue, excluding the 1-195 ramps. The following list details all intersection in the study area: • N. Miami Avenue at NW 36th Street (signalized) • N. Miami Avenue at NW 39th Street (signalized) • NE 2nd Avenue/Federal Highway at NE 36th Street (signalized) • Federal Highway at NE 38th Street/NE 39th Street (signalized) • NE 42nd Street Extension at Federal Highway (future - signalized) • NE 2nd Avenue at NE 39th Street (signalized) • NE 2nd Avenue at NE 42nd Street (unsignalized) NE 42nd Street - SOP - EXHIBIT H NE 43rd St NW NVJ NY Swar NW st Pr 2nd Si 41 Si 40th Et »pace 4 34th St NE 42nd Si NE41stal NE.4fth St NE nth St NE38thSt NE 42nd NE 4' st St Institute or Contemporary , .Art, M iami The Moore Building Marnao Fire Art z f0 Miami Design Distract NE 3841'! St Haitian Hertage+Nr€e.i iJ_:34+sri NW 35th St MW 341h St NE 34th St NE 35th St NE 38th St Hamilton On The Bay Nf 34th St NE 34th St N (NT 5) Albert Pallor Park Legend ❑ Miami Design District Project Area of Influence MIS M� DESIGN NE 42nd St and NE 36th Street IST7.<ICT Location Map Figure 1 NE 42nd Street - SOP - EXHIBIT H HNTB 13 3.0 2015 EXISTING CONDITIONS Existing traffic counts were collected at various locations within the study area in October 2015 and consisted of the data presented in Table 1. The raw traffic count data is contained in Exhibit A. Table 1- Traffic Count Locations Turning Movement Counts 6:00 AM - 9:00 AM 4:00 PM - 7:00 PM;: N. Miami Avenue at NW 36th Street N. Miami Avenue at NW 39th Street NE 2nd Avenue/Federal Highway at NE 36th Street Federal Highway at NE 38th Street/NE 39th Street US 1 at NE 36th Street/I-195 Eastbound Ramps US 1 at NE 38th Street/I-195 Westbound Ramps NE 2nd Avenue at NE 42nd Street NE 2nd Avenue at NE 39th Street 72-Hour Vehicle Clas ification Co nt : N. Miami Avenue, north of NW 36" Street NE 36th Street, east of Buena Vista Boulevard Biscayne Boulevard, south of NE 36th Street 72-Hour Volume Counts: N. Miami Avenue, south of NW 39" Street Federal Highway, south of NE 39th Street NE 39th Street, east of NE 1st Avenue NE 2nd Avenue, north of NE 36th Street Biscayne Boulevard, south of NE 36th Street Biscayne Boulevard, north of NE 38th Street The raw traffic counts were adjusted using seasonal factors provided by the Florida Department of Transportation (FDOT). Using FDOT's Florida Traffic Information (FTI) database, the peak season conversion factor was determined to be 1.00 for the surface streets. The peak season adjusted counts are graphically presented on Figure 2. NE 42nd Street - SOP - EXHIBIT H LEGEND X,XXX (X,XXX) AM (PM) Peak Hour Turning Movement Count X,XXX AM Peak Hour Link Volume (X,XXX) PM Peak Hour Link Volume © Signalized intersection cr,` � h N 12 (25) .044 33 (44) 9 (23) 14 (30) 1 50 (32) -i 192 (104)"N k. 25 (78) 46 (104) 37 (47) ks15 (49) 40 (67) y" 140 (78) fr a N v 7-N,`E2. ^^o NE 39th St ks 55 (164) 239 (346) r- 156 (142) 97 (152) 352 (353) 58 (71) -N r u o M N v Ln 0 N W b NE 38th St 116 (69) 42 (25) 52 (17)1' 23 (53) 1 112 (153)I 408 (369)—>- 197(101)' 76 (40) 122 (185) 61 (58) r `63 (28) R35 (53) E255 (437) wa O1 N M NMI' �n (NTS) MI�'MI DESIGN NE 36th St. and NE 42nd St. OISTICT Existing Year 2015 Peak Hour Volumes — No Build NE 42nd Street - SOP - EXHIBIT H :EINTB I5 3.1 Intersections The existing operating characteristics during AM and PM peak hour conditions were evaluated for the study area intersections using Synchro, Version 9. Synchro uses procedures outlined in the Highway Capacity Manual (HCM) to determine intersection level of service (LOS) and delay. Existing traffic signal timings were obtained from Miami -Dade County and used in the analysis. Table 2 presents a summary of the existing LOS and delay at the study area intersections. Table 2 - Existing Intersection Level of Service - No -Build Intersection Existing - No Build AM Peak Hour PM Peak Hour Delay LOS Delay LOS N Miami Ave. at NE 36" St. 27.3 C 32.8 C N Miami Ave. at NE 39" St. 15.0 B 6.9 A NE 21'd Ave. & NE 39" St. 12.7 B 17.4 B NE 2nd Ave./Federal Hwy. at NE 36" St. 118.1 F 80.1 F Federal Hwy. at NE 38th St./NE 39" St. 17.8 B 22.9 C NE 42nd St. & NE 2nd Ave. 12.7 B 16.0 C As indicated in the table, the study area intersections are currently operating acceptably with the exception of NE 21'd Avenue at NE 36" Avenue/Federal Highway during the AM and PM peak hour. This intersection currently has five approaches with the northbound, southbound, and southeastbound approaches operating as split phasing. The existing traffic signal timings are contained in Exhibit B and the Synchro summary reports are contained in Exhibit C. NE 42nd Street - SOP - EXHIBIT H HNTB I6 4.0 Trip Distribution and Re -assignment The analysis was performed for build and no -build conditions for the specific network changes. The proposed network changes include: • Restrict NE 2nd Avenue at NE 36th Street to southbound right turns only and allow all other movements. • Extend NE 42nd Street east to Federal Highway. To represent the traffic assignment under Build conditions, future volumes were re- assigned for the following movements: • Southeast through movement from NE 2nd Avenue to Federal Highway • Southeast left turn movement from NE 2nd Avenue to Federal Highway and NE 36th Street • Northbound left turn movement from Federal Highway to NE 2nd Avenue • Westbound right turn movement from NE 36th Street to NE 2nd Avenue • Eastbound left turn movement from NE 36th Street to NE 2nd Avenue • Southbound right turn movement from Federal Highway to NE 2nd Avenue Table 3 shows the distribution percentages for each movement. Table 3 - Distribution Percentages Intersection Volumes to be Re -Distributed AM (PM) To Federal To N Miami To US 1 29th St. NE 2nd Ave. at NE 36th St./Federal Hwy. SBT 273 (147) 70% 30% 0 0 SBL1 62 (74) 40% 0 60% 0 SBL2 4 (3) 100% 0 0 0 EBL2 23 (53) 25% 60% 15% 0% NBL1 96 (229) 40% 30% 0 30% WBR1 35 (53) 55% 45% 0 SBR2 0 (3) 100% at node 5 new NE 42th extension NE 42nd Street - SOP - EXHIBIT H HNTB To determine 2020 volumes, an average annual growth rate of two percent per year was used. This is consistent with the growth rate that was used for the 1-195 operational analysis. Table 4 presents the annual growth rates and growth factors by which the adjusted 2015 counts were multiplied to determine the 2020 no -build volumes. Table 4 - Applied Growth Rates Application Average Annual Growth Rate Years of Growth Growth Factor Area -wide 2.00% 5 1.1 5.0 Intersection Analysis- AM and PM Peak Hour (Existing and Build out Conditions) Eight operational analyses were conducted to determine the changes in traffic distribution. These eight scenarios are 2015 AM, 2015 PM, 2020 AM, and 2020 PM with each performed under no -build and build conditions. 5.1 2015 Build Condition Distributions percentages presented in Table 3 were used to establish the volumes that were added to existing volumes to analyze the impact of the roadway improvements under 2015 conditions. Exhibit D contains each individual movement distribution. Figure 3 show total peak hour volumes for the build condition. The 2015 build operating characteristics during AM and PM peak hour conditions were evaluated for the study area intersections using Synchro, Version 9. Table 5 presents a summary of the LOS and delay at the study area intersection under build conditions. Table 5 - Existing Intersection Level of Service - Build Condition Intersection Existing - Build AM Peak Hour PM Peak Hour Delay LOS Delay LOS N Miami Ave. at NE 36th St. 30.7 C 39.0 D N Miami Ave. at NE 39th St. 15.1 B 6.8 A NE 2nd Ave. at NE 39th St. 14.4 B 19.3 B NE 2nd Ave./Federal Hwy. at NE 36th St. 42.0 D 44.6 D Federal Hwy. at NE 38th St./NE 39th St 18.2 B 16.5 B NE 42nd St. at NE 2nd Ave.* 28.1 D 73.6 F NE 42nd St. Extension at Federal Hwy. 14.2 B 9.3 A *Unsignalized intersection. Worst -case STOP controlled approach is reported. Under Build Conditions, all intersections are expected to operate at a level of service of D or better with the exception of NE 42nd Street and NE 2nd Avenue, which operates at NE 42nd Street - SOP - EXHIBIT H HNTB I8 a level of service F during the PM peak. This intersection was assumed to be unsignalized with the east -west approaches coming to a STOP condition. A cursory comparison of the minor street volumes against traffic signal warrant thresholds was performed to determine is warrant thresholds will be met. The peak minor street approach is 106 vph in the PM peak hour, which is fewer than the threshold of 150 vph that would need to be met for eight hours to satisfy warrant 1A. As such, warranting thresholds likely will not be met. The intersection of NE 36th Avenue and Federal Highway was analyzed as a four leg intersection with a protected -permissive (flashing yellow) left turn for all movements except the westbound left which is a prohibited movement. The proposed changes improve the level of service of this intersection from F to D for both the AM and PM time periods. Geometry needs for the intersection of NE 42nd Avenue and Federal Highway was based on existing volumes of adjacent intersections and re -distribution volumes from NE 2nd/ Federal Highway at NE 36th Street. Geometrics characteristics are as follow: • 0ne shared through/right southbound lane • 0ne share left/right eastbound lane • 0ne exclusive northbound left turn lane • 0ne through northbound left turn lane NE 42nd Street - SOP - EXHIBIT H LEGEND X,XXX (X,XXX) AM (PM) Peak Hour Turning Movement Count X,XXX AM Peak Hour Link Volume (X,XXX) PM Peak Hour Link Volume © Signalized intersection 41 114 11, k.,15 (49) 40 (67) r 140 (78) 14 (30) 50 (32) -i 192 (104)N NE 39th St 41 84 (233) N N N 239 (346) r- 156 (142) r 111 (175) n 352 (353) MUMI DES I�-N NE 36th St. and NE 42nd St. ENISTICT 30 (72) i 1 (1)-i 15 (35) -N 30 (68) 4 (3) e- 20 (55) NE 42"d St NE 38th St NE 36th St v v Q �NE 42"d S W 116 (69) I 42 (25) 52 (17) "-N4 0(0) 118 (166) 408 (369)-4.- 246(127) N Existing Year 2015 Peak Hour Volumes - Build 76 (40) 122 (185) 61 (58) (NTS) NE 42nd Street - SOP - EXHIBIT H HNTB Page 110 5.2 2020 No Build and Build Condition The 2020 no -build and build operating characteristics during AM and PM peak hour conditions were evaluated for the study area intersections using Synchro, Version 9. Synchro uses procedures outlined in the Highway Capacity Manual (HCM) to determine intersection level of service (LOS) and delay. Table 6 presents a summary of the LOS and delay at the study area intersections under no -build and build conditions. Table 6 - 2020 Intersection Level of Service Intersection 2020 No Build 2020 Build AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Delay LOS Delay LOS Delay LOS Delay LOS N Miami Ave. at NE 36th St. 27.0 C 36.5 D 32.5 C 50.0 D N Miami Ave. at NE 39th St. 17.3 B 7.2 A 17.6 B 7.1 A NE 2nd Ave. at NE 39th St. 12.8 B 17.5 B 14.6 B 19.5 B NE 2nd Ave./Federal Hwy. at NE 36th St. 143.0 F 120.4 F 44.3 D 46.6 D Federal Hwy. at NE 38th St./NE 39th St. 18.9 B 26.0 C 20.3 C 18.1 B NE 42nd St. at NE 2nd Ave.* 12.9 B 17.4 C 37.8 E 166.2 F NE 42nd Ave. Extension at Federal Hwy. - - - - 17.2 B 10.5 B *Unsignalized intersection. Worst -case STOP controlled approach is reported. As previously stated, a growth factor of 1.1 was applied to 2015 volumes to forecast 2020 volumes. As shown in the table, the study area intersections are expected to operate acceptably with the exception of NE 2nd Avenue at NE 36th Street/Federal Highway during the AM and PM peak hour. Level of Service is F is expected under no -build conditions for both time periods with a delay of 143.0 seconds and 120.4 seconds for the AM and PM, respectively. The existing traffic signal timings are contained in Exhibit B and the Synchro summary reports are contained in Exhibit C. Under Build conditions, all intersections are expected to operate at a level of service of D or better with the exception of NE 42nd Street and NE 2nd Avenue which is expected to operate at a level of service F with a delay of 166.2 seconds on the eastbound approach. The intersection of NE 36th Avenue and Federal Highway was analyzed as a four leg intersection with a protected -permissive (flashing yellow) left turn phasing for all movements except the westbound left which is a prohibited movement. These changes improve the level of service of this intersection from F to D for both time periods. Figures 4 and 5 present 2020 No Build and 2020 Build volumes for the AM and PM peak periods. NE 42nd Street - SOP - EXHIBIT H LEGEND X,XXX (X,XXX) AM (PM) Peak Hour Turning Movement Count X,XXX AM Peak Hour Link Volume (X,XXX) PM Peak Hour Link Volume © Signalized intersection O N 14 (28) 37 (49) 10 (26) 16 (33) 55 (36) — 212(115)-N k- 28 (86) 51 (115) 41 (52) 17 (54) 44 (74) r 154 (86) fr NJnN N N n N NE 39th St _61 (181) 263 (381) M ^ N 172(157) r 107 (168) ro 388 (389) ^ ^ 64(79)-N n�i ��o N Q dye 2(3) %1 2(2) -1 4(8) -N 1(4) E 5(4) e- 2(10) NE 38th St ijl m 128 (76) 47 (28) 58 (19)1' 84 (44) 135 (204) 68 (64) ro, moo W ^ Q ^ a O 69 S(q/ 'SS (16 (f))' 26 (59) 1� 124 (169).A 449 (406)-- 217 (112)N r `70 (31) R39 (59) E282 (482) 0ON- O1 lO l0 01 N no01 (NT S) MI�'MI DESIGN NE 36th St. and NE 42nd St. OISTICT Future Year 2020 Peak Hour Volumes — No Build Figure 4 NE 42nd Street - SOP - EXHIBIT H LEGEND X,XXX (X,XXX) AM (PM) Peak Hour Turning Movement Count X,XXX AM Peak Hour Link Volume (X,XXX) PM Peak Hour Link Volume © Signalized intersection v`m � O N 27 (50) 37 (49) 43 (83) 16 (33) 55 (36) — 212(115)-N IL 33 (94) 51 (115) 44 (65) 17 (54) 44 (74) kr 1154 (86) nn o `ham Q `O NE 39th St M M W 123 (203) 388 (389) 64 (79)-"44 33 (75) 5 (4) e- 22 (61) 93 (257) 263 (381) 172 (157) r N ` O 33 (80) 2 (2) 17(39) -N a0� N � NE 42"d St NE 38th St 1 0 (0)1 130 (183)." 449 (406)- 271 (140)' 128 (76) 46 (28) 57 (19) `91 (63) C0 (0) E282 (482) 84 (44) 135 (204) 68 (64) (NTS) MI�'MI DESIGN NE 36th St. and NE 42nd St. OISTICT 1 Future Year 2020 Peak Hour Volumes - Build Figure 5 NE 42nd Street - SOP - EXHIBIT H HNTB P age I13 6.0 SUMMARY 6.1 NE 2"d Avenue The intersection of NE 2"d Avenue at NE 36th Street/Federal Highway is proposed to be reconstructed as a southbound right turn only under build conditions. This improvement removes the fifth leg of the intersection which reduces the overall delay at the intersection. Delay at this intersection is reduced by 70% during the morning peak and 61% during the evening peak. 6.2 NE 42"d Street Extension Connection of NE 42"d Street to Federal Highway allows traffic to and from the north to use Federal Highway as an alternative to NE 2nd Avenue. This proposed improvement will help relieve the congestion at the NE 2nd Avenue and NE 36th Street/Federal Highway intersection. Level of service at the intersection of NE 42"d Street and Federal Highway is expected to be 8 for all time periods. 6.3 Network Measures of Effectiveness (MOE's) With the improvements in the build alternative, the total vehicular delay for 2015 is reduced by 23% (15.8 veh-hr) in the AM peak hour and 280/0 (15.2 veh-hr) in the PM peak hour. Similarly, the total vehicular delay for 2020 is reduced by 32% (17.1 veh-hr) in the AM peak period and 18% (22.0 veh-hr) in the PM peak period. i affirm, by affixing my signature and seal below, that the findings contained herein are, to my knowledge, accurate and truthful and were developed using current procedures standard to the practice of professional engineering. Name: Signature: Florida PE License No.: Date: 68399 August 16, 2016 Daniel M. D'Antoni ���"� Mm/14_fsi M. 6839, • • may: rarE OF �•� • NE 42nd Street - SOP - EXHIBIT H IINTB EXHIBITS EXHIBIT A NE 42nd Street - SOP - EXHIBIT H Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: N Miami Ave -- NE 36th St QC JOB #: 13543401 CITY/STATE: Miami, FL DATE: Thu, Oct 08 2015 1561 537 a ♦ 126 1212 223 *+ a 4*I4 Peak -Hour: 8:00 AM -- 9:00 AM Peak 15-Min: 8:45 AM -- 9:00 AM 4.1 2.2 • 4.8 3.1 2.2 4 387 « 97 f t 55 « 450 « 1 t « 352 y 0.98 « 4.9 4.1 239 ♦ AP « 14.5 6.7 507 * 58 ii f , r 7.4 156 # 644 711 5.4 6.9;8.6 f �r 5.8* 5.4 22 385 69 i ♦ 1426 476 2 4/ QuI -R4NWOR7aTION DATA 44:L€Cram SE RVIC: 5 0.0 6.2 5.8� i 3.6 5.9 0 0 0 ,+ f 4 �,+ 9 a 4� L 4— 4— z' �*I 0 3 0 f 4_ « } t NA « NA 1tTr Et- NA * t • • « NA f 7 r • 7 r NA • ♦ NA 15-Min Count Period Beginning At N Miami Ave (Northbound) N Miami Ave (Southbound) NE 36th St (Eastbound) NE 36th St (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 6:00 AM 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 7:45 AM 1 19 2 0 1 25 2 0 2 33 4 0 2 39 9 0 5 69 2 0 7 73 9 0 4 85 13 0 8 77 11 0 36 64 16 0 25 63 20 0 33 141 22 0 51 172 35 0 41 178 31 0 56 243 24 0 47 266 51 0 57 314 26 0 22 69 6 0 34 81 5 0 30 98 9 0 32 105 11 0 30 82 8 0 32 102 5 0 32 112 9 0 26 96 12 0 3 19 5 0 7 21 6 0 12 28 10 0 19 42 12 0 24 43 15 0 15 50 15 0 14 62 15 0 35 62 25 0 262 290 422 529 528 631 710 749 1503 1769 2110 2398 2618 8:00 AM 8:15 AM 8:30 AM 3 94 14 0 5 106 20 0 5 101 23 0 54 316 28 0 52 300 27 0 60 269 39 0 29 90 19 0 29 79 14 0 17 89 12 0 40 61 14 0 43 56 16 0 32 58 16 0 762 747 721 2852 2968 2979 8:45 AM 9 84 12 0 57 327 32 0 22 94 13 0 41 64 9 0 764 2994 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 36 336 48 0 0 24 0 4 0 0 0 228 1308 128 0 8 36 4 0 0 0 0 88 376 52 0 4 24 4 0 0 0 0 164 256 36 0 0 24 8 0 0 0 0 3056 136 4 0 Comments: Report generated on 10/27/2015 8:55 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 NE 42nd Street - SOP - EXHIBIT H Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: N Miami Ave -- NE 36th St QC JOB #: 13543402 CITY/STATE: Miami, FL DATE: Thu, Oct 08 2015 1015 1365 } } 194 670 151 *I ; 4 Peak -Hour: 5:30 PM -- 6:30 PM Peak 15-Min: 5:45 PM -- 6:00 PM 2.6 1.7 2.6 3.0 0.7 4.1 ; M 615 * 152 i t 164 ♦ 652 + t ♦ 353 ~ 0.99 ♦ 3.3 0.0 346 * ♦ 2.4 2.5 576 * 71 1 ri ♦ rpr 2.5 142 ♦ 657 * 3.5 *` 1.9 2.8 # 0.0 1.7 75 1049 153 * 863 1277 7 II QuaL) L+ Counts -R4NJW' R'aTIi�W alA%p. C'C7:L€CT O SE RV IC:ES 4.0 0.9 0.7� a 2.5 1.0 1 1 0 .1 i 14 5 I A 1 S l 1, 5 * IF 0 1 ♦ ,, 4 4 J 29 � L 4— 4— T � � J ,� �r 0 3 2 *I f 4 it :NA ♦ NA NA — ••♦ 1 r ♦ 1 r +t t r* 'i I. r* NA • * NA 15-Min Count Period Beginning At N Miami Ave (Northbound) N Miami Ave (Southbound) NE 36th St (Eastbound) NE 36th St (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 28 250 38 0 19 275 33 0 22 284 31 0 17 277 40 0 17 270 36 0 15 277 32 0 40 154 35 0 32 150 50 0 35 152 40 0 32 179 36 0 41 138 47 0 29 141 48 0 36 108 14 0 35 95 10 0 32 114 16 0 32 85 13 0 31 82 17 0 41 88 22 0 36 84 40 0 32 83 48 0 38 77 33 0 42 96 58 0 32 95 42 0 31 81 39 1 863 862 874 907 848 845 3506 3491 3474 5:30 PM 27 300 31 0 36 158 49 0 36 73 13 0 28 90 30 0 871 3471 1 5:45 PM 20 273 33 0 44 175 49 0 33 93 15 0 36 88 31 0 890 3454 1 6:00 PM 6:15 PM 9 246 42 0 19 230 47 0 40 163 46 0 31 174 50 0 45 98 14 0 38 89 29 0 38 85 51 0 40 83 52 0 877 882 3483 3520 6:30 PM 6:45 PM 18 205 48 0 17 196 48 0 36 152 37 0 49 161 46 0 42 89 19 0 32 96 25 0 45 74 43 0 49 71 44 0 808 834 3457 3401 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 80 1092 132 0 0 20 0 24 0 0 1 176 700 196 0 0 24 12 4 0 1 0 132 372 60 0 0 12 8 4 0 1 0 144 352 124 0 0 8 8 4 0 1 0 3560 92 36 4 Comments: Report generated on 10/27/2015 8:55 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 NE 42nd Street - SOP - EXHIBIT H Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: N Miami Ave -- I- 195 EB Off -Ramp QC JOB #: 13543407 CITY/STATE: Miami, FL DATE: Thu, Oct 08 2015 900 930 a ♦ 0 900 o Peak -Hour: 8:00 AM -- 9:00 AM Peak 15-Min: 8:45 AM -- 9:00 AM 0.3 0.0 • t 0.0 2.3 0.0 0 4388} t 0♦ 0 ♦3.4 1 t 0 . 0.92 ♦ 0.0 0 • 0.0♦ 0.0 1008� 620 $i t f.r 0.0 o ♦ 0 * � 0.0 � 3.4 3.4 f �r 0.0 0.0 0 542 0 } ♦ 1520 542 0 Quality Counts �011.0 -R4NWOR7aTION DATA CO LL€CT O SE RV IC: 5 7.0 0.0� a 2.8 7.0 0 0 0 f 4 11 o 1�`♦I+ o �4 + 0 a 4_ � � —a�*I 0 3 0 f 4_ ♦ t ♦ NA * ♦ NA if jj } NA * _ t •• ♦ NA f 7 F ♦ 7 F NA • ♦ NA 15-Min Count Period Beginning At N Miami Ave (Northbound) N Miami Ave (Southbound) I- 195 EB Off -Ramp (Eastbound) I- 195 EB Off -Ramp (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 6:00 AM 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 7:45 AM 0 46 0 0 0 64 0 0 0 75 0 0 0 83 0 0 0 111 0 0 0 123 0 0 0 122 0 0 0 133 0 0 0 53 0 0 0 46 0 0 0 112 0 0 0 160 0 0 0 136 0 0 0 190 0 0 0 213 0 0 0 232 0 0 17 0 74 0 24 0 67 0 23 0 88 0 63 0 108 0 91 0 112 0 84 0 136 0 99 0 125 0 108 0 177 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 190 201 298 414 450 533 559 650 1103 1363 1695 1956 2192 8:00 AM 8:15 AM 8:30 AM 0 138 0 0 0 149 0 0 0 139 0 0 0 231 0 0 0 231 0 0 0 201 0 0 86 0 154 0 82 0 164 0 92 0 118 0 0 0 0 0 0 0 0 0 0 0 0 0 609 626 550 2351 2444 2435 8:45 AM 0 116 0 0 0 237 0 0 128 0 184 0 0 0 0 0 665 2450 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 0 464 0 0 0 40 0 0 0 0 0 0 948 0 0 0 16 0 0 0 0 0 512 0 736 0 4 0 24 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2660 84 4 0 Comments: Report generated on 10/27/2015 8:55 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 NE 42nd Street - SOP - EXHIBIT H Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: N Miami Ave -- I- 195 EB Off -Ramp QC JOB #: 13543408 CITY/STATE: Miami, FL DATE: Thu, Oct 08 2015 388 1845 a ♦ 0 388 o Peak -Hour: 5:30 PM -- 6:30 PM Peak 15-Min: 5:45 PM -- 6:00 PM 0.6 0.0 • t 0.0 2.6 0.0 0 ♦486} t •0♦ 0 ♦0.4 f t 0 • 0.97 ♦ 0.0 0 •0.0 ♦ 0.0♦ 0.0 1114� 628 si f 4r 0 •♦ 0 '�' � 0.0 � 1.z 1.8 f r*r o.o o.o 0 1359 0 i ♦ 1016 1359 0 Quality Counts -R4NWOR7aTION DATA COLL€(TO4 SE RVIC: 5 J 011.0 1.0 0.0� a 2.1 1.0 0 0 0 4.1 •1 4 5 A 1 0 11 0 ♦ °1+I*I+ ♦ 0 ° � �► ° 4 1 a 4_ � � �*I 0 2 0 f 4_ ♦ t ♦ NA ~ ♦ NA jj } NA * _ t •• ♦ NA * 1 r • r +I t r* *I t e NA • ♦ NA 15-Min Count Period Beginning At N Miami Ave (Northbound) N Miami Ave (Southbound) I- 195 EB Off -Ramp (Eastbound) I- 195 EB Off -Ramp (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 0 331 0 0 0 347 0 1 0 347 0 0 0 367 0 0 0 336 0 0 0 365 0 0 0 92 0 0 0 93 0 0 0 97 0 0 0 97 0 0 0 82 0 1 0 85 0 0 93 0 139 0 129 0 140 0 109 0 134 0 114 0 152 0 91 0 140 0 104 0 128 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 655 710 687 730 650 682 2782 2777 2749 5:30 PM 0 366 0 0 0 99 0 0 106 0 143 0 0 0 0 0 714 2776 1 5:45 PM 0 340 0 0 0 103 0 0 123 0 171 0 0 0 0 0 737 2783 1 6:00 PM 6:15 PM 0 337 0 0 0 316 0 0 0 88 0 0 0 98 0 0 131 0 158 0 126 0 156 0 0 0 0 0 0 0 0 0 714 696 2847 2861 6:30 PM 6:45 PM 0 297 0 0 0 272 0 0 0 81 0 0 0 87 0 0 116 0 139 0 114 0 171 0 0 0 0 0 0 0 0 0 633 644 2780 2687 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 0 1360 0 0 0 28 0 0 0 0 0 0 412 0 0 0 16 0 0 0 0 0 492 0 684 0 8 0 16 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2948 68 4 0 Comments: Report generated on 10/27/2015 8:55 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 NE 42nd Street - SOP - EXHIBIT H Location: N Miami Ave -- NE 38th St/I-195 WB On -Ramp Date: 10/8/2015 Site Code: 13543409 N Miami Ave Southbound NE 38th St Westbound N Miami Ave Northbound 1-195 WB On -Ramp From Southwest NW 38th S Eastbound Start Time Right Right to 1- 195 WB On -Ramp Thru Left U-Turns Right Thru Left to 1- 195 WB On -Ramp Left Peds Right Thru Left Left to 1- 195 WB On -Ramp Peds Right to N Miami Ave Right to NE 38th St Left to N Miami Ave Left to NW 38th St Peds Right to 1- 195 WB On -Ramp Right Thru Left Peds 06:00 1 51 54 0 0 0 0 0 0 0 4 25 0 34 0 0 0 0 0 0 0 0 0 0 0 06:15 0 73 43 1 0 0 0 0 0 0 4 33 0 50 0 0 0 0 0 0 0 0 0 0 0 06:30 0 114 115 0 0 1 1 0 0 0 6 46 1 46 0 0 0 0 0 0 0 0 0 0 0 06:45 2 119 161 0 0 0 1 1 0 0 24 70 0 54 0 0 0 0 0 0 0 0 0 0 0 07:00 1 148 142 0 0 1 3 0 0 0 21 104 0 69 0 0 0 0 0 0 0 0 0 0 0 07:15 1 193 197 0 0 0 2 1 0 0 19 110 0 80 0 0 0 0 0 0 0 0 0 0 0 07:30 0 232 206 0 0 0 3 1 0 0 18 142 0 64 0 0 0 0 0 0 0 0 0 0 0 07:45 0 188 235 0 0 1 10 0 0 0 23 150 0 74 0 0 0 0 0 0 0 0 0 0 0 08:00 1 184 224 0 0 0 15 3 0 0 17 139 1 69 0 0 0 0 0 0 0 0 0 0 0 08:15 0 200 232 0 0 0 14 2 0 0 24 128 1 80 0 0 0 0 0 0 0 0 0 0 0 08:30 0 160 196 0 0 0 26 1 0 0 24 134 1 77 0 0 0 0 0 0 0 0 0 0 0 08:45 3 144 234 0 0 0 8 2 0 0 31 145 1 72 0 0 0 0 0 0 0 0 0 0 0 Total 9 1806 2039 1 0 3 83 11 0 0 215 1226 5 769 0 0 0 0 0 0 0 0 0 0 0 Peak Hour Peak 15 Min PHF 7:00:00 AM - 8:00:00 AM 7:45:00 AM - 8:00:00 AM 0.895374 NE 42nd Street - SOP - EXHIBIT H Location: Change These in The Preferences Window Date: 10/8/2015 Site Code: 13543409 N Miami Ave Southbound NE 38th St Westbound N Miami Ave Northbound 1-195 WB On -Ramp From Southwest NW 38th S Eastbound Start Time Right Right to 1- 195 WB On -Ramp Thru Left U-Turns Right Thru Left to 1- 195 WB On -Ramp Left Peds Right Thru Left Left to 1- 195 WB On -Ramp Peds Right to N Miami Ave Right to NE 38th St Left to N Miami Ave Left to NW 38th St Peds Right to 1- 195 WB On -Ramp Right Thru Left Peds 06:00 1 50 53 0 0 0 0 0 0 0 4 25 0 32 0 0 0 0 0 0 0 0 0 0 0 06:15 0 73 42 1 0 0 0 0 0 0 2 32 0 47 0 0 0 0 0 0 0 0 0 0 0 06:30 0 111 112 0 0 1 1 0 0 0 4 39 1 41 0 0 0 0 0 0 0 0 0 0 0 06:45 2 115 156 0 0 0 1 1 0 0 22 64 0 50 0 0 0 0 0 0 0 0 0 0 0 07:00 0 145 137 0 0 0 3 0 0 0 20 99 0 63 0 0 0 0 0 0 0 0 0 0 0 07:15 1 191 191 0 0 0 2 0 0 0 19 106 0 73 0 0 0 0 0 0 0 0 0 0 0 07:30 0 228 203 0 0 0 3 1 0 0 18 137 0 60 0 0 0 0 0 0 0 0 0 0 0 07:45 0 180 232 0 0 1 6 0 0 0 21 145 0 69 0 0 0 0 0 0 0 0 0 0 0 08:00 1 177 216 0 0 0 13 2 0 0 15 132 1 60 0 0 0 0 0 0 0 0 0 0 0 08:15 0 193 230 0 0 0 14 1 0 0 24 126 1 72 0 0 0 0 0 0 0 0 0 0 0 08:30 0 157 192 0 0 0 26 0 0 0 24 126 1 72 0 0 0 0 0 0 0 0 0 0 0 08:45 3 139 230 0 0 0 8 2 0 0 29 140 1 67 0 0 0 0 0 0 0 0 0 0 0 Total 8 1759 1994 1 0 2 77 7 0 0 202 1171 5 706 0 0 0 0 0 0 0 0 0 0 0 NE 42nd Street - SOP - EXHIBIT H Location: Change These in The Preferences Window Date: 10/8/2015 Site Code: 13543409 N Miami Ave Southbound NE 38th St Westbound N Miami Ave Northbound 1-195 WB On -Ramp From Southwest NW 38th S Eastbound Start Time Right Right to 1- 195 WB On -Ramp Thru Left Right Thru Left to 1- 195 WB On -Ramp Left Right Thru Left Left to 1- 195 WB On -Ramp Right to N Miami Ave Right to NE 38th St Left to N Miami Ave Left to NW 38th St Right to 1- 195 WB On -Ramp Right Thru Left 06:00 0 1 1 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 06:15 0 0 1 0 0 0 0 0 2 1 0 3 0 0 0 0 0 0 0 0 06:30 0 3 3 0 0 0 0 0 2 7 0 5 0 0 0 0 0 0 0 0 06:45 0 4 5 0 0 0 0 0 2 6 0 4 0 0 0 0 0 0 0 0 07:00 1 3 5 0 1 0 0 0 1 5 0 6 0 0 0 0 0 0 0 0 07:15 0 2 6 0 0 0 1 0 0 4 0 7 0 0 0 0 0 0 0 0 07:30 0 4 3 0 0 0 0 0 0 5 0 4 0 0 0 0 0 0 0 0 07:45 0 8 3 0 0 4 0 0 2 5 0 5 0 0 0 0 0 0 0 0 08:00 0 7 8 0 0 2 1 0 2 7 0 9 0 0 0 0 0 0 0 0 08:15 0 7 2 0 0 0 1 0 0 2 0 8 0 0 0 0 0 0 0 0 08:30 0 3 4 0 0 0 1 0 0 8 0 5 0 0 0 0 0 0 0 0 08:45 0 5 4 0 0 0 0 0 2 5 0 5 0 0 0 0 0 0 0 0 Total 1 47 45 0 0 1 6 4 0 0 13 55 0 63 0 0 0 0 0 0 0 0 0 0 0 NE 42nd Street - SOP - EXHIBIT H Location: Change These in The Preferences Window Date: 10/8/2015 Site Code: 13543409 N Miami Ave Southbound NE 38th St Westbound N Miami Ave Northbound 1-195 WB On -Ramp From Southwest NW 38th S Eastbound Start Time Right Right to 1- 195 WB On -Ramp Thru Left Peds Right Thru Left to 1- 195 WB On -Ramp Left Peds Right Thru Left Left to 1- 195 WB On -Ramp Peds Right to N Miami Ave Right to NE 38th St Left to N Miami Ave Left to NW 38th St Peds Right to 1- 195 WB On -Ramp Right Thru Left Peds 06:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:30 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:45 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:00 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 08:00 0 0 0 0 0 0 0 0 0 2 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 0 1 0 0 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 08:30 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:45 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 3 0 0 0 0 0 0 0 13 0 3 0 0 1 0 0 0 0 0 0 0 0 0 0 NE 42nd Street - SOP - EXHIBIT H Location: N Miami Ave -- NE 38th St/I-195 WB On -Ramp Date: 10/8/2015 Site Code: 13543410 • N Miami Ave Southbound NE 38th St Westbound N Miami Ave Northbound 1-95 WB On -Ramp From Southwest NW 38th St Eastbound Start Time Right onto NW 38th St Right onto 1-195 WB On -Ramp Thru Left U-Turns Right Thru Left onto 1- 195 WB On -Ramp Left Peds Right Thru Left Hard Left onto 1-195 WB On- Ramp Peds Hard Right Bear Right Bear Left Hard Left Peds Hard Right Right Thru Left Peds 16:00 2 99 88 0 0 4 0 27 2 0 4 272 0 146 0 0 0 0 0 0 0 0 0 0 0 16:15 3 94 91 0 1 3 0 21 1 0 10 321 2 142 0 0 0 0 0 0 0 0 0 0 0 16:30 1 98 93 0 1 5 0 14 3 0 6 323 0 130 0 0 0 0 0 0 0 0 0 0 0 16:45 2 84 93 0 0 3 0 25 3 0 14 350 0 121 0 0 0 0 0 0 0 0 0 0 0 17:00 1 103 82 0 0 6 0 23 1 0 9 310 0 107 0 0 0 0 0 0 0 0 0 0 0 17:15 2 106 85 0 0 8 1 21 2 0 2 347 1 121 0 0 0 0 0 0 0 0 0 0 0 17:30 1 76 98 0 0 5 2 17 3 0 4 357 0 109 0 0 0 0 0 0 0 0 0 0 0 17:45 2 81 102 0 0 4 0 18 2 0 5 339 1 119 0 0 0 0 0 0 0 0 0 0 0 18:00 2 95 88 0 0 4 1 28 1 0 7 345 2 117 0 0 0 0 0 0 0 0 0 0 0 18:15 0 107 94 0 0 4 0 38 4 0 6 309 0 128 0 0 0 0 0 0 0 0 0 0 0 18:30 1 4:30:00 Pk 78 0 0 4 1 33 1 0 9 280 0 138 0 0 0 0 0 0 0 0 0 0 0 18:45 1 5:15:00 Pk 84 1 0 2 0 26 4 0 10 255 0 129 0 0 0 0 0 0 0 0 0 0 0 Total 18 0.972342 1076 1 2 52 5 291 27 0 86 3808 6 1507 0 0 0 0 0 0 0 0 0 0 0 Peak Hour Peak 15 Min PHF 4:30:00 PM - 5:30:00 PM 5:15:00 PM - 5:30:00 PM 0.972342 NE 42nd Street - SOP - EXHIBIT H Location: Change These in The Preferences Window Date: 10/8/2015 Site Code: 13543410 N Miami Ave Southbound NE 38th St Westbound N Miami Ave Northbound 1-95 WB On -Ramp From Southwest NW 38th S Eastbound Start Time Right onto NW 38th St Right onto 1-195 WB On -Ramp Thru Left U-Turns Right Thru Left onto 1- 195 WB On -Ramp Left Peds Right Thru Left Hard Left onto 1-195 WB On- Ramp Peds Hard Right Bear Right Bear Left Hard Left Peds Hard Right Right Thru Left Peds 16:00 2 97 86 0 0 3 0 27 2 0 4 269 0 143 0 0 0 0 0 0 0 0 0 0 0 16:15 3 91 89 0 1 3 0 20 1 0 10 320 2 138 0 0 0 0 0 0 0 0 0 0 0 16:30 1 95 92 0 1 5 0 14 3 0 6 319 0 124 0 0 0 0 0 0 0 0 0 0 0 16:45 2 82 91 0 0 3 0 25 3 0 14 345 0 119 0 0 0 0 0 0 0 0 0 0 0 17:00 1 102 80 0 0 5 0 23 1 0 9 309 0 106 0 0 0 0 0 0 0 0 0 0 0 17:15 2 105 84 0 0 8 0 20 2 0 2 346 1 118 0 0 0 0 0 0 0 0 0 0 0 17:30 1 75 96 0 0 5 2 17 3 0 4 356 0 108 0 0 0 0 0 0 0 0 0 0 0 17:45 2 79 98 0 0 4 0 18 2 0 5 335 1 114 0 0 0 0 0 0 0 0 0 0 0 18:00 2 95 85 0 0 4 1 28 1 0 6 345 2 114 0 0 0 0 0 0 0 0 0 0 0 18:15 0 107 93 0 0 4 0 38 4 0 6 308 0 127 0 0 0 0 0 0 0 0 0 0 0 18:30 1 82 77 0 0 4 1 33 1 0 8 277 0 138 0 0 0 0 0 0 0 0 0 0 0 18:45 1 68 81 1 0 2 0 26 4 0 10 253 0 128 0 0 0 0 0 0 0 0 0 0 0 Total 18 1078 1052 1 2 50 4 289 27 0 84 3782 6 1477 0 0 0 0 0 0 0 0 0 0 0 NE 42nd Street - SOP - EXHIBIT H Location: Change These in The Preferences Window Date: 10/8/2015 Site Code: 13543410 N Miami Ave Southbound NE 38th St Westbound N Miami Ave Northbound 1-95 WB On -Ramp From Southwest NW 38th S Eastbound Start Time Right onto NW 38th St Right onto 1-195 WB On -Ramp Thru Left Right Thru Left onto 1- 195 WB On -Ramp Left Right Thru Left Hard Left onto 1-195 WB On- Ramp Hard Right Bear Right Bear Left Hard Left Hard Right Right Thru Left 16:00 0 2 2 0 1 0 0 0 0 3 0 3 0 0 0 0 0 0 0 0 16:15 0 3 2 0 0 0 1 0 0 1 0 4 0 0 0 0 0 0 0 0 16:30 0 3 1 0 0 0 0 0 0 4 0 6 0 0 0 0 0 0 0 0 16:45 0 2 2 0 0 0 0 0 0 5 0 2 0 0 0 0 0 0 0 0 17:00 0 1 2 0 1 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 17:15 0 1 1 0 0 1 1 0 0 1 0 3 0 0 0 0 0 0 0 0 17:30 0 1 2 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 17:45 0 2 4 0 0 0 0 0 0 4 0 5 0 0 0 0 0 0 0 0 18:00 0 0 3 0 0 0 0 0 1 0 0 3 0 0 0 0 0 0 0 0 18:15 0 0 1 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 18:30 0 0 1 0 0 0 0 0 1 3 0 0 0 0 0 0 0 0 0 0 18:45 0 0 3 0 0 0 0 0 0 2 0 1 0 0 0 0 0 0 0 0 Total 0 15 24 0 0 2 1 2 0 0 2 26 0 30 0 0 0 0 0 0 0 0 0 0 0 NE 42nd Street - SOP - EXHIBIT H Location: Change These in The Preferences Window Date: 10/8/2015 Site Code: 13543410 N Miami Ave Southbound NE 38th St Westbound N Miami Ave Northbound 1-95 WB On -Ramp From Southwest NW 38th S Eastbound Start Time Right onto NW 38th St Right onto 1-195 WB On -Ramp Thru Left Peds Right Thru Left onto 1- 195 WB On -Ramp Left Peds Right Thru Left Hard Left onto 1-195 WB On- Ramp Peds Hard Right Bear Right Bear Left Hard Left Peds Hard Right Right Thru Left Peds 16:00 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 16:15 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 16:30 0 0 0 1 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:00 0 0 2 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 17:15 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:30 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 17:45 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18:00 0 0 0 0 0 0 0 0 0 4 0 1 0 0 0 0 0 0 0 0 0 0 0 0 3 18:15 0 0 0 0 0 0 0 0 0 3 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 18:30 0 0 0 0 0 0 0 0 0 2 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 18:45 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 5 Total 0 0 2 1 0 0 0 0 0 28 0 4 0 0 0 0 0 0 0 0 0 0 0 0 14 NE 42nd Street - SOP - EXHIBIT H Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: N Miami Ave -- NE 39th St QC JOB #: 13543413 CITY/STATE: Miami, FL DATE: Thu, Oct 08 2015 1373 435 a ♦ 7 1344 22 .+ a 4 Peak -Hour: 7:30 AM -- 8:30 AM Peak 15-Min: 7:30 AM -- 7:45 AM 0.3 4.5 • t 0.0 2.3 4.5 r + 4 61 ♦14 } 1r 15♦ 195 ♦7.1 } t 50 . 0.97 ♦ 0.0 40 • AP0.0 •♦ 6.7♦ 1.0 256 192 $i f r 140 ♦ 182 ; 7 0.0 � 3.1 3.6 11 f �r 0.7 1.1 J 17 406 110 i ♦ 1679 533 2 I Quality Counts -P. ANWOR TA TION DATA 44:L€(TO4 SE RVIC: 5 J 0.0 4.2 0.9 a 2.3 3.4 0 4 0 it a 4 1 1 I 6 4U1 0 ♦ 0'� ♦ 0 0 �41 �► 3 NA a 4_ � 4-� 4, �*I t er 0 3 0 NA f 4_ NA ♦ ♦ NA Et NA * t • • ♦ NA f 7 F ♦ 7 F NA • ♦ NA 15-Min Count Period Beginning At N Miami Ave (Northbound) N Miami Ave (Southbound) NE 39th St (Eastbound) NE 39th St (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 6:00 AM 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 1 22 3 0 3 24 6 0 3 32 9 0 0 56 15 0 1 85 19 0 1 80 29 0 1 93 0 0 1 97 1 0 1 190 2 0 4 243 3 0 9 244 1 0 9 312 0 0 0 0 12 0 0 0 17 0 0 2 35 0 1 3 31 0 1 10 37 0 1 11 54 0 0 0 0 0 0 0 1 0 2 1 1 0 8 0 0 0 10 3 0 0 23 4 2 0 132 150 278 364 420 526 924 1212 1588 1 7:30 AM 4 95 36 0 10 332 3 0 2 20 53 0 44 7 3 0 609 1919 1 7:45 AM 8:00 AM 8:15 AM 4 113 33 0 2 107 24 0 4 91 17 3 2 334 0 0 2 325 4 0 8 353 0 0 2 10 52 0 4 9 43 0 6 11 44 0 36 6 3 0 34 7 4 0 26 20 5 0 595 565 588 2150 2295 2357 8:30 AM 8:45 AM 2 116 19 0 2 106 22 0 8 287 2 0 11 332 1 0 6 12 33 0 1 11 27 0 29 15 5 0 24 17 4 0 534 558 2282 2245 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 16 380 144 0 0 16 0 4 0 0 0 40 1328 12 0 4 12 0 0 0 0 0 8 80 212 0 0 0 8 4 0 0 0 176 28 12 0 4 0 0 8 0 0 0 2436 44 16 0 Comments: Report generated on 10/28/2015 12:30 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 NE 42nd Street - SOP - EXHIBIT H Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: N Miami Ave -- NE 39th St QC JOB #: 13543414 CITY/STATE: Miami, FL DATE: Thu, Oct 08 2015 570 1376 a ♦ 8 542 zo *+ i 4 Peak -Hour: 4:45 PM -- 5:45 PM Peak 15-Min: 4:45 PM -- 5:00 PM 25.0 • t 12.5 1.8 5.0 .J ; 4 93 ♦30 f t 49♦ 194 ♦0.0 f t ♦ 32 • 0.99 ♦ 1.1 67 ♦ ♦ 2.00.5 166♦ 104 $i f 4.1" 0.0 78♦ 116 • � 0.0 � o.o o.o r*r o.o z 6 19 1297 64 i ♦Uli 725 1380 10 I -R4NSPf4PT TION DATA C:C7:L€CT O7 SE RV IC:.5 011.0 Of.5 3.1 a 1.4 0.6 0 1 0 4.1 i 4 9 A 7 411 0 ♦ o ♦ ,�`t 10 o �41 �► 4 NA a 4_ � 4-� �*I e 0 1 0 NA f 4_ ♦ f t ♦ NA '41:• ♦ NA 1T� Et— NA * t • • ♦ NA • 1 r • 1 r ti t r* li f e NA • ♦ NA 15-Min Count Period Beginning At N Miami Ave (Northbound) N Miami Ave (Southbound) NE 39th St (Eastbound) NE 39th St (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 4:15 PM 4:30 PM 3 261 10 0 2 304 14 1 5 302 18 1 3 139 0 0 7 144 3 0 5 141 2 0 7 17 25 0 6 8 19 0 4 5 23 0 19 10 12 0 23 15 12 0 25 17 13 0 506 558 561 1 4:45 PM 10 327 10 0 7 135 2 0 12 9 28 0 16 14 13 0 583 2208 1 5:00 PM 5:15 PM 5:30 PM 3 304 18 0 3 329 18 1 2 337 18 0 0 130 2 0 4 143 1 0 9 134 3 0 6 5 32 0 3 4 23 0 9 14 21 0 24 25 13 0 22 17 14 0 16 11 9 0 562 582 583 2264 2288 2310 5:45 PM 6:00 PM 6:15 PM 6:30 PM 6:45 PM 8 333 11 0 4 316 22 1 11 289 15 0 5 257 21 0 6 245 7 0 5 133 3 0 2 122 4 0 3 140 2 0 4 116 8 0 4 120 6 0 3 9 22 0 6 7 32 0 10 4 32 0 6 6 22 0 4 3 13 0 18 15 14 0 28 8 13 0 28 7 3 0 19 14 6 0 14 7 5 0 574 565 544 484 434 2301 2304 2266 2167 2027 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 40 1308 40 0 0 12 4 4 0 0 0 28 540 8 0 0 16 4 8 0 0 0 48 36 112 0 0 0 0 8 0 0 0 64 56 52 0 0 0 4 4 0 1 0 2332 40 24 1 Comments: Report generated on 10/28/2015 12:30 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 NE 42nd Street - SOP - EXHIBIT H Location: N Federal Hwy -- NE 36th St Date: 10/8/2015 Site Code: 13543403 All vehicles N Federal Hwy Southbound NE 36th St Westbound N Federal Hwy Northbound NE 36th St Eastbound NE 2nd Ave From Northwest Start Time Right to NE 2nd Ave Right to NE 36th St Thru to N Federal Hwy Left to NE 36th St U-Turns Right to N Federal Hwy Right to NE 2nd Ave Thru to NE 36th St Left to N Federal Hwy U-Turns Right to NE 36th St Thru to N Federal Hwy Thru to NE 2nd Ave Left to NE 36th St U-Turns Right to N Federal Hwy Thru to NE 36th St Left to N Federal Hwy Left to NE 2nd Ave U-Turns Right to NE 36th St Thru to N Federal Hwy Left to NE 36th St Left to N Federal Hwy U-Turns 06:00 0 0 4 2 0 1 3 23 0 0 0 1 6 4 0 10 80 4 2 0 4 7 4 0 0 06:15 0 3 8 1 0 2 5 32 0 0 0 5 6 2 0 12 57 3 5 0 2 17 8 0 0 06:30 1 4 17 3 0 5 5 40 0 0 0 6 7 2 0 13 94 12 2 0 5 23 10 2 0 06:45 1 6 17 9 0 13 4 44 0 0 1 3 12 7 0 14 127 11 3 0 15 39 9 0 0 07:00 0 15 35 6 0 13 11 37 0 0 1 13 11 13 0 16 98 10 5 0 21 29 16 0 0 07:15 0 18 28 17 0 23 13 50 0 0 1 19 11 5 0 26 138 12 6 0 15 52 11 1 0 07:30 0 17 60 17 0 28 4 47 0 0 1 34 25 6 0 34 97 18 8 0 10 76 22 0 0 07:45 0 26 70 23 0 21 7 60 1 0 1 30 25 12 0 41 118 30 7 0 13 80 14 2 0 08:00 0 22 87 19 0 19 10 62 0 0 0 32 23 15 0 64 107 29 4 0 9 59 8 1 0 08:15 0 19 111 23 0 11 14 62 1 0 0 29 27 22 0 46 85 20 6 0 15 82 15 1 0 08:30 0 16 105 29 0 12 4 69 0 0 0 26 21 20 0 46 98 33 6 0 13 52 25 0 0 08:45 0 16 56 10 0 14 8 73 0 0 0 30 28 13 0 44 85 29 6 0 21 80 19 1 0 Total 2 162 598 159 0 162 88 599 2 0 5 228 202 121 0 366 1184 211 60 0 143 596 161 8 0 Peak Hour: Peak 15 Min: PHF: 8:00:00 AM - 9:00:00 AM 7:45:00 AM - 8:00:00 AM 0.976094 NE 42nd Street - SOP - EXHIBIT H Location: N Federal Hwy -- NE 36th St Date: 10/8/2015 Site Code: 13543403 Cars N Federal Hwy Southbound NE 36th St Westbound N Federal Hwy Northbound NE 36th St Eastbound NE 2nd Ave From Northwest Start Time Right to NE 2nd Ave Right to NE 36th St Thru to N Federal Hwy Left to NE 36th St U-Turns Right to N Federal Hwy Right to NE 2nd Ave Thru to NE 36th St Left to N Federal Hwy U-Turns Right to NE 36th St Thru to N Federal Hwy Thru to NE 2nd Ave Left to NE 36th St U-Turns Right to N Federal Hwy Thru to NE 36th St Left to N Federal Hwy Left to NE 2nd Ave U-Turns Right to NE 36th St Thru to N Federal Hwy Left to NE 36th St Left to N Federal Hwy U-Turns 06:00 0 0 4 2 0 1 3 22 0 0 0 1 4 4 0 10 76 3 2 0 2 4 3 0 0 06:15 0 3 8 1 0 2 4 27 0 0 0 5 4 2 0 12 53 3 5 0 1 12 8 0 0 06:30 1 4 17 3 0 4 5 38 0 0 0 6 3 1 0 12 92 10 2 0 4 20 10 2 0 06:45 1 6 17 9 0 13 4 39 0 0 1 3 10 6 0 14 122 11 3 0 15 36 8 0 0 07:00 0 14 35 6 0 12 10 36 0 0 0 12 8 11 0 14 93 10 5 0 21 25 16 0 0 07:15 0 18 27 17 0 23 13 45 0 0 1 19 8 5 0 25 136 12 5 0 14 46 11 1 0 07:30 0 17 60 17 0 27 4 44 0 0 0 33 21 6 0 33 94 18 8 0 10 70 22 0 0 07:45 0 24 70 23 0 20 7 58 1 0 1 30 23 11 0 40 111 29 7 0 13 77 14 2 0 08:00 0 22 87 19 0 18 9 59 0 0 0 32 20 15 0 64 104 28 4 0 7 55 7 1 0 08:15 0 18 111 22 0 11 13 56 1 0 0 29 23 22 0 41 83 19 6 0 14 75 15 1 0 08:30 0 16 104 29 0 12 4 66 0 0 0 25 16 17 0 44 96 30 6 0 11 43 23 0 0 08:45 0 15 55 10 0 14 8 67 0 3 0 28 25 12 0 44 80 28 6 0 20 74 18 1 0 Total 2 157 595 158 0 157 84 557 2 3 3 223 165 112 0 353 1140 201 59 0 132 537 155 8 0 NE 42nd Street - SOP - EXHIBIT H Location N Federal Hwy -- NE 36th St Date: 10/8/2015 Site Code: 13543403 Heavy vehicles N Federal Hwy Southbound NE 36th St Westbound N Federal Hwy Northbound NE 36th St Eastbound NE 2nd Ave From Northwest Start Time Right to NE 2nd Ave Right to NE 36th St Thru to N Federal Hwy Left to NE 36th St U-Turns Right to N Federal Hwy Right to NE 2nd Ave Thru to NE 36th St Left to N Federal Hwy U-Turns Right to NE 36th St Thru to N Federal Hwy Thru to NE 2nd Ave Left to NE 36th St U-Turns Right to N Federal Hwy Thru to NE 36th St Left to N Federal Hwy Left to NE 2nd Ave U-Turns Right to NE 36th St Thru to N Federal Hwy Left to NE 36th St Left to N Federal Hwy U-Turns 06:00 0 0 0 0 0 0 0 1 0 0 0 0 2 0 0 0 4 1 0 0 2 3 1 0 0 06:15 0 0 0 0 0 0 1 5 0 0 0 0 2 0 0 0 4 0 0 0 1 5 0 0 0 06:30 0 0 0 0 0 1 0 2 0 0 0 0 4 1 0 1 2 2 0 0 1 3 0 0 0 06:45 0 0 0 0 0 0 0 5 0 0 0 0 2 1 0 0 5 0 0 0 0 3 1 0 0 07:00 0 1 0 0 0 1 1 1 0 0 1 1 3 2 0 2 5 0 0 0 0 4 0 0 0 07:15 0 0 1 0 0 0 0 5 0 0 0 0 3 0 0 1 2 0 1 0 1 6 0 0 0 07:30 0 0 0 0 0 1 0 3 0 0 1 1 4 0 0 1 3 0 0 0 0 6 0 0 0 07:45 0 2 0 0 0 1 0 2 0 0 0 0 2 1 0 1 7 1 0 0 0 3 0 0 0 08:00 0 0 0 0 0 1 1 3 0 0 0 0 3 0 0 0 3 1 0 0 2 4 1 0 0 08:15 0 1 0 1 0 0 1 6 0 0 0 0 4 0 0 5 2 1 0 0 1 7 0 0 0 08:30 0 0 1 0 0 0 0 3 0 0 0 1 5 3 0 2 2 3 0 0 2 9 2 0 0 08:45 0 1 1 0 0 0 0 6 0 0 0 2 3 1 0 0 5 1 0 0 1 6 1 0 0 Total 0 5 3 1 0 5 4 42 0 0 2 5 37 9 0 13 44 10 1 0 11 59 6 0 0 NE 42nd Street - SOP - EXHIBIT H Location: N Federal Hwy -- NE 36th St Date: 10/8/2015 Site Code: 13543403 Peds N Federal Hwy Southbound NE 36th St Westbound N Federal Hwy Northbound NE 36th St Eastbound NE 2nd Ave From Northwest Start Time Right to NE 2nd Ave Right to NE 36th St Thru to N Federal Hwy Left to NE 36th St Peds Right to N Federal Hwy Right to NE 2nd Ave Thru to NE 36th St Left to N Federal Hwy Peds Right to NE 36th St Thru to N Federal Hwy Thru to NE 2nd Ave Left to NE 36th St Peds Right to N Federal Hwy Thru to NE 36th St Left to N Federal Hwy Left to NE 2nd Ave Peds Right to NE 36th St Thru to N Federal Hwy Left to NE 36th St Left to N Federal Hwy Peds 06:00 0 0 1 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 06:15 0 1 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 4 06:30 0 0 1 0 3 0 0 0 0 1 0 0 0 0 6 0 0 0 0 0 1 0 0 0 0 06:45 0 0 2 0 8 0 0 0 0 0 0 0 1 0 3 0 0 0 0 1 0 1 0 0 3 07:00 0 0 0 0 2 0 0 0 0 2 0 0 0 0 5 0 0 0 0 1 0 1 0 0 3 07:15 0 0 0 0 6 0 0 0 0 1 0 0 1 0 2 0 0 0 0 1 0 0 0 0 3 07:30 0 0 0 0 9 0 0 0 0 1 0 0 0 0 6 0 0 0 0 2 0 0 0 0 5 07:45 0 0 1 0 13 0 0 0 0 5 0 0 1 0 4 0 0 0 0 3 0 0 0 0 11 08:00 0 0 0 0 9 0 0 0 0 3 0 0 0 0 1 0 0 0 0 1 0 0 0 0 9 08:15 0 0 0 0 6 0 0 0 0 1 0 0 0 0 1 0 0 0 0 2 0 0 0 0 2 08:30 0 0 0 0 9 0 0 0 0 2 0 0 0 0 6 0 0 0 0 1 0 0 0 0 5 08:45 0 0 0 0 9 0 0 0 0 3 0 0 0 0 3 0 0 0 0 0 0 0 0 0 3 Total 0 1 5 0 82 0 0 0 0 19 0 0 3 0 37 0 0 0 0 15 1 2 0 0 49 NE 42nd Street - SOP - EXHIBIT H Location: N Federal Hwy -- NE 36th St Date: 10/8/2015 Site Code: 13543404 N Federal Hwy Southbound NE 36th St Westbound N Federal Hwy Northbound NE 36th St Eastbound NE 2nd Ave From Northwest Start Time Right to NE 2nd Ave Right to NE 36th St Thru to N Federal Hwy Left to NE 36th St U-Turns Right to N Federal Hwy Right to NE 2nd Ave Thru to NE 361h St Left to N Federal Hwy U-Turns Right to NE 36th St Thru to N Federal Hwy Thru to NE 2nd Ave Left to NE 36th St U-Turns Right to N Federal Hwy Thru to NE 36th St Left to N Federal Hwy Left to NE 2nd Ave U-Turns Right to NE 36th St Thru to N Federal Hwy Left to NE 36th St Left to N Federal Hwy U-Turns 16:00 1 26 35 11 0 11 8 109 0 0 14 50 33 22 0 30 90 21 9 0 14 41 11 0 0 16:15 0 27 20 2 0 10 12 109 0 0 8 75 58 33 0 35 114 40 12 0 25 48 20 0 0 16:30 1 30 26 5 0 7 17 100 0 0 10 86 41 45 0 33 82 31 18 0 18 23 18 1 0 16:45 1 33 27 9 0 5 17 108 0 0 5 70 49 35 0 36 96 39 13 0 34 27 27 0 0 17:00 2 26 27 4 0 8 9 105 0 0 16 83 54 30 0 27 89 50 11 0 21 49 26 1 0 17:15 0 21 28 8 1 4 17 111 0 0 16 88 54 28 0 30 88 29 13 0 30 41 12 0 0 17:30 0 19 20 2 0 10 12 104 1 0 25 89 58 19 0 20 99 29 18 0 33 23 14 1 0 17:45 1 23 23 4 0 6 15 116 0 0 14 77 63 21 1 24 93 45 11 0 32 34 22 1 0 18:00 2 19 35 3 0 8 12 114 1 0 13 93 57 21 0 42 90 42 11 0 18 34 19 0 0 18:15 1 23 20 5 0 6 24 112 0 0 16 80 42 31 0 35 83 29 12 0 32 38 24 0 0 18:30 1 19 26 9 0 1 10 95 0 0 9 77 49 29 0 28 82 25 11 0 32 38 24 0 0 18:45 1 22 27 8 0 3 15 124 0 0 17 60 28 26 0 36 103 12 6 0 23 28 15 0 0 Total 11 288 314 70 1 79 168 1307 2 0 163 928 586 340 1 376 1109 392 145 0 312 424 232 4 0 Peak Hour Peak 15 Min PHF 5:00:00 PM - 6:00:00 PM 5:45:00 PM - 6:00:00 PM 0.967978 NE 42nd Street - SOP - EXHIBIT H Location: Change These in The Preferences Window Date: 10/8/2015 Site Code: 13543404 N Federal Hwy Souhbound NE 36th St Westbound N Federal Hwy Northbound NE 36th 5 Eastbound NE 2nd Ave From Northwest Start Time Right to NE 2nd Ave Right to NE 36th St Thru to N Federal Hwy Left to NE 36th St U-Turns Right to N Federal Hwy Right to NE 2nd Ave Thru to NE 36th St Left to N Federal Hwy U-Turns Right to NE 36th St Thru to N Federal Hwy Thru to NE 2nd Ave Left to NE 36th St U-Turns Right to N Federal Hwy Thru to NE 36th St Left to N Federal Hwy Left to NE 2nd Ave U-Turns Right to NE 36th St Thru to N Federal Hwy Left to NE 36th St Left to N Federal Hwy U-Turns 16:00 1 26 35 11 0 10 7 107 0 0 13 50 33 22 0 30 86 21 9 0 14 37 10 0 0 16:15 0 27 20 2 0 10 12 105 0 0 8 75 58 32 0 35 109 39 10 0 25 45 20 0 0 16:30 1 30 25 5 0 7 16 97 0 0 10 86 41 45 0 32 80 30 17 0 17 23 17 1 0 16:45 1 33 26 9 0 3 14 104 0 0 5 69 49 35 0 33 91 39 11 0 33 26 27 0 0 17:00 2 25 26 4 0 6 9 103 0 0 16 83 54 29 0 27 88 50 10 0 21 44 26 1 0 17:15 0 21 28 8 1 4 16 105 0 0 15 88 54 28 0 30 87 29 13 0 30 41 12 0 0 17:30 0 19 20 2 0 10 12 98 1 0 25 89 55 19 0 20 96 29 16 0 33 20 14 1 0 17:45 1 23 23 4 0 6 15 114 0 0 14 77 61 21 1 24 92 45 10 0 30 31 21 1 0 18:00 2 19 35 3 0 8 12 109 1 0 13 93 55 21 0 41 89 42 10 0 18 31 19 0 0 18:15 1 23 20 5 0 6 24 109 0 0 16 80 41 31 0 35 79 29 12 0 32 34 24 0 0 18:30 1 19 26 9 0 1 10 90 0 0 9 76 45 28 0 27 82 25 10 0 32 35 23 0 0 18:45 1 22 27 8 0 3 15 123 0 0 17 60 24 26 0 36 98 12 6 0 23 28 14 0 0 Total 11 287 311 70 1 74 162 1264 2 0 161 926 570 337 1 370 1077 390 134 0 308 395 227 4 0 NE 42nd Street - SOP - EXHIBIT H Location: Change These in The Preferences Window Date: 10/8/2015 Site Code: 13543404 N Federal Hwy Southbound NE 36th St Westbound N Federal Hwy Northbound NE 36th S Eastbound NE 2nd Ave From Northwest Start Time Right to NE 2nd Ave Right to NE 36th St Thru to N Federal Hwy Left to NE 36th St U-Turns Right to N Federal Hwy Right to NE 2nd Ave Thru to NE 36th St Left to N Federal Hwy U-Turns Right to NE 36th St Thru to N Federal Hwy Thru to NE 2nd Ave Left to NE 36th St U-Turns Right to N Federal Hwy Thru to NE 36th St Left to N Federal Hwy Left to NE 2nd Ave U-Turns Right to NE 36th St Thru to N Federal Hwy Left to NE 36th St Left to N Federal Hwy U-Turns 16:00 0 0 0 0 1 1 2 0 1 0 0 0 0 4 0 0 0 4 1 0 16:15 0 0 0 0 0 0 4 0 0 0 0 1 0 5 1 2 0 3 0 0 16:30 0 0 1 0 0 1 3 0 0 0 0 0 1 2 1 1 1 0 1 0 16:45 0 0 1 0 2 3 4 0 0 1 0 0 3 5 0 2 1 1 0 0 17:00 0 1 1 0 2 0 2 0 0 0 0 1 0 1 0 1 0 5 0 0 17:15 0 0 0 0 0 1 6 0 1 0 0 0 0 1 0 0 0 0 0 0 17:30 0 0 0 0 0 0 6 0 0 0 3 0 0 3 0 2 0 3 0 0 17:45 0 0 0 0 0 0 2 0 0 0 2 0 0 1 0 1 2 3 1 0 18:00 0 0 0 0 0 0 5 0 0 0 2 0 1 1 0 1 0 3 0 0 18:15 0 0 0 0 0 0 3 0 0 0 1 0 0 4 0 0 0 4 0 0 18:30 0 0 0 0 0 0 5 0 0 1 4 1 1 0 0 1 0 3 1 0 18:45 0 0 0 0 0 0 1 0 0 0 4 0 0 5 0 0 0 0 1 0 Total 0 1 3 0 0 5 6 43 0 0 2 2 16 3 0 6 32 2 11 0 4 29 5 0 0 NE 42nd Street - SOP - EXHIBIT H Location: Change These in The Preferences Window Date: 10/8/2015 Site Code: 13543404 N Federal Hwy Southbound NE 36th St Westbound N Federal Hwy Northbound NE 36th S Eastbound NE 2nd Ave From Northwest Start Time Right to NE 2nd Ave Right to NE 36th St Thru to N Federal Hwy Left to NE 36th St Peds Right to N Federal Hwy Right to NE 2nd Ave Thru to NE 36th St Left to N Federal Hwy Peds Right to NE 36th St Thru to N Federal Hwy Thru to NE 2nd Ave Left to NE 36th St Peds Right to N Federal Hwy Thru to NE 36th St Left to N Federal Hwy Left to NE 2nd Ave Peds Right to NE 36th St Thru to N Federal Hwy Left to NE 36th St Left to N Federal Hwy Peds 16:00 0 1 0 0 20 0 0 0 0 2 0 0 0 0 3 0 0 0 0 7 0 0 0 0 15 16:15 0 2 1 0 11 0 0 0 0 1 0 0 0 0 5 0 0 0 0 2 0 0 0 0 4 16:30 0 0 0 0 12 0 0 0 0 6 0 1 0 0 5 0 0 0 0 7 0 0 0 0 10 16:45 0 0 0 0 14 0 0 0 0 3 0 1 1 1 4 0 0 0 0 2 0 0 0 0 7 17:00 0 0 0 0 4 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 0 0 0 17:15 0 0 0 0 8 0 0 1 0 5 0 0 0 1 10 0 0 0 0 0 0 0 0 0 1 17:30 0 0 0 0 9 0 0 0 0 1 0 1 0 0 11 0 0 0 0 8 0 0 0 0 6 17:45 0 0 0 0 10 0 0 0 0 2 0 0 0 0 5 0 0 0 0 1 0 0 0 0 4 18:00 0 0 1 0 16 0 0 0 0 3 0 1 0 0 12 0 0 0 0 3 0 0 0 0 3 18:15 0 0 0 0 11 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 14 18:30 0 0 0 0 4 0 0 0 0 2 0 0 0 0 23 0 0 0 0 9 0 0 0 0 7 18:45 0 0 1 0 7 0 0 0 0 0 0 0 0 0 17 0 0 0 0 12 0 0 0 0 5 Total 0 3 3 0 126 0 0 1 0 25 0 5 1 2 101 0 0 0 0 51 0 0 0 0 76 NE 42nd Street - SOP - EXHIBIT H Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: N Federal Hwy -- NE 38th St/NE 39th St QC JOB #: 13543415 CITY/STATE: Miami, FL DATE: Thu, Oct 08 2015 716 437 ♦ ♦ 178 516 22 +i i 4 Peak -Hour: 7:30 AM -- 8:30 AM Peak 15-Min: 8:00 AM -- 8:15 AM 0.6 0.0 • t 0.0 0.8 0.0 .J ♦ 4 322♦116} 1r 76♦259 ♦0.0 } t ♦ 42 ♦ 0.90 ♦ 0.9 122 ♦ ♦ 0.00.4 ♦ 21052 �ii f , 1"* 0.0 61101 • 1 0.8 � os 1.9 � f r,r o.o o.o J 22 245 1 ♦ ♦ 593 268 28 II + L� Ly -R4NWOR7ATION DATATa COLLECO7m SERVIC:85 J4.1 9.1 1.2 0.0 0.8 1.9 0 3 0 ♦ 4 3 25 0 ♦ 1 1+ ♦ 0 0 8 41 ♦ 4 t ri 4- _ ♦ Ifir o 0 0 *I ♦ 4 NA ♦ ♦ NA NA * •• ♦ NA ♦ 7 r ♦ 7 r h ♦ e *I ♦ e NA • ♦ NA 15-Min Count Period Beginning At N Federa Hwy (Northbound) N Federal Hwy (Southbound) NE 38th St/NE 39th St (Eastbound) NE 38th St/NE 39th St (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 6:00 AM 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 0 7 0 0 0 8 0 0 3 16 0 0 3 26 0 0 5 31 0 0 11 40 0 0 1 6 0 0 1 10 4 0 2 21 5 0 2 40 11 0 0 45 21 0 0 58 24 0 1 2 1 0 1 2 0 0 4 2 2 0 6 5 5 0 19 3 10 0 19 4 12 0 0 4 4 0 3 3 4 1 0 8 4 0 0 6 6 1 2 18 4 1 3 42 11 2 26 37 67 111 159 226 241 374 563 7:30 AM 7:45 AM 5 68 0 0 4 58 1 0 4 116 45 0 5 107 28 0 32 12 12 0 37 14 12 0 6 35 20 7 8 28 38 24 362 364 858 1111 1 8:00 AM 9 67 0 0 3 171 51 0 29 11 13 0 6 28 11 4 403 1355 1 8:15 AM 4 52 0 0 10 122 54 0 18 5 15 0 5 31 7 1 324 1453 8:30 AM 8:45 AM 5 61 0 0 3 68 0 0 5 130 47 0 2 143 49 0 20 3 6 0 28 7 13 0 7 30 9 3 9 36 8 0 326 366 1417 1419 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 36 268 0 0 4 0 0 16 0 0 0 12 684 204 0 0 4 0 28 0 0 0 116 44 52 0 0 0 0 4 0 0 0 24 112 44 16 0 4 0 24 0 0 0 1612 12 72 0 Comments: Report generated on 10/27/2015 8:55 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 NE 42nd Street - SOP - EXHIBIT H Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: N Federal Hwy -- NE 38th St/NE 39th St QC JOB #: 13543416 CITY/STATE: Miami, FL DATE: Thu, Oct 08 2015 274 581 a ♦ 87 186 1 *+ i 4 Peak -Hour: 4:30 PM -- 5:30 PM Peak 15-Min: 5:00 PM -- 5:15 PM 0.7 0.0 • 0.0 1.1 0.0 .J ; 4 313♦69 } t 40♦283 ♦0.0 f t 25 • 0.92 ♦ 0.3 185 ♦ ♦ 2.5♦ 0.7 111 • 17 ii f I+r 0.0 58 • 48 * � 0.5 * 0.9 5.9 � 11. �F 0.0 8.3 41 472 10 i t 249 523 6 Quality�0.0 -R4NWOR7ATION DATA 44:L€(TO4 SE RVIC: 8 0.2 40.0� •a 1.2 1.0 0 2 0 *I i 4 1 A 10 -I '7 I. 0 ♦ IF 0 1q ♦ 10 0 �4 ./ 14 a 4_ t Ft 4— f Ir 1 4 0 f 4_ __ ♦ f t ♦ NA ~ ♦ NA f NA * t •• ♦ NA • 7 F • 7 F NA • ♦ NA 15-Min Count Period Beginning At N Federa Hwy (Northbound) N Federal Hwy (Southbound) NE 38th St/NE 39th St (Eastbound) NE 38th St/NE 39th St (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 4:15 PM 7 78 2 0 10 103 1 0 0 57 20 0 0 34 20 0 14 6 9 0 18 4 3 0 9 45 8 5 6 45 5 4 260 253 4:30 PM 4:45 PM 15 113 3 0 9 102 2 0 0 52 21 0 0 55 16 0 23 5 2 0 15 5 5 0 9 45 13 3 10 47 7 3 304 276 1093 1 5:00 PM 9 131 5 0 1 44 27 0 19 9 7 0 16 45 10 2 325 1158 1 5:15 PM 8 126 0 0 0 35 23 0 12 6 3 0 11 48 10 4 286 1191 5:30 PM 5:45 PM 6:00 PM 6:15 PM 6:30 PM 6:45 PM 13 124 1 0 12 114 2 0 15 135 3 0 8 107 1 0 10 95 0 0 7 83 0 0 2 25 15 0 2 43 18 1 0 40 20 0 0 29 19 0 2 41 27 0 1 38 16 0 21 6 3 0 23 3 2 0 29 12 9 0 22 9 4 0 22 11 9 0 22 11 9 0 8 51 10 4 4 47 5 3 9 43 5 0 13 50 6 2 1 45 4 2 7 42 4 1 283 279 320 270 269 241 1170 1173 1168 1152 1138 1100 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 36 524 20 0 0 0 8 12 0 0 0 4 176 108 0 0 0 0 4 0 1 0 76 36 28 0 0 0 4 0 1 0 0 64 180 40 8 0 0 4 12 0 1 0 1300 16 28 3 Comments: Report generated on 10/27/2015 8:55 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 NE 42nd Street - SOP - EXHIBIT H Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Biscayne Blvd -- NE 36th Ave QC JOB #: 13543405 CITY/STATE: Miami, FL DATE: Thu, Oct 08 2015 1672 1207 a ♦ 155 1133 384 *+ a ►► Peak -Hour: 7:45 AM -- 8:45 AM Peak 15-Min: 8:15 AM -- 8:30 AM 5.2 3.0 • 5.2 1.9 2.1 40 a 4 353 « 88 } t 394 « 922 « f t « 313 • 0.99 « 5.7 2.3 92 * AP5.1 •« 1.8 3.4 562 161 ii f , r 436 ♦ 964 •6.8 � 5.4 ♦ 5.2 `1 t ,r a.4 z.7 106 725 267 i ♦ 1730 1098 22 4/ I Quality -R4NWORTATION DATA 44:L€(TO4 SE RVIC: 5 6.6 3.7 0r.7� a 2.9 3.3 0 2 0 .+ f 4 21 I A I 14 J l 1,o 0 ♦ IF 1 « 0 �4+ 23 23 a 4_ L Fr 1— �4+ � ♦ ro. 0 2 1 f 4_ « t NA y •« NA 1tTr .t— NA * t • • « NA • 1 r • 1 r ti t r* li t r* NA • ♦ NA 15-Min Count Period Beginning At Biscayne Blvd (Northbound) Biscayne Blvd (Southbound) NE 36th Ave (Eastbound) NE 36th Ave (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 6:00 AM 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 12 64 18 0 12 70 18 0 10 93 37 0 19 119 47 0 25 110 50 0 20 153 42 0 25 173 92 0 46 66 8 0 51 97 14 0 99 139 28 0 99 202 18 0 122 231 25 0 81 223 23 0 113 288 42 0 6 33 27 0 13 45 34 0 16 63 31 0 22 83 38 0 19 77 35 0 21 79 46 0 20 78 36 0 51 5 37 0 45 12 30 0 60 19 40 0 81 22 57 0 73 24 60 0 73 32 84 0 76 27 73 0 373 441 635 807 851 877 1043 2256 2734 3170 3578 7:45 AM 8:00 AM 35 141 60 0 23 195 79 0 108 286 26 0 86 296 41 0 23 72 54 0 21 81 22 0 123 27 103 0 103 24 91 0 1058 1062 3829 4040 1 8:15 AM 22 216 69 0 100 287 48 0 14 72 42 0 98 19 92 0 1079 4242 1 8:30 AM 26 173 59 0 90 264 40 0 30 88 43 0 112 22 108 0 1055 4254 8:45 AM 25 186 70 0 64 306 49 1 15 72 31 0 103 20 98 0 1040 4236 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 88 864 276 0 4 28 0 20 0 0 1 400 1148 192 0 16 24 20 4 0 0 0 56 288 168 0 0 16 20 48 0 0 0 392 76 368 0 12 4 4 16 0 0 0 4316 148 88 1 Comments: Report generated on 10/27/2015 8:55 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 NE 42nd Street - SOP - EXHIBIT H Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Biscayne Blvd -- NE 36th Ave QC JOB #: 13543406 CITY/STATE: Miami, FL DATE: Thu, Oct 08 2015 1451 1526 ♦ * 271 836 344 *I ♦ 44.1 Peak -Hour: 5:00 PM -- 6:00 PM Peak 15-Min: 5:30 PM -- 5:45 PM 2.3 .9 ♦ + 0 2.6 2.8 0.9 ♦ ~ 520 * 112 j t 384 * 746 * f A. # 278 I* 0.99 * 2.9 0.9 86 + 0.8 1.3 518 * 128 1 ri ♦ ro{ 1.4 276 *1056 * '43.1 r 3.5 • 1.5 2.3 .� #2.2 �0.0 1.4 0.7 163 1030 434 ♦ * 1240 1627 19 ll II + L� Ly Counts -r.4NwoRTATIioN DATA. ,_C7:L€cT O 4 SE RVIC: 5 a 4 2.4 1.7 0 2 0 .1 ♦ w� 12 . 21 I 1 Y 0 } 0 • 0 • 1 t * ,.♦ 0 0 0 37 L Fr r*r 0 2 0 s ti 0*NA 1 i n+ It }— NA:NA ti 1 r • 1 r h * r* '1 I. F' NA • * NA 15-Min Count Period Beginning At Biscayne Blvd (Northbound) Biscayne Blvd (Southbound) NE 36th Ave (Eastbound) NE 36th Ave (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 4:15 PM 4:30 PM 4:45 PM 40 262 75 0 49 274 79 0 41 254 88 0 42 255 108 0 94 208 73 1 88 214 50 0 95 194 57 0 73 187 67 0 31 64 37 0 25 72 32 0 21 72 19 0 26 76 30 0 53 19 83 0 62 16 87 0 56 11 98 0 65 27 85 0 1040 1048 1006 1041 4135 5:00 PM 5:15 PM 38 262 109 0 42 249 102 0 85 190 70 0 80 227 73 0 24 71 37 0 31 73 28 0 57 21 91 0 67 19 105 0 1055 1096 4150 4198 1 5:30 PM 34 257 107 0 80 220 66 0 39 67 30 0 76 22 99 0 1097 4289 1 5:45 PM 49 262 116 0 99 199 62 0 18 67 33 0 76 24 89 0 1094 4342 6:00 PM 6:15 PM 6:30 PM 6:45 PM 32 254 130 0 38 273 121 0 29 282 122 0 38 203 88 0 68 180 76 0 85 182 72 0 78 182 62 0 88 201 71 0 19 66 31 0 23 71 31 0 13 66 22 0 29 75 31 0 77 25 92 0 75 25 105 0 75 25 81 0 88 18 88 0 1050 1101 1037 1018 4337 4342 4282 4206 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 136 1028 428 0 8 24 0 24 0 1 0 320 880 264 0 0 24 8 32 0 1 0 156 268 120 0 0 8 8 20 0 0 0 304 88 396 0 4 0 0 40 0 0 0 4388 84 116 2 Comments: Report generated on 10/27/2015 8:55 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 NE 42nd Street - SOP - EXHIBIT H Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Biscayne Blvd -- NE 38th St QC JOB #: 13543411 CITY/STATE: Miami, FL DATE: Thu, Oct 08 2015 1641 892 ♦ ,�, 36 1229 376 .J ♦ 44.1 Peak -Hour: 7:45 AM -- 8:45 AM Peak 15-Min: 8:00 AM -- 8:15 AM 2.2 3.0 ♦} 2.8 2.2 2.1 ♦ 4 233 ♦ 0 1 t 262 ♦ 908 •1 ♦ f ♦ 0 ♦ 0.98 ♦ 7 0.0 160 •0.0 ; GAP ♦ 3.1 2.3 0 *0 41 * I.{ 486♦910 ♦ � 1.3 ♦ 0.0 0.0 � f �{ 2.3 2.7 37 629 535 ♦ '' 1715 1201 10 Quality a L —P.4NWOR TATION DATA 4C7:L€(TO4 SE RVIC: 5 2.7 3. 0 3.2 ♦ •+ 2.2 3.1 0 1 0 4.1 ♦ 4- 19 20 0 ♦ ,.♦ 0 3 NA Fr 0 1 0 NA ♦ 1 to. ♦ it NA • ♦ NA 1I J NA ti •• ♦ NA • 1 r ♦ 7 r 41 ♦ P '1 t e NA ♦ * NA 15-Min Count Period Beginning At Biscayne Blvd (Northbound) Biscayne Blvd (Southbound) NE 38th St (Eastbound) NE 38th St (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 6:00 AM 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 2 60 41 0 4 59 56 0 5 79 67 0 4 97 98 0 3 107 80 0 11 140 112 0 11 155 97 0 35 118 3 0 37 171 2 0 67 227 3 0 92 314 2 0 150 291 3 0 125 284 12 0 130 343 23 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 21 3 10 0 23 4 13 0 28 4 22 0 45 9 25 0 46 20 34 0 87 40 35 0 81 35 54 0 293 369 502 686 734 846 929 1850 2291 2768 3195 7:45 AM 16 136 119 0 96 311 22 0 0 0 0 0 114 61 62 0 937 3446 1 8:00 AM 8 172 136 0 95 326 9 1 0 0 0 0 114 28 66 0 955 3667 1 8:15 AM 8:30 AM 5 170 131 0 8 151 149 0 98 292 1 0 86 300 4 0 0 0 0 0 0 0 0 0 118 35 61 0 140 36 73 0 911 947 3732 3750 8:45 AM 7 196 129 1 84 271 4 0 0 0 0 0 125 41 64 0 922 3735 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 32 688 544 0 4 32 16 0 0 0 0 380 1304 36 4 4 32 0 4 0 0 0 0 0 0 0 0 0 0 4 0 0 0 456 112 264 0 16 0 8 0 0 0 0 3820 112 8 0 Comments: Report generated on 10/27/2015 8:55 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 NE 42nd Street - SOP - EXHIBIT H Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Biscayne Blvd -- NE 38th St QC JOB #: 13543412 CITY/STATE: Miami, FL DATE: Tue, Oct 13 2015 1288 1273 a ♦ 63 930 295 14, Peak -Hour: 4:00 PM -- 5:00 PM Peak 15-Min: 4:15 PM -- 4:30 PM 0.3 .1 • 1 0.0 2.7 .4 265 ♦ 0 } t 201 ♦ 741 ♦ } 1r ♦ 0 • 0.95 ♦ 3.0 0.0 166 • AP0.0 •♦ 3.5 2.7 0 0 .i f ;`r 374 } 728 * 1 1.2 * 0.0 0.0 11 f �r 2.9 2.3 36 1070 435 i t 1304 1541 19 40* Qu -R4NWORTATION DATA 44:L€(TO4 SE RVIC: 5 16.7 1.9 3.0� •a 2.8 2.5 0 0 0 d ♦ 4 17 I A I 26 �1� 0 ♦ 0 1,,tro. ♦ 0 0 .► 2 NA 41 a 4 L .T 1— 0 0 0 NA .+ f 4� NA ♦ ♦ NA NA * •• ♦ NA * 1 r ♦ 1 r *I t r* li t e NA • ♦ NA 15-Min Count Period Beginning At Biscayne Blvd (Northbound) Biscayne Blvd (Southbound) NE 38th St (Eastbound) NE 38th St (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 9 259 111 0 67 263 17 1 0 0 0 0 95 44 53 0 919 1 4:15 PM 10 285 113 0 84 219 18 1 0 0 0 0 103 45 60 0 938 1 4:30 PM 4:45 PM 14 266 116 0 3 260 95 0 68 203 12 0 74 245 16 0 0 0 0 0 0 0 0 0 96 38 49 0 80 39 39 0 862 851 3570 5:00 PM 5:15 PM 5:30 PM 5:45 PM 6:00 PM 6:15 PM 6:30 PM 6:45 PM 2 235 93 0 4 223 77 0 5 222 77 0 5 234 71 0 3 259 85 2 7 306 66 0 13 281 72 0 5 300 84 1 88 254 15 0 84 251 15 3 59 218 14 2 70 222 11 0 60 229 15 0 72 230 25 0 87 237 13 0 48 221 8 1 00000000 00000000 00000000 00000000 104 30 51 0 98 30 52 0 89 35 51 0 104 30 44 0 94 35 48 0 101 34 61 0 111 31 51 0 108 36 44 0 872 837 772 791 830 902 896 856 3523 3422 3332 3272 3230 3295 3419 3484 Peak 15-Min Flowrates Northbound Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles Heavy Trucks Pedestrians Bicycles Railroad Stopped Buses 40 1140 452 0 8 20 20 8 0 0 0 336 876 72 4 8 24 0 4 0 0 0 0 0 0 0 0 0 0 20 0 0 0 412 180 240 0 4 0 0 20 0 0 0 3752 84 52 0 Comments: Report generated on 10/27/2015 8:55 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 NE 42nd Street - SOP - EXHIBIT H TABLE A TURNING MOVEMENT COUNT NE 2nd Ave NE 39TH NE 2nd Ave NE 2nd Ave NE 39TH NE 39TH NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND TIME PERIOD LEFT THRU RIGHT TOTAL LEFT THRU RIGHT TOTAL LEFT THRU RIGHT TOTAL LEFT THRU RIGHT TOTAL TOTAD 7:00 AM - 7:15 AM Auto 0 4 6 10 1 16 0 17 1 6 0 7 6 6 2 14 48 Comm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 4 6 10 1 16 0 17 1 6 0 7 6 6 2 14 48 7:15 AM - 7.30 AM Auto 0 20 4 24 5 40 0 45 0 10 0 10 7 7 4 18 97 Comm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 20 4 24 5 40 0 45 0 10 0 10 7 7 4 18 97 7:30 AM - 7.45 AM Auto 2 17 6 25 1 41 3 45 1 8 1 10 4 9 8 21 101 Comm 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 Total 2 17 6 25 1 41 3 45 1 8 1 10 4 10 8 22 102 7:45 AM - 8:00 AM Auto 1 11 4 16 7 60 1 68 5 6 5 16 7 10 5 22 122 Comm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 1 11 4 16 7 60 1 68 5 6 5 16 7 10 5 22 122 8:00 AM - 8:15 AM Auto 3 23 5 31 7 60 4 71 2 6 0 8 11 12 9 32 142 Comm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 3 23 5 31 7 60 4 71 2 6 0 8 11 12 9 32 142 8:15 AM - 8.30 AM Auto 2 21 13 36 4 72 6 82 1 14 4 19 11 16 9 36 173 Comm 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 Total 2 21 13 36 4 72 6 82 1 14 4 19 11 17 9 37 174 8:30 AM - 8:45 AM Auto 1 12 4 17 5 62 1 68 4 7 0 11 8 7 2 17 113 Comm 0 2 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 Total 1 14 4 19 5 62 1 68 4 7 0 11 8 7 2 17 115 8:45 AM - 9:00 AM Auto 1 10 9 20 7 44 15 66 0 8 2 10 4 12 5 21 117 Comm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 1 10 9 20 7 44 15 66 0 8 2 10 4 12 5 21 117 PEAK -HOUR 7:45 AM - 8:45 AM Auto 7 67 26 100 23 254 12 289 12 33 9 54 37 45 25 107 550 Comm 0 2 0 2 0 0 0 0 0 0 0 0 0 1 0 1 3 Total 7 69 26 102 23 254 12 289 12 33 9 54 37 46 25 108 553 Peak -Hour Factor 0.708 0.881 0.711 0.730 NE 42nd Street - SOP - EXHIBIT H TABLE A TURNING MOVEMENT COUNT NE 2nd Ave NE 39th NE 2nd Ave NE 2nd Ave NE 39th NE 39th NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND TIME PERIOD LEFT THRU RIGHT TOTAL LEFT THRU RIGHT TOTAL LEFT THRU RIGHT TOTAL LEFT THRU RIGHT TOTAL TOTAD 4:00 PM - 4:15 PM Auto 5 49 5 59 2 28 0 30 6 10 5 21 3 17 22 42 152 Comm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 5 49 5 59 2 28 0 30 6 10 5 21 3 17 22 42 152 4:15 PM - 4.30 PM Auto 5 60 11 76 5 21 4 30 12 10 12 34 16 18 14 48 188 Comm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 5 60 11 76 5 21 4 30 12 10 12 34 16 18 14 48 188 4:30 PM - 4.45 PM Auto 8 65 15 88 5 20 17 42 2 10 2 14 12 30 17 59 203 Comm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 8 65 15 88 5 20 17 42 2 10 2 14 12 30 17 59 203 4:45 PM - 5:00 PM Auto 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Comm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM - 5:15 PM Auto 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Comm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM - 5:30 PM Auto 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Comm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM - 5:45 PM Auto 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Comm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM - 6:00 PM Auto 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Comm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PEAK -HOUR 4:00 PM - 5:00 PM Auto 18 174 31 223 12 69 21 102 20 30 19 69 31 65 53 149 543 Comm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 18 174 31 223 12 69 21 102 20 30 19 69 31 65 53 149 543 Peak -Hour Factor 0.634 0.607 0.507 0.631 NE 42nd Street - SOP - EXHIBIT H TABLE A TURNING MOVEMENT COUNT NE 2nd Ave NE 42nd St NE 2nd Ave NE 2nd Ave NE 42nd St NE 42nd St NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND TIME PERIOD LEFT THRU RIGHT TOTAL LEFT THRU RIGHT TOTAL LEFT THRU RIGHT TOTAL LEFT THRU RIGHT TOTAL TOTAD 7:00 AM - 7:15 AM Auto 0 26 0 26 0 61 1 62 2 0 2 4 1 0 0 1 93 Comm 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1 Total 0 26 0 26 0 62 1 63 2 0 2 4 1 0 0 1 94 7:15 AM - 7.30 AM Auto 0 20 1 21 0 40 1 41 0 0 0 0 0 0 0 0 62 Comm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 20 1 21 0 40 1 41 0 0 0 0 0 0 0 0 62 7:30 AM - 7.45 AM Auto 1 16 5 22 1 80 1 82 0 0 1 1 0 0 0 0 105 Comm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 1 16 5 22 1 80 1 82 0 0 1 1 0 0 0 0 105 7:45 AM - 8:00 AM Auto 0 26 1 27 3 80 0 83 1 0 2 3 0 0 0 0 113 Comm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 26 1 27 3 80 0 83 1 0 2 3 0 0 0 0 113 8:00 AM - 8:15 AM Auto 4 29 1 34 1 75 2 78 0 0 0 0 1 0 0 1 113 Comm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 4 29 1 34 1 75 2 78 0 0 0 0 1 0 0 1 113 8:15 AM - 8.30 AM Auto 0 27 4 31 0 86 0 86 0 1 0 1 0 1 0 1 119 Comm 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 Total 0 28 4 32 0 86 0 86 0 1 0 1 0 1 0 1 120 8:30 AM - 8:45 AM Auto 1 29 4 34 0 80 0 80 0 0 1 1 0 3 0 3 118 Comm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 1 29 4 34 0 80 0 80 0 0 1 1 0 3 0 3 118 8:45 AM - 9:00 AM Auto 1 36 3 40 4 105 1 110 0 5 0 5 2 3 1 6 161 Comm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 1 36 3 40 4 105 1 110 0 5 0 5 2 3 1 6 161 PEAK -HOUR 7:45 AM - 8:45 AM Auto 5 111 10 126 4 321 2 327 1 1 3 5 1 4 0 5 463 Comm 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 Total 5 112 10 127 4 321 2 327 1 1 3 5 1 4 0 5 464 Peak -Hour Factor 0.934 0.951 0.417 0.417 NE 42nd Street - SOP - EXHIBIT H TABLE A TURNING MOVEMENT COUNT NE 2nd Ave NE 42nd St NE 2nd Ave NE 2nd Ave NE 42nd St NE 42nd St NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND TIME PERIOD LEFT THRU RIGHT TOTAL LEFT THRU RIGHT TOTAL LEFT THRU RIGHT TOTAL LEFT THRU RIGHT TOTAL TOTAD 4:00 PM - 4:15 PM Auto 1 96 7 104 1 64 3 68 1 0 3 4 3 0 0 3 179 Comm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 1 96 7 104 1 64 3 68 1 0 3 4 3 0 0 3 179 4:15 PM - 4.30 PM Auto 4 77 1 82 0 37 0 37 0 0 0 0 1 0 0 1 120 Comm 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 Total 4 78 1 83 0 37 0 37 0 0 0 0 1 0 0 1 121 4:30 PM - 4.45 PM Auto 1 86 1 88 0 50 0 50 0 0 1 1 0 0 3 3 142 Comm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 1 86 1 88 0 50 0 50 0 0 1 1 0 0 3 3 142 4:45 PM - 5:00 PM Auto 2 95 3 100 1 62 1 64 1 0 4 5 3 0 0 3 172 Comm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 2 95 3 100 1 62 1 64 1 0 4 5 3 0 0 3 172 5:00 PM - 5:15 PM Auto 3 102 5 110 0 66 3 69 1 0 2 3 3 2 1 6 188 Comm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 3 102 5 110 0 66 3 69 1 0 2 3 3 2 1 6 188 5:15 PM - 5:30 PM Auto 5 114 3 122 1 56 1 58 0 1 0 1 3 0 1 4 185 Comm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 5 114 3 122 1 56 1 58 0 1 0 1 3 0 1 4 185 5:30 PM - 5:45 PM Auto 2 106 4 112 0 67 1 68 0 0 1 1 0 1 1 2 183 Comm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 2 106 4 112 0 67 1 68 0 0 1 1 0 1 1 2 183 5:45 PM - 6:00 PM Auto 0 71 4 75 1 47 1 49 0 0 1 1 0 3 1 4 129 Comm 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 Total 0 72 4 76 1 47 1 49 0 0 1 1 0 3 1 4 130 PEAK -HOUR 4:45 PM - 5:45 PM Auto 12 417 15 444 2 251 6 259 2 1 7 10 9 3 3 15 728 Comm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 12 417 15 444 2 251 6 259 2 1 7 10 9 3 3 15 728 Peak -Hour Factor 0.910 0.938 0.500 0.625 NE 42nd Street - SOP - EXHIBIT H IINTB EXHIBITS EXHIBIT B NE 42nd Street - SOP - EXHIBIT H SIGNAL HEAD DETAILS 1-21 ral 1-e1 1-81 I) R l(jl Y 1ri EXIST. 3-SECT., 1-WAY 5 (TO REMAIN) 3 (TO BE REMOVED) ®7 S-SECT., 1-WAY 3 AS 653-51-511 CONTROLLER OPERATION 1. MAJOR STREET: N 36 ST. MINOR STREET: N. MIAMI AVE. 2. SOP. AS SHOWN 3. PHASES 1, 2 & 4 ACTUATED PHASES3&5 RECALL 4. FLASHING OPERATION: MOVEMENTS 2 AND 6 YELLOW MOVEMENTS 4 AND & RED NOTES: 1. SIGNAL TIMING TO BE PROVIDED BY MIAMI-DADE COUNTY SIGNAL DIVISION. PHASE 1 L N MIAMI AV ii EXISTING SIGN (TO REMAIN) N 36 ST -�s--J EXISTING SIGN (TO REMAIN) SIGNAL OPERATING PLAN PHASE 2A PHASE 2B 2. LOOP ASSEMBLY660-2-101 DEVIATES FROM F.D.O.T. STANDARDS AND SHALL BE 5' x 30' FOR LEFT TURNING LANES. 3. QUANTITY FOR CONDUIT HAS BEEN DUPLICATED FROM THE NEAREST PULL BOX TO CONTROLLER. 4. CONTRACTOR IS TO VERIFY THE EXACT LOCATIONS OF THE SERVICE POINTS. 5. PAY ITEM 690.100 INCLUDES THE REMOVAL OF THE EXISTING PULL BOXES IN THE INTERSECTIONS. REVISIONS RNVLINE PHASE 3 PHASE 4 RAN LINE REMOVE EXIST. 3-SEC. SIGNAL HEAD REPLACE MS -SEC. SIGNAL HEAD (TYP) N 36TH ST PHASES DETECTORS FOR LOOPS NO. NO. OF NO. OF LOOP OF NEW EXIST. LOOPS DETS. DETS. L - 1 1 1 L-3 1 1 L-5 1 DATE DESCRIPTION OATS DESCRIPTION E02-101 ) 1 AS C_835-1-11 1 EA CH PEREZ &ASSOCIATES CONSULTING ENGINEERS, INC CERTIFICATE OFAUTHORIZATION NO ES-25976 9594 NW 41 STREET, SUITE 201 MIAMI, FLORIDA 33178 (305)592-10701 F92: (305)592,1078 CARLOS H. PERE, P.E. P.E LICENSE N0, 52060 RM7 LINE IJ . REMOVAL ITEMS 690-ID 690-90 690-100 3 EA 1 PI 1 PI L1\J! L1 STATE OF FLORIDA DEPARTMENT OP TRAPSSROR3A7701N l32 CONDUITS 630-1-13 ROAD N0. COUNTY FINANCIAL PROJECT 10 SR-25 MIAIAI—DADE rsoqulla �t 42na Street - SOP - t Hibi r H 250629-2-32-0/ RNV LINE 635-1-11 0 /0 30 Feet 2 EA -&' Ul/VOV/l 660-2-101 EXIST. ELECTRICAL SERVICE POINT s�$AE-7,. RNV LINE AS-SUTLAT &-9HSAWIN Sex Eiy 230 LF EXIST. CONTROLLER (TO BE MODIFIED) CONTROLLER ITEMS 632-7-1 C 635-1-11 C 660-1.109 670-5-420 � 0 1 PI 1 EA 3 EA 1 AS N 36 ST AND N MIAMI AVE INTERSECTION ID. No. 2047 SIG1VALIZA ZTI N PLAN 8/21/2008 6:45058 PAI U:b802-Pustbullan202,250629232010s65n9sblrnsgo1.dgn SHEET N0. T-3 Print Date: 7/31/2015 TOD Schedule Report for 2047: N Miami Av&N 36 St Print Time: 9:25 AM TOD TOD Active Active Asset Intersection Schedule Op Mode Plan # Cycle Offset Settinu PhaseBank Maximum 2047 N Miami Av&N 36 St DOW-6 N/A 0 0 N/A 0 Max 0 Splits PH 1 PH 2 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8 EBL WBT SBL NBT WBL EBT - SBT 0 0 0 0 0 0 0 0 Active Phase Bank: Phase Bank 1 Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 EBL 0 - 0 - 0 0 - 0 - 0 7 - 7 - 7 2 -2 - 2 10 - 10 - 10 26 - 26 - 26 3.7 2.6 2 WBT 0 - 0- 0 0 - 0 - 0 16- 16- 16 1 -1 - 1 32- 32 - 32 0 -40-40 4 2.6 3 SBL 0 - 0 - 0 0 - 0 - 0 7 - 7 - 7 2 -2 - 2 10 - 10 - 10 26 - 26 - 26 3.7 2.3 4 NBT 0 - 0 - 0 0 - 0 - 0 16 - 16 - 16 2.5 -2.5 - 2.5 32 - 32 - 32 110 - 96 - 96 4 2.3 5 WBL 0 - 0- 0 0 - 0 - 0 7 - 7 - 7 2 -2 - 2 10- 10- 10 26 -26-26 3.7 2.6 6 EBT 0 - 0- 0 0 - 0 - 0 16- 16 - 16 1 -1 - 1 32 - 32 - 32 0 - 40 - 40 4 2.6 7- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 8 SBT 0 - 0 - 0 0 - 0 - 0 16 - 16 - 16 2.5 -2.5 - 2.5 32 - 32 - 32 110 - 96 - 96 4 2.3 Last In Service Date: unknown Permitted Phases 12345678 Default 123456-8 External Permit 0-2-4-6-8 External Permit 1-2-4-6-8 External Permit 2-2-4-6-8 Page 1 of 2 NE 42nd Street - SOP - EXHIBIT H Print Date: 7/31/2015 TOD Schedule Report for 2047: N Miami Av&N 36 St Print Time: 9:25 AM Current Cvcle 1 EBL 2 WBT 3 SBL Green Time 6 EBT 7 8 - SBT Ring Offset Offset 4 NBT 5 WBL TOD Schedule Plan 3 180 20 30 18 87 20 30 0 110 0 156 5 120 12 35 8 40 12 35 0 54 0 102 9 130 12 42 12 39 12 42 0 57 0 90 12 150 12 35 12 66 12 35 0 84 0 26 13 110 9 39 8 29 9 39 0 43 0 52 14 90 9 29 8 19 9 29 0 33 0 2 18 80 7 4 8 36 7 4 0 50 0 0 19 90 9 27 9 20 9 27 0 34 0 24 20 110 12 34 12 27 12 34 0 45 0 96 21 120 16 37 12 30 16 37 0 48 0 102 22 100 10 35 10 20 10 35 0 36 0 2 Current Time of Day Function Time Function 0000 TOD OUTPUTS Settings * Day of Week SuM T W ThF S Local TOD Schedule Time Plan DOW 0000 Free Su M T W Th F S 0600 19 Su S 0600 3 M T W Th F 1000 5 M T W Th F 1000 20 Su S 1200 9 M T W Th F 1300 21 Su S 1500 12 M T W Th F 1800 22 Su S 1900 13 M T W Th F S 2200 14 M T W Th F 2200 Free Su Local Time of Day Function Time Function 0000 TOD OUTPUTS Settings * Day of Week SuM T W ThF S No Calendar Defined/Enabled * Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8 - TBA Page 2 of 2 NE 42nd Street - SOP - EXHIBIT H EE 6❑ 6❑ P2 E Pfi i IRif6YC SIGNAL 12 510 1 12' S10 LENS, 8 REWIRE° 650-51-311 SIGN DISPLAY 00050ER 2.0' UJ-IS (SERIES C) A 2 REQUIRE° PEDESTRIAN SIGNAL 1-SECTION I -WAY COWIT-00RN I ".K"-Ri86 1 I0'C 5' C OE0EC 0A5 POS 1035 NOYERENT OF OOP 60. a OERCTOFS N MIAMI AV 00ROER 365• aa• M I.S' 64.r 51ANIARO 51(NIX OPERATOR PLAN 81 92 I1I ®�® ®-1® SIGNALIZATION NOTES 1. MAJOR STREET: NORTH MIAMI AVENUE. MINOR STREET: NE 39TH STREET. 2. CONTROLLER MICROPROCESSOR MODEL 170 T TYPE, ITEM NUMBER 672-1-1. WHEN N0 CONFLICT EXISTS WITH THE ADA GUIDELINES, THE CABINET SHALL 8E INSTALLED WITH TELCO DOOR FACING NE 39 STREET. 3. FLASHING OPERATION: NORTH MIAMI AVENUE (YELLOW). NE 39 STREET, (RED). 4. LEFT TURN LOOPS SHALL BE 5' X 30'. ALL OTHERS 6' X 30', MAXIMUM 5 FEET IN ADVANCE OF STOP BAR. LOOP MUST 8E PLACED CENTERED ON APPLICABLE TRAVEL LINE. 5. BELLSOUTH SERVICE POINT PER MR. STEVE MASSIE PHONE (305) 513-3592. 6. FP&L SERVICE POINT PER MR. TOM HODGDON PHONE (305) 442-5128. 7. FP&L AND BELLSOUTH SERVICE AT LOCATIONS AS SHOWN ON THE PLAN. 8. DEMAND WATTAGE FOR THIS INTERSECTION IS 1425 WATTS. 9. SIGNAL OPERATIONAL PLAN TO MATCH EXISTING CONDITIONS. ]5' 3.65' 5• 8•C R (R10-3N) 9' 2 12' COST .N5LUMO 4-REOD 665-U J (161F) 660-2-101 Oj4-0 091 STA. 9.63.70 30.15 LT 47-II-32 20-1-1 635 665 R/N UNE 00 1.16.960166660 STRIPER. (0Y 09ER5) y ///�r7 r-R/'F uxE SESU SE5NLE PONT 039-1-13 635-2-1 635-1-II 620-1-1 /0•(0i'f L-8 57A 99169.7 45.90 RI 647-11-32 520-I-I 635-1-11 665-11 R/00 UNE A E1 20 AO 3 EA) RM LINE SELL...! PULL BOX 9OSTR6 BELLSOUTH PULL 002 J 1180 L61 0 u. PY 13' A • SPAxE (265 LE) II 1 o13014(f01 630.1-13 ^ NORTH MIAMI AVENUE N (2m 14 STA. 100156.20 25. LT 60-II-46 620-1-1 635-1-11 G5-11 (20 LF) (4 EA) STA. 100779.05 22301T 672-1-1 620-1-I 60-I-109 -120 655-124 635-1-11 EFL, BEL 9AL, LOOP. 81711.0W2ECT) 1/1 L,4 _LLy 5000) (2 6A1 r F 660 2 IAI II EA) / LM 001P) 66tF 666_1_I3 NE 39 STREET II &LL m El l -_,-011.0 Le*e?`7, - -1'- ;ICI + /T�/ zee A 610-1-13 / LNE +08E3300 16 s6MIrexCE a POINT R/W 0 • STA. 100+40.83 37.92 R1 647-II 6 635-1-II 665 (221.5) (4 EA) I 2- NORTH MIAMI AVENUE 0 NE 39 STREET 1.11132059 r 712a SIGNALIZATION NORTH MIAMI AVENUE AND NE 39 STREET IQ' 09-07-00 DATE DESCRIPTON BY DESIGN CHECK DATE INTERSECTION 10 0. (AS SHOWN) rvt 4zna-street- sOP - tX11IBI N ,w WE: MARCH 2006 PRAWN: CC CHECKED. MA OK 09020.01 HORINNIAL SCAM SHEET No. T-6 OF 7 SHEETS Print Date: 8/3/2015 TOD Schedule Report for 2059: N Miami Av&N 39 St Print Time: 2:02 AM TOD TOD Active Active Asset Intersection Schedule Op Mode Plan # Cycle Offset Settinu PhaseBank Maximum 2059 N Miami Av&N 39 St DOW-2 N/A 0 0 N/A 0 Max 0 Splits PH 1 PH 2 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8 SBT - WBT - NBT - EBT 0 0 0 0 0 0 0 0 Active Phase Bank: Phase Bank 1 T Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 2 SBT 7 - 7- 7 10-10 -10 7 - 7 - 7 1 -1 - 1 40- 25- 40 0 -25-40 4 2 3- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 4 WBT 7 - 7 - 7 15- 15 - 15 7 - 7 - 7 2.5 -2.5 - 2.5 10 - 23 - 7 44 - 23 - 30 4 2 5- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 6 NBT 7 - 7- 7 10-10 -10 7 - 7 - 7 1 -1 - 1 40- 25- 40 0 -25-40 4 2 7- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 8 EBT 7 - 7 - 7 15- 15 - 15 7 - 7 - 7 2.5 -2.5 - 2.5 10 - 23 - 7 44 - 23 - 30 4 2 Last In Service Date: unknown Permitted Phases 12345678 Default-2-4-6-8 External Permit 0-2-4-6-8 External Permit 1-2-4-6-8 External Permit 2-2-4-6-8 Page 1 of 2 NE 42nd Street - SOP - EXHIBIT H Print Date: 8/3/2015 TOD Schedule Report for 2059: N Miami Av&N 39 St Print Time: 2:02 AM Current Cycle 1 2 - SBT Green Time 6 NBT 7 8 - EBT Ring Offset Offset 3 4 - WBT 5 - TOD Schedule Plan 3 90 0 56 0 22 0 56 0 22 0 48 5 120 0 71 0 37 0 71 0 37 0 64 9 130 0 89 0 29 0 89 0 29 0 66 12 75 0 38 0 25 0 38 0 25 0 51 13 110 0 67 0 31 0 67 0 31 0 6 14 90 0 56 0 22 0 56 0 22 0 60 19 90 0 56 0 22 0 56 0 22 0 84 20 110 0 69 0 29 0 69 0 29 0 76 21 120 0 70 0 38 0 70 0 38 0 66 22 100 0 60 0 28 0 60 0 28 0 66 Current Time of Day Function Time Function 0000 TOD OUTPUTS Settings * Day of Week SuM T W ThF S Local TOD Schedule Time Plan DOW 0000 Free Su M T W Th F S 0600 19 Su S 0600 3 M T W Th F 1000 5 M T W Th F 1000 20 Su S 1200 9 M T W Th F 1300 21 Su S 1500 12 M T W Th F 1800 22 Su S 1900 13 M T W Th F S 2200 14 M T W Th F 2200 Free Su Local Time of Day Function Time Function 0000 TOD OUTPUTS Settings * Day of Week SuM T W ThF S No Calendar Defined/Enabled * Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8 - TBA Page 2 of 2 NE 42nd Street - SOP - EXHIBIT H SIGNAL HEAD DETAIL I6 1ER (650-51-511) '[flJ /A5 \RIY1'�-Gi (650-51-411) 3 A5 PED. SIGNAL' COUNT -DOWN I SECT., I -WAY -10As+ ( 653-18/ 1 (650-51-311) 6 AS *I START CROSSING WATCH FOR TURNNO GARS ItDONT START ■ FlnkA Cmvinp Sta. 6 DONT CROSS TO CROSS NW38 ST PUSHBUTTON (650-51-311) 2 AS (650-51-J1/ )' I AS Rl0-3B (9" X 12') 4 EA. NOTE: COST OF SIGN' IS INCLUDED IN ITEM 665-11 SIGNAL OPERATION PLAN 0/ 2 IL 03 m4 IV6sl (650-51-5/l) 1 A5 11 05 TF l TF 2 TF 3 TF 4 TF 5 O+© O+© (131,0 ®/ +® ®+O + 8R CONTROLLER OPERATION MAJOR STREET: NW 36 ST. MINOR STREET: FEDERAL HAT/NE 2 AVE. SOP. A5 SHOWN ABOVE PHASE /,3,4 & 5 ACTUATED PHASE 2 RECALL ' SIGNAL COORDINATION PHASE 2 FLASHING OPERATION: MOVEMENTS 2 & 6 YELLOW MOVEMENTS 9, 8, 8A & 8R RED NOTES: 1. SIGNAL TIMING TO BE PROVIDED BY MIAMI-DADE COUNTY SIGNAL DIVISION. 2. LOOP ASSEMBLY 660-2-10/ DEVIATES FROM. F.D.O.T, STANDARDS AND SHALL BE 6' X 30' FOR THRU LANES AND 5' X 30' FOR LEFT TURNING LANES. 3. MAST ARM POLE LOCATION SHALL BE VERIFIED BY THE CONTRACTOR. TO PREVENT DAMAGE TO EXISTING UNDERGROUND UTILITIES. ANY COST FROM DAMAGED SHALL BE BORNE BY THE CONTRACTOR.. .. THE SPACE BETWEEN LETTERS COULD BE REDUCED /N ORDER TO COMPLY WITH LETTER SIZE AND OVERALLL DIMENSION IN THE OVERHEAD STREET NAME SIGNS. 5. OUANTITY FOR CONDUIT HAS BEEN DUPLICATED FROM THE NEAREST PULL BOX TO POLE. 6. CONTRACTOR 15 TO VERIFY THE EXACT LOCATIONS OF THE SERVICE POINTS. 7. PAY ITEM 690-100 INCLUDES THE REMOVAL OF 7HE EXISTING PULL BOXES IN THE INTERSECTIONS. 8. PAY ITEM 653-181 SHALL BE A COUNTDOWN PEDESTRIAN SIGNAL. TASS/MCO TECHNOLOGIES MODEL PSC 250 OVERLAY/FILLED 16' MODULE. B' DIGITS WITH CLASS 3 MESSAGE SIZE 11729') OR MIAMI-DADE COUNTY TS&S DIVISION APPROVED EQUIVALENT. DATE BY 07/05 REVISIONS NE 36 ST D-3 18' X 60' 700-48-18 l 2 EA F FEDERAL HWY a NE 2 AV D-3 24' X 60' 7004848-18J l EA. NE 2 AV A FEDERAL HWY 4' D-3 24° X 60' 1 700-48-18 I 1 EA FROM NORMAL +) $ I f �TO NORMAL OPERATION III} Il OPERATION (DYIELU * ALL MOVEMENTS HAVE TO STOP EXCEPT MOVEMENT 8R ITO NW 36 ST WESTBOUND AND MOVEMENT 4 (TO FEDERAL HIGHWAY NORTHBOUND AND NW 36 ST EASTBOUND) FINAL PRE-EMPTION OPERATION PLAN (POPI TO 8E PROV1DE0 BY MIAMI-DADE COUNTY SIGNAL DIVISION R3-2 SERIES 'C' LETTERS 8' CAPITALS R/W LINE 10' NUMERALS ® PROROSED RAILROAD STRUCTURE BY OTHERS STA. 145+09.34 149.09' LT OF kl ( 635-1-11 ) 2 EA ( 659-07 ) I EA ( 635-1-11 ) / E SERIES 'C' - LETTERS 6' CAPITALS B' NUMERALS ( 635-I-11 ) I EA ( 659-107 ) 1 EA ( 665-11 ) / EA SERIES 'C' LETTERS 6' CAPITALS 8' NUMERALS 24' X 24' 700-48-1B I NO TURN ON RED ( 635-1-Y ) 1 EA ( 659-107 ) I EA ( 669-11 ) / EA / EA Rl0-11B 24' X 24' I 700-48-1B I I EA DETECTORS FOR LOOPS LOOP NO. OF LOOPS N0. OF DETS. L-1 L-3A L-4 2 L-8 L-8A 2 L-8R REMOVAL ITEMS ( 690-0 ) ( 690-20 ) ( 690-3/ ) 690-33-1 ( 690-50 ) 690-80 ( 690-9 ) 690-100 13 EA B EA l EA 120 LF l EA l EA / PI / P/ ( 660-2-015 2 N.E. 36th. ST. (SR-5) ( 755-1-11 ) 1 EA ( 659-10 ) 1 EA ( 665-11 ) ! EA CONOUl755 ( 630-1-12 ), 240 IF 630-13�1r: 815 F I (659-07 ) RAV LINE) ( 655-I-11 ) l EA ( 659-07 ) I EA ( 665-1/ )1 EA EX( RAl -DAD GATE 1 PROPO.ED RAILROAD STRU TUBE BY OTHERS STA. 5+47, 30 (33.37' RT OF CL1 /( 635-1-11 ) / EA ( 630-1-14 ) EA EA 150 F STA.195+84.23 0 1 /80.56' RT OFV 1 ARM LENGTH = 32 LF BEARING S 79'2/'17' E 635-/-II ) / EA W/U/MINAIRE (649-73/-04 l EA ( 665-11 ) I EA ELECTRICAL SERVICE POINT PAY ITEMS 320 1F ( 635-1-II ) 3 EA ( 639-1-13 ) 1 A5 ( 639-2-1 ) 653 LF 630-1-13 NOTE',: (•1 OUAWTI77ES AND/OR PAY -ITEMS F2,' THESE HAS BEEN CHANGED CONTROLLER ITEMS USE EXT. CABINET MD-660A v 632-7-/ / P/ 5 EA ( 635-/-//) ( 660-1-109 6 EA 1 49 1 EA ( 685-/24 ) 1 EA PRCROSED RAILROAD STRUCTURE BY OTHERS STA. 146+16.34 /42.48' LT OF CL1 (670-5-130) ( 685-120 ( 635-1-11 ) 3 EA ( 635-1-11 EA 1 EA 1 EA EXISTING TELEPHONE SERVICE 'POINT NUM n`/ /1V LINE STA. 146s95. 15 (54.69' L7 OF CL1 ARM LENGTH = 46 LF BEARING N 81'55'5' W ( 635-211 ) 3 EA 3 (649-713-002) / EA ( 665-Y ) / EA ( 659407 ) 1 EA RAY LINE ( 659-07 ) I EA ( 635-I-11 ) 2 EA - ( 565-1, ) I EA SEE SHEET S-/5 TELEPHONE SERVICE POINT PAY ITEMS ( 630 / /2 ) /00 LF 630-1713 295 IF 635-1-1! l EA R/W LINE WHEN TRA N S APPOACHNG deg 4//8 N.E. 36 ST. & FEDERAL NWY ./N.E. 2nd. .AVE. ID NO. 2098 ROP DE5CR1P7/ON MOVE LOOPS L-8 10 FEET FORWARD. DRAFTING REVISIONS IN DIRECTIONAL APRONS DATE BY 12/05 POP DESCRIPTION ADD 2 SUPPLEMEM AL SIGNALS. CHANGE STD. PEDESTRIAN SIGNAL FOR COUNTDOWN EFATE OF FLORIDA DEPARTMENT OF TRANSPORTA77O-^J 1000 /1. W. 11/th AVENUE ROAD NO. 501N7Y FINANCIAL PROJECT ID MIAMI, FLORIDA 33/72 i P.E. N0. 41138 SR-25 MIAMI-DADE 249528-1-52-0! NE 42nd Street - SOP - EXHIBIT H FOOT DISTRICT SIX RAFAEL D. PADERNI, P':c. SIGNALIZATION PLAN Si?.. 25 / N°E. 167 -1 ST. SHEET N0. T-7 Print Date: 7/31/2015 TOD Schedule Report for 2098: Federal Hwy&NE 36 St&NE 2 Av Print Time: 9:32 AM TOD TOD Active Active Asset Intersection Schedule Op Mode Plan # Cycle Offset Settinu PhaseBank Maximum 2098 Federal Hwy&NE 36 St&NE 2 Av DOW-6 N/A 0 0 N/A 0 Max 0 Splits PH 1 PH 2 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8 EBL WBT SWT SET NBT EBT 0 0 0 0 0 0 0 0 Active Phase Bank: Phase Bank 1 Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 EBL 0 - 0 - 0 0 - 0 - 0 8 - 8 - 8 2 - 2 - 2 6 - 6 - 6 40 - 40 - 40 3.7 4.4 2 WBT 7 - 7- 7 19-18 -18 7 - 7 - 7 1 -1 - 1 30- 30- 30 0 - 0 - 0 4 4.4 3 SWT 0 - 0 - 0 0 - 0 - 0 7 - 7 - 7 2.5 -2.5 - 2.5 10 - 10 - 10 38 - 38 - 38 4 2.4 4 SET 7 - 7 - 7 12- 12 - 12 7 - 7 - 7 2.5 -2.5 - 2.5 10 - 10 - 10 58 - 58 - 25 4 2.5 5 NBT 7 - 7- 7 17-17 -17 7 - 7 - 7 2.5-2.5-2.5 10- 10- 10 58 -58-58 4 2.3 6 EBT 7 - 7- 7 19-18 -18 7 - 7 - 7 1 -1 - 1 30- 30- 30 0 - 0 - 0 4 4.4 7- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 8- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 Last In Service Date: unknown Permitted Phases 12345678 Default 123456-- External Permit 0 -23456-- External Permit 1 -23456-- External Permit 2 -23456-- Page 1 of 2 NE 42nd Street - SOP - EXHIBIT H Print Date: 7/31/2015 TOD Schedule Report for 2098: Federal Hwy&NE 36 St&NE 2 Av Print Time: 9:32 AM Current Cvcle 1 EBL 2 WBT 3 SWT Green Time 6 EBT 7 8 - - Ring Offset Offset 4 SET 5 NBT TOD Schedule Plan 1 115 11 16 14 16 23 35 0 0 0 68 2 130 9 27 13 21 25 44 0 0 0 74 3 190 6 75 15 15 44 89 0 0 0 142 4 140 13 31 15 21 25 52 0 0 0 49 5 160 14 45 16 25 25 67 0 0 0 35 6 120 10 21 12 18 24 39 0 0 0 35 7 140 11 35 14 21 24 54 0 0 0 97 9 160 12 39 24 21 29 59 0 0 0 100 11 140 9 35 16 21 24 52 0 0 0 91 16 180 9 45 34 19 38 62 0 0 0 130 17 180 20 43 23 26 33 71 0 0 0 26 18 120 10 22 11 17 25 40 0 0 0 67 19 140 13 37 14 16 25 58 0 0 0 90 21 140 15 35 14 16 25 58 0 0 0 88 22 120 10 22 14 14 25 40 0 0 0 74 23 97 13 8 9 16 16 29 0 0 0 21 24 180 15 62 26 14 28 85 0 0 0 130 Current Time of Day Function Time Function 0000 TOD OUTPUTS Settings * Day of Week SuM T W ThF S Local TOD Schedule Time Plan DOW 0000 1 M T W Th F 0000 18 Su 0115 23 M T W Th F 0500 2 M T W Th F 0600 19 Su 0700 9 M T W Th F 1000 4 M T W Th F 1100 7 M T W Th F 1400 5 M T W Th F 1600 17 M T W Th F 1600 21 Su 2000 11 M T W Th F 2200 6 M T W Th F 2200 22 Su Local Time of Day Function Time Function 0000 TOD OUTPUTS Settings * Day of Week SuM T W ThF S No Calendar Defined/Enabled * Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8 - TBA Page 2 of 2 NE 42nd Street - SOP - EXHIBIT H 3-5EC1 0 TRAf7C %VIAL It SID LEND 5 PEOLIPE° 550-51-311 DION DISPLAY ! ecf( 5' (NE 39 STJ PORDER 29' (1110-3A) 9• 012 COSI NOLO. A-PEOO 665-11 1.0 *RBI PEDESWIAN 9CNA1- 1.000-041M 1-AC10N 1-11A6 6 AMMO, 655-1)1A I 10 0 1 9'c SNOW SIGNAL OPEPATIQY PLAN • IS' DZ ®© ®*® SIGNALIZATION NOTES NE2AV 0E1EC1OPS PoP L M01'.HENT N0. OF LOOPS 0. OfIEC1Cx5 1. MAJOR STREET: NE 2N0 AVENUE. MINOR STREET: NE 39TH STREET. 2. CONTROLLER MICROPROCESSOR MOTEL 170 T TYPE, ITEM NUMBER 672-1-1. WHEN NO CONFLICT EXISTS WTH THE AGA GUIOELINES, THE CABINET SHALL BE INSTALLED WITH TELCO 000R FACING NE 39 STREET. 3. FLASHING OPERA➢ON: NE 2N0 AVENUE, (YELLOW). NE 39 STREET, (REO). 4. LEFT TURN LOOPS SHALL BE 5' X 30'. ALL OTHERS 6' X 30'. MAXIMUM 5 FEET IN AOVANCE OF STOP BAR. LOOPS MUST BE PLACEO CENTERED ON THE TRAVEL APPLICABLE LANE. I 5. BELLSOUTH SERVICE POINT PER MR. STEVE MASSIE PHONE (305) 513-3592. 6. FP&L SERVICE POINT PER MR. TOM H00G00N PHONE (305) 442-5128. 7. FP&L AND BELLSOUTH SERVICE AT LOCATIONS AS SHOWN ON THE PLAN. B. OEMANO WATTAGE FOR THIS INTERSECTION IS 1425 WATTS. 9. SIGNAL OPERA00NAL PLAN TO MATCH EXISTING CONOITIONS. 5' NE 2ND AVENUE QQ NE 39 STREET I.D.H2102 SIGNALIZATION NE 2NDAVENUE AND NE 39 STREET A . Pwww.,G wPw, cw,7.N1s NF 49nd 4trpAt° MD _ =-Ltiti`aw' W- DESCRIPTION DESINRI CHECK DATE INTEN,E30r1oN 1w No. (A 7HOw0) F z Wz o n� o o E o1 - _'_f• p0 a l- o R1I U 6011,11.1=11 ,U W Z .HCH WOG DRAWN: CC CHECKED: HA 0.1020.01 SEAL VEAL:CAL SCAM OF SHEETS Print Date: 8/13/2015 TOD Schedule Report for 2102: NE 2 Av&NE 39 St Print Time: 2:01 AM TOD TOD Active Active Asset Intersection Schedule Op Mode Plan # Cycle Offset Settinu PhaseBank Maximum 2102 NE 2 Av&NE 39 St DOW-5 N/A 0 0 N/A 0 Max 0 Splits PH 1 PH 2 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8 SBT - WBT - NBT - EBT 0 0 0 0 0 0 0 0 Active Phase Bank: Phase Bank 1 T Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0-0-0 0 0 2 SBT 7 - 7- 7 10-10 -10 7 - 7 - 7 1 -1 - 1 30- 30- 30 0 -20-30 4 2 3- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 4 WBT 7 - 7 - 7 10- 10 - 10 7 - 7 - 7 2.5 -3.5 - 2.5 15 - 30 - 15 50 - 50 - 50 4 0.2 5- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 6 NBT 7 - 7- 7 10-10 -10 7 - 7 - 7 1 -1 - 1 30- 30- 30 0 -20-30 4 2 7- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 8 EBT 7 - 7 - 7 10 - 10 - 10 7 - 7 - 7 2.5 -3.5 - 2.5 15 - 30 - 15 50 - 50 - 50 4 2 Last In Service Date: unknown Permitted Phases 12345678 Default-2-4-6-8 External Permit 0 External Permit 1 External Permit 2 Page 1 of 3 NE 42nd Street - SOP - EXHIBIT H Print Date: 8/13/2015 TOD Schedule Report for 2102: NE 2 Av&NE 39 St Print Time: 2:01 AM Current Cycle 1 2 - SBT Green Time 7 8 - EBT Ring Offset Offset 3 4 - WBT 5 6 - NBT TOD Schedule Plan 1 110 0 73 0 25 0 73 0 25 0 75 2 65 0 28 0 25 0 28 0 25 0 31 3 90 0 30 0 48 0 30 0 48 0 70 4 80 0 24 0 44 0 24 0 44 0 17 5 85 0 39 0 34 0 39 0 34 0 16 6 70 0 19 0 39 0 19 0 39 0 0 7 70 0 19 0 39 0 19 0 39 0 3 8 80 0 29 0 39 0 29 0 39 0 48 9 85 0 48 0 25 0 48 0 25 0 49 11 70 0 34 0 24 0 34 0 24 0 10 12 90 0 49 0 29 0 49 0 29 0 66 14 70 0 34 0 24 0 34 0 24 0 3 16 60 0 29 0 19 0 29 0 19 0 0 17 60 0 29 0 19 0 29 0 19 0 36 18 55 0 24 0 19 0 24 0 19 0 34 19 70 0 34 0 24 0 34 0 24 0 32 21 70 0 34 0 24 0 34 0 24 0 30 22 60 0 26 0 22 0 26 0 22 0 35 23 80 0 43 0 25 0 43 0 25 0 40 Current Time of Day Function Time Function Settings * Day of Week 0000 TOD OUTPUTS 2- SuM T W ThF S Local TOD Schedule Time Plan DOW 0000 17 M T W Th F 0000 18 Su 0230 Flash M T W Th F 0300 Flash Su 0500 2 M T W Th F 0600 19 Su 0700 4 M T W Th F 1000 6 M T W Th F 1100 7 M T W Th F 1400 8 M T W Th F 1600 12 M T W Th F 1600 21 Su 2000 14 M T W Th F 2200 16 M T W Th F 2200 22 Su Local Time of Day Function Time Function Settings * Day of Week 0000 TOD OUTPUTS 2- SuM T W ThF S * Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8 - TBA Page 2 of 3 NE 42nd Street - SOP - EXHIBIT H TOD Schedule Report Print Date: for 2102: NE 2 Av&NE 39 St Print Time: 8/13/2015 2:01 AM No Calendar Defined/Enabled Page 3 of 3 NE 42nd Street - SOP - EXHIBIT H IINTB EXHIBITS EXHIBIT C NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 7: N Miami Ave. & NE 36th St. 8/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ++ 1 + rr 19 ++ r 11 ++ Traffic Volume (veh/h) 97 352 58 156 239 55 22 385 69 223 1212 126 Future Volume (veh/h) 97 352 58 156 239 55 22 385 69 223 1212 126 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 105 383 63 170 260 60 24 418 75 242 1317 137 Adj No. of Lanes 1 2 0 1 1 1 1 2 1 1 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 430 1116 182 424 726 617 137 1139 510 428 1474 153 Arrive On Green 0.05 0.37 0.37 0.07 0.39 0.39 0.32 0.32 0.32 0.20 0.91 0.91 SatFlow,veh/h 1774 3047 497 1774 1863 1583 364 3539 1583 1774 3238 335 Grp Volume(v), veh/h 105 221 225 170 260 60 24 418 75 242 717 737 Grp Sat Flow(s),veh/h/In 1774 1770 1775 1774 1863 1583 364 1770 1583 1774 1770 1804 Q Serve(g_s), s 6.6 16.3 16.6 10.7 17.8 4.3 9.3 16.3 6.1 17.0 34.5 35.9 Cycle Q Clear(g_c), s 6.6 16.3 16.6 10.7 17.8 4.3 19.2 16.3 6.1 17.0 34.5 35.9 Prop In Lane 1.00 0.28 1.00 1.00 1.00 1.00 1.00 0.19 Lane Grp Cap(c), veh/h 430 648 650 424 726 617 137 1139 510 428 806 821 V/C Ratio(X) 0.24 0.34 0.35 0.40 0.36 0.10 0.17 0.37 0.15 0.57 0.89 0.90 Avail Cap(c_a), veh/h 538 648 650 490 726 617 195 1705 763 428 1078 1099 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 0.97 0.97 0.97 1.00 1.00 1.00 0.69 0.69 0.69 Uniform Delay (d), s/veh 33.4 41.3 41.4 32.4 39.0 34.8 51.8 46.9 43.4 31.0 5.9 6.0 Incr Delay (d2), s/veh 0.1 1.4 1.5 0.2 1.3 0.3 0.4 0.1 0.1 0.8 5.0 5.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 3.2 8.2 8.4 5.2 9.4 1.9 1.0 8.0 2.7 8.3 16.2 17.2 LnGrp Delay(d),s/veh 33.5 42.7 42.9 32.6 40.3 35.2 52.2 47.1 43.5 31.8 10.9 11.3 LnGrp LOS C D D C D D D D D C B B Approach Vol, veh/h 551 490 517 1696 Approach Delay, s/veh 41.0 37.0 46.8 14.1 Approach LOS D D D B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 8 Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary 15.0 * 6.3 * 20 8.6 0.1 85.2 6.6 30.4 19.8 1.3 24.0 6.0 18.0 19.0 0.0 55.8 * 6.3 * 87 21.2 19.9 19.2 * 6.3 * 20 12.7 0.1 81.0 6.6 30.4 18.6 1.3 79.8 * 6.3 * 1.1E2 37.9 20.3 HCM 2010 Ctrl Delay HCM 2010 LOS 27.3 Notes NE 36th at Federal/NE 2nd Ave. 7/13/2016 Exisitng Condition AM- No Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 7: N Miami Ave. & NE 36th St. 8/12/2016 * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. NE 36th at Federal/NE 2nd Ave. 7/13/2016 Exisitng Condition AM- No Build Synchro 9 Report Page 2 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 18: N Miami Ave. & NE 39th St. 8/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations i 19 14 111 44 Traffic Volume (veh/h) 14 50 192 140 40 15 17 406 110 22 1344 7 Future Volume (veh/h) 14 50 192 140 40 15 17 406 110 22 1344 7 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1863 1900 1900 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 15 54 209 152 43 16 18 441 120 24 1461 8 Adj No. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 53 93 315 224 59 18 211 1715 463 606 2246 12 Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 1.00 1.00 1.00 0.62 0.62 0.62 Sat Flow, veh/h 45 381 1288 634 239 72 359 2757 744 845 3609 20 Grp Volume(v), veh/h 278 0 0 211 0 0 18 282 279 24 716 753 Grp Sat Flow(s),veh/h/In 1714 0 0 946 0 0 359 1770 1731 845 1770 1859 Q Serve(g_s), s 0.0 0.0 0.0 6.6 0.0 0.0 2.0 0.0 0.0 1.0 23.1 23.1 Cycle Q Clear(g_c), s 13.6 0.0 0.0 20.2 0.0 0.0 25.2 0.0 0.0 1.0 23.1 23.1 Prop In Lane 0.05 0.75 0.72 0.08 1.00 0.43 1.00 0.01 Lane Grp Cap(c), veh/h 461 0 0 300 0 0 211 1101 1077 606 1101 1157 V/C Ratio(X) 0.60 0.00 0.00 0.70 0.00 0.00 0.09 0.26 0.26 0.04 0.65 0.65 Avail Cap(c_a), veh/h 461 0 0 300 0 0 211 1101 1077 606 1101 1157 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.87 0.00 0.00 0.97 0.97 0.97 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.9 0.0 0.0 34.2 0.0 0.0 5.2 0.0 0.0 6.6 10.8 10.8 Incr Delay (d2), s/veh 2.0 0.0 0.0 6.0 0.0 0.0 0.8 0.5 0.6 0.1 3.0 2.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 6.5 0.0 0.0 5.7 0.0 0.0 0.2 0.2 0.2 0.3 12.1 12.6 LnGrp Delay(d),s/veh 32.9 0.0 0.0 40.1 0.0 0.0 6.0 0.5 0.6 6.7 13.8 13.6 LnGrp LOS C D A A A A B B Approach Vol, veh/h 278 211 579 1493 Approach Delay, s/veh 32.9 40.1 0.7 13.6 Approach LOS C D A B Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 62.0 28.0 62.0 28.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 56.0 22.0 56.0 22.0 Max Q Clear Time (g_c+I1), s 25.1 22.2 27.2 15.6 Green Ext Time (p_c), s 6.3 0.0 6.3 1.5 Intersection Summary HCM 2010 Ctrl Delay 15.0 HCM 2010 LOS B NE 36th at Federal/NE 2nd Ave. 7/13/2016 Exisitng Condition AM- No Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 2: NE 2nd St. & NE 39th St. 8/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations i 19 + 111 1' Traffic Volume (veh/h) 12 33 9 37 46 25 7 69 26 23 254 12 Future Volume (veh/h) 12 33 9 37 46 25 7 69 26 23 254 12 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1863 1900 1900 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 13 36 10 40 50 27 8 75 28 25 276 13 Adj No. of Lanes 0 1 0 0 1 0 1 1 0 1 1 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 78 133 32 106 89 40 846 963 359 1026 1313 62 Arrive On Green 0.11 0.11 0.11 0.11 0.11 0.11 0.74 0.74 0.74 0.74 0.74 0.74 SatFlow,veh/h 213 1249 298 434 837 381 1086 1294 483 1286 1765 83 Grp Volume(v), veh/h 59 0 0 117 0 0 8 0 103 25 0 289 Grp Sat Flow(s),veh/h/In 1760 0 0 1652 0 0 1086 0 1777 1286 0 1848 Q Serve(g_s), s 0.0 0.0 0.0 2.9 0.0 0.0 0.2 0.0 1.3 0.4 0.0 3.8 Cycle Q Clear(g_c), s 2.4 0.0 0.0 5.3 0.0 0.0 4.0 0.0 1.3 1.7 0.0 3.8 Prop In Lane 0.22 0.17 0.34 0.23 1.00 0.27 1.00 0.04 Lane Grp Cap(c), veh/h 242 0 0 236 0 0 846 0 1322 1026 0 1375 V/C Ratio(X) 0.24 0.00 0.00 0.50 0.00 0.00 0.01 0.00 0.08 0.02 0.00 0.21 Avail Cap(c_a), veh/h 979 0 0 943 0 0 846 0 1322 1026 0 1375 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.78 0.00 0.00 0.98 0.00 0.00 0.54 0.00 0.54 1.00 0.00 1.00 Uniform Delay (d), s/veh 33.0 0.0 0.0 34.3 0.0 0.0 3.7 0.0 2.8 3.0 0.0 3.1 Incr Delay (d2), s/veh 0.5 0.0 0.0 1.9 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.2 0.0 0.0 2.6 0.0 0.0 0.1 0.0 0.6 0.2 0.0 2.1 LnGrp Delay(d),s/veh 33.5 0.0 0.0 36.2 0.0 0.0 3.7 0.0 2.8 3.1 0.0 3.5 LnGrp LOS C D A A A A Approach Vol, veh/h 59 117 111 314 Approach Delay, s/veh 33.5 36.2 2.9 3.4 Approach LOS C D A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary 65.5 6.0 24.0 5.8 0.8 14.5 6.0 44.0 7.3 1.3 65.5 6.0 24.0 6.0 0.8 14.5 6.0 44.0 4.4 1.4 HCM 2010 Ctrl Delay 12.7 HCM 2010 LOS B NE 36th at Federal/NE 2nd Ave. 7/13/2016 Exisitng Condition AM- No Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM Signalized Intersection Capacity Analysis 10: NE 2nd Ave./Federal Highway & NE 36th St. & NE 2nd St. 8/12/2016 Movement EBL2 EBL EBT EBR WBT WBR WBR2 NBL2 NBL NBT NBR SBL Lane Configurations 19 14 ++ "r 15 Traffic Volume (vph) 23 112 408 197 255 35 63 69 96 117 1 94 Future Volume (vph) 23 112 408 197 255 35 63 69 96 117 1 94 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.4 8.4 8.4 6.3 6.3 6.4 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 1.00 0.95 0.96 1.00 1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1770 3366 3392 1770 1861 1770 Flt Permitted 0.50 1.00 1.00 0.95 1.00 0.17 Satd. Flow (perm) 929 3366 3392 1770 1861 316 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 25 122 443 214 277 38 68 75 104 127 1 102 RTOR Reduction (vph) 0 0 34 0 9 0 0 0 0 0 0 0 Lane Group Flow (vph) 0 147 623 0 374 0 0 0 179 128 0 102 Turn Type pm+pt Perm NA NA Split Split NA Perm Protected Phases 1 6 2 5 5 5 Permitted Phases 6 6 3 Actuated Green, G (s) 67.0 67.0 67.0 20.9 20.9 23.6 Effective Green, g (s) 67.0 67.0 67.0 20.9 20.9 23.6 Actuated g/C Ratio 0.42 0.42 0.42 0.13 0.13 0.15 Clearance Time (s) 8.4 8.4 8.4 6.3 6.3 6.4 Vehicle Extension (s) 1.0 1.0 1.0 2.5 2.5 2.5 Lane Grp Cap (vph) 389 1409 1420 231 243 46 v/s Ratio Prot c0.19 0.11 c0.10 0.07 v/s Ratio Perm 0.16 c0.32 v/c Ratio 0.38 0.44 0.26 0.77 0.53 2.22 Uniform Delay, d1 32.1 33.2 30.4 67.3 64.9 68.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.90 Incremental Delay, d2 0.2 0.1 0.5 14.4 1.6 607.8 Delay (s) 32.3 33.3 30.8 81.7 66.5 669.3 Level of Service C C C F E F Approach Delay (s) 33.1 30.8 75.3 Approach LOS C C E Intersection Summary HCM 2000 Control Delay 118.1 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.94 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 35.7 Intersection Capacity Utilization 96.4% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group NE 36th at Federal/NE 2nd Ave. 7/13/2016 Exisitng Condition AM- No Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM Signalized Intersection Capacity Analysis 10: NE 2nd Ave./Federal Highway & NE 36th St. & NE 2nd St. 8/12/2016 Movement SBT SBR SEL2 SEL SER SER2 Laneonfigurations 4 g g Traffic Volume (vph) 373 83 4 62 273 50 Future Volume (vph) 373 83 4 62 273 50 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.4 6.4 6.5 6.5 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1863 1583 1770 1583 Flt Permitted 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1863 1583 1770 1583 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 405 90 4 67 297 54 RTOR Reduction (vph) 0 0 0 0 156 0 Lane Group Flow (vph) 405 90 0 71 195 0 Turn Type NA Perm Perm Prot Perm Protected Phases 3 4 Permitted Phases 3 4 4 Actuated Green, G (s) 23.6 23.6 20.9 20.9 Effective Green, g (s) 23.6 23.6 20.9 20.9 Actuated g/C Ratio 0.15 0.15 0.13 0.13 Clearance Time (s) 6.4 6.4 6.5 6.5 Vehicle Extension (s) 2.5 2.5 3.0 3.0 Lane Grp Cap (vph) 274 233 231 206 v/s Ratio Prot 0.22 v/s Ratio Perm 0.06 0.04 c0.12 v/c Ratio 1.48 0.39 0.31 0.95 Uniform Delay, d1 68.2 61.7 63.0 69.0 Progression Factor 0.90 0.87 0.95 0.91 Incremental Delay, d2 232.7 0.7 0.8 47.5 Delay (s) 294.0 54.1 60.8 110.3 Level of Service F D E F Approach Delay (s) 321.9 102.0 Approach LOS F F Intersection Summary NE 36th at Federal/NE 2nd Ave. 7/13/2016 Exisitng Condition AM- No Build Synchro 9 Report Page 2 NE 42nd Street - SOP - EXHIBIT H HCM Signalized Intersection Capacity Analysis 20: NE 38th St. & Federal Highway & NE 39th St. 8/12/2016 Movement EBL2 EBL EBR2 NBL NBT NBR SBL2 SBT SBR NWL2 NWL NWR2 Lane Configurations r 4 114 11 11 r Traffic Volume (vph) 116 42 52 22 245 1 22 516 178 61 122 76 Future Volume (vph) 116 42 52 22 245 1 22 516 178 61 122 76 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.96 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.95 1.00 Satd. Flow (prot) 1770 1583 1854 3402 1770 1770 1583 Flt Permitted 0.95 1.00 0.91 0.94 0.95 0.95 1.00 Satd. Flow (perm) 1770 1583 1699 3200 1770 1770 1583 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 126 46 57 24 266 1 24 561 193 66 133 83 RTOR Reduction (vph) 0 0 48 0 0 0 0 28 0 0 0 56 Lane Group Flow (vph) 0 172 9 0 291 0 0 750 0 66 133 27 Turn Type Perm Perm Perm Perm NA Perm NA Prot Perm Perm Protected Phases 6 2 7 Permitted Phases 8 8 8 6 2 4 4 Actuated Green, G (s) 13.1 13.1 41.6 41.6 7.3 26.4 26.4 Effective Green, g (s) 13.1 13.1 41.6 41.6 7.3 26.4 26.4 Actuated g/C Ratio 0.16 0.16 0.52 0.52 0.09 0.33 0.33 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 289 259 883 1664 161 584 522 v/s Ratio Prot c0.04 v/s Ratio Perm c0.10 0.01 0.17 c0.23 0.08 0.02 v/c Ratio 0.60 0.04 0.33 0.45 0.41 0.23 0.05 Uniform Delay, d1 31.0 28.1 11.1 12.0 34.3 19.4 18.3 Progression Factor 0.93 1.00 1.28 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.3 0.1 1.0 0.9 1.7 0.2 0.0 Delay (s) 32.0 28.2 15.2 12.9 36.0 19.6 18.3 Level of Service C C B B D B B Approach Delay (s) 31.1 15.2 12.9 23.1 Approach LOS C B B C Intersection Summary HCM 2000 Control Delay 17.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.48 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 61.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group NE 36th at Federal/NE 2nd Ave. 7/13/2016 Exisitng Condition AM- No Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 TWSC 6: NE 42nd St. 8/12/2016 Intersection Int Delay, s/veh 0.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +s Traffic Vol, veh/h 1 1 3 1 4 0 5 112 10 4 321 2 Future Vol, veh/h 1 1 3 1 4 0 5 112 10 4 321 2 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - None - - None Storage Length - - - - - - - - - Veh in Median Storage, # - 0 - - 0 0 - 0 - Grade, % - 0 - - 0 - - 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 1 3 1 4 0 5 122 11 4 349 2 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 499 502 350 499 498 127 351 0 0 133 0 0 Stage 1 359 359 - 138 138 - - - Stage 2 140 143 - 361 360 - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 2.218 Pot Cap-1 Maneuver 482 471 693 482 474 923 1208 1452 Stage 1 659 627 - 865 782 - - - Stage 2 863 779 - 657 626 - - - Platoon blocked, % Mov Cap-1 Maneuver 476 468 693 476 471 923 1208 1452 Mov Cap-2 Maneuver 476 468 - 476 471 - - - Stage 1 656 625 - 862 779 - - - Stage 2 855 776 - 651 624 - - - Approach EB WB NB SB HCM Control Delay, s 11.2 12.7 0.3 0.1 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1208 - - 584 472 1452 - HCM Lane V/C Ratio 0.004 - - 0.009 0.012 0.003 HCM Control Delay (s) 8 0 - 11.2 12.7 7.5 0 HCM Lane LOS A A - BB A A HCM 95th %tile Q(veh) 0 - - 0 0 0 NE 36th at Federal/NE 2nd Ave. 7/13/2016 Exisitng Condition AM- No Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H SimTraffic Performance Report Exisitng Condition AM- No Build 2: NE 2nd St. & NE 39th St. Performance by approach 8/12/2016 Approach EB WB NB SB All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.0 0.1 0.3 6: NE 42nd St. Performance by approach Approach EB WB NB SB All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7: N Miami Ave. & NE 36th St. Performance by approach Approach EB WB NB SB All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.0 1.4 0.9 0.7 3.6 6.6 10: NE 2nd Ave./Federal Highway & NE 36th St. & NE 2nd St. Performance by approach Approach EB WB NB SB SE All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.4 0.4 1.2 0.4 0.9 1.9 3.6 8.0 18: N Miami Ave. & NE 39th St. Performance by approach Approach EB WB NB SB All Denied Delay (hr) Total Delay (hr) 0.1 0.0 0.0 0.0 0.2 0.5 0.4 0.2 1.0 2.0 20: NE 38th St. & Federal Highway & NE 39th St. Performance by approach Approach EB NB SB NW All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.0 0.3 0.2 0.3 0.3 1.1 Total Network Performance Denied Delay (hr) Total Delay (hr) 0.6 20.4 NE 36th at Federal/NE 2nd Ave. SimTraffic Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 7: N Miami Ave. & NE 36th St. 8/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ++ 'Pi + r 19 44 r 11 ++ Traffic Volume (veh/h) 152 353 71 142 346 164 75 1049 153 151 670 194 Future Volume (veh/h) 152 353 71 142 346 164 75 1049 153 151 670 194 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 165 384 77 154 376 178 82 1140 166 164 728 211 Adj No. of Lanes 1 2 0 1 1 1 1 2 1 1 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 282 870 173 354 543 461 282 1395 624 214 1362 395 Arrive On Green 0.08 0.30 0.30 0.07 0.29 0.29 0.39 0.39 0.39 0.14 1.00 1.00 SatFlow,veh/h 1774 2944 585 1774 1863 1583 594 3539 1583 1774 2709 785 Grp Volume(v), veh/h 165 229 232 154 376 178 82 1140 166 164 476 463 Grp Sat Flow(s),veh/h/In 1774 1770 1760 1774 1863 1583 594 1770 1583 1774 1770 1724 Q Serve(g_s), s 9.7 15.7 16.0 9.1 26.9 13.5 14.5 43.2 10.6 8.3 0.0 0.0 Cycle Q Clear(g_c), s 9.7 15.7 16.0 9.1 26.9 13.5 14.5 43.2 10.6 8.3 0.0 0.0 Prop In Lane 1.00 0.33 1.00 1.00 1.00 1.00 1.00 0.46 Lane Grp Cap(c), veh/h 282 523 520 354 543 461 282 1395 624 214 890 867 V/C Ratio(X) 0.59 0.44 0.45 0.44 0.69 0.39 0.29 0.82 0.27 0.77 0.53 0.53 Avail Cap(c_a), veh/h 282 523 520 361 543 461 308 1550 693 235 987 962 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 0.92 0.92 0.92 1.00 1.00 1.00 0.97 0.97 0.97 Uniform Delay (d), s/veh 35.9 42.8 42.9 34.1 47.2 42.4 31.9 40.6 30.8 30.4 0.0 0.0 Incr Delay (d2), s/veh 2.1 2.7 2.7 0.3 6.5 2.2 0.4 3.1 0.2 10.8 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 4.9 8.1 8.2 4.4 14.8 6.2 2.4 21.7 4.7 4.6 0.1 0.1 LnGrp Delay(d),s/veh 38.0 45.4 45.6 34.3 53.7 44.7 32.4 43.7 30.9 41.3 0.4 0.4 LnGrp LOS D D D C D D C D C D A A Approach Vol, veh/h 626 708 1388 1103 Approach Delay, s/veh 43.5 47.2 41.5 6.5 Approach LOS D D D A Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 8 Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary 18.0 * 6.3 * 12 11.7 0.0 50.3 6.6 35.4 28.9 1.4 16.3 6.0 12.0 10.3 0.0 65.4 * 6.3 * 66 45.2 13.9 17.3 * 6.3 * 12 11.1 0.0 50.9 6.6 35.4 18.0 1.8 81.7 * 6.3 *84 2.0 26.8 HCM 2010 Ctrl Delay HCM 2010 LOS 32.8 Notes NE 36th at Federal/NE 2nd Ave. 7/13/2016 2015 Exisitng Condition PM- No Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 7: N Miami Ave. & NE 36th St. 8/12/2016 * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. NE 36th at Federal/NE 2nd Ave. 7/13/2016 2015 Exisitng Condition PM- No Build Synchro 9 Report Page 2 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 18: N Miami Ave. & NE 39th St. 8/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations i 19 14 111 44 Traffic Volume (veh/h) 30 32 104 78 67 49 19 1297 64 20 542 8 Future Volume (veh/h) 30 32 104 78 67 49 19 1297 64 20 542 8 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1863 1900 1900 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 33 35 113 85 73 53 21 1410 70 22 589 9 Adj No. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 92 76 185 161 113 69 585 2280 113 332 2371 36 Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 1.00 1.00 1.00 0.66 0.66 0.66 SatFlow,veh/h 198 434 1051 532 644 394 817 3432 170 355 3568 55 Grp Volume(v), veh/h 181 0 0 211 0 0 21 725 755 22 292 306 Grp Sat Flow(s),veh/h/In 1683 0 0 1570 0 0 817 1770 1833 355 1770 1853 Q Serve(g_s), s 0.0 0.0 0.0 2.1 0.0 0.0 0.2 0.0 0.0 1.7 5.0 5.0 Cycle Q Clear(g_c), s 7.3 0.0 0.0 9.4 0.0 0.0 5.2 0.0 0.0 1.7 5.0 5.0 Prop In Lane 0.18 0.62 0.40 0.25 1.00 0.09 1.00 0.03 Lane Grp Cap(c), veh/h 352 0 0 343 0 0 585 1176 1218 332 1176 1231 V/C Ratio(X) 0.51 0.00 0.00 0.61 0.00 0.00 0.04 0.62 0.62 0.07 0.25 0.25 Avail Cap(c_a), veh/h 598 0 0 578 0 0 585 1176 1218 332 1176 1231 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.71 0.00 0.00 0.60 0.60 0.60 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.5 0.0 0.0 29.2 0.0 0.0 0.3 0.0 0.0 4.5 5.1 5.1 Incr Delay (d2), s/veh 0.9 0.0 0.0 0.9 0.0 0.0 0.1 1.5 1.4 0.4 0.5 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 3.6 0.0 0.0 4.3 0.0 0.0 0.1 0.5 0.5 0.2 2.5 2.6 LnGrp Delay(d),s/veh 29.4 0.0 0.0 30.2 0.0 0.0 0.3 1.5 1.4 4.9 5.6 5.5 LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS C C A A A A A A 181 211 1501 620 29.4 30.2 1.4 5.5 C C A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 55.8 19.2 55.8 19.2 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 38.0 25.0 38.0 25.0 Max Q Clear Time (g_c+I1), s 7.0 11.4 7.2 9.3 Green Ext Time (p_c), s 6.6 1.8 6.6 1.9 Intersection Summary HCM 2010 Ctrl Delay 6.9 HCM 2010 LOS A NE 36th at Federal/NE 2nd Ave. 7/13/2016 2015 Exisitng Condition PM- No Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 2: N E 39th St. 8/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 19 + 111 + Traffic Volume (veh/h) 25 44 23 47 104 78 28 265 51 19 99 42 Future Volume (veh/h) 25 44 23 47 104 78 28 265 51 19 99 42 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1863 1900 1900 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 27 48 25 51 113 85 30 288 55 21 108 46 Adj No. of Lanes 0 1 0 0 1 0 1 1 0 1 1 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 104 169 74 95 156 105 880 1037 198 707 846 360 Arrive On Green 0.19 0.19 0.19 0.19 0.19 0.19 0.68 0.68 0.68 0.68 0.68 0.68 SatFlow,veh/h 286 911 399 252 844 568 1228 1521 290 1033 1241 529 Grp Volume(v), veh/h 100 0 0 249 0 0 30 0 343 21 0 154 Grp Sat Flow(s),veh/h/In 1595 0 0 1663 0 0 1228 0 1811 1033 0 1769 Q Serve(g_s), s 0.0 0.0 0.0 8.5 0.0 0.0 0.8 0.0 6.7 0.7 0.0 2.7 Cycle Q Clear(g_c), s 4.4 0.0 0.0 12.8 0.0 0.0 3.5 0.0 6.7 7.4 0.0 2.7 Prop In Lane 0.27 0.25 0.20 0.34 1.00 0.16 1.00 0.30 Lane Grp Cap(c), veh/h 346 0 0 356 0 0 880 0 1235 707 0 1206 V/C Ratio(X) 0.29 0.00 0.00 0.70 0.00 0.00 0.03 0.00 0.28 0.03 0.00 0.13 Avail Cap(c_a), veh/h 559 0 0 579 0 0 880 0 1235 707 0 1206 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.90 0.00 0.00 0.90 0.00 0.00 0.54 0.00 0.54 1.00 0.00 1.00 Uniform Delay (d), s/veh 31.7 0.0 0.0 35.0 0.0 0.0 5.6 0.0 5.6 7.1 0.0 5.0 Incr Delay (d2), s/veh 0.4 0.0 0.0 2.3 0.0 0.0 0.0 0.0 0.3 0.1 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.2 0.0 0.0 6.2 0.0 0.0 0.3 0.0 3.4 0.2 0.0 1.4 LnGrp Delay(d),s/veh 32.1 0.0 0.0 37.2 0.0 0.0 5.7 0.0 5.9 7.2 0.0 5.2 LnGrp LOS C D A A A A Approach Vol, veh/h 100 249 373 175 Approach Delay, s/veh 32.1 37.2 5.9 5.5 Approach LOS C D A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary 67.3 6.0 49.0 8.7 3.6 22.7 6.0 29.0 6.4 2.2 67.3 6.0 49.0 9.4 3.6 22.7 6.0 29.0 14.8 1.8 HCM 2010 Ctrl Delay 17.4 HCM 2010 LOS B NE 36th at Federal/NE 2nd Ave. 7/13/2016 2015 Exisitng Condition PM- No Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM Signalized Intersection Capacity Analysis 10: NE 2nd Ave./Federal Highway & NE 36th St. 8/12/2016 Movement EBL2 EBL EBT EBR WBT WBR WBR2 NBL2 NBL NBT NBR SBL Lane Configurations 'Pi 14 ++ t 15 Traffic Volume (vph) 53 153 369 101 437 58 28 98 229 337 71 18 Future Volume (vph) 53 153 369 101 437 58 28 98 229 337 71 18 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.4 8.4 8.4 6.3 6.3 6.4 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 1.00 0.97 0.98 1.00 0.97 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1770 3425 3452 1770 1814 1770 Flt Permitted 0.36 1.00 1.00 0.95 1.00 0.24 Satd. Flow (perm) 663 3425 3452 1770 1814 449 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 58 166 401 110 475 63 30 107 249 366 77 20 RTOR Reduction (vph) 0 0 14 0 2 0 0 0 0 4 0 0 Lane Group Flow (vph) 0 224 497 0 566 0 0 0 356 439 0 20 Turn Type pm+pt Perm NA NA Split Split NA Perm Protected Phases 1 6 2 5 5 5 Permitted Phases 6 6 3 Actuated Green, G (s) 70.7 70.7 70.7 46.8 46.8 16.6 Effective Green, g (s) 70.7 70.7 70.7 46.8 46.8 16.6 Actuated g/C Ratio 0.39 0.39 0.39 0.26 0.26 0.09 Clearance Time (s) 8.4 8.4 8.4 6.3 6.3 6.4 Vehicle Extension (s) 1.0 1.0 1.0 2.5 2.5 2.5 Lane Grp Cap (vph) 260 1345 1355 460 471 41 v/s Ratio Prot 0.15 0.16 0.20 c0.24 v/s Ratio Perm c0.34 0.04 v/c Ratio 0.86 0.37 0.42 0.77 0.93 0.49 Uniform Delay, d1 50.2 38.8 39.7 61.7 65.1 77.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.08 Incremental Delay, d2 23.4 0.1 1.0 7.6 25.5 6.5 Delay (s) 73.6 38.9 40.7 69.3 90.6 90.1 Level of Service E D D E F F Approach Delay (s) 49.5 40.7 81.1 Approach LOS D D F Intersection Summary HCM 2000 Control Delay 80.1 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.90 Actuated Cycle Length (s) 180.0 Sum of lost time (s) 33.7 Intersection Capacity Utilization 94.8% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group NE 36th at Federal/NE 2nd Ave. 7/13/2016 2015 Exisitng Condition PM- No Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM Signalized Intersection Capacity Analysis 10: NE 2nd Ave./Federal Highway & NE 36th St. 8/12/2016 Movement SBT SBR SBR2 SEL2 SEL SER SER2 Laneonfigurations 4 d g Traffic Volume (vph) 98 89 3 3 74 147 116 Future Volume (vph) 98 89 3 3 74 147 116 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.4 6.4 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1863 1583 1770 1583 Flt Permitted 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1863 1583 1770 1583 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 107 97 3 3 80 160 126 RTOR Reduction (vph) 0 91 0 0 0 141 0 Lane Group Flow (vph) 107 9 0 0 83 145 0 Turn Type NA Perm Perm Prot Perm Protected Phases 3 4 Permitted Phases 3 4 4 Actuated Green, G (s) 16.6 16.6 20.3 20.3 Effective Green, g (s) 16.6 16.6 20.3 20.3 Actuated g/C Ratio 0.09 0.09 0.11 0.11 Clearance Time (s) 6.4 6.4 4.5 4.5 Vehicle Extension (s) 2.5 2.5 3.0 3.0 Lane Grp Cap (vph) 171 145 199 178 v/s Ratio Prot c0.06 v/s Ratio Perm 0.01 0.05 c0.09 v/c Ratio 0.63 0.06 0.42 0.81 Uniform Delay, d1 78.7 74.6 74.3 78.0 Progression Factor 1.06 5.61 1.07 1.13 Incremental Delay, d2 6.0 0.1 1.4 23.9 Delay (s) 89.2 418.5 80.9 111.8 Level of Service F F F F Approach Delay (s) 234.3 104.9 Approach LOS F F Intersection Summary NE 36th at Federal/NE 2nd Ave. 7/13/2016 2015 Exisitng Condition PM- No Build Synchro 9 Report Page 2 NE 42nd Street - SOP - EXHIBIT H HCM Signalized Intersection Capacity Analysis 20: NE 38th St. & Federal Highway & NE 39th St. 8/12/2016 Movement EBL2 EBL EBR2 NBL NBT NBR SBL SBT SBR NWL2 NWL NWR2 Lane Configurations r 4 114 11 11 r Traffic Volume (vph) 69 25 17 41 472 10 1 186 87 58 185 40 Future Volume (vph) 69 25 17 41 472 10 1 186 87 58 185 40 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.95 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.95 1.00 Satd. Flow (prot) 1770 1583 1851 3369 1770 1770 1583 Flt Permitted 0.95 1.00 0.95 0.95 0.95 0.95 1.00 Satd. Flow (perm) 1770 1583 1769 3215 1770 1770 1583 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 75 27 18 45 513 11 1 202 95 63 201 43 RTOR Reduction (vph) 0 0 16 0 0 0 0 36 0 0 0 28 Lane Group Flow (vph) 0 102 2 0 569 0 0 262 0 63 201 15 Turn Type Perm Perm Perm Perm NA Perm NA Prot Perm Perm Protected Phases 6 2 7 Permitted Phases 8 8 8 6 2 4 4 Actuated Green, G (s) 11.2 11.2 53.3 53.3 7.5 24.7 24.7 Effective Green, g (s) 11.2 11.2 53.3 53.3 7.5 24.7 24.7 Actuated g/C Ratio 0.12 0.12 0.59 0.59 0.08 0.27 0.27 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 220 196 1047 1903 147 485 434 v/s Ratio Prot 0.04 v/s Ratio Perm 0.06 0.00 c0.32 0.08 c0.11 0.01 v/c Ratio 0.46 0.01 0.54 0.14 0.43 0.41 0.03 Uniform Delay, d1 36.6 34.5 11.0 8.1 39.2 26.7 23.9 Progression Factor 1.01 1.00 2.07 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.5 0.0 0.9 0.2 2.0 0.6 0.0 Delay (s) 38.4 34.6 23.8 8.3 41.2 27.3 23.9 Level of Service D C C A D C C Approach Delay (s) 37.8 23.8 8.3 29.7 Approach LOS D C A C Intersection Summary HCM 2000 Control Delay 22.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.54 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 71.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group NE 36th at Federal/NE 2nd Ave. 7/13/2016 2015 Exisitng Condition PM- No Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 TWSC 9: 8/12/2016 Intersection Int Delay, s/veh 0.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 Traffic Vol, veh/h 2 1 7 9 3 3 12 417 15 2 251 6 Future Vol, veh/h 2 1 7 9 3 3 12 417 15 2 251 6 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - None - - None Storage Length - - - - - - - - - Veh in Median Storage, # - 0 - - 0 0 - 0 - Grade, % - 0 - - 0 - - 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 2 1 8 10 3 3 13 453 16 2 273 7 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 771 776 276 773 772 461 279 0 0 470 0 0 Stage 1 280 280 - 488 488 - - - Stage 2 491 496 - 285 284 - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 2.218 Pot Cap-1 Maneuver 317 328 763 316 330 600 1284 1092 Stage 1 727 679 - 561 550 - - - Stage 2 559 545 - 722 676 - - - Platoon blocked, % Mov Cap-1 Maneuver 309 323 763 308 325 600 1284 1092 Mov Cap-2 Maneuver 309 323 - 308 325 - - - Stage 1 717 678 - 553 542 - - - Stage 2 545 537 - 712 675 - - - Approach EB WB NB SB HCM Control Delay, s 11.9 16 0.2 0.1 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1284 - - 534 345 1092 - HCM Lane V/C Ratio 0.01 - - 0.02 0.047 0.002 - HCM Control Delay (s) 7.8 0 - 11.9 16 8.3 0 HCM Lane LOS A A - BC A A HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0 NE 36th at Federal/NE 2nd Ave. 7/13/2016 2015 Exisitng Condition PM- No Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H SimTraffic Performance Report 2015 Exisitng Condition PM- No Build 2: NE 39th St. Performance by approach 8/12/2016 Approach EB WB NB SB All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.0 0.1 0.3 0.1 0.0 0.5 7: N Miami Ave. & NE 36th St. Performance by approach Approach EB WB NB SB All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.1 1.4 1.1 3.4 1.1 6.9 9: Performance by approach Approach EB WB NB SB All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10: NE 2nd Ave./Federal Highway & NE 36th St. Performance by approach Approach EB WB NB SB SE All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.0 0.0 1.2 0.5 6.6 0.9 0.9 10.1 18: N Miami Ave. & NE 39th St. Performance by approach Approach EB WB NB SB All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.0 0.1 0.3 0.9 0.2 1.6 20: NE 38th St. & Federal Highway & NE 39th St. Performance by approach Approach EB NB SB NW All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.0 0.2 0.4 0.1 0.5 1.2 Total Network Performance Denied Delay (hr) Total Delay (hr) 0.1 21.0 NE 36th at Federal/NE 2nd Ave. SimTraffic Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 7: N Miami Ave. & NE 36th St. 8/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ++ 1 + rr 19 ++ r 11 ++ Traffic Volume (veh/h) 107 388 64 172 263 61 25 424 76 246 1334 139 Future Volume (veh/h) 107 388 64 172 263 61 25 424 76 246 1334 139 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 116 422 70 187 286 66 27 461 83 267 1450 151 Adj No. of Lanes 1 2 0 1 1 1 1 2 1 1 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 391 989 163 389 653 555 95 1262 564 425 1586 164 Arrive On Green 0.05 0.33 0.33 0.08 0.35 0.35 0.36 0.36 0.36 0.20 0.98 0.98 SatFlow,veh/h 1774 3043 501 1774 1863 1583 316 3539 1583 1774 3238 335 Grp Volume(v), veh/h 116 244 248 187 286 66 27 461 83 267 788 813 Grp Sat Flow(s),veh/h/In 1774 1770 1774 1774 1863 1583 316 1770 1583 1774 1770 1804 Q Serve(g_s), s 7.8 19.5 19.7 12.6 21.2 5.1 13.9 17.3 6.4 18.0 14.9 16.9 Cycle Q Clear(g_c), s 7.8 19.5 19.7 12.6 21.2 5.1 47.0 17.3 6.4 18.0 14.9 16.9 Prop In Lane 1.00 0.28 1.00 1.00 1.00 1.00 1.00 0.19 Lane Grp Cap(c), veh/h 391 575 577 389 653 555 95 1262 564 425 867 883 V/C Ratio(X) 0.30 0.42 0.43 0.48 0.44 0.12 0.29 0.37 0.15 0.63 0.91 0.92 Avail Cap(c_a), veh/h 491 575 577 443 653 555 134 1705 763 425 1078 1099 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 0.96 0.96 0.96 1.00 1.00 1.00 0.60 0.60 0.60 Uniform Delay (d), s/veh 37.8 47.6 47.7 36.6 44.9 39.6 67.3 42.9 39.3 29.0 1.1 1.1 Incr Delay (d2), s/veh 0.2 2.3 2.3 0.3 2.1 0.4 1.2 0.1 0.1 1.3 5.9 6.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 3.9 9.9 10.1 6.2 11.3 2.3 1.2 8.5 2.8 8.9 4.9 5.7 LnGrp Delay(d),s/veh 38.0 49.9 50.0 37.0 46.9 40.0 68.6 43.0 39.4 30.4 7.0 7.9 LnGrp LOS D D D D D D E D DC A A Approach Vol, veh/h 608 539 571 1868 Approach Delay, s/veh 47.6 42.6 43.7 10.7 Approach LOS D D D B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 8 Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary 16.0 * 6.3 * 20 9.8 0.1 67.1 6.6 30.4 23.2 1.2 24.0 6.0 18.0 20.0 0.0 72.8 * 6.3 * 87 49.0 19.9 20.7 * 6.3 * 20 14.6 0.1 62.4 6.6 30.4 21.7 1.4 96.8 * 6.3 * 1.1E2 18.9 26.6 HCM 2010 Ctrl Delay HCM 2010 LOS 27.0 Notes NE 36th at Federal/NE 2nd Ave. 7/13/2016 2020 Condition AM- No Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 7: N Miami Ave. & NE 36th St. 8/12/2016 * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. NE 36th at Federal/NE 2nd Ave. 7/13/2016 2020 Condition AM- No Build Synchro 9 Report Page 2 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 18: N Miami Ave. & NE 39th St. 8/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations i 19 14 111 44 Traffic Volume (veh/h) 16 55 212 154 44 17 19 447 121 25 1479 8 Future Volume (veh/h) 16 55 212 154 44 17 19 447 121 25 1479 8 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1863 1900 1900 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 17 60 230 167 48 18 21 486 132 27 1608 9 Adj No. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 54 94 317 209 53 16 179 1715 463 579 2245 13 Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 1.00 1.00 1.00 0.62 0.62 0.62 Sat Flow, veh/h 49 386 1298 574 216 66 311 2757 744 802 3609 20 Grp Volume(v), veh/h 307 0 0 233 0 0 21 311 307 27 788 829 Grp Sat Flow(s),veh/h/In 1733 0 0 856 0 0 311 1770 1731 802 1770 1859 Q Serve(g_s), s 0.0 0.0 0.0 6.9 0.0 0.0 3.3 0.0 0.0 1.2 27.3 27.3 Cycle Q Clear(g_c), s 15.1 0.0 0.0 22.0 0.0 0.0 30.7 0.0 0.0 1.2 27.3 27.3 Prop In Lane 0.06 0.75 0.72 0.08 1.00 0.43 1.00 0.01 Lane Grp Cap(c), veh/h 466 0 0 278 0 0 179 1101 1077 579 1101 1157 V/C Ratio(X) 0.66 0.00 0.00 0.84 0.00 0.00 0.12 0.28 0.29 0.05 0.72 0.72 Avail Cap(c_a), veh/h 466 0 0 278 0 0 179 1101 1077 579 1101 1157 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.85 0.00 0.00 0.96 0.96 0.96 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.5 0.0 0.0 36.2 0.0 0.0 7.5 0.0 0.0 6.6 11.6 11.6 Incr Delay (d2), s/veh 3.1 0.0 0.0 16.9 0.0 0.0 1.3 0.6 0.6 0.2 4.0 3.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 7.4 0.0 0.0 7.1 0.0 0.0 0.3 0.2 0.2 0.3 14.4 15.0 LnGrp Delay(d),s/veh 34.7 0.0 0.0 53.1 0.0 0.0 8.8 0.6 0.6 6.8 15.6 15.4 LnGrp LOS C D A A A A B B Approach Vol, veh/h 307 233 639 1644 Approach Delay, s/veh 34.7 53.1 0.9 15.3 Approach LOS C D A B Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 62.0 28.0 62.0 28.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 56.0 22.0 56.0 22.0 Max Q Clear Time (g_c+I1), s 29.3 24.0 32.7 17.1 Green Ext Time (p_c), s 7.4 0.0 7.2 1.4 Intersection Summary HCM 2010 Ctrl Delay 17.3 HCM 2010 LOS B NE 36th at Federal/NE 2nd Ave. 7/13/2016 2020 Condition AM- No Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 2: N E 39th St. 8/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations i 19 + 111 1' Traffic Volume (veh/h) 14 37 10 41 51 28 8 76 29 26 280 14 Future Volume (veh/h) 14 37 10 41 51 28 8 76 29 26 280 14 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1863 1900 1900 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 15 40 11 45 55 30 9 83 32 28 304 15 Adj No. of Lanes 0 1 0 0 1 0 1 1 0 1 1 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 81 145 34 112 96 44 806 940 363 1000 1292 64 Arrive On Green 0.12 0.12 0.12 0.12 0.12 0.12 0.73 0.73 0.73 0.73 0.73 0.73 SatFlow,veh/h 221 1245 293 442 827 381 1056 1281 494 1272 1761 87 Grp Volume(v), veh/h 66 0 0 130 0 0 9 0 115 28 0 319 Grp Sat Flow(s),veh/h/In 1759 0 0 1650 0 0 1056 0 1776 1272 0 1847 Q Serve(g_s), s 0.0 0.0 0.0 3.2 0.0 0.0 0.2 0.0 1.5 0.5 0.0 4.4 Cycle Q Clear(g_c), s 2.7 0.0 0.0 5.9 0.0 0.0 4.7 0.0 1.5 2.0 0.0 4.4 Prop In Lane 0.23 0.17 0.35 0.23 1.00 0.28 1.00 0.05 Lane Grp Cap(c), veh/h 260 0 0 252 0 0 806 0 1303 1000 0 1356 V/C Ratio(X) 0.25 0.00 0.00 0.52 0.00 0.00 0.01 0.00 0.09 0.03 0.00 0.24 Avail Cap(c_a), veh/h 977 0 0 941 0 0 806 0 1303 1000 0 1356 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.69 0.00 0.00 0.98 0.00 0.00 0.50 0.00 0.50 1.00 0.00 1.00 Uniform Delay (d), s/veh 32.4 0.0 0.0 33.8 0.0 0.0 4.2 0.0 3.0 3.3 0.0 3.4 Incr Delay (d2), s/veh 0.4 0.0 0.0 1.9 0.0 0.0 0.0 0.0 0.1 0.1 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.4 0.0 0.0 2.9 0.0 0.0 0.1 0.0 0.7 0.2 0.0 2.4 LnGrp Delay(d),s/veh 32.8 0.0 0.0 35.7 0.0 0.0 4.2 0.0 3.1 3.4 0.0 3.8 LnGrp LOS C D A A A A Approach Vol, veh/h 66 130 124 347 Approach Delay, s/veh 32.8 35.7 3.2 3.8 Approach LOS C D A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary 64.7 6.0 24.0 6.7 0.9 15.3 6.0 44.0 4.7 1.5 64.7 6.0 24.0 6.4 0.9 15.3 6.0 44.0 7.9 1.5 HCM 2010 Ctrl Delay 12.8 HCM 2010 LOS B NE 36th at Federal/NE 2nd Ave. 7/13/2016 2020 Condition AM- No Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM Signalized Intersection Capacity Analysis 10: NE 2nd Ave./Federal Highway & NE 36th St. 8/12/2016 Movement EBL2 EBL EBT EBR WBT WBR WBR2 NBL2 NBL NBT NBR SBL Lane Configurations 'Pi 14 ++ t 15 Traffic Volume (vph) 26 124 449 217 282 39 70 76 106 129 2 104 Future Volume (vph) 26 124 449 217 282 39 70 76 106 129 2 104 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.4 8.4 8.4 6.3 6.3 6.4 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 1.00 0.95 0.96 1.00 1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1770 3366 3392 1770 1859 1770 Flt Permitted 0.46 1.00 1.00 0.95 1.00 0.17 Satd. Flow (perm) 865 3366 3392 1770 1859 316 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 28 135 488 236 307 42 76 83 115 140 2 113 RTOR Reduction (vph) 0 0 34 0 9 0 0 0 0 0 0 0 Lane Group Flow (vph) 0 163 690 0 416 0 0 0 198 142 0 113 Turn Type pm+pt Perm NA NA Split Split NA Perm Protected Phases 1 6 2 5 5 5 Permitted Phases 6 6 3 Actuated Green, G (s) 64.9 64.9 64.9 22.4 22.4 23.6 Effective Green, g (s) 64.9 64.9 64.9 22.4 22.4 23.6 Actuated g/C Ratio 0.41 0.41 0.41 0.14 0.14 0.15 Clearance Time (s) 8.4 8.4 8.4 6.3 6.3 6.4 Vehicle Extension (s) 1.0 1.0 1.0 2.5 2.5 2.5 Lane Grp Cap (vph) 350 1365 1375 247 260 46 v/s Ratio Prot c0.20 0.12 c0.11 0.08 v/s Ratio Perm 0.19 c0.36 v/c Ratio 0.47 0.51 0.30 0.80 0.55 2.46 Uniform Delay, d1 34.8 35.5 32.2 66.6 64.1 68.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.89 Incremental Delay, d2 0.4 0.1 0.6 16.4 1.8 710.7 Delay (s) 35.2 35.7 32.8 83.1 65.9 771.2 Level of Service D D C F E F Approach Delay (s) 35.6 32.8 75.9 Approach LOS D C E Intersection Summary HCM 2000 Control Delay 143.0 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.06 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 35.7 Intersection Capacity Utilization 103.3% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group NE 36th at Federal/NE 2nd Ave. 7/13/2016 2020 Condition AM- No Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM Signalized Intersection Capacity Analysis 10: NE 2nd Ave./Federal Highway & NE 36th St. 8/12/2016 Movement SBT SBR SBR2 SEL2 SEL SER SER2 Laneonfigurations 4 r g Traffic Volume (vph) 411 92 1 5 69 301 55 Future Volume (vph) 411 92 1 5 69 301 55 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.4 6.4 6.5 6.5 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1863 1583 1770 1583 Flt Permitted 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1863 1583 1770 1583 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 447 100 1 5 75 327 60 RTOR Reduction (vph) 0 86 0 0 0 155 0 Lane Group Flow (vph) 447 15 0 0 80 232 0 Turn Type NA Perm Perm Prot Perm Protected Phases 3 4 Permitted Phases 3 4 4 Actuated Green, G (s) 23.6 23.6 21.5 21.5 Effective Green, g (s) 23.6 23.6 21.5 21.5 Actuated g/C Ratio 0.15 0.15 0.13 0.13 Clearance Time (s) 6.4 6.4 6.5 6.5 Vehicle Extension (s) 2.5 2.5 3.0 3.0 Lane Grp Cap (vph) 274 233 237 212 v/s Ratio Prot 0.24 v/s Ratio Perm 0.01 0.05 c0.15 v/c Ratio 1.63 0.06 0.34 1.09 Uniform Delay, d1 68.2 58.7 62.8 69.2 Progression Factor 0.89 1.00 1.10 1.21 Incremental Delay, d2 298.8 0.1 0.8 89.2 Delay (s) 359.3 58.8 70.0 172.7 Level of Service F E E F Approach Delay (s) 383.8 155.1 Approach LOS F F Intersection Summary NE 36th at Federal/NE 2nd Ave. 7/13/2016 2020 Condition AM- No Build Synchro 9 Report Page 2 NE 42nd Street - SOP - EXHIBIT H HCM Signalized Intersection Capacity Analysis 20: NE 38th St. & Federal Highway & NE 39th St. 8/12/2016 Movement EBL2 EBL EBR2 NBL NBT NBR SBL SBT SBR NWL2 NWL NWR2 Lane Configurations r 4 114 11 11 r Traffic Volume (vph) 128 47 58 25 270 2 25 568 196 68 135 84 Future Volume (vph) 128 47 58 25 270 2 25 568 196 68 135 84 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.96 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.95 1.00 Satd. Flow (prot) 1770 1583 1853 3402 1770 1770 1583 Flt Permitted 0.95 1.00 0.90 0.94 0.95 0.95 1.00 Satd. Flow (perm) 1770 1583 1670 3191 1770 1770 1583 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 139 51 63 27 293 2 27 617 213 74 147 91 RTOR Reduction (vph) 0 0 52 0 0 0 0 29 0 0 0 60 Lane Group Flow (vph) 0 190 11 0 322 0 0 828 0 74 147 31 Turn Type Perm Perm Perm Perm NA Perm NA Prot Perm Perm Protected Phases 6 2 7 Permitted Phases 8 8 8 6 2 4 4 Actuated Green, G (s) 13.9 13.9 40.5 40.5 7.6 27.5 27.5 Effective Green, g (s) 13.9 13.9 40.5 40.5 7.6 27.5 27.5 Actuated g/C Ratio 0.17 0.17 0.51 0.51 0.09 0.34 0.34 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 307 275 845 1615 168 608 544 v/s Ratio Prot c0.04 v/s Ratio Perm c0.11 0.01 0.19 c0.26 0.08 0.02 v/c Ratio 0.62 0.04 0.38 0.51 0.44 0.24 0.06 Uniform Delay, d1 30.6 27.5 12.1 13.2 34.2 18.8 17.6 Progression Factor 0.98 1.00 1.33 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.7 0.1 1.2 1.2 1.8 0.2 0.0 Delay (s) 33.6 27.6 17.2 14.3 36.0 19.0 17.6 Level of Service C C B B D B B Approach Delay (s) 32.1 17.2 14.3 22.6 Approach LOS C B B C Intersection Summary HCM 2000 Control Delay 18.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.53 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 67.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group NE 36th at Federal/NE 2nd Ave. 7/13/2016 2020 Condition AM- No Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 TWSC 9: NE 2nd St. & NE 42nd St. 8/12/2016 Intersection Int Delay, s/veh 0.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4' Traffic Vol, veh/h 2 2 4 2 5 1 6 124 11 5 354 3 Future Vol, veh/h 2 2 4 2 5 1 6 124 11 5 354 3 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - None - - None Storage Length - - - - - - - - - Veh in Median Storage, # - 0 - - 0 0 - 0 - Grade, % - 0 - - 0 - - 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 2 2 4 2 5 1 7 135 12 5 385 3 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 554 557 386 555 553 141 388 0 0 147 0 0 Stage 1 397 397 - 154 154 - - - Stage 2 157 160 - 401 399 - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 2.218 Pot Cap-1 Maneuver 443 439 662 442 441 907 1170 1435 Stage 1 629 603 - 848 770 - - - Stage 2 845 766 - 626 602 - - - Platoon blocked, % Mov Cap-1 Maneuver 435 434 662 434 436 907 1170 1435 Mov Cap-2 Maneuver 435 434 - 434 436 - - - Stage 1 625 601 - 842 765 - - - Stage 2 832 761 - 617 600 - - - Approach EB WB NB SB HCM Control Delay, s 12 12.9 0.3 0.1 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1170 - - 525 466 1435 HCM Lane V/C Ratio 0.006 - - 0.017 0.019 0.004 HCM Control Delay (s) 8.1 0 - 12 12.9 7.5 HCM Lane LOS A A - B B A HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0 NE 36th at Federal/NE 2nd Ave. 7/13/2016 2020 Condition AM- No Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H SimTraffic Performance Report 2020 Condition AM- No Build 8/12/2016 2: NE 39th St. & NE 2nd St. Performance by approach Approach EB WB NB SB All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.0 0.2 0.4 0.1 1.3 1.9 7: N Miami Ave. & NE 36th St. Performance by approach Approach EB WB NB SB All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.0 1.7 0.8 0.7 3.2 6.4 9: NE 2nd St. & NE 42nd St. Performance by approach Approach EB WB NB SB All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10: NE 2nd Ave./Federal Highway & NE 36th St. Performance by approach Approach EB WB NB SB SE All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 1.2 1.2 1.8 0.6 1.2 2.0 4.4 10.0 18: N Miami Ave. & NE 39th St. Performance by approach Approach EB WB NB SB All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.1 0.3 0.6 0.2 0.9 1.9 20: NE 38th St. & Federal Highway & NE 39th St. Performance by approach Approach EB NB SB NW All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.1 0.3 0.5 1.0 0.3 2.2 Total Network Performance Denied Delay (hr) Total Delay (hr) 1.4 25.4 NE 36th at Federal/NE 2nd Ave. SimTraffic Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 7: N Miami Ave. & NE 36th St. 8/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ++ 'Pi + r 19 44 r 11 ++ Traffic Volume (veh/h) 168 389 79 157 381 181 83 1154 169 167 737 214 Future Volume (veh/h) 168 389 79 157 381 181 83 1154 169 167 737 214 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 183 423 86 171 414 197 90 1254 184 182 801 233 Adj No. of Lanes 1 2 0 1 1 1 1 2 1 1 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 231 779 157 311 494 420 274 1472 658 212 1431 416 Arrive On Green 0.08 0.27 0.27 0.08 0.27 0.27 0.42 0.42 0.42 0.15 1.00 1.00 SatFlow,veh/h 1774 2936 592 1774 1863 1583 543 3539 1583 1774 2706 787 Grp Volume(v), veh/h 183 254 255 171 414 197 90 1254 184 182 524 510 Grp Sat Flow(s),veh/h/In 1774 1770 1758 1774 1863 1583 543 1770 1583 1774 1770 1724 Q Serve(g_s), s 11.3 18.4 18.7 10.5 31.5 15.7 17.4 48.1 11.5 8.9 0.0 0.0 Cycle Q Clear(g_c), s 11.3 18.4 18.7 10.5 31.5 15.7 17.4 48.1 11.5 8.9 0.0 0.0 Prop In Lane 1.00 0.34 1.00 1.00 1.00 1.00 1.00 0.46 Lane Grp Cap(c), veh/h 231 470 467 311 494 420 274 1472 658 212 935 911 V/C Ratio(X) 0.79 0.54 0.55 0.55 0.84 0.47 0.33 0.85 0.28 0.86 0.56 0.56 Avail Cap(c_a), veh/h 231 470 467 311 494 420 286 1550 693 225 987 962 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 0.90 0.90 0.90 1.00 1.00 1.00 0.96 0.96 0.96 Uniform Delay (d), s/veh 40.3 47.2 47.3 37.2 52.0 46.2 30.7 39.6 29.0 30.5 0.0 0.0 Incr Delay (d2), s/veh 15.6 4.4 4.6 1.1 14.1 3.3 0.5 4.5 0.2 23.3 0.5 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 6.5 9.6 9.7 5.2 18.1 7.2 2.6 24.4 5.1 5.6 0.1 0.1 LnGrp Delay(d),s/veh 56.0 51.7 51.9 38.3 66.1 49.6 31.2 44.1 29.1 53.9 0.5 0.5 LnGrp LOS E D D D E D C D C D A A Approach Vol, veh/h 692 782 1528 1216 Approach Delay, s/veh 52.9 55.9 41.5 8.5 Approach LOS D E D A Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 8 Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary 18.0 * 6.3 * 12 13.3 0.0 46.4 6.6 35.4 33.5 0.6 16.9 6.0 12.0 10.9 0.0 68.7 * 6.3 * 66 50.1 12.3 18.0 * 6.3 * 12 12.5 0.0 46.4 6.6 35.4 20.7 2.0 85.6 * 6.3 *84 2.0 33.3 HCM 2010 Ctrl Delay HCM 2010 LOS 36.5 Notes NE 36th at Federal/NE 2nd Ave. 7/13/2016 2020 Condition PM- No Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 7: N Miami Ave. & NE 36th St. 8/12/2016 * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. NE 36th at Federal/NE 2nd Ave. 7/13/2016 2020 Condition PM- No Build Synchro 9 Report Page 2 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 18: N Miami Ave. & NE 39th St. 8/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations i 19 14 111 44 Traffic Volume (veh/h) 33 36 115 86 74 54 21 1427 71 22 597 9 Future Volume (veh/h) 33 36 115 86 74 54 21 1427 71 22 597 9 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1863 1900 1900 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 36 39 125 93 80 59 23 1551 77 24 649 10 Adj No. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 94 84 203 168 121 76 534 2217 110 295 2305 36 Arrive On Green 0.19 0.19 0.19 0.19 0.19 0.19 1.00 1.00 1.00 0.65 0.65 0.65 Sat Flow, veh/h 195 432 1045 519 625 390 772 3433 170 308 3568 55 Grp Volume(v), veh/h 200 0 0 232 0 0 23 797 831 24 322 337 Grp Sat Flow(s),veh/h/In 1671 0 0 1533 0 0 772 1770 1833 308 1770 1853 Q Serve(g_s), s 0.0 0.0 0.0 2.6 0.0 0.0 0.3 0.0 0.0 2.2 5.9 5.9 Cycle Q Clear(g_c), s 8.0 0.0 0.0 10.6 0.0 0.0 6.2 0.0 0.0 2.2 5.9 5.9 Prop In Lane 0.18 0.62 0.40 0.25 1.00 0.09 1.00 0.03 Lane Grp Cap(c), veh/h 381 0 0 365 0 0 534 1143 1184 295 1143 1197 V/C Ratio(X) 0.53 0.00 0.00 0.64 0.00 0.00 0.04 0.70 0.70 0.08 0.28 0.28 Avail Cap(c_a), veh/h 597 0 0 571 0 0 534 1143 1184 295 1143 1197 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.71 0.00 0.00 0.51 0.51 0.51 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.6 0.0 0.0 28.5 0.0 0.0 0.4 0.0 0.0 5.1 5.7 5.7 Incr Delay (d2), s/veh 0.8 0.0 0.0 1.0 0.0 0.0 0.1 1.8 1.8 0.5 0.6 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 3.9 0.0 0.0 4.6 0.0 0.0 0.1 0.6 0.6 0.2 3.1 3.2 LnGrp Delay(d),s/veh 28.5 0.0 0.0 29.5 0.0 0.0 0.5 1.8 1.8 5.6 6.4 6.3 LnGrp LOS C C A A A A A A Approach Vol, veh/h 200 232 1651 683 Approach Delay, s/veh 28.5 29.5 1.8 6.3 Approach LOS C C A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary 54.4 6.0 38.0 7.9 7.9 20.6 6.0 25.0 12.6 1.9 54.4 6.0 38.0 8.2 7.9 20.6 6.0 25.0 10.0 2.1 HCM 2010 Ctrl Delay 7.2 HCM 2010 LOS A NE 36th at Federal/NE 2nd Ave. 7/13/2016 2020 Condition PM- No Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 2: N E 39th St. 8/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations i 19 Traffic Volume (veh/h) 28 49 26 52 115 86 31 296 57 21 109 47 Future Volume (veh/h) 28 49 26 52 115 86 31 296 57 21 109 47 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1863 1900 1900 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 30 53 28 57 125 93 34 322 62 23 118 51 Adj No. of Lanes 0 1 0 0 1 0 1 1 0 1 1 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 109 179 80 101 172 115 839 1006 194 648 818 353 Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.66 0.66 0.66 0.66 0.66 0.66 SatFlow,veh/h 286 875 392 259 840 562 1211 1519 292 995 1235 534 Grp Volume(v), veh/h 111 0 0 275 0 0 34 0 384 23 0 169 Grp Sat Flow(s),veh/h/In 1554 0 0 1661 0 0 1211 0 1811 995 0 1769 Q Serve(g_s), s 0.0 0.0 0.0 9.3 0.0 0.0 1.0 0.0 8.2 0.9 0.0 3.2 Cycle Q Clear(g_c), s 4.8 0.0 0.0 14.1 0.0 0.0 4.2 0.0 8.2 9.1 0.0 3.2 Prop In Lane 0.27 0.25 0.21 0.34 1.00 0.16 1.00 0.30 Lane Grp Cap(c), veh/h 369 0 0 388 0 0 839 0 1199 648 0 1171 V/C Ratio(X) 0.30 0.00 0.00 0.71 0.00 0.00 0.04 0.00 0.32 0.04 0.00 0.14 Avail Cap(c_a), veh/h 550 0 0 579 0 0 839 0 1199 648 0 1171 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.89 0.00 0.00 0.89 0.00 0.00 0.09 0.00 0.09 1.00 0.00 1.00 Uniform Delay (d), s/veh 30.4 0.0 0.0 34.0 0.0 0.0 6.5 0.0 6.5 8.5 0.0 5.7 Incr Delay (d2), s/veh 0.5 0.0 0.0 2.6 0.0 0.0 0.0 0.0 0.1 0.1 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.4 0.0 0.0 6.8 0.0 0.0 0.3 0.0 4.1 0.3 0.0 1.6 LnGrp Delay(d),s/veh 30.9 0.0 0.0 36.5 0.0 0.0 6.5 0.0 6.6 8.6 0.0 5.9 LnGrp LOS C D A A A A Approach Vol, veh/h 111 275 418 192 Approach Delay, s/veh 30.9 36.5 6.6 6.3 Approach LOS C D A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary 65.6 6.0 49.0 10.2 1.3 24.4 6.0 29.0 6.8 3.0 65.6 6.0 49.0 11.1 1.3 24.4 6.0 29.0 16.1 2.3 HCM 2010 Ctrl Delay 17.5 HCM 2010 LOS B NE 36th at Federal/NE 2nd Ave. 7/13/2016 2020 Condition PM- No Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM Signalized Intersection Capacity Analysis 10: NE 2nd Ave./Federal Highway & NE 36th St. 8/12/2016 I Movement EBL2 EBL EBT EBR WBT WBR WBR2 NBL2 NBL NBT NBR SBL Lane Configurations 19 14 ++ I 15 Traffic Volume (vph) 59 169 406 112 482 59 31 108 252 371 79 20 Future Volume (vph) 59 169 406 112 482 59 31 108 252 371 79 20 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 8.4 8.4 8.4 6.3 6.3 6.4 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 1.00 0.97 0.98 1.00 0.97 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 Satd. Flow (prot) 1770 3424 3456 1770 1814 1770 Flt Permitted 0.32 1.00 1.00 0.68 1.00 0.23 Satd. Flow (perm) 600 3424 3456 1270 1814 428 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 64 184 441 122 524 64 34 117 274 403 86 22 RTOR Reduction (vph) 0 0 14 0 2 0 0 0 0 4 0 0 Lane Group Flow (vph) 0 248 549 0 620 0 0 0 391 485 0 22 Turn Type pm+pt Perm NA NA Split Perm NA Perm Protected Phases 1 6 2 5 5 Permitted Phases 6 6 5 3 Actuated Green, G (s) 70.6 70.6 70.6 41.5 41.5 17.4 Effective Green, g (s) 70.6 70.6 70.6 41.5 41.5 17.4 Actuated g/C Ratio 0.39 0.39 0.39 0.23 0.23 0.10 Clearance Time (s) 8.4 8.4 8.4 6.3 6.3 6.4 Vehicle Extension (s) 1.0 1.0 1.0 2.5 2.5 2.5 Lane Grp Cap (vph) 235 1342 1355 292 418 41 v/s Ratio Prot 0.16 0.18 0.27 v/s Ratio Perm c0.41 c0.31 0.05 v/c Ratio 1.06 0.41 0.46 1.34 1.16 0.54 Uniform Delay, d1 54.7 39.6 40.5 69.2 69.2 77.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.05 Incremental Delay, d2 74.0 0.1 1.1 173.9 95.8 10.0 Delay (s) 128.7 39.7 41.6 243.2 165.0 91.6 Level of Service F D D F F F Approach Delay (s) 66.9 41.6 199.7 Approach LOS E D F Intersection Summary HCM 2000 Control Delay 120.4 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.12 Actuated Cycle Length (s) 180.0 Sum of lost time (s) 35.7 Intersection Capacity Utilization 103.0% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group NE 36th at Federal/NE 2nd Ave. 7/13/2016 2020 Condition PM- No Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM Signalized Intersection Capacity Analysis 10: NE 2nd Ave./Federal Highway & NE 36th St. 8/12/2016 Movement SBT SBR SBR2 SEL2 SEL SER SER2 Laneonfigurations 4 r g Traffic Volume (vph) 108 98 4 4 82 162 128 Future Volume (vph) 108 98 4 4 82 162 128 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.4 6.4 6.5 6.5 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1863 1583 1770 1583 Flt Permitted 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1863 1583 1770 1583 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 117 107 4 4 89 176 139 RTOR Reduction (vph) 0 100 0 0 0 139 0 Lane Group Flow (vph) 117 11 0 0 93 176 0 Turn Type NA Perm Perm Prot Perm Protected Phases 3 4 Permitted Phases 3 4 4 Actuated Green, G (s) 17.4 17.4 22.9 22.9 Effective Green, g (s) 17.4 17.4 22.9 22.9 Actuated g/C Ratio 0.10 0.10 0.13 0.13 Clearance Time (s) 6.4 6.4 6.5 6.5 Vehicle Extension (s) 2.5 2.5 3.0 3.0 Lane Grp Cap (vph) 180 153 225 201 v/s Ratio Prot c0.06 v/s Ratio Perm 0.01 0.05 c0.11 v/c Ratio 0.65 0.07 0.41 0.88 Uniform Delay, d1 78.4 73.9 72.4 77.2 Progression Factor 1.04 5.42 1.07 1.13 Incremental Delay, d2 7.2 0.1 1.2 31.9 Delay (s) 89.1 400.8 78.9 119.4 Level of Service F F E F Approach Delay (s) 227.7 110.2 Approach LOS F F Intersection Summary NE 36th at Federal/NE 2nd Ave. 7/13/2016 2020 Condition PM- No Build Synchro 9 Report Page 2 NE 42nd Street - SOP - EXHIBIT H HCM Signalized Intersection Capacity Analysis 20: NE 38th St. & Federal Highway & NE 39th St. 8/12/2016 Movement EBL2 EBL EBR2 NBL NBT NBR SBL SBT SBR NWL2 NWL NWR2 Lane Configurations r 4 144 11 11 r Traffic Volume (vph) 76 28 19 46 520 11 2 205 96 64 204 44 Future Volume (vph) 76 28 19 46 520 11 2 205 96 64 204 44 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.95 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.95 1.00 Satd. Flow (prot) 1770 1583 1851 3370 1770 1770 1583 Flt Permitted 0.95 1.00 0.95 0.95 0.95 0.95 1.00 Satd. Flow (perm) 1770 1583 1759 3213 1770 1770 1583 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 83 30 21 50 565 12 2 223 104 70 222 48 RTOR Reduction (vph) 0 0 18 0 0 0 0 36 0 0 0 29 Lane Group Flow (vph) 0 113 3 0 627 0 0 293 0 70 222 19 Turn Type Perm Perm Perm Perm NA Perm NA Prot Perm Perm Protected Phases 6 2 7 Permitted Phases 8 8 8 6 2 4 4 Actuated Green, G (s) 11.9 11.9 52.3 52.3 7.8 25.7 25.7 Effective Green, g (s) 11.9 11.9 52.3 52.3 7.8 25.7 25.7 Actuated g/C Ratio 0.13 0.13 0.58 0.58 0.09 0.29 0.29 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 234 209 1022 1867 153 505 452 v/s Ratio Prot 0.04 v/s Ratio Perm 0.06 0.00 c0.36 0.09 c0.13 0.01 v/c Ratio 0.48 0.01 0.61 0.16 0.46 0.44 0.04 Uniform Delay, d1 36.2 33.9 12.3 8.7 39.1 26.3 23.3 Progression Factor 0.98 1.00 2.51 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.5 0.0 0.3 0.2 2.2 0.6 0.0 Delay (s) 37.0 34.0 31.0 8.9 41.3 26.9 23.3 Level of Service D C C A D C C Approach Delay (s) 36.5 31.0 8.9 29.3 Approach LOS D C A C Intersection Summary HCM 2000 Control Delay 26.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.60 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 76.4% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group NE 36th at Federal/NE 2nd Ave. 7/13/2016 2020 Condition PM- No Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 TWSC 9: NE 2nd St. & NE 42nd St. 8/12/2016 Intersection Int Delay, s/veh 0.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 2 8 10 4 4 14 459 17 3 277 7 Future Vol, veh/h 3 2 8 10 4 4 14 459 17 3 277 7 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - None - - None Storage Length - - - - - - - - - Veh in Median Storage, # - 0 - - 0 0 - 0 - Grade, % - 0 - - 0 - - 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 3 2 9 11 4 4 15 499 18 3 301 8 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 854 859 305 856 854 508 309 0 0 517 0 0 Stage 1 311 311 - 539 539 - - - Stage 2 543 548 - 317 315 - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 2.218 - - Pot Cap-1 Maneuver 279 294 735 278 296 565 1252 1049 - - Stage 1 699 658 - 527 522 - - - Stage 2 524 517 - 694 656 - - - Platoon blocked, % - - Mov Cap-1 Maneuver 270 288 735 269 290 565 1252 1049 - - Mov Cap-2 Maneuver 270 288 - 269 290 - - - Stage 1 687 656 - 518 513 - - - Stage 2 507 508 - 681 654 - - - Approach EB WB NB SB HCM Control Delay, s 13.3 17.4 0.2 0.1 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1252 - - 449 310 1049 - HCM Lane V/C Ratio 0.012 - - 0.031 0.063 0.003 HCM Control Delay (s) 7.9 0 - 13.3 17.4 8.4 0 HCM Lane LOS A A - BC A A HCM 95th %tile Q(veh) 0 - - 0.1 0.2 0 NE 36th at Federal/NE 2nd Ave. 7/13/2016 2020 Condition PM- No Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H SimTraffic Performance Report 2020 Condition PM- No Build 8/12/2016 2: NE 39th St. & NE 2nd St. Performance by approach Approach EB WB NB SB All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.0 0.2 0.3 0.1 0.0 0.6 7: N Miami Ave. & NE 36th St. Performance by approach Approach EB WB NB SB All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.1 1.2 2.8 2.5 1.4 7.9 9: NE 2nd St. & NE 42nd St. Performance by approach Approach EB WB NB SB All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10: NE 2nd Ave./Federal Highway & NE 36th St. Performance by approach Approach EB WB NB SB SE All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.0 0.1 3.0 1.2 8.1 0.9 0.8 14.1 18: N Miami Ave. & NE 39th St. Performance by approach Approach EB WB NB SB All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.0 0.1 0.3 1.4 0.3 2.1 20: NE 38th St. & Federal Highway & NE 39th St. Performance by approach Approach EB NB SB NW All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.0 0.3 0.4 0.1 0.6 1.4 Total Network Performance Denied Delay (hr) Total Delay (hr) 0.2 26.7 NE 36th at Federal/NE 2nd Ave. SimTraffic Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 7: N Miami Ave. & NE 36th St. 8/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ++ 1 + rr 19 ++ r 11 ++ Traffic Volume (veh/h) 111 352 58 156 239 84 22 414 69 354 1245 126 Future Volume (veh/h) 111 352 58 156 239 84 22 414 69 354 1245 126 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 121 383 63 170 260 91 24 450 75 385 1353 137 Adj No. of Lanes 1 2 0 1 1 1 1 2 1 1 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 416 1092 178 416 701 596 137 1164 521 423 1501 151 Arrive On Green 0.05 0.36 0.36 0.07 0.38 0.38 0.33 0.33 0.33 0.20 0.92 0.92 SatFlow,veh/h 1774 3047 497 1774 1863 1583 352 3539 1583 1774 3247 327 Grp Volume(v), veh/h 121 221 225 170 260 91 24 450 75 385 734 756 Grp Sat Flow(s),veh/h/In 1774 1770 1775 1774 1863 1583 352 1770 1583 1774 1770 1805 Q Serve(g_s), s 7.7 16.5 16.8 10.9 18.2 6.8 9.5 17.6 6.0 18.0 33.2 35.0 Cycle Q Clear(g_c), s 7.7 16.5 16.8 10.9 18.2 6.8 19.0 17.6 6.0 18.0 33.2 35.0 Prop In Lane 1.00 0.28 1.00 1.00 1.00 1.00 1.00 0.18 Lane Grp Cap(c), veh/h 416 634 636 416 701 596 137 1164 521 423 818 834 V/C Ratio(X) 0.29 0.35 0.35 0.41 0.37 0.15 0.17 0.39 0.14 0.91 0.90 0.91 Avail Cap(c_a), veh/h 513 634 636 481 701 596 191 1705 763 423 1078 1100 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.64 0.64 0.64 Uniform Delay (d), s/veh 34.0 42.3 42.4 33.2 40.7 37.1 50.6 46.4 42.6 44.2 4.9 5.0 Incr Delay (d2), s/veh 0.1 1.5 1.5 0.2 1.5 0.5 0.4 0.2 0.1 16.5 5.2 5.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 3.8 8.3 8.5 5.3 9.7 3.1 0.9 8.7 2.6 12.3 15.4 16.4 LnGrp Delay(d),s/veh 34.2 43.8 44.0 33.5 42.2 37.7 51.0 46.6 42.6 60.6 10.1 10.5 LnGrp LOS C D D C D D D D D E B B Approach Vol, veh/h 567 521 549 1875 Approach Delay, s/veh 41.8 38.6 46.3 20.6 Approach LOS D D D C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 8 Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary 16.1 * 6.3 * 20 9.7 0.1 82.8 6.6 30.4 20.2 1.3 24.0 6.0 18.0 20.0 0.0 57.1 * 6.3 * 87 21.0 21.4 19.3 * 6.3 * 20 12.9 0.1 79.6 6.6 30.4 18.8 1.4 81.1 * 6.3 * 1.1E2 37.0 21.8 HCM 2010 Ctrl Delay HCM 2010 LOS 30.7 Notes NE 36th at Federal/NE 2nd Ave. 7/13/2016 2015 Exisitng Condition AM Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 7: N Miami Ave. & NE 36th St. 8/12/2016 * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. NE 36th at Federal/NE 2nd Ave. 7/13/2016 2015 Exisitng Condition AM Build Synchro 9 Report Page 2 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 18: N Miami Ave. & NE 39th St. 8/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations i 19 14 111 44 Traffic Volume (veh/h) 14 50 192 140 40 15 17 447 141 22 1426 7 Future Volume (veh/h) 14 50 192 140 40 15 17 447 141 22 1426 7 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1863 1900 1900 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 15 54 209 152 43 16 18 486 153 24 1550 8 Adj No. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 53 93 315 224 59 18 191 1652 517 569 2246 12 Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 1.00 1.00 1.00 0.62 0.62 0.62 SatFlow,veh/h 45 381 1288 634 239 72 330 2655 831 786 3610 19 Grp Volume(v), veh/h 278 0 0 211 0 0 18 323 316 24 759 799 Grp Sat Flow(s),veh/h/In 1714 0 0 946 0 0 330 1770 1716 786 1770 1859 Q Serve(g_s), s 0.0 0.0 0.0 6.6 0.0 0.0 2.5 0.0 0.0 1.1 25.6 25.6 Cycle Q Clear(g_c), s 13.6 0.0 0.0 20.2 0.0 0.0 28.1 0.0 0.0 1.1 25.6 25.6 Prop In Lane 0.05 0.75 0.72 0.08 1.00 0.48 1.00 0.01 Lane Grp Cap(c), veh/h 461 0 0 300 0 0 191 1101 1068 569 1101 1157 V/C Ratio(X) 0.60 0.00 0.00 0.70 0.00 0.00 0.09 0.29 0.30 0.04 0.69 0.69 Avail Cap(c_a), veh/h 461 0 0 300 0 0 191 1101 1068 569 1101 1157 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.86 0.00 0.00 0.97 0.97 0.97 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.9 0.0 0.0 34.2 0.0 0.0 6.4 0.0 0.0 6.6 11.3 11.3 Incr Delay (d2), s/veh 2.0 0.0 0.0 5.9 0.0 0.0 0.9 0.7 0.7 0.1 3.5 3.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 6.5 0.0 0.0 5.6 0.0 0.0 0.3 0.2 0.2 0.3 13.3 14.0 LnGrp Delay(d),s/veh 32.9 0.0 0.0 40.1 0.0 0.0 7.4 0.7 0.7 6.8 14.8 14.6 LnGrp LOS C D A A A A B B Approach Vol, veh/h 278 211 657 1582 Approach Delay, s/veh 32.9 40.1 0.9 14.6 Approach LOS C D A B Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 62.0 28.0 62.0 28.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 56.0 22.0 56.0 22.0 Max Q Clear Time (g_c+I1), s 27.6 22.2 30.1 15.6 Green Ext Time (p_c), s 7.2 0.0 7.1 1.5 Intersection Summary HCM 2010 Ctrl Delay 15.1 HCM 2010 LOS B NE 36th at Federal/NE 2nd Ave. 7/13/2016 2015 Exisitng Condition AM Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 4: NE 39th St. & NE 2nd St. 8/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 19 + Traffic Volume (veh/h) 24 33 35 40 46 30 7 69 26 23 254 12 Future Volume (veh/h) 24 33 35 40 46 30 7 69 26 23 254 12 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1863 1900 1900 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 26 36 38 43 50 33 8 75 28 25 276 13 Adj No. of Lanes 0 1 0 0 1 0 1 1 0 1 1 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 91 88 75 111 92 51 835 951 355 1014 1297 61 Arrive On Green 0.12 0.12 0.12 0.12 0.12 0.12 0.73 0.73 0.73 0.73 0.73 0.73 Sat Flow, veh/h 295 762 648 442 798 440 1086 1294 483 1286 1765 83 Grp Volume(v), veh/h 100 0 0 126 0 0 8 0 103 25 0 289 Grp Sat Flow(s),veh/h/In 1705 0 0 1679 0 0 1086 0 1777 1286 0 1848 Q Serve(g_s), s 0.0 0.0 0.0 1.2 0.0 0.0 0.2 0.0 1.3 0.4 0.0 3.9 Cycle Q Clear(g_c), s 4.2 0.0 0.0 5.5 0.0 0.0 4.1 0.0 1.3 1.8 0.0 3.9 Prop In Lane 0.26 0.38 0.34 0.26 1.00 0.27 1.00 0.04 Lane Grp Cap(c), veh/h 253 0 0 254 0 0 835 0 1306 1014 0 1358 V/C Ratio(X) 0.40 0.00 0.00 0.50 0.00 0.00 0.01 0.00 0.08 0.02 0.00 0.21 Avail Cap(c_a), veh/h 941 0 0 936 0 0 835 0 1306 1014 0 1358 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.77 0.00 0.00 0.98 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 33.2 0.0 0.0 33.7 0.0 0.0 4.0 0.0 3.0 3.2 0.0 3.3 Incr Delay (d2), s/veh 0.9 0.0 0.0 1.8 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.1 0.0 0.0 2.8 0.0 0.0 0.1 0.0 0.7 0.2 0.0 2.1 LnGrp Delay(d),s/veh 34.1 0.0 0.0 35.5 0.0 0.0 4.0 0.0 3.1 3.3 0.0 3.7 LnGrp LOS C D A A A A Approach Vol, veh/h 100 126 111 314 Approach Delay, s/veh 34.1 35.5 3.2 3.7 Approach LOS C D A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary 64.8 6.0 24.0 6.1 0.8 15.2 6.0 44.0 6.2 1.8 64.8 6.0 24.0 5.9 0.8 15.2 6.0 44.0 7.5 1.8 HCM 2010 Ctrl Delay 14.4 HCM 2010 LOS B NE 36th at Federal/NE 2nd Ave. 7/13/2016 2015 Exisitng Condition AM Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 10: NE 2nd Ave./Federal Highway & NE 36th St. 8/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +4 ++ ) 4 ri Traffic Volume (veh/h) 118 408 246 0 255 82 98 155 1 119 564 83 Future Volume (veh/h) 118 408 246 0 255 82 98 155 1 119 564 83 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 1900 0 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 128 443 267 0 277 89 107 168 1 129 613 90 Adj No. of Lanes 1 2 0 0 2 0 1 1 0 1 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 2 2 2 2 Cap, veh/h 426 983 588 0 935 294 166 680 4 483 663 563 Arrive On Green 0.06 0.46 0.46 0.00 0.35 0.35 0.05 0.37 0.37 0.04 0.36 0.36 SatFlow,veh/h 1774 2132 1275 0 2744 834 1774 1850 11 1774 1863 1583 Grp Volume(v), veh/h 128 367 343 0 183 183 107 0 169 129 613 90 Grp Sat Flow(s),veh/h/In 1774 1770 1638 0 1770 1716 1774 0 1861 1774 1863 1583 Q Serve(g_s), s 7.2 22.6 22.8 0.0 11.9 12.4 6.1 0.0 10.1 6.2 50.5 6.2 Cycle Q Clear(g_c), s 7.2 22.6 22.8 0.0 11.9 12.4 6.1 0.0 10.1 6.2 50.5 6.2 Prop In Lane 1.00 0.78 0.00 0.49 1.00 0.01 1.00 1.00 Lane Grp Cap(c), veh/h 426 816 755 0 624 605 166 0 684 483 663 563 V/C Ratio(X) 0.30 0.45 0.45 0.00 0.29 0.30 0.65 0.00 0.25 0.27 0.92 0.16 Avail Cap(c_a), veh/h 456 816 755 0 624 605 271 0 943 483 810 689 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.5 29.3 29.4 0.0 37.4 37.5 39.2 0.0 35.2 32.9 49.5 35.2 Incr Delay (d2), s/veh 0.4 1.8 2.0 0.0 1.2 1.3 3.1 0.0 0.2 0.3 14.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 3.5 11.4 10.7 0.0 6.1 6.1 3.1 0.0 5.2 3.7 28.6 2.7 LnGrp Delay(d),s/veh 29.9 31.1 31.4 0.0 38.6 38.8 42.3 0.0 35.4 33.2 63.4 35.3 LnGrp LOS C C C D D D D C E D Approach Vol, veh/h 838 366 276 832 Approach Delay, s/veh 31.0 38.7 38.0 55.7 Approach LOS C D D E Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary 17.3 *8.1 * 12 9.2 0.1 64.8 * 8.4 * 32 14.4 2.5 14.5 * 6.3 * 18 8.1 0.1 63.3 6.4 69.6 52.5 4.4 82.2 * 8.4 * 52 24.8 2.6 12.6 6.4 6.2 8.2 0.0 65.2 *6.4 *81 12.1 5.4 HCM 2010 Ctrl Delay HCM 2010 LOS 42.0 Notes NE 36th at Federal/NE 2nd Ave. 7/13/2016 2015 Exisitng Condition AM Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 10: NE 2nd Ave./Federal Highway & NE 36th St. 8/12/2016 * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. NE 36th at Federal/NE 2nd Ave. 7/13/2016 2015 Exisitng Condition AM Build Synchro 9 Report Page 2 NE 42nd Street - SOP - EXHIBIT H HCM Signalized Intersection Capacity Analysis 20: Federal Highway & NE 38th St. & NE 39th St. 8/12/2016 Movement EBL2 EBL EBR2 NBL NBT NBR SBL2 SBT SBR NWL2 NWL NWR2 Lane Configurations r 4 t 11 ri Traffic Volume (vph) 116 42 52 30 283 1 59 732 178 61 122 76 Future Volume (vph) 116 42 52 30 283 1 59 732 178 61 122 76 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.97 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.95 1.00 Satd. Flow (prot) 1770 1583 1853 3431 1770 1770 1583 Flt Permitted 0.95 1.00 0.85 0.90 0.95 0.95 1.00 Satd. Flow (perm) 1770 1583 1580 3110 1770 1770 1583 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 126 46 57 33 308 1 64 796 193 66 133 83 RTOR Reduction (vph) 0 0 48 0 0 0 0 17 0 0 0 56 Lane Group Flow (vph) 0 172 9 0 342 0 0 1036 0 66 133 27 Turn Type Perm Perm Perm Perm NA Perm NA Prot Perm Perm Protected Phases 6 2 7 Permitted Phases 8 8 8 6 2 4 4 Actuated Green, G (s) 13.1 13.1 41.6 41.6 7.3 26.4 26.4 Effective Green, g (s) 13.1 13.1 41.6 41.6 7.3 26.4 26.4 Actuated g/C Ratio 0.16 0.16 0.52 0.52 0.09 0.33 0.33 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 289 259 821 1617 161 584 522 v/s Ratio Prot c0.04 v/s Ratio Perm c0.10 0.01 0.22 c0.33 0.08 0.02 v/c Ratio 0.60 0.04 0.42 0.64 0.41 0.23 0.05 Uniform Delay, d1 31.0 28.1 11.8 13.8 34.3 19.4 18.3 Progression Factor 0.97 1.00 0.94 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.3 0.1 1.5 2.0 1.7 0.2 0.0 Delay (s) 33.3 28.2 12.5 15.8 36.0 19.6 18.3 Level of Service C C B B D B B Approach Delay (s) 32.0 12.5 15.8 23.1 Approach LOS C B B C Intersection Summary HCM 2000 Control Delay 18.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.60 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 70.5% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group NE 36th at Federal/NE 2nd Ave. 7/13/2016 2015 Exisitng Condition AM Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 TWSC 3: NE 2nd St. & NE 42nd St./NE 42th St. 8/12/2016 Intersection Int Delay, s/veh 5.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 30 1 15 20 4 30 5 112 10 261 321 2 Future Vol, veh/h 30 1 15 20 4 30 5 112 10 261 321 2 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - None - - None Storage Length - - - - - - - - - Veh in Median Storage, # - 0 - - 0 0 - 0 - Grade, % - 0 - - 0 - - 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 MvmtFlow 33 1 16 22 4 33 5 122 11 284 349 2 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 1074 1060 350 1064 1056 127 351 0 0 133 0 0 Stage 1 917 917 - 138 138 - - - Stage 2 157 143 - 926 918 - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 2.218 Pot Cap-1 Maneuver 198 224 693 201 225 923 1208 1452 Stage 1 326 351 - 865 782 - - - Stage 2 845 779 - 322 350 - - - Platoon blocked, % Mov Cap-1 Maneuver 152 169 693 158 170 923 1208 1452 Mov Cap-2 Maneuver 152 169 - 158 170 - - - Stage 1 325 266 - 862 779 - - - Stage 2 807 776 - 237 265 - - - Approach EB WB NB SB HCM Control Delay, s 28.1 20.1 0.3 3.6 HCM LOS D C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1208 - - 205 296 1452 - HCM Lane V/C Ratio 0.004 - - 0.244 0.198 0.195 HCM Control Delay (s) 8 0 - 28.1 20.1 8.1 0 HCM Lane LOS A A - D C A A HCM 95th %tile Q(veh) 0 - - 0.9 0.7 0.7 NE 36th at Federal/NE 2nd Ave. 7/13/2016 2015 Exisitng Condition AM Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM Signalized Intersection Capacity Analysis 11: Federal Highway 8/12/2016 I Movement EBL EBR NBL NBT SBT SBR Lane Configurations V 19 + Traffic Volume (vph) 257 0 49 283 732 0 Future Volume (vph) 257 0 49 283 732 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 Flt Protected 0.95 0.95 1.00 1.00 Satd. Flow (prot) 1770 1770 1863 1863 Flt Permitted 0.95 0.21 1.00 1.00 Satd. Flow (perm) 1770 394 1863 1863 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 279 0 53 308 796 0 RTOR Reduction (vph) 0 0 0 0 0 0 Lane Group Flow (vph) 279 0 53 308 796 0 Turn Type Prot Perm NA NA Protected Phases 4 2 6 Permitted Phases 2 Actuated Green, G (s) 13.8 33.7 33.7 33.7 Effective Green, g (s) 13.8 33.7 33.7 33.7 Actuated g/C Ratio 0.24 0.58 0.58 0.58 Clearance Time (s) 5.5 5.5 5.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 417 226 1073 1073 v/s Ratio Prot c0.16 0.17 c0.43 v/s Ratio Perm 0.13 v/c Ratio 0.67 0.23 0.29 0.74 Uniform Delay, d1 20.3 6.1 6.3 9.2 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.0 2.4 0.7 4.6 Delay (s) 24.3 8.5 7.0 13.8 Level of Service C A A B Approach Delay (s) 24.3 7.2 13.8 Approach LOS C A B Intersection Summary HCM 2000 Control Delay 14.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length (s) 58.5 Sum of lost time (s) 11.0 Intersection Capacity Utilization 64.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group NE 36th at Federal/NE 2nd Ave. 7/13/2016 2015 Exisitng Condition AM Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H SimTraffic Performance Report 2015 Exisitng Condition AM Build 7: N Miami Ave. & NE 36th St. Performance by approach 7/20/2016 Approach EB WB NB SB All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.1 1.2 1.3 0.6 4.1 7.2 10: NE 2nd Ave./Federal Highway & NE 36th St. Performance by approach Approach EB WB NB SB All Denied Delay (hr) Total Delay (hr) 1.2 0.0 0.0 0.0 1.2 0.3 0.6 0.5 1.1 2.5 11: Federal Highway Performance by approach Approach EB NB SB All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.3 0.2 0.4 0.9 13: NE 36th St. Performance by approach Approach EB WB SB All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.1 18: N Miami Ave. & NE 39th St. Performance by approach Approach EB WB NB SB All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.1 0.3 0.2 0.2 1.2 2.0 20: Federal Highway & NE 38th St. & NE 39th St. Performance by approach Approach EB NB SB NW All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.0 0.2 0.6 0.6 0.2 1.6 Total Network Performance Denied Delay (hr) Total Delay (hr) 1.5 15.8 NE 36th at Federal/NE 2nd Ave. SimTraffic Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 7: N Miami Ave. & NE 36th St. 8/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ++ 'Pi + r 19 44 r 11 ++ Traffic Volume (veh/h) 175 353 71 142 346 233 75 1118 153 221 688 194 Future Volume (veh/h) 175 353 71 142 346 233 75 1118 153 221 688 194 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 190 384 77 154 376 253 82 1215 166 240 748 211 Adj No. of Lanes 1 2 0 1 1 1 1 2 1 1 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 250 790 157 328 496 421 286 1443 646 228 1440 406 Arrive On Green 0.08 0.27 0.27 0.08 0.27 0.27 0.41 0.41 0.41 0.16 1.00 1.00 SatFlow,veh/h 1774 2944 585 1774 1863 1583 583 3539 1583 1774 2727 769 Grp Volume(v), veh/h 190 229 232 154 376 253 82 1215 166 240 485 474 Grp Sat Flow(s),veh/h/In 1774 1770 1760 1774 1863 1583 583 1770 1583 1774 1770 1727 Q Serve(g_s), s 11.7 16.3 16.6 9.4 27.8 20.9 14.5 46.4 10.4 12.0 0.0 0.0 Cycle Q Clear(g_c), s 11.7 16.3 16.6 9.4 27.8 20.9 14.5 46.4 10.4 12.0 0.0 0.0 Prop In Lane 1.00 0.33 1.00 1.00 1.00 1.00 1.00 0.45 Lane Grp Cap(c), veh/h 250 475 472 328 496 421 286 1443 646 228 934 912 V/C Ratio(X) 0.76 0.48 0.49 0.47 0.76 0.60 0.29 0.84 0.26 1.05 0.52 0.52 Avail Cap(c_a), veh/h 250 475 472 332 496 421 303 1550 693 228 987 964 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.97 0.97 Uniform Delay (d), s/veh 39.7 46.1 46.2 36.6 50.6 48.1 30.6 40.0 29.4 31.2 0.0 0.0 Incr Delay (d2), s/veh 11.4 0.3 0.3 0.4 10.4 6.2 0.4 4.0 0.2 72.7 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 6.5 8.1 8.1 4.6 15.7 9.9 2.4 23.4 4.6 14.0 0.1 0.1 LnGrp Delay(d),s/veh 51.1 46.4 46.5 37.0 61.0 54.3 31.0 44.0 29.5 103.9 0.3 0.3 LnGrp LOS D D D D E D C D C F A A Approach Vol, veh/h 651 783 1463 1199 Approach Delay, s/veh 47.8 54.1 41.7 21.1 Approach LOS D D D C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 8 Phs Duration (G+Y+Rc), s 18.0 46.5 18.0 67.5 17.7 46.9 85.5 Change Period (Y+Rc), s * 6.3 6.6 6.0 * 6.3 * 6.3 6.6 * 6.3 Max Green Setting (Gmax), s * 12 35.4 12.0 * 66 * 12 35.4 * 84 Max Q Clear Time (g_c+I1), s 13.7 29.8 14.0 48.4 11.4 18.6 2.0 Green Ext Time (p_c), s 0.0 1.3 0.0 12.7 0.0 1.9 29.4 Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS 39.0 Notes NE 36th at Federal/NE 2nd Ave. 7/13/2016 2015 Exisitng Condition PM- Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 7: N Miami Ave. & NE 36th St. 8/12/2016 * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. NE 36th at Federal/NE 2nd Ave. 7/13/2016 2015 Exisitng Condition PM- Build Synchro 9 Report Page 2 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 18: N Miami Ave. & NE 39th St. 8/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations i 19 14 111 44 Traffic Volume (veh/h) 30 32 104 78 67 49 19 1395 127 20 586 8 Future Volume (veh/h) 30 32 104 78 67 49 19 1395 127 20 586 8 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1863 1900 1900 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 33 35 113 85 73 53 21 1516 138 22 637 9 Adj No. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 92 76 185 161 113 69 558 2181 197 296 2374 34 Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 1.00 1.00 1.00 0.66 0.66 0.66 Sat Flow, veh/h 198 434 1051 532 644 394 781 3283 297 300 3573 50 Grp Volume(v), veh/h 181 0 0 211 0 0 21 812 842 22 315 331 Grp Sat Flow(s),veh/h/In 1683 0 0 1570 0 0 781 1770 1810 300 1770 1854 Q Serve(g_s), s 0.0 0.0 0.0 2.1 0.0 0.0 0.2 0.0 0.0 2.0 5.5 5.5 Cycle Q Clear(g_c), s 7.3 0.0 0.0 9.4 0.0 0.0 5.7 0.0 0.0 2.0 5.5 5.5 Prop In Lane 0.18 0.62 0.40 0.25 1.00 0.16 1.00 0.03 Lane Grp Cap(c), veh/h 352 0 0 343 0 0 558 1176 1203 296 1176 1232 V/C Ratio(X) 0.51 0.00 0.00 0.61 0.00 0.00 0.04 0.69 0.70 0.07 0.27 0.27 Avail Cap(c_a), veh/h 598 0 0 578 0 0 558 1176 1203 296 1176 1232 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.66 0.00 0.00 0.54 0.54 0.54 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.5 0.0 0.0 29.2 0.0 0.0 0.3 0.0 0.0 4.6 5.1 5.1 Incr Delay (d2), s/veh 0.9 0.0 0.0 0.9 0.0 0.0 0.1 1.8 1.9 0.5 0.6 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 3.6 0.0 0.0 4.2 0.0 0.0 0.1 0.6 0.6 0.2 2.8 2.9 LnGrp Delay(d),s/veh 29.4 0.0 0.0 30.1 0.0 0.0 0.4 1.8 1.9 5.0 5.7 5.7 LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS C C A A A A A A 181 211 1675 668 29.4 30.1 1.8 5.7 C C A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 55.8 19.2 55.8 19.2 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 38.0 25.0 38.0 25.0 Max Q Clear Time (g_c+I1), s 7.5 11.4 7.7 9.3 Green Ext Time (p_c), s 8.0 1.8 8.0 1.9 Intersection Summary HCM 2010 Ctrl Delay 6.8 HCM 2010 LOS A NE 36th at Federal/NE 2nd Ave. 7/13/2016 2015 Exisitng Condition PM- Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 5: N E 39th St. 8/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 19 I+ iii + Traffic Volume (veh/h) 45 44 75 59 104 85 28 269 51 19 99 42 Future Volume (veh/h) 45 44 75 59 104 85 28 269 51 19 99 42 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1863 1900 1900 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 49 48 82 64 113 92 30 292 55 21 108 46 Adj No. of Lanes 0 1 0 0 1 0 1 1 0 1 1 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 111 110 144 113 160 116 853 1009 190 679 821 350 Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.66 0.66 0.66 0.66 0.66 0.66 SatFlow,veh/h 295 539 705 308 783 567 1228 1525 287 1030 1241 529 Grp Volume(v), veh/h 179 0 0 269 0 0 30 0 347 21 0 154 Grp Sat Flow(s),veh/h/In 1539 0 0 1658 0 0 1228 0 1812 1030 0 1769 Q Serve(g_s), s 0.0 0.0 0.0 4.6 0.0 0.0 0.8 0.0 7.2 0.8 0.0 2.9 Cycle Q Clear(g_c), s 9.0 0.0 0.0 13.6 0.0 0.0 3.7 0.0 7.2 8.0 0.0 2.9 Prop In Lane 0.27 0.46 0.24 0.34 1.00 0.16 1.00 0.30 Lane Grp Cap(c), veh/h 366 0 0 389 0 0 853 0 1199 679 0 1171 V/C Ratio(X) 0.49 0.00 0.00 0.69 0.00 0.00 0.04 0.00 0.29 0.03 0.00 0.13 Avail Cap(c_a), veh/h 542 0 0 575 0 0 853 0 1199 679 0 1171 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.90 0.00 0.00 0.90 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 31.9 0.0 0.0 33.7 0.0 0.0 6.3 0.0 6.4 8.0 0.0 5.6 Incr Delay (d2), s/veh 1.1 0.0 0.0 2.4 0.0 0.0 0.1 0.0 0.6 0.1 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 4.1 0.0 0.0 6.6 0.0 0.0 0.3 0.0 3.8 0.2 0.0 1.5 LnGrp Delay(d),s/veh 33.0 0.0 0.0 36.1 0.0 0.0 6.4 0.0 7.0 8.1 0.0 5.9 LnGrp LOS C D A A A A Approach Vol, veh/h 179 269 377 175 Approach Delay, s/veh 33.0 36.1 6.9 6.1 Approach LOS C D A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary 65.6 6.0 49.0 9.2 1.1 24.4 6.0 29.0 11.0 3.3 65.6 6.0 49.0 10.0 1.1 24.4 6.0 29.0 15.6 2.8 HCM 2010 Ctrl Delay 19.3 HCM 2010 LOS B NE 36th at Federal/NE 2nd Ave. 7/13/2016 2015 Exisitng Condition PM- Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 10: NE 2nd Ave./Federal Highway & NE 36th St. 8/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +4 ++ ) it, 1li 4 ri Traffic Volume (veh/h) 166 369 127 0 437 57 167 428 71 48 201 89 Future Volume (veh/h) 166 369 127 0 437 57 167 428 71 48 201 89 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 1900 0 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 180 401 138 0 475 62 182 465 77 52 218 97 Adj No. of Lanes 1 2 0 0 2 0 1 1 0 1 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 2 2 2 2 Cap, veh/h 429 1365 464 0 1295 168 376 509 84 127 508 432 Arrive On Green 0.07 0.53 0.53 0.00 0.41 0.41 0.08 0.33 0.33 0.03 0.27 0.27 SatFlow,veh/h 1774 2594 883 0 3244 409 1774 1559 258 1774 1863 1583 Grp Volume(v), veh/h 180 272 267 0 266 271 182 0 542 52 218 97 Grp Sat Flow(s),veh/h/In 1774 1770 1707 0 1770 1790 1774 0 1817 1774 1863 1583 Q Serve(g_s), s 10.3 15.5 15.8 0.0 18.7 18.9 13.0 0.0 51.6 3.8 17.4 8.5 Cycle Q Clear(g_c), s 10.3 15.5 15.8 0.0 18.7 18.9 13.0 0.0 51.6 3.8 17.4 8.5 Prop In Lane 1.00 0.52 0.00 0.23 1.00 0.14 1.00 1.00 Lane Grp Cap(c), veh/h 429 931 898 0 728 736 376 0 593 127 508 432 V/C Ratio(X) 0.42 0.29 0.30 0.00 0.37 0.37 0.48 0.00 0.91 0.41 0.43 0.22 Avail Cap(c_a), veh/h 511 931 898 0 728 736 401 0 774 140 680 578 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.4 23.9 23.9 0.0 36.7 36.8 41.4 0.0 58.2 50.3 53.9 50.7 Incr Delay (d2), s/veh 0.7 0.8 0.8 0.0 1.4 1.4 0.7 0.0 12.9 2.1 0.4 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 5.1 7.8 7.6 0.0 9.4 9.6 6.4 0.0 28.0 1.9 9.0 3.8 LnGrp Delay(d),s/veh 28.0 24.7 24.8 0.0 38.1 38.2 42.1 0.0 71.1 52.4 54.4 50.9 LnGrp LOS C C C D D D E D D D Approach Vol, veh/h 719 537 724 367 Approach Delay, s/veh 25.5 38.2 63.8 53.2 Approach LOS C D E D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary 20.7 * 8.1 *21 12.3 0.3 82.4 * 8.4 * 47 20.9 2.4 21.4 * 6.3 * 18 15.0 0.1 55.5 6.4 65.7 19.4 5.7 103.1 * 8.4 * 76 17.8 2.5 11.8 6.4 6.7 5.8 0.0 65.1 *6.4 * 77 53.6 5.2 HCM 2010 Ctrl Delay HCM 2010 LOS 44.6 Notes NE 36th at Federal/NE 2nd Ave. 7/13/2016 2015 Exisitng Condition PM- Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 10: NE 2nd Ave./Federal Highway & NE 36th St. 8/12/2016 * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. NE 36th at Federal/NE 2nd Ave. 7/13/2016 2015 Exisitng Condition PM- Build Synchro 9 Report Page 2 NE 42nd Street - SOP - EXHIBIT H HCM Signalized Intersection Capacity Analysis 20: NE 38th St. & Federal Highway & NE 39th St. 8/12/2016 Movement EBL2 EBL EBR2 NBL NBT NBR SBL2 SBT SBR NWL2 NWL NWR2 Lane Configurations r 4 144 11 11 r Traffic Volume (vph) 69 25 17 53 563 10 45 319 87 58 185 40 Future Volume (vph) 69 25 17 53 563 10 45 319 87 58 185 40 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.97 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.95 1.00 Satd. Flow (prot) 1770 1583 1851 3419 1770 1770 1583 Flt Permitted 0.95 1.00 0.92 0.84 0.95 0.95 1.00 Satd. Flow (perm) 1770 1583 1711 2872 1770 1770 1583 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 75 27 18 58 612 11 49 347 95 63 201 43 RTOR Reduction (vph) 0 0 16 0 0 0 0 13 0 0 0 28 Lane Group Flow (vph) 0 102 2 0 681 0 0 478 0 63 201 15 Turn Type Perm Perm Perm Perm NA Perm NA Prot Perm Perm Protected Phases 6 2 7 Permitted Phases 8 8 8 6 2 4 4 Actuated Green, G (s) 11.2 11.2 53.3 53.3 7.5 24.7 24.7 Effective Green, g (s) 11.2 11.2 53.3 53.3 7.5 24.7 24.7 Actuated g/C Ratio 0.12 0.12 0.59 0.59 0.08 0.27 0.27 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 220 196 1013 1700 147 485 434 v/s Ratio Prot v/s Ratio Perm 0.06 0.00 v/c Ratio 0.46 0.01 Uniform Delay, d1 36.6 34.5 Progression Factor 1.06 1.00 Incremental Delay, d2 1.5 0.0 Delay (s) 40.2 34.6 Level of Service D C Approach Delay (s) 39.3 Approach LOS D Intersection Summary 0.04 c0.40 0.17 c0.11 0.01 0.67 0.28 0.43 0.41 0.03 12.4 9.0 39.2 26.7 23.9 0.70 1.00 1.00 1.00 1.00 2.9 0.4 2.0 0.6 0.0 11.6 9.4 41.2 27.3 23.9 B A D C C 11.6 9.4 29.7 B A C HCM 2000 Control Delay 16.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 81.5% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group NE 36th at Federal/NE 2nd Ave. 7/13/2016 2015 Exisitng Condition PM- Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 TWSC 4: NE 2nd St. & NE 42nd St. 8/12/2016 Intersection Int Delay, s/veh 13.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 72 1 35 55 3 68 12 417 15 182 251 6 Future Vol, veh/h 72 1 35 55 3 68 12 417 15 182 251 6 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - None - - None Storage Length - - - - - - - - - Veh in Median Storage, # - 0 - - 0 0 - 0 - Grade, % - 0 - - 0 - - 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 78 1 38 60 3 74 13 453 16 198 273 7 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 1198 1168 276 1179 1163 461 279 0 0 470 0 0 Stage 1 672 672 - 488 488 - - - Stage 2 526 496 - 691 675 - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 2.218 Pot Cap-1 Maneuver 162 193 763 167 195 600 1284 1092 Stage 1 445 454 - 561 550 - - - Stage 2 535 545 - 435 453 - - - Platoon blocked, % Mov Cap-1 Maneuver 115 149 763 130 151 600 1284 1092 Mov Cap-2 Maneuver 115 149 - 130 151 - - - Stage 1 439 356 - 553 542 - - - Stage 2 460 537 - 323 356 - - - Approach EB WB NB SB HCM Control Delay, s 73.6 42.4 0.2 3.7 HCM LOS F E Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1284 - - 159 227 1092 - HCM Lane V/C Ratio 0.01 - - 0.738 0.603 0.181 - HCM Control Delay (s) 7.8 0 - 73.6 42.4 9 0 HCM Lane LOS A A - F E A A HCM 95th %tile Q(veh) 0 - - 4.5 3.5 0.7 NE 36th at Federal/NE 2nd Ave. 7/13/2016 2015 Exisitng Condition PM- Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM Signalized Intersection Capacity Analysis 11: Federal Highway 8/12/2016 4\ I Movement EBL EBR NBL NBT SBT SBR Lane Configurations 19 + Traffic Volume (vph) 180 0 108 563 319 3 Future Volume (vph) 180 0 108 563 319 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 Flt Protected 0.95 0.95 1.00 1.00 Satd. Flow (prot) 1770 1770 1863 1861 Flt Permitted 0.95 0.55 1.00 1.00 Satd. Flow (perm) 1770 1027 1863 1861 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 196 0 117 612 347 3 RTOR Reduction (vph) 0 0 0 0 0 0 Lane Group Flow (vph) 196 0 117 612 350 0 Turn Type Prot Perm NA NA Protected Phases 4 2 6 Permitted Phases 2 Actuated Green, G (s) 9.3 31.2 31.2 31.2 Effective Green, g (s) 9.3 31.2 31.2 31.2 Actuated g/C Ratio 0.18 0.61 0.61 0.61 Clearance Time (s) 5.5 5.5 5.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 319 622 1128 1127 v/s Ratio Prot c0.11 c0.33 0.19 v/s Ratio Perm 0.11 v/c Ratio 0.61 0.19 0.54 0.31 Uniform Delay, d1 19.4 4.5 6.0 4.9 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.5 0.7 1.9 0.7 Delay (s) 22.9 5.2 7.8 5.6 Level of Service C A A A Approach Delay (s) 22.9 7.4 5.6 Approach LOS C A A Intersection Summary HCM 2000 Control Delay 9.3 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.56 Actuated Cycle Length (s) 51.5 Sum of lost time (s) 11.0 Intersection Capacity Utilization 48.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group NE 36th at Federal/NE 2nd Ave. 7/13/2016 2015 Exisitng Condition PM- Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H SimTraffic Performance Report 2015 Exisitng Condition PM- Build 7: N Miami Ave. & NE 36th St. Performance by approach 7/20/2016 Approach EB WB NB SB All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.1 1.6 1.5 2.9 1.5 7.6 10: NE 2nd Ave./Federal Highway & NE 36th St. Performance by approach Approach EB WB NB SB All Denied Delay (hr) Total Delay (hr) 0.6 0.0 0.0 0.0 0.6 0.2 0.8 1.9 0.9 3.7 11: Federal Highway Performance by approach Approach EB NB SB All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.2 0.3 0.1 0.5 13: NE 36th St. Performance by approach Approach EB WB SB All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.1 18: N Miami Ave. & NE 39th St. Performance by approach Approach EB WB NB SB All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.7 0.1 1.2 20: NE 38th St. & Federal Highway & NE 39th St. Performance by approach Approach EB NB SB NW All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.0 0.2 0.5 0.3 0.3 1.3 Total Network Performance Denied Delay (hr) Total Delay (hr) 0.8 15.2 NE 36th at Federal/NE 2nd Ave. SimTraffic Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 7: N Miami Ave. & NE 36th St. 8/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ++ 1 + rr 19 ++ r 11 ++ Traffic Volume (veh/h) 123 388 64 172 263 93 25 456 76 389 1370 139 Future Volume (veh/h) 123 388 64 172 263 93 25 456 76 389 1370 139 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 134 422 70 187 286 101 27 496 83 423 1489 151 Adj No. of Lanes 1 2 0 1 1 1 1 2 1 1 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 366 973 160 373 634 538 135 1264 566 432 1593 160 Arrive On Green 0.06 0.32 0.32 0.08 0.34 0.34 0.36 0.36 0.36 0.20 0.98 0.98 SatFlow,veh/h 1774 3043 501 1774 1863 1583 304 3539 1583 1774 3248 327 Grp Volume(v), veh/h 134 244 248 187 286 101 27 496 83 423 806 834 Grp Sat Flow(s),veh/h/In 1774 1770 1774 1774 1863 1583 304 1770 1583 1774 1770 1805 Q Serve(g_s), s 9.1 19.6 19.9 12.7 21.5 8.1 12.0 18.9 6.4 18.0 17.3 20.6 Cycle Q Clear(g_c), s 9.1 19.6 19.9 12.7 21.5 8.1 19.9 18.9 6.4 18.0 17.3 20.6 Prop In Lane 1.00 0.28 1.00 1.00 1.00 1.00 1.00 0.18 Lane Grp Cap(c), veh/h 366 566 567 373 634 538 135 1264 566 432 868 886 V/C Ratio(X) 0.37 0.43 0.44 0.50 0.45 0.19 0.20 0.39 0.15 0.98 0.93 0.94 Avail Cap(c_a), veh/h 449 566 567 420 634 538 173 1705 763 432 1078 1100 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.53 0.53 0.53 Uniform Delay (d), s/veh 38.3 48.3 48.4 37.4 46.3 41.9 46.5 43.2 39.2 45.0 1.0 1.1 Incr Delay (d2), s/veh 0.2 2.4 2.4 0.4 2.3 0.8 0.5 0.1 0.1 26.6 6.8 8.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 4.5 9.9 10.2 6.2 11.5 3.7 1.0 9.3 2.8 15.4 5.2 6.6 LnGrp Delay(d),s/veh 38.5 50.7 50.8 37.8 48.6 42.6 47.1 43.4 39.3 71.7 7.8 9.1 LnGrp LOS D D D D D D D D D E A A Approach Vol, veh/h 626 574 606 2063 Approach Delay, s/veh 48.1 44.0 43.0 21.4 Approach LOS D D D C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 8 Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary 17.5 * 6.3 * 20 11.1 0.1 75.8 6.6 30.4 23.5 1.2 24.0 6.0 18.0 20.0 0.0 62.6 * 6.3 * 87 21.9 26.5 21.2 * 6.3 * 20 14.7 0.1 72.2 6.6 30.4 21.9 1.4 86.6 * 6.3 * 1.1E2 22.6 28.6 HCM 2010 Ctrl Delay HCM 2010 LOS 32.5 Notes NE 36th at Federal/NE 2nd Ave. 7/13/2016 2020 Condition AM- Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 7: N Miami Ave. & NE 36th St. 8/12/2016 * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. NE 36th at Federal/NE 2nd Ave. 7/13/2016 2020 Condition AM- Build Synchro 9 Report Page 2 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 18: N Miami Ave. & NE 39th St. 8/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations i 19 14 111 44 Traffic Volume (veh/h) 16 55 212 154 44 17 19 492 155 25 1569 8 Future Volume (veh/h) 16 55 212 154 44 17 19 492 155 25 1569 8 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1863 1900 1900 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 17 60 230 167 48 18 21 535 168 27 1705 9 Adj No. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 54 94 317 209 53 16 160 1652 517 541 2246 12 Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 1.00 1.00 1.00 0.62 0.62 0.62 SatFlow,veh/h 49 386 1298 574 216 66 283 2655 830 741 3610 19 Grp Volume(v), veh/h 307 0 0 233 0 0 21 356 347 27 835 879 Grp Sat Flow(s),veh/h/In 1733 0 0 856 0 0 283 1770 1716 741 1770 1859 Q Serve(g_s), s 0.0 0.0 0.0 6.9 0.0 0.0 4.1 0.0 0.0 1.3 30.4 30.5 Cycle Q Clear(g_c), s 15.1 0.0 0.0 22.0 0.0 0.0 34.6 0.0 0.0 1.3 30.4 30.5 Prop In Lane 0.06 0.75 0.72 0.08 1.00 0.48 1.00 0.01 Lane Grp Cap(c), veh/h 466 0 0 278 0 0 160 1101 1068 541 1101 1157 V/C Ratio(X) 0.66 0.00 0.00 0.84 0.00 0.00 0.13 0.32 0.33 0.05 0.76 0.76 Avail Cap(c_a), veh/h 466 0 0 278 0 0 160 1101 1068 541 1101 1157 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.82 0.00 0.00 0.95 0.95 0.95 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.5 0.0 0.0 36.2 0.0 0.0 9.4 0.0 0.0 6.7 12.2 12.2 Incr Delay (d2), s/veh 3.1 0.0 0.0 16.4 0.0 0.0 1.6 0.7 0.8 0.2 4.9 4.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 7.4 0.0 0.0 7.0 0.0 0.0 0.4 0.2 0.2 0.3 16.1 16.9 LnGrp Delay(d),s/veh 34.7 0.0 0.0 52.6 0.0 0.0 11.0 0.7 0.8 6.8 17.1 16.9 LnGrp LOS C D B A A A B B Approach Vol, veh/h 307 233 724 1741 Approach Delay, s/veh 34.7 52.6 1.1 16.8 Approach LOS C D A B Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 62.0 28.0 62.0 28.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 56.0 22.0 56.0 22.0 Max Q Clear Time (g_c+I1), s 32.5 24.0 36.6 17.1 Green Ext Time (p_c), s 8.2 0.0 7.7 1.4 Intersection Summary HCM 2010 Ctrl Delay 17.6 HCM 2010 LOS B NE 36th at Federal/NE 2nd Ave. 7/13/2016 2020 Condition AM- Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 5: NE 39th St. & NE 2nd St. 8/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 19 I+ iii + Traffic Volume (veh/h) 27 37 43 44 51 33 8 76 29 26 280 14 Future Volume (veh/h) 27 37 43 44 51 33 8 76 29 26 280 14 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1863 1900 1900 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 29 40 47 48 55 36 9 83 32 28 304 15 Adj No. of Lanes 0 1 0 0 1 0 1 1 0 1 1 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 91 88 84 116 96 53 800 934 360 994 1284 63 Arrive On Green 0.12 0.12 0.12 0.12 0.12 0.12 0.73 0.73 0.73 0.73 0.73 0.73 SatFlow,veh/h 291 726 693 459 792 437 1056 1281 494 1272 1761 87 Grp Volume(v), veh/h 116 0 0 139 0 0 9 0 115 28 0 319 Grp Sat Flow(s),veh/h/In 1709 0 0 1688 0 0 1056 0 1776 1272 0 1847 Q Serve(g_s), s 0.0 0.0 0.0 1.1 0.0 0.0 0.2 0.0 1.5 0.5 0.0 4.5 Cycle Q Clear(g_c), s 4.9 0.0 0.0 6.0 0.0 0.0 4.7 0.0 1.5 2.0 0.0 4.5 Prop In Lane 0.25 0.41 0.35 0.26 1.00 0.28 1.00 0.05 Lane Grp Cap(c), veh/h 263 0 0 265 0 0 800 0 1295 994 0 1347 V/C Ratio(X) 0.44 0.00 0.00 0.53 0.00 0.00 0.01 0.00 0.09 0.03 0.00 0.24 Avail Cap(c_a), veh/h 940 0 0 934 0 0 800 0 1295 994 0 1347 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.68 0.00 0.00 0.98 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 33.1 0.0 0.0 33.5 0.0 0.0 4.3 0.0 3.1 3.4 0.0 3.5 Incr Delay (d2), s/veh 0.8 0.0 0.0 1.6 0.0 0.0 0.0 0.0 0.1 0.1 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.5 0.0 0.0 3.1 0.0 0.0 0.1 0.0 0.8 0.2 0.0 2.5 LnGrp Delay(d),s/veh 33.9 0.0 0.0 35.1 0.0 0.0 4.4 0.0 3.3 3.5 0.0 4.0 LnGrp LOS C D A A A A Approach Vol, veh/h 116 139 124 347 Approach Delay, s/veh 33.9 35.1 3.4 3.9 Approach LOS C D A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary 64.3 6.0 24.0 6.7 2.5 15.7 6.0 44.0 6.9 1.7 64.3 6.0 24.0 6.5 2.5 15.7 6.0 44.0 8.0 1.7 HCM 2010 Ctrl Delay 14.6 HCM 2010 LOS B NE 36th at Federal/NE 2nd Ave. 7/13/2016 2020 Condition AM- Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 10: NE 2nd Ave./Federal Highway & NE 36th St. 8/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +4 ++ + ri Traffic Volume (veh/h) 130 449 271 0 282 91 108 171 2 131 621 92 Future Volume (veh/h) 130 449 271 0 282 91 108 171 2 131 621 92 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 1900 0 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 141 488 295 0 307 99 117 186 2 142 675 100 Adj No. of Lanes 1 2 0 0 2 0 1 1 0 1 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 2 2 2 2 Cap, veh/h 375 909 547 0 824 261 166 734 8 512 722 614 Arrive On Green 0.07 0.43 0.43 0.00 0.31 0.31 0.05 0.40 0.40 0.04 0.39 0.39 SatFlow,veh/h 1774 2126 1280 0 2740 838 1774 1839 20 1774 1863 1583 Grp Volume(v), veh/h 141 406 377 0 203 203 117 0 188 142 675 100 Grp Sat Flow(s),veh/h/In 1774 1770 1637 0 1770 1715 1774 0 1859 1774 1863 1583 Q Serve(g_s), s 8.4 27.3 27.4 0.0 14.3 14.8 6.3 0.0 10.8 6.6 55.7 6.6 Cycle Q Clear(g_c), s 8.4 27.3 27.4 0.0 14.3 14.8 6.3 0.0 10.8 6.6 55.7 6.6 Prop In Lane 1.00 0.78 0.00 0.49 1.00 0.01 1.00 1.00 Lane Grp Cap(c), veh/h 375 756 700 0 551 534 166 0 741 512 722 614 V/C Ratio(X) 0.38 0.54 0.54 0.00 0.37 0.38 0.70 0.00 0.25 0.28 0.93 0.16 Avail Cap(c_a), veh/h 389 756 700 0 551 534 269 0 949 512 822 699 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.4 34.0 34.1 0.0 42.8 43.0 38.1 0.0 32.2 29.7 47.0 32.0 Incr Delay (d2), s/veh 0.6 2.7 3.0 0.0 1.9 2.0 4.0 0.0 0.2 0.3 16.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 4.2 13.9 12.9 0.0 7.3 7.3 3.2 0.0 5.6 3.8 31.9 2.9 LnGrp Delay(d),s/veh 34.1 36.7 37.0 0.0 44.7 45.0 42.1 0.0 32.4 30.0 63.1 32.1 LnGrp LOS C D D D D D C C E C Approach Vol, veh/h 924 406 305 917 Approach Delay, s/veh 36.5 44.9 36.1 54.6 Approach LOS D D D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary 18.6 * 8.1 * 12 10.4 0.0 58.2 *8.4 *31 16.8 2.6 14.7 *6.3 * 18 8.3 0.1 68.5 6.4 70.6 57.7 4.4 76.8 *8.4 *51 29.4 2.9 13.0 6.4 6.6 8.6 0.0 70.2 *6.4 * 82 12.8 6.2 HCM 2010 Ctrl Delay HCM 2010 LOS 44.3 Notes NE 36th at Federal/NE 2nd Ave. 7/13/2016 2020 Condition AM- Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 10: NE 2nd Ave./Federal Highway & NE 36th St. 8/12/2016 * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. NE 36th at Federal/NE 2nd Ave. 7/13/2016 2020 Condition AM- Build Synchro 9 Report Page 2 NE 42nd Street - SOP - EXHIBIT H HCM Signalized Intersection Capacity Analysis 20: NE 38th St. & Federal Highway & NE 39th St. 8/12/2016 Movement EBL2 EBL EBR2 NBL NBT NBR SBL2 SBT SBR NWL2 NWL NWR2 Lane Configurations r 4 144 11 11 r Traffic Volume (vph) 128 47 58 33 312 2 65 806 196 68 135 84 Future Volume (vph) 128 47 58 33 312 2 65 806 196 68 135 84 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.97 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.95 1.00 Satd. Flow (prot) 1770 1583 1853 3431 1770 1770 1583 Flt Permitted 0.95 1.00 0.81 0.90 0.95 0.95 1.00 Satd. Flow (perm) 1770 1583 1503 3087 1770 1770 1583 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 139 51 63 36 339 2 71 876 213 74 147 91 RTOR Reduction (vph) 0 0 52 0 0 0 0 17 0 0 0 60 Lane Group Flow (vph) 0 190 11 0 377 0 0 1143 0 74 147 31 Turn Type Perm Perm Perm Perm NA Perm NA Prot Perm Perm Protected Phases 6 2 7 Permitted Phases 8 8 8 6 2 4 4 Actuated Green, G (s) 13.9 13.9 40.5 40.5 7.6 27.5 27.5 Effective Green, g (s) 13.9 13.9 40.5 40.5 7.6 27.5 27.5 Actuated g/C Ratio 0.17 0.17 0.51 0.51 0.09 0.34 0.34 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 307 275 760 1562 168 608 544 v/s Ratio Prot c0.04 v/s Ratio Perm c0.11 0.01 0.25 c0.37 0.08 0.02 v/c Ratio 0.62 0.04 0.50 0.73 0.44 0.24 0.06 Uniform Delay, d1 30.6 27.5 13.0 15.5 34.2 18.8 17.6 Progression Factor 0.97 1.51 0.88 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.7 0.1 2.2 3.1 1.8 0.2 0.0 Delay (s) 33.3 41.7 13.6 18.6 36.0 19.0 17.6 Level of Service C D B B D B B Approach Delay (s) 35.4 13.6 18.6 22.6 Approach LOS D B B C Intersection Summary HCM 2000 Control Delay 20.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 76.2% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group NE 36th at Federal/NE 2nd Ave. 7/13/2016 2020 Condition AM- Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 TWSC 4: NE 2nd St. & NE 42nd St. 8/12/2016 Intersection Int Delay, s/veh 6.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 33 2 17 22 5 33 6 124 11 288 354 3 Future Vol, veh/h 33 2 17 22 5 33 6 124 11 288 354 3 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - None - - None Storage Length - - - - - - - - - Veh in Median Storage, # - 0 - - 0 0 - 0 - Grade, % - 0 - - 0 - - 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 MvmtFlow 36 2 18 24 5 36 7 135 12 313 385 3 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 1187 1173 386 1177 1168 141 388 0 0 147 0 0 Stage 1 1013 1013 - 154 154 - - - Stage 2 174 160 - 1023 1014 - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 2.218 Pot Cap-1 Maneuver 165 192 662 168 193 907 1170 1435 Stage 1 288 316 - 848 770 - - - Stage 2 828 766 - 284 316 - - - Platoon blocked, % Mov Cap-1 Maneuver 120 138 662 126 138 907 1170 1435 Mov Cap-2 Maneuver 120 138 - 126 138 - - - Stage 1 286 228 - 842 765 - - - Stage 2 784 761 - 197 228 - - - Approach EB WB NB SB HCM Control Delay, s 37.8 25.2 0.3 3.7 HCM LOS E D Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1170 - - 165 243 1435 - HCM Lane V/C Ratio 0.006 - - 0.343 0.268 0.218 HCM Control Delay (s) 8.1 0 - 37.8 25.2 8.2 0 HCM Lane LOS A A - E D A A HCM 95th %tile Q(veh) 0 - - 1.4 1.1 0.8 NE 36th at Federal/NE 2nd Ave. 7/13/2016 2020 Condition AM- Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM Signalized Intersection Capacity Analysis 11: Federal Highway & NE 42nd St. 8/12/2016 4\ f t Movement EBL EBR NBL NBT SBT SBR Lane Configurations 19 + Traffic Volume (vph) 283 0 54 312 806 1 Future Volume (vph) 283 0 54 312 806 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 Flt Protected 0.95 0.95 1.00 1.00 Satd. Flow (prot) 1770 1770 1863 1862 Flt Permitted 0.95 0.15 1.00 1.00 Satd. Flow (perm) 1770 273 1863 1862 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 308 0 59 339 876 1 RTOR Reduction (vph) 0 0 0 0 0 0 Lane Group Flow (vph) 308 0 59 339 877 0 Turn Type Prot Perm NA NA Protected Phases 4 2 6 Permitted Phases 2 Actuated Green, G (s) 14.5 33.1 33.1 33.1 Effective Green, g (s) 14.5 33.1 33.1 33.1 Actuated g/C Ratio 0.25 0.56 0.56 0.56 Clearance Time (s) 5.5 5.5 5.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 437 154 1052 1051 v/s Ratio Prot c0.17 0.18 c0.47 v/s Ratio Perm 0.22 v/c Ratio 0.70 0.38 0.32 0.83 Uniform Delay, d 1 20.1 7.1 6.8 10.5 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.1 7.1 0.8 7.8 Delay (s) 25.2 14.2 7.6 18.3 Level of Service C B A B Approach Delay (s) 25.2 8.6 18.3 Approach LOS C A B Intersection Summary HCM 2000 Control Delay 17.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.79 Actuated Cycle Length (s) 58.6 Sum of lost time (s) 11.0 Intersection Capacity Utilization 69.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group NE 36th at Federal/NE 2nd Ave. 7/13/2016 2020 Condition AM- Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H SimTraffic Performance Report 2020 Condition AM- Build 7/20/2016 7: N Miami Ave. & NE 36th St. Performance by approach Approach EB WB NB SB All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.1 1.8 1.7 0.6 3.5 7.7 10: NE 2nd Ave./Federal Highway & NE 36th St. Performance by approach Approach EB WB NB SB All Denied Delay (hr) Total Delay (hr) 1.1 0.0 0.0 0.0 1.1 0.4 0.9 0.5 1.1 2.9 11: Federal Highway & NE 42nd St. Performance by approach Approach EB NB SB All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.1 0.4 0.2 0.4 1.0 13: NE 36th St. Performance by approach Approach EB WB SB All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.1 18: N Miami Ave. & NE 39th St. Performance by approach Approach EB WB NB SB All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.1 0.3 0.3 0.2 1.0 1.8 20: NE 38th St. & Federal Highway & NE 39th St. Performance by approach Approach EB NB SB NW All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.1 0.0 0.1 0.3 0.5 1.0 0.2 2.0 Total Network Performance Denied Delay (hr) Total Delay (hr) 1.4 17.1 NE 36th at Federal/NE 2nd Ave. SimTraffic Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 7: N Miami Ave. & NE 36th St. 8/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ++ 'Pi + r 19 44 r 11 ++ Traffic Volume (veh/h) 203 389 79 157 381 257 83 1230 169 244 757 214 Future Volume (veh/h) 203 389 79 157 381 257 83 1230 169 244 757 214 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 221 423 86 171 414 279 90 1337 184 265 823 233 Adj No. of Lanes 1 2 0 1 1 1 1 2 1 1 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 211 727 147 293 461 392 275 1509 675 217 1489 421 Arrive On Green 0.08 0.25 0.25 0.08 0.25 0.25 0.43 0.43 0.43 0.16 1.00 1.00 SatFlow,veh/h 1774 2936 592 1774 1863 1583 532 3539 1583 1774 2725 771 Grp Volume(v), veh/h 221 254 255 171 414 279 90 1337 184 265 534 522 Grp Sat Flow(s),veh/h/In 1774 1770 1758 1774 1863 1583 532 1770 1583 1774 1770 1727 Q Serve(g_s), s 11.7 18.9 19.2 10.8 32.2 24.1 17.5 52.2 11.3 12.0 0.0 0.0 Cycle Q Clear(g_c), s 11.7 18.9 19.2 10.8 32.2 24.1 17.5 52.2 11.3 12.0 0.0 0.0 Prop In Lane 1.00 0.34 1.00 1.00 1.00 1.00 1.00 0.45 Lane Grp Cap(c), veh/h 211 438 436 293 461 392 275 1509 675 217 967 943 V/C Ratio(X) 1.05 0.58 0.59 0.58 0.90 0.71 0.33 0.89 0.27 1.22 0.55 0.55 Avail Cap(c_a), veh/h 211 438 436 293 461 392 281 1550 693 217 987 963 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0.96 Uniform Delay (d), s/veh 46.5 49.5 49.7 39.3 54.6 51.5 29.7 39.7 27.9 35.4 0.0 0.0 Incr Delay (d2), s/veh 75.2 5.5 5.7 2.0 22.8 10.5 0.5 6.4 0.2 133.5 0.5 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 10.9 9.9 10.0 5.4 19.5 11.7 2.6 26.8 5.0 16.9 0.1 0.1 LnGrp Delay(d),s/veh 121.7 55.0 55.3 41.3 77.4 62.0 30.2 46.0 28.1 168.8 0.5 0.5 LnGrp LOS F E E D E E C D C F A A Approach Vol, veh/h 730 864 1611 1321 Approach Delay, s/veh 75.3 65.3 43.1 34.3 Approach LOS E E D C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 8 Phs Duration (G+Y+Rc), s 18.0 43.8 18.0 70.2 18.0 43.8 88.2 Change Period (Y+Rc), s * 6.3 6.6 6.0 * 6.3 * 6.3 6.6 * 6.3 Max Green Setting (Gmax), s * 12 35.4 12.0 * 66 * 12 35.4 * 84 Max Q Clear Time (g_c+I1), s 13.7 34.2 14.0 54.2 12.8 21.2 2.0 Green Ext Time (p_c), s 0.0 0.4 0.0 9.7 0.0 2.0 36.5 Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS 50.0 Notes NE 36th at Federal/NE 2nd Ave. 7/13/2016 2020 Condition PM- Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 7: N Miami Ave. & NE 36th St. 8/12/2016 * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. NE 36th at Federal/NE 2nd Ave. 7/13/2016 2020 Condition PM- Build Synchro 9 Report Page 2 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 18: N Miami Ave. & NE 39th St. 8/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations i 19 14 111 44 Traffic Volume (veh/h) 33 36 115 86 74 54 21 1535 140 22 645 9 Future Volume (veh/h) 33 36 115 86 74 54 21 1535 140 22 645 9 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1863 1900 1900 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 36 39 125 93 80 59 23 1668 152 24 701 10 Adj No. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 94 84 203 168 121 76 508 2122 191 261 2308 33 Arrive On Green 0.19 0.19 0.19 0.19 0.19 0.19 1.00 1.00 1.00 0.65 0.65 0.65 Sat Flow, veh/h 195 432 1045 519 625 390 736 3284 296 256 3572 51 Grp Volume(v), veh/h 200 0 0 232 0 0 23 890 930 24 347 364 Grp Sat Flow(s),veh/h/In 1671 0 0 1533 0 0 736 1770 1811 256 1770 1854 Q Serve(g_s), s 0.0 0.0 0.0 2.6 0.0 0.0 0.3 0.0 0.0 2.8 6.5 6.5 Cycle Q Clear(g_c), s 8.0 0.0 0.0 10.6 0.0 0.0 6.8 0.0 0.0 2.8 6.5 6.5 Prop In Lane 0.18 0.62 0.40 0.25 1.00 0.16 1.00 0.03 Lane Grp Cap(c), veh/h 381 0 0 365 0 0 508 1143 1170 261 1143 1198 V/C Ratio(X) 0.53 0.00 0.00 0.64 0.00 0.00 0.05 0.78 0.80 0.09 0.30 0.30 Avail Cap(c_a), veh/h 597 0 0 571 0 0 508 1143 1170 261 1143 1198 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.62 0.00 0.00 0.40 0.40 0.40 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.6 0.0 0.0 28.5 0.0 0.0 0.5 0.0 0.0 5.2 5.8 5.8 Incr Delay (d2), s/veh 0.8 0.0 0.0 0.8 0.0 0.0 0.1 2.1 2.3 0.7 0.7 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 3.9 0.0 0.0 4.6 0.0 0.0 0.1 0.7 0.7 0.2 3.3 3.5 LnGrp Delay(d),s/veh 28.5 0.0 0.0 29.3 0.0 0.0 0.5 2.1 2.3 5.9 6.5 6.5 LnGrp LOS C C A A A A A A Approach Vol, veh/h 200 232 1843 735 Approach Delay, s/veh 28.5 29.3 2.2 6.5 Approach LOS C C A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary 54.4 6.0 38.0 8.5 9.7 20.6 6.0 25.0 12.6 1.9 54.4 6.0 38.0 8.8 9.6 20.6 6.0 25.0 10.0 2.1 HCM 2010 Ctrl Delay 7.1 HCM 2010 LOS A NE 36th at Federal/NE 2nd Ave. 7/13/2016 2020 Condition PM- Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 6: N E 39th St. 8/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 19 "I+ 111 + Traffic Volume (veh/h) 50 49 83 65 115 94 31 296 57 21 109 47 Future Volume (veh/h) 50 49 83 65 115 94 31 296 57 21 109 47 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1863 1900 1900 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 54 53 90 71 125 102 34 322 62 23 118 51 Adj No. of Lanes 0 1 0 0 1 0 1 1 0 1 1 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 117 117 154 119 173 126 811 974 188 622 792 342 Arrive On Green 0.23 0.23 0.23 0.23 0.23 0.23 0.64 0.64 0.64 0.64 0.64 0.64 SatFlow,veh/h 291 521 683 309 766 559 1211 1519 292 995 1235 534 Grp Volume(v), veh/h 197 0 0 298 0 0 34 0 384 23 0 169 Grp Sat Flow(s),veh/h/In 1495 0 0 1634 0 0 1211 0 1811 995 0 1769 Q Serve(g_s), s 0.0 0.0 0.0 5.2 0.0 0.0 1.0 0.0 8.7 1.0 0.0 3.4 Cycle Q Clear(g_c), s 10.1 0.0 0.0 15.3 0.0 0.0 4.4 0.0 8.7 9.7 0.0 3.4 Prop In Lane 0.27 0.46 0.24 0.34 1.00 0.16 1.00 0.30 Lane Grp Cap(c), veh/h 388 0 0 418 0 0 811 0 1162 622 0 1134 V/C Ratio(X) 0.51 0.00 0.00 0.71 0.00 0.00 0.04 0.00 0.33 0.04 0.00 0.15 Avail Cap(c_a), veh/h 532 0 0 571 0 0 811 0 1162 622 0 1134 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.90 0.00 0.00 0.89 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 30.7 0.0 0.0 32.8 0.0 0.0 7.3 0.0 7.3 9.5 0.0 6.4 Incr Delay (d2), s/veh 1.1 0.0 0.0 2.7 0.0 0.0 0.1 0.0 0.8 0.1 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 4.4 0.0 0.0 7.3 0.0 0.0 0.4 0.0 4.5 0.3 0.0 1.7 LnGrp Delay(d),s/veh 31.8 0.0 0.0 35.5 0.0 0.0 7.4 0.0 8.1 9.7 0.0 6.7 LnGrp LOS C D A A A A Approach Vol, veh/h 197 298 418 192 Approach Delay, s/veh 31.8 35.5 8.1 7.0 Approach LOS C D A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary 63.7 6.0 49.0 10.7 1.3 26.3 6.0 29.0 12.1 3.6 63.7 6.0 49.0 11.7 1.3 26.3 6.0 29.0 17.3 2.9 HCM 2010 Ctrl Delay 19.5 HCM 2010 LOS B NE 36th at Federal/NE 2nd Ave. 7/13/2016 2020 Condition PM- Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 10: NE 2nd Ave./Federal Highway & NE 36th St. 8/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +4 ++ 19 it, 1li + ri Traffic Volume (veh/h) 183 406 140 0 482 63 184 471 79 53 222 98 Future Volume (veh/h) 183 406 140 0 482 63 184 471 79 53 222 98 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1863 1900 0 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 199 441 152 0 524 68 200 512 86 58 241 107 Adj No. of Lanes 1 2 0 0 2 0 1 1 0 1 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 2 2 2 2 Cap, veh/h 382 1279 437 0 1159 150 399 555 93 130 561 477 Arrive On Green 0.08 0.49 0.49 0.00 0.37 0.37 0.09 0.36 0.36 0.03 0.30 0.30 SatFlow,veh/h 1774 2591 885 0 3246 408 1774 1555 261 1774 1863 1583 Grp Volume(v), veh/h 199 300 293 0 293 299 200 0 598 58 241 107 Grp Sat Flow(s),veh/h/In 1774 1770 1707 0 1770 1791 1774 0 1817 1774 1863 1583 Q Serve(g_s), s 12.3 18.6 18.9 0.0 22.6 22.8 13.7 0.0 56.8 4.1 18.7 9.1 Cycle Q Clear(g_c), s 12.3 18.6 18.9 0.0 22.6 22.8 13.7 0.0 56.8 4.1 18.7 9.1 Prop In Lane 1.00 0.52 0.00 0.23 1.00 0.14 1.00 1.00 Lane Grp Cap(c), veh/h 382 874 843 0 651 659 399 0 648 130 561 477 V/C Ratio(X) 0.52 0.34 0.35 0.00 0.45 0.45 0.50 0.00 0.92 0.45 0.43 0.22 Avail Cap(c_a), veh/h 450 874 843 0 651 659 408 0 774 144 695 591 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.8 27.8 27.8 0.0 43.1 43.2 38.0 0.0 55.5 47.9 50.4 47.1 Incr Delay (d2), s/veh 1.1 1.1 1.1 0.0 2.3 2.2 0.7 0.0 15.0 2.4 0.4 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 6.1 9.3 9.1 0.0 11.5 11.7 6.7 0.0 31.3 2.1 9.7 4.0 LnGrp Delay(d),s/veh 32.9 28.8 29.0 0.0 45.4 45.4 38.7 0.0 70.5 50.3 50.8 47.3 LnGrp LOS C C C D D D E D D D Approach Vol, veh/h 792 592 798 406 Approach Delay, s/veh 29.9 45.4 62.5 49.8 Approach LOS C D E D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary 22.7 * 8.1 * 22 14.3 0.3 74.6 * 8.4 * 45 24.8 2.7 22.1 * 6.3 * 17 15.7 0.0 60.7 6.4 67.2 20.7 6.6 97.3 * 8.4 * 75 20.9 2.8 12.1 6.4 7.2 6.1 0.0 70.6 *6.4 * 77 58.8 5.4 HCM 2010 Ctrl Delay HCM 2010 LOS 46.6 Notes NE 36th at Federal/NE 2nd Ave. 7/13/2016 2020 Condition PM- Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 Signalized Intersection Summary 10: NE 2nd Ave./Federal Highway & NE 36th St. 8/12/2016 * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. NE 36th at Federal/NE 2nd Ave. 7/13/2016 2020 Condition PM- Build Synchro 9 Report Page 2 NE 42nd Street - SOP - EXHIBIT H HCM Signalized Intersection Capacity Analysis 20: NE 38th St. & Federal Highway & NE 39th St. 8/12/2016 Movement EBL2 EBL EBR2 NBL NBT NBR SBL2 SBT SBR NWL2 NWL NWR2 Lane Configurations r 4 144 11 11 r Traffic Volume (vph) 76 28 19 59 620 11 50 351 96 64 204 44 Future Volume (vph) 76 28 19 59 620 11 50 351 96 64 204 44 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.97 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 0.95 1.00 Satd. Flow (prot) 1770 1583 1851 3420 1770 1770 1583 Flt Permitted 0.95 1.00 0.91 0.82 0.95 0.95 1.00 Satd. Flow (perm) 1770 1583 1694 2828 1770 1770 1583 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 83 30 21 64 674 12 54 382 104 70 222 48 RTOR Reduction (vph) 0 0 18 0 0 0 0 14 0 0 0 29 Lane Group Flow (vph) 0 113 3 0 750 0 0 526 0 70 222 19 Turn Type Perm Perm Perm Perm NA Perm NA Prot Perm Perm Protected Phases 6 2 7 Permitted Phases 8 8 8 6 2 4 4 Actuated Green, G (s) 11.9 11.9 52.3 52.3 7.8 25.7 25.7 Effective Green, g (s) 11.9 11.9 52.3 52.3 7.8 25.7 25.7 Actuated g/C Ratio 0.13 0.13 0.58 0.58 0.09 0.29 0.29 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 234 209 984 1643 153 505 452 v/s Ratio Prot v/s Ratio Perm 0.06 0.00 v/c Ratio 0.48 0.01 Uniform Delay, d1 36.2 33.9 Progression Factor 1.18 1.00 Incremental Delay, d2 1.5 0.0 Delay (s) 44.1 34.0 Level of Service D C Approach Delay (s) 42.6 Approach LOS D Intersection Summary 0.04 c0.44 0.19 c0.13 0.01 0.76 0.32 0.46 0.44 0.04 14.2 9.7 39.1 26.3 23.3 0.72 1.00 1.00 1.00 1.00 4.1 0.5 2.2 0.6 0.0 14.3 10.2 41.3 26.9 23.3 B B D C C 14.3 10.2 29.3 B B C HCM 2000 Control Delay 18.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.71 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 87.8% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group NE 36th at Federal/NE 2nd Ave. 7/13/2016 2020 Condition PM- Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM 2010 TWSC 2: NE 42nd St. 8/12/2016 Intersection Int Delay, s/veh 27 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 Traffic Vol, veh/h 80 2 39 61 4 75 14 459 17 201 277 7 Future Vol, veh/h 80 2 39 61 4 75 14 459 17 201 277 7 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - None - - None Storage Length - - - - - - - - - Veh in Median Storage, # - 0 - - 0 0 - 0 - Grade, % - 0 - - 0 - - 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 87 2 42 66 4 82 15 499 18 218 301 8 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 1324 1290 305 1303 1285 508 309 0 0 517 0 0 Stage 1 742 742 - 539 539 - Stage 2 582 548 - 764 746 - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 4.12 Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 2.218 Pot Cap-1 Maneuver 133 163 735 138 165 565 1252 1049 Stage 1 408 422 - 527 522 - Stage 2 499 517 - 396 421 - Platoon blocked, % Mov Cap-1 Maneuver 88 120 735 102 121 565 1252 1049 Mov Cap-2 Maneuver 88 120 - 102 121 - Stage 1 401 316 - 518 513 - Stage 2 416 508 - 278 315 - Approach EB WB NB SB HCM Control Delay, s 166.2 80.6 0.2 3.9 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1252 - - 124 183 1049 - HCM Lane V/C Ratio 0.012 - - 1.061 0.832 0.208 HCM Control Delay (s) 7.9 0 - 166.2 80.6 9.3 0 HCM Lane LOS A A - F F A A HCM 95th %tile Q(veh) 0 - - 7.5 5.9 0.8 NE 36th at Federal/NE 2nd Ave. 7/13/2016 2020 Condition PM- Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H HCM Signalized Intersection Capacity Analysis 11: Federal Highway & NE 42nd St. 8/12/2016 4\ f t Movement EBL EBR NBL NBT SBT SBR Lane Configurations 19 + Traffic Volume (vph) 198 0 119 620 351 4 Future Volume (vph) 198 0 119 620 351 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 Flt Protected 0.95 0.95 1.00 1.00 Satd. Flow (prot) 1770 1770 1863 1860 Flt Permitted 0.95 0.52 1.00 1.00 Satd. Flow (perm) 1770 972 1863 1860 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 215 0 129 674 382 4 RTOR Reduction (vph) 0 0 0 0 0 0 Lane Group Flow (vph) 215 0 129 674 386 0 Turn Type Prot Perm NA NA Protected Phases 4 2 6 Permitted Phases 2 Actuated Green, G (s) 11.5 30.5 30.5 30.5 Effective Green, g (s) 11.5 30.5 30.5 30.5 Actuated g/C Ratio 0.22 0.58 0.58 0.58 Clearance Time (s) 5.5 5.5 5.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 384 559 1072 1070 v/s Ratio Prot c0.12 c0.36 0.21 v/s Ratio Perm 0.13 v/c Ratio 0.56 0.23 0.63 0.36 Uniform Delay, d1 18.5 5.5 7.5 6.0 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.8 1.0 2.8 0.9 Delay (s) 20.3 6.5 10.3 7.0 Level of Service C A B A Approach Delay (s) 20.3 9.7 7.0 Approach LOS C A A Intersection Summary HCM 2000 Control Delay 10.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.61 Actuated Cycle Length (s) 53.0 Sum of lost time (s) 11.0 Intersection Capacity Utilization 52.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group NE 36th at Federal/NE 2nd Ave. 7/13/2016 2020 Condition PM- Build Synchro 9 Report Page 1 NE 42nd Street - SOP - EXHIBIT H SimTraffic Performance Report 2020 Condition PM- Build 7/20/2016 7: N Miami Ave. & NE 36th St. Performance by approach Approach EB WB NB SB All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.2 2.3 3.0 4.1 3.2 12.6 10: NE 2nd Ave./Federal Highway & NE 36th St. Performance by approach Approach EB WB NB SB All Denied Delay (hr) Total Delay (hr) 0.5 0.0 0.0 0.0 0.5 0.3 0.9 2.4 0.6 4.3 11: Federal Highway & NE 42nd St. Performance by approach Approach EB NB SB All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.1 0.3 0.1 0.5 13: NE 36th St. & NE 2nd Ave. Performance by approach Approach EB WB SB All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.1 18: N Miami Ave. & NE 39th St. Performance by approach Approach EB WB NB SB All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.0 0.3 0.3 1.7 0.2 2.5 20: NE 38th St. & Federal Highway & NE 39th St. Performance by approach Approach EB NB SB NW All Denied Delay (hr) Total Delay (hr) 0.0 0.0 0.0 0.0 0.0 0.2 0.4 0.3 0.4 1.3 Total Network Performance Denied Delay (hr) Total Delay (hr) 0.8 22.0 NE 36th at Federal/NE 2nd Ave. SimTraffic Report Page 1 NE 42nd Street - SOP - EXHIBIT H IINTB EXHIBITS EXHIBIT D NE 42nd Street - SOP - EXHIBIT H 95 e LEGEND X,XXX (X,XXX) AM (PM) Peak Hour Turning Movement Count X,XXX AM Peak Hour Link Volume (X,XXX) PM Peak Hour Link Volume © Signalized intersection NE 39t^ St NE 38t^ 5 N (NTS) MIA' MI DESIGNNE 36th St. and NE 42nd St. FIST'{ICT NM 1 Distribution of SBR2 Volumes Figure 1 NE 42nd Street - SOP - EXHIBIT H 95 e LEGEND X,XXX (X,XXX) AM (PM) Peak Hour Turning Movement Count X,XXX AM Peak Hour Link Volume (X,XXX) PM Peak Hour Link Volume © Signalized intersection 0 NE 39t^ St NE 38t^ 5 N (NTS) MIA' MI DESIGNNE 36th St. and NE 42nd St. FIST'{ICT Distribution of EBL2 Volumes Figure • 2 NE 42nd Street - SOP - EXHIBIT H LEGEND X,XXX (X,XXX) AM (PM) Peak Hour Turning Movement Count X,XXX AM Peak Hour Link Volume (X,XXX) PM Peak Hour Link Volume © Signalized intersection NE 39t^ St + 8 (16)-A 16 (38) +24 (60) +10 (24) -N +23 (55) ir +15 (36) NE 38t^ 5 F + 29 (69) NE 29t^ St NE 42°d 5 MIA' MI DESIGNNE 36th St. and NE 42nd St. FIST'{ICT NE 42nd Street - SOP - EXHIBIT H 95 e LEGEND X,XXX (X,XXX) AM (PM) Peak Hour Turning Movement Count X,XXX AM Peak Hour Link Volume (X,XXX) PM Peak Hour Link Volume © Signalized intersection NE 39t^ St N. Miami Ave NE 38t^ 5 NE 29t^ St +16 (24) r N (NTS) MIA' MI DESIGNNE 36th St. and NE 42nd St. FIST'{ICT NE 42nd Street - SOP - EXHIBIT H 95 e LEGEND X,XXX (X,XXX) AM (PM) Peak Hour Turning Movement Count X,XXX AM Peak Hour Link Volume (X,XXX) PM Peak Hour Link Volume © Signalized intersection NE 39t^ St N. Miami Ave NE 38t^ 5 NE 29t^ St (NTS) MIA' MI DESIGNNE 36th St. and NE 42nd St. FIST'{ICT NE 42nd Street - SOP - EXHIBIT H 95 e LEGEND X,XXX (X,XXX) AM (PM) Peak Hour Turning Movement Count X,XXX AM Peak Hour Link Volume (X,XXX) PM Peak Hour Link Volume © Signalized intersection NE 39t^ St N. Miami Ave NE 38t^ 5 NE 29t^ St 1 + 4 (3) r N (NTS) MIA' MI DESIGNNE 36th St. and NE 42nd St. FIST'{ICT NE 42nd Street - SOP - EXHIBIT H 95 e LEGEND X,XXX (X,XXX) AM (PM) Peak Hour Turning Movement Count X,XXX AM Peak Hour Link Volume (X,XXX) PM Peak Hour Link Volume © Signalized intersection NE 39t^ St 1 r N (NTS) MIA' MI DESIGNNE 36th St. and NE 42nd St. FIST'{ICT Distribution of SEBT Volumes Figure • 7 NE 42nd Street - SOP - EXHIBIT H Exhibit "I" =C Florida East Coast RAILWAY Joseph (Leslie) Schonder Public Projects Engineer 7150 Phillips Highway Jacksonville, FL 32256 File: PL1/39/4624 April 8, 2020 Subject: NEW GRADE CROSSING NE 42nd STREET, MILEPOST PL1.89 (+4624'), FDOT# TBA LICENSE AGREEMENT Valentine Onuigboh, P.E., Construction Manager City of Miami Office of Capital Improvements. Miami Riverside Center 444 SW 2nd Avenue, 8th Floor Miami, FL 33130 Dear Mr. Onuigboh: Please find enclosed the FEC Railway project License Agreement and associated exhibits to cover the construction and future maintenance of the proposed public at -grade crossing. Please print (2) original copies of this file and have both agreement originals, complete with all exhibits, fully executed by the City, and return both (2) Originals (City Executed) to my office for FEC Railway to complete the final execution and date on these. FEC Railway will then complete the final execution of both, and send (1) Fully Executed original back to the City for your file records. Thank you for your continued cooperation and should you have any questions or comments, I can be reached at (904) 279-3196. Sincerely, Joseph (Leslie) Schonder Public Projects Engineer Enclosures: License Agreement Exhibit A: License Area and Crossing Site Exhibit B: Railroad Cost Estimate Exhibit C: Schedule of Annual Cost of Automatic Highway Grade Crossing Traffic Control Devices Exhibit D: Florida East Coast Railway L.L.C. Insurance Requirements NE 42nd Street - SOP - EXHIBIT I LICENSE AGREEMENT THIS LICENSE AGREEMENT, effective as of the day of , 2020, is between FLORIDA EAST COAST RAILWAY, L.L.C. (Address: 7150 Philips Highway, Jacksonville, Florida 32256), a Florida Limited Liability Company, hereinafter called "RAILWAY" and the CITY OF MIAMI, a political subdivision of the State of Florida, hereinafter called "CITY". WITNES SETH: WHEREAS, the CITY desires to construct, use, maintain, repair, renew and ultimately remove an at -grade public road crossing across and over the tracks, right-of-way and property of RAILWAY, at the RAILWAY'S Milepost PL1.89 (+4624'), N.E. 42nd Street, Inventory number 273XXXA more particularly described in Exhibit "A" attached hereto and incorporated herein by reference, hereinafter referred to as the "CROSSING SITE"; and WHEREAS, RAILWAY is agreeable to permitting the CITY to construct, use, maintain, repair, renew, and ultimately remove the CROSSING SITE under the terms and conditions set forth herein. NOW, THEREFORE, for the covenants contained herein and other good and valuable consideration, the parties agree as follows: 1. RAILWAY hereby permits the CITY to construct use, maintain, repair, renew, and ultimately remove the CROSSING SITE under the terms and conditions set forth herein. 2. The CROSSING SITE includes but is not limited to, the track structure, any railroad crossing warning signs, crossing surfaces and automatic crossing warning devices which are, or might be, located within or adjacent to the above -described location, provided that, the construction of the CROSSING SITE shall be done by RAILWAY as provided in this License Agreement ("Agreement") and further provided that, notwithstanding rights to the CITY granted herein, RAILWAY reserves the right to perform all work required on RAILWAY'S property including construction, drainage, lighting and vegetation management, Page 12 NE 42nd Street - SOP - EXHIBIT I in which event CITY shall pay the RAILWAY the entire cost and expense of labor, materials and equipment furnished by RAILWAY in performing such work. The status of the CITY is that of a licensee and not lessee, granting the CITY the right to use the CROSSING SITE as specified herein. 3. The CROSSING SITE shall be used for public at -grade road crossing purposes only and no utility, including telecommunications facilities, pipes, wires, cables; or other line or structure shall be placed in, on or over the CROSSING SITE without the previous consent in writing of the RAILWAY. CITY further agrees that it will at all times keep the CROSSING SITE, together with the additional portions of the RAILWAY'S right-of-way within 325 feet of the easterly and westerly limits or boundaries of the CROSSING SITE clear of any vegetation or other growth greater than two (2) feet in height on each side of the tracks at the sole expense of the CITY and without cost to RAILWAY or lien upon RAILWAY'S property. 4. This Agreement is for an initial term of one (1) year and shall continue in effect thereafter from year to year, subject to termination by the RAILWAY or CITY upon sixty (60) days prior written notice. 5. CITY shall pay an annual license fee in advance to RAILWAY of $6,000.00 (Six Thousand Dollars), for use of the CROSSING SITE. The license fee shall be increased each year on the anniversary date of this Agreement, commencing on the anniversary date of the second year of this Agreement, by the product of the annual license fee in effect for the preceding year multiplied by one hundred percent (100%) of the percentage increase, if any, in the Consumer Price Index, (1967=100), issued by the Bureau of Labor Statistics of the U.S. Department of Labor ("CPP"), or 3%, whichever is greater. The base CPI will be the CPI for the June of the year preceding the applicable anniversary date of this Agreement. No adjustment will be made for decreases in the CPI. 6. The provisions and stipulations of this Agreement are a part of the consideration of the licensing of the CROSSING SITE, and in the event the CITY shall fail to comply with any of the covenants and conditions, then, at the option of the RAILWAY, this Agreement shall be terminated with full legal rights Page 13 NE 42nd Street - SOP - EXHIBIT I and remedies retained by the RAILWAY, including but not limited to the right to reenter, repossess, and remove the CROSSING SITE at the expense of the CITY if the RAILWAY shall elect to do so. 7. The CITY shall grant forthwith to the RAILWAY necessary permits for the installation, construction, erection, repair and maintenance of any of the RAILWAY -owned or maintained facilities described in this Agreement. If the CITY fails to promptly grant the RAILWAY necessary permits, CITY shall bear all additional expense incurred by the RAILWAY attributable to such failure, including costs due to slow ordering of trains. CITY shall promptly pay such amounts upon billing by the RAILWAY. 8. The CITY shall be responsible for all cost for installation, construction, maintenance, replacement and removal of all facilities at the CROSSING SITE, including but not limited to the track structure, any railroad crossing warning signs, crossing surfaces and automatic crossing warning devices, whether performed by the CITY or RAILWAY, shall be the sole responsibility of the CITY. 9. The RAILWAY shall install the warning devices, including the fixed signs, flashing lights, bells and gates (collectively the "WARNING DEVICES") in accordance with FDOT index drawing No. 17882, at the CROSSING SITE at the sole cost of the CITY. The WARNING DEVICES are a Type IV Class III installation as defined in the Florida Department of Transportation Schedule of Signal Installations by Type and Class attached hereto as Exhibit "C". Installation costs are estimated to be $486,700.00 as shown on the estimates for signal installation attached hereto as Exhibit "B" and incorporated by reference. In addition, CITY shall pay 100% annually of the annual cost of maintenance of said WARNING DEVICES as provided in the Florida Department of Transportation's SCHEDULE OF ANNUAL COST OF AUTOMATIC HIGHWAY GRADE CROSSING TRAFFIC CONTROL DEVICES, as may in the future be revised or amended, a copy of which is attached hereto as Exhibit "C" and incorporated herein by reference. The WARNING DEVICES will be owned by the RAILWAY and shall remain at the CROSSING SITE until the RAILWAY decides that they are no longer needed or should be replaced, or until other legal requirements are imposed which shall eliminate or substantially change their operations. Page 14 NE 42nd Street - SOP - EXHIBIT I 10. The RAILWAY shall install a new 48.75' wide Omni concrete grade crossing surface (the "SURFACE') along with other improvements as shown on the drawing, attached hereto as part of Exhibit "A", in accordance with Florida Depaitiiient of Transportation Standard Specifications for Road and Bridge Construction, Index No. 560, as may be amended, at the sole cost of CITY. Installation costs are estimated to be $170,541.95 as shown on the estimates for crossing installation attached hereto as Exhibit "B" and incorporated by reference. When the RAILWAY determines that the replacement of the SURFACE is more economical than its continued maintenance, the RAILWAY shall have the exclusive option to replace the SURFACE with a comparable or improved structure. The replacement costs of the new SURFACE shall be the sole responsibility of the CITY. The CITY shall, at its sole expense, maintain and replace the remainder of the road inside the RAILWAY' S right-of-way, plus any paving which may be located between the ends of the ties. If such work is required due to replacement of the SURFACE, the CITY shall perform such work in accordance with the time and operational requirements of RAILWAY. The CITY will give prior notice to RAILWAY of all work to be performed by it at or near the CROSSING SITE and no such work shall be performed by CITY without the prior approval of RAILWAY. All work performed by the CITY shall be conducted at such times and in such manner as to not interfere or impede the operations of RAILWAY. The RAILWAY shall provide a construction watchman at said CROSSING SITE while work is being performed by the CITY under the provisions of this Agreement, at the sole expense of the CITY. 11. The CITY agrees, acknowledges, and understands that the RAILWAY reserves the right to make any changes at any future time in its existing tracks or other facilities, including the installation, maintenance, and operation of any additional track or tracks or other facilities on its right-of-way at the CROSSING SITE. The CITY agrees to bear the total expense of any changes or additions to the pavement and traffic signal devices, the SURFACE, the WARNING DEVICES or other railroad signalization equipment or new structure at the CROSSING SITE, whether these changes or additions are required by Page 15 NE 42nd Street - SOP - EXHIBIT I law or order of any public or judicial authority, done voluntarily by the RAILWAY, or requested by the CITY. 12. The CITY agrees that it will install, maintain, and replace all necessary drainage facilities to prevent the accumulation of surface water due to the existence of the CROSSING SITE. Such facilities must first be approved by the RAILWAY and any governing bodies having jurisdiction thereof and operation of the facilities shall also be subject at all time to their approval. An additional license agreement may be required by the RAILWAY, depending upon the location of such drainage facilities and type, size, depth and other specifications of the proposed facilities, as submitted to the RAILWAY. 13. Lighting facilities adequate to comply with the requirements of the laws of the State of Florida covering illumination of the road crossing shall be installed, maintained, and replaced at or near this CROSSING SITE by and at the sole cost of CITY. 14. Facilities at or near the CROSSING SITE that are not specifically covered by this Agreement, including but not limited to pedestrian walkways, may not be constructed by CITY at or near the CROSSING SITE without the prior written approval of RAILWAY, which approval is in RAILWAY'S sole discretion. The cost and liability for facilities constructed by the CITY, and facilities constructed as part of and for the purpose of the CROSSING SITE, including but not limited to claims for personal injury or death or damage to property of any person or persons whomsoever, shall be the sole responsibility of the CITY. 15. If at any time RAILWAY, at CITY' S request, performs work required to be performed by CITY hereunder, the cost and liability for such work, including but not limited to claims for personal injury or death or damage to property of any person of persons whomsoever, shall be the sole responsibility of CITY. City's liability will be governed by the limitations and to the extent provided in section 768.28, of the Florida Statutes. Page 16 NE 42nd Street - SOP - EXHIBIT I 16. The CITY further covenants to pay the RAILWAY, within thirty (30) days after presentation of the same, all bills submitted by RAILWAY including maintenance bills as set forth in Paragraph 9 above and all bills for electricity for the CROSSING SITE if same are provided by RAILWAY. 17. At the termination of this Agreement for any cause, or upon termination of the CITY' S use of the CROSSING SITE as herein described, all rights of the CITY shall terminate and the CITY shall remove, under the RAILWAY'S supervision and direction, at CITY'S entire cost and expense, said road and all non -RAILWAY -owned improvements placed upon the RAILWAY'S right-of-way and restore the ground to its original condition. 18. The CITY shall indemnify, defend, and hold harmless RAILWAY for assessments or other charges of any kind whatsoever against the RAILWAY at any time for any portion of public improvements installed on or within two hundred (200) feet of the CROSSING SITE arising out of the existence of the CROSSING SITE. 19. The CITY shall not in any way, or at any time, interfere with or obstruct RAILWAY'S right-of- way, the movement of RAILWAY'S trains and other railroad operations, or interfere with the RAILWAY'S use thereof, or the use thereof by RAILWAY'S assigns, invitees, lessees or licensees. 20. The CITY shall indemnify, defend and hold harmless RAILWAY its affiliates, officers, directors and employees from any and all suits, claims, liability, losses, damages, expenses and costs (including reasonable attorney's fees) incurred by or asserted against RAILWAY whether for personal injury or death or damage to property of any person or persons whomsoever, relating to, resulting from or arising out of the construction, installation, maintenance or replacement of the CROSSING SITE by RAILWAY, the performance of work by RAILWAY required to be performed by CITY hereunder, or the use of the CROSSING SITE or CITY facilities, including but not limited to pedestrian walkways, at or near the CROSSING SITE and regardless of whether such injury or damage is caused or alleged to be caused, Page 17 NE 42nd Street - SOP - EXHIBIT I in whole or in part, by the negligence of RAILWAY. Notwithstanding the foregoing, the CITY shall have no indemnification obligation for the intentional, wrongful acts or gross negligence of RAILWAY. The CITY will include in any contract which it may let for the whole or part of any work to be performed hereunder by or for the CITY, each and every one of the terms and conditions included on the document entitled "FLORIDA EAST COAST RAILWAY, L.L.C. INSURANCE REQUIREMENTS" attached hereto and made a part hereof as Exhibit "D". 21. (A) CITY, at its own cost and expense, when performing any work in connection with the CROSSING SITE shall request RAILWAY to furnish any necessary construction watchmen for the protection of RAILWAY'S employees, property and train operations. RAILWAY shall be notified at least one (1) week in advance of the performance of any work in connection with the CROSSING SITE. (B) In addition to, but not in limitation of any of the foregoing provisions, if at any time RAILWAY should deem it necessary to place construction watchmen for the protection of any person or property, during the construction, maintenance, repair, alteration, renewal, or removal at the CROSSING SITE, RAILWAY shall have the right to place such construction watchmen, or other persons at the sole cost and expense of the CITY. Upon receipt of a bill from RAILWAY, CITY shall promptly pay RAILWAY the full cost and expense of such construction watchmen. The furnishing or failure to furnish construction watchmen, or other persons by the RAILWAY under this paragraph, however, shall not release CITY from any and all other liabilities assumed by CITY under the terms of this Agreement, including its obligations under Paragraph 20 hereof The CITY shall give the RAILWAY one (1) week's advance written notice when it or its contractor or anyone claiming under this Agreement proposes to enter upon the CROSSING SITE to perform work under this Agreement in order that proper warning may be provided for trains. In emergency situations the CITY shall give the RAILWAY telephonic notice. The CITY further agrees that at all times its personnel or agents are on the property of the RAILWAY, they will be accompanied by a RAILWAY representative, and if required by RAILROAD, CITY employees, or their Page 18 NE 42nd Street - SOP - EXHIBIT I designated representatives, will complete RAILROAD' S On -Track Workers Training course, and any cost involved will be borne by the CITY. 22. After the SURFACE and WARNING DEVICES have been installed and all other work to be performed by the RAILWAY under this Agreement has been completed and found to be in satisfactory working order by the RAILWAY, the RAILWAY shall furnish to the CITY an invoice showing the final total cost of material, labor and equipment furnished by the RAILWAY, in accordance with the estimate of said cost to the CITY to be $781,241.95 set forth in Exhibit "B" and CITY shall pay such invoice no later than thirty (30) days from the date thereof. 23. Installation, maintenance and replacement of any and all railroad advance warning signs and pavement markings on any road approaching the CROSSING SITE shall be the sole responsibility and cost of the CITY, and at its sole expense. 24. The CITY shall promptly pay RAILWAY all charges for replacement, repair or otherwise of the track structure, SURFACE and WARNING DEVICES within thirty (30) days of the date of invoice. Failure to promptly pay to RAILWAY amounts billed as due under this Agreement shall constitute default by the CITY. 25. The CITY hereby acknowledges that it has been notified that its personnel will or may be working in an area containing active fiber-optic transmission cable as well as other cables and other facilities. 26. If any provision or provisions of this Agreement shall be held to be invalid, illegal or unenforceable, the validity, legality and enforceability of the remaining provisions shall not in any way be affected or impaired thereby. 27. This Agreement will be governed by the laws of the State of Florida. It constitutes the complete and exclusive statement of the Agreement between the parties which supersedes all proposals, oral or Page 19 NE 42nd Street - SOP - EXHIBIT I written, and all other communications between the parties related to the subject matter of this Agreement. Any future change or modification of this Agreement must be in writing and signed by both parties. 28. It is understood by and between the respective parties hereto that this License Agreement cancels and supersedes any other License Agreements between the RAILWAY and CITY with respect to the matters contained herein. [The Remainder if this page intentionally left Blank] Page 110 NE 42nd Street - SOP - EXHIBIT I IN WITNESS WHEREOF, the RAILWAY and the CITY have caused this instrument to be executed in their corporate names and respective seals to be hereunto affixed in duplicated the day first hereinafter written by their undersigned official's thereunto lawfully authorized. Signed, sealed and Delivered FLORIDA EAST COAST RAILWAY, L.L.C., in the presence of: a Limited Liability Company Witnesses as to RAILWAY By: (Seal) ATTEST: Assistant Secretary DATE: Signed, sealed and Delivered CITY OF MIAMI, a political subdivision of the in the presence of: State of Florida By: (Seal) ATTEST: Witnesses as to CITY DATE: Assistant Secretary Page 111 NE 42nd Street - SOP - EXHIBIT I LICENSE AREA September 3, 2019 File: PL1/39/4624 N.E. 42ND STREET — MP PL1.89 (+4624') — FDOT # TBA A PARCEL OF LAND OF UNIFORM WIDTH ON PROPERTY OF THE FLORIDA EAST COAST RAILWAY LOCATED AT THE PROPOSED NE 42" d STREET IN MIAMI, FL WITH LONGITUDINAL CENTERLINE OF SAID PARCEL BEING LOCATED 4624 FEET SOUTHERLY FROM THE RAILWAY'S MAINLINE MILE POST NO. PL1 AS MEASURED FROM JACKSONVILLE, FLORIDA, SAID PARCEL BEING 50 FEET NORTHERLY AND 50 FEET SOUTHERLY ON EITHER SIDE AND PARALLEL TO THE ROADWAY CENTERLINE, AND EXTENDING THE WIDTH OF THE RAILWAY RIGHT OF WAY BEING 100 FEET IN TOTAL WIDTH (50 FEET EASTERLY AND 50 FEET WESTERLY FROM THE CENTERLINE OF THE MAINLINE TRACK, ALL AS SHOWN ON THE ATTACHED DRAWING NO. XXXXXXA.DGN, REVISED SEPTEMBER 15, 2019 ATTACHED HERETO AND MADE A PART HEREOF. EXHIBIT "A" NE 42nd Street - SOP - EXHIBIT I 1118/HXX - dOS - Jee S PuZ47 3N «V„ 1I8I HX3 RR NORTN TOJNG00NY[4E ETA 1Et Wt,T RR SOUTH TO RING i .Br Tr IV no SR MAIN IN, asr .. \ TE ` ` ` `wnrr ` TRAVEL-WAYCEMTERUNE J 1 (NE%�IDST°REETCT tta TERLINE NNN I IN9TOADWAY AGENCY SCONFlGURATroX RB eECT1ONE ALLEDp L:OEEW lial ,ED WARgMOOEVIGIBETBACNS AND TO DEA OLE00x BA RERIXALL0YA0RANTS (AS PREFERRED BY FEC RAILWAY) __.____ _.._..__._.._I .._._. �•_• .. B" i ALLXEWT WTIRITIRON Oiq' LO P biDF�GM8 w66MOxw ) - A F 9 WOTALLNEW TYPE III ClAa.9W STANDARD LEO WroRMHGOEVICESWITHAODIDOXALOHEWAY A� �' I I 'E GATEGATE OATEN S GHT90N 9HORTARM EMEH90NA93HOWN.' . Z I •- E I I TE •4.T@ti PFSDTESTRAN LEOW2alt D6VIC�E9999xOWN.I ti ' j I —NB t4MOE__—_—_—_--_—___—_—_—_—_—_—_—_—_—_—_—_—_—_—_I—.—_—_—_— SM SI 1M -_ _-1-_-_-_=_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-ITflQRE1CWR)— INSTALL NEW OMNI TYPE rtnAxeu a S.0 1 j -=r-->—___-- BB MWNLINE--_—_—_—_—_—_—_—__. ___.—_--_—_-- 9E'MY� IOU — —-— —_—_—__—_—_—_—_—_—_—_—_—_—_---_—___ _—___-10SOPE(CM — T I mi. yyGWSN BTANOARO , IED WARNMGOEVN:El N GI' LED WARI GDwool• =TALL PEW TYPE sWMP STANDARD GOT AT OaY Inc FORCES IWM ADDITIONAL ONE-WAYsgELIGHTB AB SHOWN. 7d j q, l GAt&Mt EIawR GATE AND AODDg11AL DNEAYAT mceWXBNSNOWm. IvoRr LFWAD 9k'T011T 9) N e r$� �: ° �_POLE Ot 3ta ® ,YROAONAY TORCEE ..—Ro1Era Nt ! INSTALRMEW TYPE, OLABEW 1/4.1) . 'EE N�FEL µIEn WAM1NNOOE'WCESAO SHOWN. NE NPD STREET La LEG CAT09 ORGATE-ROADWAY ENTRAMCFFEOEBIRW11 �— cOTI1O ]S ROADWAY ENTRANCEIEx12311rSG.... P 1~ �ROMA ATE. IP(ROADWAYD) Eno -_ _ --- RoAnwAY GATE11611•WEDEBTRIANI__- LEGEND REVISIONS DR: MAU. ( FLORIDA EAST COAST RAILWAY FILE - OVERHEAD POWER - - - - - UNGIMIGROUND SANITARY OMER - = UNDERGROUND POWER - UNDERGROUND STORM SEWER DES: A,1MIP OFFICE OF THE CHIEF ENGINEER DESIGN d CIFSTRUCTEON GRADE CROSS_ INC IMPROVEMENTS MIAMI. IMWL-DAOE).R NE00 VSTREEf(PROP,) MR PDOL OOREM T®1-101 CHIC RR/TJF DRAWING NO. HEAD -OVERCOMM. = TO BE REMOVED • MU ROPOEED ORVE0XG LAYOUT FEET 0 ID 20 LASER lED.O()I 0000/tont DATE: OBGBIO EFL 10F 4 UNDERGROUND UNE DOT# : New Crossing EC Florida East Coast RAILWAY Estimate No.: New Crossing - 03/26/2020 Florida East Coast Railway (FEC) MIAMI, (Dade), FL NE 42nd Street NEW CROSSING RAILROAD # : 2288405 RR MP.: PL1.89 (+4624') XORAIL# : 109259 Summary CROSSING. WARNING SYSTEM (Includes all design, requisition, labor, materials, shop wiring, and installation) Crossing Warning System Design, Material, Shop Wiring, Field Install/Test Labor, AIS. Fiber Optic Network Handholes, Bore, Splice, Markers, Terminations, Hot Cut, Survey, AIS PTC Network - Programming and Dispatch Control for new location on PTC System $441, 700.00 $30,000.00 $15,000.00 $486,700.00 CROSSING SURFACE/RESURFACE $170,541.95 TRACK GRADE AND REHABILITATION $85,000.00 (Includes all design, requisition, labor, materials, and installation) 5. Port Lead Setout - Switch Relocation to North (out of Crossing Location) RAILROAD ENGINEERING $7,500.00 (Includes RAILROAD Labor for Reviewing Engineering Authorizations, Field Inspections and Administrative Labor) PRELIMINARY ENGINEERING (Phase 1) $19,000.00 AGREEMENTS & APPROVALS (Phase 2) $5,000.00 (Includes CONTRACT Labor for all Engineering, Agency Coordination, and Project Management) CONSTRUCTION ENGINEERING (Phase 3) $10,000.00 CONSTRUCTION ENGINEERING INSPECTION (CEI) $7,500.00 (Estimated Construction Engineering Inspection cost based on 5 days @ $1500 per day) AC POWER SERVICE $5,000.00 (Includes all Power Service Charges not included in other costs) OTHER {Description Required) -$15,000.00 Pre -Paid - Preliminary Engineering App/Fees - Paid Ck.# 1249453 (Dated 05/10/2019) -$15,000.00 (Includes all design, requisition, labor, materials, and installation) (Includes CONTRACT Labor for all Engineering, Agency Coordination, and Project Management) (Includes CONTRACT Labor for all Engineering, Agency Coordination, and Project Management) TOTAL ESTIMATE COST 5781,241.95 (USD) DATE: 03/26/2020 RESPONSIBLE PARTY: Name: City of Miami Number: TBA Contact: Mr. Octavio Marin NOTE : This Estimate has been prepared based on site conditions, anticipated work duration periods, material prices, labor rates, manpower, resource availability, and other factors known as of the date prepared. The actual cost for Railroad work may differ based upon the agency's requirements, their contractors work procedures, and/or other conditions that become apparent once construction commences or during the progress of the work. If any extended time elapses from the date of this Estimate, the Railroad will reserve the right to update the estimate to current price values, and require agency's approval before any work by Railroad will commence. PRELIMINARY ESTIMATE EXHIBIT "B" NE 42nd Street - SOP - EXHIBIT I SCHEDULE OF ANNUAL COST OF AUTOMATIC HIGHWAY GRADE CROSSING TRAFFIC CONTROL DEVICES Annual Maintenance Cost Exclusive of Installation CLASS DESCRIPTION COST* I 2 Quadrant Flashing Signals — One Track $2,386.00 II 2-Quadrant Flashing Signals — Multiple Tracks $3,158.00 III 2-Quadrant Flashing Signals and Gates — One Track $3,600.00 IV 2-Quadrant Flashing Signals and Gates — Multiple Tracks $4,520.00 V 3 or 4-Quadrant Flashing Signals and Gates — One Track $7,116.00 VI 3 or 4-Quadrant Flashing Signals and Gates — Multiple Tracks $8,930.00 AUTHORITY: FLORIDA ADMINISTRATIVE RULE: 14-57.011 Public Railroad- Highway Grade Crossing Costs F. A. RULE EFFECTIVE DATE: July 22, 1982 GENERAL AUTHORITY: 334.044, F. S. SPECIFIC LAW IMPLEMENTED: 335.141, F. S. *This schedule was effective July 1, 2016, and will be reviewed every 5 years and revised as appropriate based on the Consumer Price Index for all Urban Consumers published by the U.S. Department of Labor. EXHIBIT "C" NE 42nd Street - SOP - EXHIBIT I FLORIDA EAST COAST RAILWAY, L.L.C. INSURANCE REQUIREMENTS A. Liability Insurance. During the Term of this Contract, Contractor shall purchase and maintain: (i) Commercial General Liability Insurance ("CGL"), with contractual liability covering obligations assumed in this Contract (including any agreements entered into between the parties pursuant hereto) by Contractor, providing for available limits of not less than $6,000,000 single limit, bodily injury and/or property damage combined, for damages arising out of bodily injuries to or death of all persons in each occurrence and for damage to or destruction of property, including the loss of use thereof, in each occurrence, including Federal Employers Liability Act claims ("FELA") against the FECR, or other liability arising out of or incidental to railroad operations; (ii) at FECR's option, Contractor will obtain a policy of Railroad Protective Liability with liability limits of $2,000,000 per occurrence, $6,000,000 aggregate with FECR as the only named insured.(iii) Statutory Workers' Compensation, Employer's Liability Insurance with available limits of not less than $1,000,000 and Occupational Disease Insurance; (iv) if any motor vehicles are used in connection with the Services to be performed hereunder (or in connection with any agreements entered into between the parties pursuant hereto), Business Automobile Liability Insurance with limits of not less than $1,000,000 single limit, bodily injury and/or property damage combined, for damages to or destruction of property including the loss of use thereof, in any one occurrence; and (v) if professional services are being rendered by Contractor, Professional Liability coverage in an amount not Tess than $1,000,000. If, in FECR's opinion, a higher limit of liability is necessary for any insurance policy required hereunder, FECR shall so notify Contractor and Contractor shall, within thirty (30) days of receipt of such notice, provide a copy of the endorsement to the appropriate policy increasing the liability coverage to the required limit. Such insurance will include a minimum of two years' tail coverage necessary to cover claims occurring during the Term but which may not be brought until after termination of this Contract. B. Policy Requirements. All insurance required hereunder shall be affected by valid and enforceable policies issued by insurer(s) of financial responsibility and authorized to do business in all necessary states, all subject to the reasonable prior approval of FECR. Contractor's liability insurance policies shall name FECR, its parent, affiliates and subsidiaries as additional insureds and will not have any exclusion for liability relating to railroad operations or contractual liability for construction or demolition within fifty (50) feet of FECR's tracks by endorsement. Contractor's Workers' Compensation and property insurance policies shall include waivers of subrogation rights endorsements in favor of FECR. All policies shall contain a provision for thirty (30) days' written notice to FECR prior to any expiration or termination of, or any change in, the coverage provided. Contractor shall provide FECR with at least thirty (30) days' written notice prior to such expiration, termination or change in any insurance coverage. Insurance Company must be issued by a casualty company/insurance company authorized to do business in the State of Florida that has a "Best's" rating of A or A+ and a financial category size of Class XII or higher. Prior to any entry upon FECR property pursuant to this Contract and upon FECR's request thereafter, Contractor shall provide or shall cause its insurer or insurance agent to provide FECR with a certificate of insurance certifying the liability insurance policies in effect for the Term of this Contract. The liability assumed by Contractor under this Contract, including, but not limited to, Contractor's indemnification obligations, shall not be limited to the insurance coverage stipulated herein. EXHIBIT "D" NE 42nd Street - SOP - EXHIBIT I Exhibit "J" RICK SCOTT GOVERNOR FDDTk Florida Department of Transportation 1000 NW 1111' Avenue ERIK THIBAULT SECRETARY Miami, Florida 33172-5800 June 10, 2019 Mr. Gaspar Miranda, M.S., P.E., Senior Professional Engineer, Roadway Engineering and Right of Way Division Department of Transportation and Public Works (DTPW) 111 N.W. 1st Street, Suite 1510 Miami, Florida 33128-1970 RE: Executed Copies Agreement between Miami Dade County and Florida Department of Transportation for intersection improvement at SR 25/NE 36th and NE 2nd Ave. FM:442766-1-58-01 Dear Mr. Marin: Please, find enclosed two (2) executed originals of the subject project funded by Florida Department of Transportation. If you have any questions, please do not hesitate to contact this office at 305-470-5333. Sincerely, na o uero Rail/Intermodal Programs Administrator Florida Department of Transportation — District 6 cc: Alice Bravo, P.E. Director, Department of Transportation and Public Works (DTPW) Octavio Marin, P.E. Senior Professional Engineer, DTPW Leandro Ona, P.E. Chief, Roadway Engineering and Right -of -Way, DTPW. vw ww.dot state.fl.us Contract Number: Project Number: 442766-1-58-01 Department Funded Agreement Between State of Florida Department of Transportation And Miami -Dade County THI AGREEMENT is made and entered into this 7 day of T e , 20 !'1 , between the State of Florida Department of Transportation, an agency of the State of Florida, hereinafter referred to as the `DEPARTMENT', and the Miami -Dade County, a political subdivision of the State of Florida, hereinafter referred to as the `COUNTY'. RECITALS: WHEREAS, the DEPARTMENT has jurisdiction over and maintains SR25/NE 36th Street in Miami -Dade County; and WHEREAS, the COUNTY has jurisdiction over and maintains NE 2nd Avenue and the City of Miami has jurisdiction over and maintains Federal Highway in Miami -Dade County; and WHEREAS, due to increased traffic delays at the intersection of NE 2'd Avenue, Federal Highway, and SR 25/NE 36`h Street, the reconfiguration of the intersection is proposed to provide traffic operational improvements within the Miami Design District area and includes construction of a roadway improvement; roadway reconstruction, milling and resurfacing, utility adjustments, drainage, sidewalks, curb and gutters, pavement markings, signage, signalization, landscaping, railroad signal modification and lighting, hereinafter referred to as `PROJECT'; and WHEREAS, the COUNTY, through the Department of Transportation and Public Works, has agreed to undertake, supervise and inspect all aspects of PROJECT, including but not limited to, utility coordination, permitting, administration, coordination with rail company, as needed, and completion of the same; and WHEREAS, the DEPARTMENT has programmed funding for the PROJECT under Financial Project Number 442766-1-58-01, and has agreed to reimburse the COUNTY for eligible PROJECT in a maximum limiting amount of $1,000,000.00, as outlined in the attached Exhibit "B", `Financial Summary', which is herein incorporated by reference; and WHEREAS, the parties hereto mutually recognize the need for entering into an Agreement designating and setting forth the responsibilities of each party; and WHEREAS, the parties are authorized to enter into this Agreement pursuant to Section 339.08(e) and 339.12, Florida Statutes (F.S.); NOW, THEREFORE, in consideration of the premises, the mutual covenants and other valuable considerations contained herein, the receipt and sufficiency of which are hereby acknowledged, the parties agree as follows: 1. INCORPORATION OF RECITALS The foregoing recitals are true and correct and are incorporated into the body of this Agreement, as if fully set forth herein. 2. GENERAL REQUIREMENTS a. The COUNTY shall be responsible for assuring that the PROJECT complies with all applicable Federal, State and Local laws, rules, regulations, guidelines and standards. b. The COUNTY shall submit this Agreement to its COUNTY Commission for ratification or approval by resolution. A copy of said resolution is attached hereto as Exhibit "C", `County Resolution', and is herein incorporated by reference. c. The COUNTY shall administer, supervise, and inspect all aspects of the PROJECT until completion, and, as further defined in Exhibit "A", `Scope of Services'. The COUNTY shall complete the PROJECT on or before December 31, 2021. All aspects of PROJECT design, construction and administration are subject to DEPARTMENT standards, review, and specifications and must be in compliance with all governing laws and ordinances. d. The COUNTY shall not execute any contract or obligate itself in any manner requiring the disbursement of DEPARTMENT funds, including consulting or construction contracts or amendments thereto, with any third party with respect to the PROJECT without the prior written approval of the DEPARTMENT. The DEPARTMENT specifically reserves the right to review qualifications of any consultant or contractor and to approve or disapprove COUNTY employment of same. e. The supervisor of the COUNTY department procuring a consultant contract shall certify to the DEPARTMENT that the Consultant Selection Process by the COUNTY in procuring any consultant contract for engineering, architecture or surveying services entered into by the COUNTY for purposes of performing its duties under this Agreement has been accomplished in compliance with the Consultant's Competitive Negotiation Act (Chapter 287.055, F.S.). f. The supervisor of the COUNTY department procuring the purchase of commodities or contractual services shall certify to the DEPARTMENT that the purchase of commodities or contractual services by the COUNTY exceeding the Threshold Amount for CATEGORY TWO per Chapter 287.017 Page 2 g. F.S. for purposes of performing its duties under this Agreement has been accomplished in full compliance with the provisions of Chapter 287.057 F.S. The supervisor of the COUNTY department procuring construction services must comply with the requirements of Section 255.0991, Florida Statutes. h. The supervisor of the COUNY department procuring construction services shall award the construction to a DEPARTMENT prequalified contractor, which is the responsible and responsive vendor who submits the lowest responsive bid, in accordance with applicable state and federal statutes, rules, and regulations. i. The COUNTY Department of Transportation and Public Works is responsible for provision of Construction Engineering Inspection (CEI) Services. The construction and administration of the portion of the PROJECT (i) within the public's right of way, and (ii) under the DEPARTMENT's jurisdiction shall be subject to the DEPARTMENT standards and specifications set forth in Exhibit "E." For all work within DEPARTMENT right of way, the CEI minimum staffing requirements shall comply with the DEPARTMENT's provisions as set forth in Exhibit "E". Construction operations and materials incorporated in the PROJECT must be in compliance with the DEPARTMENT Standard Specifications for Road and Bridge Construction (including all modifications, such as supplemental and special provisions). Materials will be sampled, tested and inspected in accordance with the DEPARTMENT Standard Specifications, at FDOT's Materials Laboratory, using the Sampling Testing and Reporting Guide (STRG) as a guide and the DEPARTMENT Construction Project Administration Manual (Topic No. 700-000-000). The COUNTY shall be responsible for all PROJECT level inspection, verification testing, and assuring all data are entered into the DEPARTMENT's Materials database. The DEPARTMENT shall be named third -party beneficiary of the CEI contract. All design and construction work related to the PROJECT, located on DEPARTMENT right of way, shall conform to all applicable standards of the DEPARTMENT, as provided in Exhibit "E", Terms and Conditions of Construction, which is attached to and incorporated into this Agreement. k. The COUNTY shall submit 60%, 90%, and 100% phase design plans for the DEPARTMENT's review through ERC and coordinate permitting with the DEPARTMENT. 1. The COUNTY will provide copies of the final design plans and specifications and final bid documents to the DEPARTMENT for prior review and approval. Construction of the PROJECT shall not commence until the DEPARTMENT has approved the same. Page 3 P• q. m. The COUNTY shall require the COUNTY's contractor to post a payment and performance bond in accordance with applicable law and to maintain, at minimum, liability insurance as required by the COUNTY. The DEPARTMENT shall be named as obligee under the bond, and additional insured under the insurance policy. The COUNTY shall provide proof of the same to the DEPARTMENT prior to commencement of construction. n. The COUNTY shall be responsible to ensure that the construction work under this Agreement is performed in accordance with the construction documents, and that it will meet all applicable COUNTY and DEPARTMENT standards, as required, with the understanding that all work undertaken on state roads shall comply with DEPARTMENT standards. o. Upon completion of the PROJECT, the COUNTY shall notify the DEPARTMENT in writing; and for all design work that originally required certification by a Professional Engineer, the notification shall contain an Engineer's Certification of Compliance, signed and sealed by a Professional Engineer, the form of which is attached herein as Exhibit "D", Engineer's Certification of Completion. If any deviations from the approved plans are found, the certification shall include a list of any such deviation and an explanation that justifies the reason to accept each deviation. The COUNTY shall provide the DEPARTMENT with as -built plans prior to final inspection. The COUNTY shall assume all maintenance responsibilities for state roads as of the first date of construction until the date of Notice of Final Acceptance, as defined by the DEPARTMENT's Standard Specifications for Road and Structures. Thereafter, the COUNTY shall maintain any portion of the PROJECT not located on the State Highway System constructed under this Agreement for its useful life. r. No right of way acquisition is anticipated for this PROJECT. If right of way is required, the DEPARTMENT shall have the option to terminate this Agreement. s. The County shall comply with all Department Access Management requirements on any work performed on DEPARTMENT right of way. t. The COUNTY shall implement a Public Involvement Plan (PIP) during the design and construction of the PROJECT. A copy of the PIP shall be submitted to the DEPARTMENT for review and approval. u. This Agreement and any interest herein shall not be assigned, transferred or otherwise encumbered by the COUNTY under any circumstances without prior written consent of the DEPARTMENT. However, this Agreement shall run to the DEPARTMENT and its successors. Page 4 v. The COUNTY shall have the sole responsibility for resolving claims and requests for additional work for the PROJECT. The COUNTY will make the best efforts to obtain the DEPARTMENT input in its decisions. w. The DEPARTMENT shall reimburse the COUNTY for eligible PROJECT costs as defined in Exhibit "B", `Financial Summary', and in accordance with the financial provisions in Section 3 of this Agreement. x. The COUNTY shall comply with all federal, state, and local laws and ordinances applicable with work or payment of work thereof, and will not discriminate on the grounds of race, color, religion, sex, national origin, age or disability in the performance of work under this Agreement. y. The COUNTY agrees to comply with Section 20.055(5), F.S., and to incorporate in all subcontracts the obligation to comply with Section 20.055(5), F.S. 3. FINANCIAL PROVISIONS a. Eligible PROJECT costs may not exceed ONE MILLION DOLLARS ($1,000,000.00), as outlined in Exhibit `B", `Financial Summary'. b. The DEPARTMENT agrees to compensate the COUNTY for services described in Exhibit "A" — Scope of Services. The Method of Compensation is included as Exhibit `B" — Financial Summary. Any work performed prior to the Effective Date shall not be eligible for reimbursement. The Effective Date shall be the date upon which the Agreement is executed by the DEPARTMENT. c. The COUNTY shall provide quantifiable, measurable and verifiable units of deliverables. Each deliverable must specify the required minimum level of service to be performed and the criteria for evaluating successful completion. The PROJECT, identified as Project Number 442766-1-58-01, and the quantifiable, measurable, and verifiable units of deliverables are described more fully in Exhibit "A" — Scope of Services. (Section 287.058(1)(d) and (e), F.S.) d. Invoices shall be submitted by the COUNTY in detail sufficient for a proper pre -audit and post audit thereof, based on quantifiable, measurable and verifiable units of deliverables as established in Exhibit "A" — Scope of Services. Deliverables must be received and accepted in writing by the DEPARTMENT's Project Manager prior to payments. (Section 287.058 (1)(a), F.S.) e. Supporting documentation must establish that the deliverables were received and accepted in writing by the COUNTY and must also establish that the required minimum level of service to be performed based on the criteria for Page 5 evaluating successful completion as specified in Exhibit "A" — Scope of Services was met. f. There shall be no reimbursement for travel expenses under this Agreement. g. Payment shall be made only after receipt and approval of goods and services unless advance payments are authorized by the Chief Financial Officer of the State of Florida under Chapters 215 and 216, F.S. If the DEPARTMENT determines that the performance of the COUNTY is unsatisfactory, the DEPARTMENT shall notify the COUNTY of the deficiency to be corrected, which correction shall be made within a time -frame to be specified by the DEPARTMENT. The COUNTY shall, within five (5) days after notice from the DEPARTMENT, provide the DEPARTMENT with a corrective action plan describing how the COUNTY will address all issues of contract non- performance, unacceptable performance, and failure to meet the minimum performance levels, deliverable deficiencies, or contract non-compliance. If the corrective action plan is unacceptable to the DEPARTMENT, the COUNTY shall be assessed a non-performance retainage equivalent to 10% of the total invoice amount. The retainage shall be applied to the invoice for the then - current billing period. The retainage shall be withheld until the COUNTY resolves the deficiency. If the deficiency is subsequently resolved, the COUNTY may bill the DEPARTMENT for the retained amount during the next billing period. If the COUNTY is unable to resolve the deficiency, the funds retained shall be forfeited at the end of the Agreement term. (Section 287.058(1)(h), F.S.) h. The COUNTY providing goods and services to the DEPARTMENT should be aware of the following time frames. Inspection and approval of goods or services shall take no longer than five (5) working days unless the bid specifications, purchase order, or contract specifies otherwise. The DEPARTMENT has twenty (20) days to deliver a request for payment (voucher) to the Department of Financial Services. The twenty (20) days are measured from the latter of the date the invoice is received or the goods or services are received, inspected, and approved. (Section 215.422(1), F.S.). i. If payment is not available within forty (40) days, a separate interest penalty at a rate as established pursuant to Section 55.03(1), F.S., will be due and payable, in addition to the invoice amount, to the COUNTY. Interest penalties of less than one (1) dollar will not be enforced unless the COUNTY requests payment. Invoices that have to be returned to the COUNTY because of COUNTY preparation errors will result in a delay in the payment. The invoice payment requirements do not start until a properly completed invoice is provided to the DEPARTMENT. A Vendor Ombudsman has been established within the Department of Financial Services. The duties of this individual include acting as an advocate for the COUNTY who may be experiencing problems in obtaining timely payment(s) Page 6 from a state agency. The Vendor Ombudsman may be contacted at (850) 413- 5516. (Section 215.422(5) and (7), F.S.) k. Records of costs incurred under the terms of this Agreement shall be maintained and made available upon request to the DEPARTMENT at all times during the period of this Agreement and for five (5) years after final payment is made. Copies of these documents and records shall be furnished to the DEPARTMENT upon request. Records of costs incurred include the COUNTY's general accounting records and the project records, together with supporting documents and records, of the contractor and all subcontractors performing work on the project, and all other records of the Contractor and subcontractors considered necessary by the DEPARTMENT for a proper audit of costs. (Section 287.058(4), F.S.) 1. In the event this contract is for services in excess of $25,000.00 and a term for a period of more than one (1) year, the provisions of Section 339.135(6)(a), F.S., are hereby incorporated: "The DEPARTMENT, during any fiscal year, shall not expend money, incur any liability, or enter into any contract which, by its terms, involves the expenditure of money in excess of the amounts budgeted as available for expenditure during such fiscal year. Any contract, verbal or written, made in violation of this subsection is null and void, and no money may be paid on such contract. The DEPARTMENT shall require a statement from the Comptroller of the Department that such funds are available prior to entering into any such contract or other binding commitment of funds. Nothing herein contained shall prevent the making of contracts for periods exceeding one (1) year, but any contract so made shall be executory only for the value of the services to be rendered or agreed to be paid for in succeeding fiscal years; and this paragraph shall be incorporated verbatim in all contracts of the DEPARTMENT which are for an amount in excess of TWENTY FIVE THOUSAND DOLLARS ($25,000.00) and which have a term for a period of more than one (1) year." m. The DEPARTMENT's obligation to pay is contingent upon an annual appropriation by the Florida Legislature. (Section 216.311, F.S.) n. E-Verify: The COUNTY shall: i. Utilize the U.S. Department of Homeland Security's E-Verify system to verify the employment eligibility of all new employees hired by the Vendor/Contractor during the term of the contract; and ii. Expressly require any contractors and subcontractors performing work or providing services pursuant to the state contract to likewise utilize the U.S. Department of Homeland Security's E-Verify system to verify the Page 7 employment eligibility of all new employees hired by the subcontractor during the contract term. (Executive Order Number 2011-02) The COUNTY shall insert the above clause into any contract entered into by the COUNTY with vendors or contractors hired by the COUNTY for purposes of performing its duties under this Agreement. 4. GOVERNING LAW This Agreement shall be governed and construed in accordance with the laws of the State of Florida. 5. AMENDMENT This Agreement may be amended by mutual agreement of the DEPARTMENT and the COUNTY expressed in writing, executed and delivered by each party. 6. INVALIDITY If any part of this Agreement shall be determined to be invalid or unenforceable, the remainder of this Agreement shall not be affected thereby, if such remainder continues to conform to the terms and requirements of applicable law. 7. COMMUNICATIONS a. All notices, requests, demands, consents, approvals and other communications which are required to be served or given hereunder, shall be in writing and hand - delivered or sent by either registered or certified U.S. mail, return receipt requested, postage prepaid, addressed to the party to receive such notices as follows: To DEPARTMENT: Florida Department of Transportation 1000 Northwest 111 Avenue, Room 6202B Miami, Florida 33172-5800 Attn: Catrina Wilson Ph: 305-470-5493; Fax: 305-470-5179 With a copy to: Ana Quero, Project Manager To COUNTY: Miami -Dade County Dept. of Transportation and Public Works 111 NW 1st Street, Suite Miami, Florida 33128 Attn: Alice N. Bravo, P.E. Ph: 786-469-5675 With a copy to: Gaspar Miranda, P.E. Page 8 b. Notices shall be deemed to have been received by the end of five (5) business days from the proper sending thereof unless proof of prior actual receipt is provided. 8. EXPIRATION OF AGREEMENT The COUNTY agrees to complete the PROJECT on or before December 31, 2021. If the COUNTY does not complete the PROJECT within this time period, this Agreement will expire unless an extension of the time period is requested by the COUNTY and granted in writing by the DEPARTMENT's District Six Secretary or Designee. Expiration of this Agreement will be considered termination of the PROJECT. 9. INVOICING AND PROGRESS REPORTS In order to obtain any payments, the COUNTY shall: i. Submit quarterly progress reports that: 1) describe the work performed; 2) adequately justify and support the payment requested; and 3) are in a format that is acceptable to the DEPARTMENT; and ii. Submit to the DEPARTMENT quarterly invoices on COUNTY forms and such other data pertaining to the PROJECT in support of the invoice total; and iii. Comply with all applicable provisions of this Agreement. The COUNTY will invoice the DEPARTMENT on a quarterly basis or after the completion of each task's deliverable (as included in Exhibit B). The COUNTY must submit the final invoice on this PROJECT to the DEPARTMENT within one hundred twenty (120) days after the expiration of this Agreement. Invoices submitted after April 30, 2022, will not be paid. 10. PUBLIC RECORDS The COUNTY shall allow public access to all documents, papers, letters, or other material subject to provisions of Chapter 119, Florida Statutes, and made or received by the COUNTY in conjunction with this Agreement. Failure by the COUNTY to grant such public access will be grounds for immediate unilateral cancellation of this Agreement. 1 1. ENTIRE AGREEMENT This Department Funded Agreement is the entire Agreement between the parties hereto, and it may be modified or amended only by mutual consent of the parties in writing. Page 9 -- REMAINDER OF PAGE INTENTIONALLY LEFT BLANK -- Page 10 IN WITNESS WHEREOF, the parties hereto have executed this Agreement, on the day and year above written. MIAMI-DADE COUNTY: By: COUNTY MAYO MAYOR'S DESIGN LEGAL REVIEW: COUN Y ATTORNEY Page 11 STATE OF FLORIDA, DEPARTMENT OF TRANSPORTATION: By: DISTDIRE TOR OF TRA SPORTATION LEGAL REVIEW: c DISTRICT CH SEL coUNTY 1 m EXHIBIT A SCOPE OF SERVICES SR 25/NE 36'h Street at Federal Highway and NE 2nd Avenue Intersection Reconfiguration PROJECT Limits: SR 25/NE 36th Street at Federal Highway and NE 2nd Avenue Intersection DEPARTMENT Financial Project Number: 442766-1-58-01 County: Miami -Dade DEPARTMENT Project Manager: Ana Quero COUNTY Project Manager: Miguel Soria, P.E. Project Overview: The reconfiguration (see Exhibit "F") of the intersection of SR 25/NE 36`h Street at Federal Highway and NE 2"d Avenue will provide traffic operational improvements within the Miami Design District and includes construction of a roadway improvement project including the following: • Roadway reconstruction • Milling and resurfacing • Utility adjustments • Drainage • Sidewalks • Curb and gutters • Pavement markings • Signage • Signalization • Landscaping • Railroad Signal Modification • Lighting Page 12 Project Location & Limits: PROJECT LOCATION & LIMITS UMrT OF CONSTRUCRON NE 35 TEA The COUNTY is required to submit 60%, 90% and 100% phase design plans for the Department's review through ERC and coordinate permitting with the DEPARTMENT, and notify the DEPARTMENT prior to commencement of any right-of-way requirements. The COUNTY shall commence the project's activities subsequent to the execution of this Agreement and shall perform in accordance with the following schedule: a) Study was completed by August 16, 2016. b) Design to be completed by September 30, 2019. c) Right -of -Way is not currently part of this project scope and schedule. d) Construction contract to be let by January 31, 2020. e) Construction to be completed by December 31, 2021. If this schedule cannot be met, the COUNTY will notify the DEPARTMENT in writing with a revised schedule or the PROJECT is subject to the withdrawal of funding. Page 13 EXHIBIT `B" FINANCIAL SUMMARY FM# 442766-1-58-01 For the satisfactory performance of services detailed in Exhibit "A", Scope of Services, the COUNTY shall be reimbursed up to the Maximum Limiting Amount of $1,000,000.00. The COUNTY shall be responsible for all cost that exceeds the maximum limiting amount. Estimated PROJECT costs and deliverables eligible for reimbursement are below -listed: MIAMI-DADE COUNTY DEPARTMENT OF TRANSPORTATION AND PUBLIC WORKS HIGHWAY DIVISION OPINION OF PROBABLE COST OF CONSTRUCTION RECONSTRUCTION OF NE 2 AVENUE (NORTH LEG AT NE 36 STREET) ONE (1) LANE ROADWAY WITH PARKING LANE DRAINAGE SIDEWALKS, AND SIGNALIZATION ITEM UNIT NUMBER QTY UNIT DESCRIPTION PRICE TOTAL 102-1 1 LS MAINTENANCE OF TRAFFIC (1 ,',,.„ of Budget $42251 10 $42,251 10 110-1 1 LS CLEARING AND GRUBBING (1„ of Budget $42251 10 $42,251 10 110-4 1170 SY REMOVAL OF EXISTING PAVEMENT $4.00 $4,680 00 110-4-10 489 SY REMOVAL OF EXISTING CONCRETE $20 29 $9,921 81 120-1 440 CY REGULAR EXCAVATION $8 22 $3,616 80 120-8 860 SY RE -GRADE GREENS AREA $6 00 $5,160 00 160-4 660 SY TYPE B STABILIZATION $1 03 $679 80 200-1-2 563 SY LIMEROCK BASE (8" PRIMED $26.00 $14,638 00 327-70-1 2,827 SY MILLING EXISTING ASPHALT PAVEMENT (1" AVERAGE DEPTH) $3.73 $10,544.71 331-2-1 57 TON ASPHALTIC CONCRETE TYPE S-12 5 (2') $94.48 $5,385 36 337-7 187 TON ASPHALTIC CONCRETE TYPE FC-9.5 (1") $135 22 $25,286 14 425-2-41 2 EA MANHOLE (TYPE P-7T) $7.000.00 $14,000 00 425-1-610 4 EA INLET TYPE P-5,P-6 $6,978.00 $27,912 00 430-171-23 53 L F PIPE CULVERT (15" SS) $176.00 $9,328 00 443-70-24 200 L F EXFILTRATION DRAIN (24' PIPE) $185.00 $37,000 00 520-1-10 440 L F CONCRETE CURB AND GUTTER ,TYPE F $22 88 $10.067 20 522-1 489 S Y CONCRETE SIDEWALK (4' THK i $40 00 $19,560 00 575-1-1 1 100 SY SODDING $303 $3,33300 600 1 LS SIGNALIZATION 8 MODIFICATION $220.000.00 $220,000 00 71 1 1 LS MARKING & SIGNAGE $6,000.00 $6,000.00 1 LS LANDSCAPE & STREETSCAPE $10,000.00 $10,000 00 1 LS PERMITS ALLOWANCE $1,00000 $1,00000 1 LS OFF -DUTY LAW ENFORCEMENT OFFICER $10,000.00 $10,000 00 SUB -TOTAL $532,615.02 MISC. CONTINGENCY (10%) $53.261.50 SUB -TOTAL CONSTRUCTION $585,876.52 CEI (25%) $146,469.13 RAILROAD SIGNAL MODIFICATION $250.000.00 DESIGN (10%) LAND SURVEYING GEOTECHNICAL POST DESIGN TOTAL CONSTRUCTION $982,345.65 SAY Page 14 $1.000,000 Total PROJECT Cost Estimate eligible for reimbursement by the DEPARTMENT: $1,000,000 The COUNTY shall: a- Submit progress report(s) that: 1) describe the work performed; 2) adequately justify and support the payment requested; and 3) are in a format that is acceptable to the DEPARTMENT; and b- Submit to the DEPARTMENT invoice(s) on COUNTY forms and such other data pertaining to the PROJECT in support of the invoice total; and c- Comply with all applicable provisions of this Agreement. The COUNTY may invoice the DEPARTMENT on a quarterly basis. The COUNTY must submit the final invoice on this PROJECT to the DEPARTMENT within one hundred twenty (120) days after the expiration of this Agreement. Invoices submitted after April 30, 2022, will not be paid. Invoices shall be submitted to the DEPARTMENT as follows: Florida Department of Transportation 1001 N.W. 11 Ph Avenue, Room 6108 Miami, Florida 33172 Attn: Ana Ouero Ph: 305-470-5333 Page 15 EXHIBIT "C" RESOLUTION To be herein incorporated once approved by the COUNTY Commission. Page 16 Approved Mayor Agenda Item No. 8(N) (4) Veto 5-7-19 Override RESOLUTION NO. R-492-19 RESOLUTION APPROVING A DEPARTMENT FUNDED AGREEMENT BETWEEN MIAMI-DADE COUNTY AND THE FLORIDA DEPARTMENT OF TRANSPORTATION TO PROVIDE THE COUNTY WITH FUNDING IN AN AMOUNT UP TO $1,000,000.00 IN STATE FUNDS FOR THE CONSTRUCTION OF A ROADWAY IMPROVEMENT PROJECT AT THE INTERSECTION OF NE 2 AVENUE, FEDERAL HIGHWAY, AND SR 25/NE 36 STREET; AND AUTHORIZING THE COUNTY MAYOR OR COUNTY MAYOR'S DESIGNEE TO EXECUTE THE SAME AND EXERCISE TIIE PROVISIONS CONTAINED THEREIN WHEREAS, this Board desires to accomplish the purposes outlined in the accompanying memorandum, a copy of which is incorporated herein by reference; and WHEREAS, both the State of Florida and Miami -Dade County wish to facilitate a roadway improvement project at the intersection of NE 2 Avenue, Federal Highway and SR 25/NE 36 Street, NOW, THEREFORE, BE IT RESOLVED BY THE BOARD OF COUNTY COMMISSIONERS OF MIAMI-DADE COUNTY, FLORIDA, that this Board approves the Department Funded Agreement between Miami -Dade County and the Florida Department of Transportation, providing for reimbursement to the County of up to $1,000,000.00 for the construction of a roadway improvement project at the intersection of NE 2 Avenue, Federal Highway, and SR 25/NE 36 Street, in substantially the form attached hereto and made a part hereof; and authorizes the County Mayor or County Mayor's designee to execute same for and on behalf of Miami -Dade County and to exercise the provisions contained therein. Agenda Item No. 8(N) (4) Page No. 2 The foregoing resolution was offered by Commissioner Rebeca Sosa who moved its adoption. The motion was seconded by Commissioner and upon being put to a vote, the vote was as follows: Audrey M. Edmonson, Chairwoman aye Rebeca Sosa, Vice Chairwoman aye Daniella Levine Cava Sally A. Heyman Barbara J. Jordan Jean Monestime Sen. Javier D. Souto Esteban L. Bovo, Jr. Jose "Pepe" Diaz Eileen Higgins Joe A. Martinez Dennis C. Moss Xavier L. Suarez aye aye aye aye aye aye Sally A. Heyman aye aye aye aye aye The Chairperson thereupon declared this resolution duly passed and adopted this 7th day of May, 2019. This resolution shall become effective upon the earlier of (1) 10 days after the date of its adoption unless vetoed by the County Mayor, and if vetoed, shall become effective only upon an override by this Board, or (2) approval by the County Mayor of this resolution and the filing of this approval with the Clerk of the Board. MIAMI-DADE COUNTY, FLORIDA BY ITS BOARD OF COUNTY COMMISSIONERS IIARVEY RUVIN, CLERK Linda L. Cave By: Deputy Clerk Approved by County Attorney as to form and legal sufficiency. Hugo Benitez EXHIBIT "D" ENGINEER'S CERTIFICATION OF COMPLIANCE Engineer's Certification of Compliance. The COUNTY shall complete and submit the following Notice of Completion and Engineer's Certification of Compliance to the Department upon completion of the construction phase of the PROJECT. NOTICE OF COMPLETION Department Funded Agreement Between State of Florida Department of Transportation And Miami -Dade County SR 25/NE 36th Street at Federal Highway and NE 2"d Avenue Intersection Reconfiguration PROJECT Limits: SR 25/NE 36th Street at Federal Highway and NE 2"d Avenue Intersection DEPARTMENT Financial Project Number: 442766-1-58-01 In accordance with the terms and conditions of the Department Funded Agreement, the undersigned provides notification that the work authorized by the Agreement is complete as of , 20_. By: Name: Title: Page 17 ENGINEER'S CERTIFICATION OF COMPLIANCE In accordance with the terms and conditions of the Department Funded Agreement, the undersigned certifies that all work which originally required certification by a Professional Engineer has been completed in compliance with the PROJECT construction plans and specifications. If any deviations have been made from the approved plans, a list of all deviations, along with an explanation that justifies the reason to accept each deviation, will be attached to this Certification. Also, with submittal of this certification the COUNTY shall furnish the DEPARTMENT a set of "as -built" plans certified by the Engineer of Record/CEI. SEAL: Page 18 By: Name: Date: EXHIBIT "E" TERMS AND CONDITIONS OF CONSTRUCTION IN DEPARTMENT RIGHT OF WAY 1. Construction on the DEPARTMENT's Right of Way. If the PROJECT involves construction on the DEPARTMENT's right-of-way, then the following provisions apply to any and all portions of the PROJECT that are constructed on the DEPARTMENT's right-of-way: a. The PROJECT shall be designed and constructed in accordance with the latest edition of the DEPARTMENT's Standard Specifications for Road and Bridge Construction and DEPARTMENT Design Standards and Manual of Uniform Traffic Control Devices ("MUTCD"). The following guidelines shall apply as deemed appropriate by the DEPARTMENT: The DEPARTMENT Structures Design Manual, AASIITO Guide Specifications for the Design of Pedestrian Bridges, AASIITO LRFD Bridge Design Specifications, the DEPARTMENT Design Manual ("FDM") (replaced the PPM) and the DEPARTMENT Traffic Engineering Manual. The COUNTY will be required to submit design and construction plans required by the DEPARTMENT for review and approval by the DEPARTMENT, prior to the advertising of the PROJECT. Should any changes to the plans be required during construction of the PROJECT, the COUNTY shall be required to notify the DEPARTMENT of the changes and receive approval from the DEPARTMENT prior to the changes being constructed. The COUNTY shall maintain the area of the PROJECT at all times and coordinate any work needs of the DEPARTMENT during construction of the PROJECT. b. The COUNTY shall notify the DEPARTMENT a minimum of 48 hours before beginning construction within DEPARTMENT right-of-way. The COUNTY shall notify the DEPARTMENT should construction be suspended for more than 5 working days. The DEPARTMENT contact person for construction is District Construction Engineer or designee. c. The COUNTY shall be responsible for monitoring construction operations and the maintenance of traffic ("MOT") throughout the course of the PROJECT in accordance with the latest edition of the DEPARTMENT Standard Specifications, section 102. The COUNTY is responsible for the development of a MOT plan and making any changes to that plan as necessary. The MOT plan shall be in accordance with the latest version of the DEPARTMENT Design Standards, Index 600 series. Any MOT plan developed by the COUNTY that deviates from the DEPARTMENT Design Standards must be signed and sealed by a professional engineer. MOT plans will require approval by the DEPARTMENT prior to implementation. d. The COUNTY shall be responsible for locating all existing utilities, both aerial and underground, and for ensuring that all utility locations be accurately documented Page 19 on the construction plans. All utility conflicts shall be fully resolved directly with the applicable utility. e. The COUNTY will be responsible for obtaining all permits that may be required by other agencies or local governmental entities. f. The COUNTY shall be responsible for all railroad coordination and negotiations. Railroad agreements will be executed prior to construction advertisement. g• It is hereby agreed by the Parties that this Agreement creates a permissive use only and all improvements located on the DEPARTMENT's right-of-way resulting from this Agreement shall become the property of the DEPARTMENT. Neither the granting of the permission to use the DEPARTMENT right of way nor the placing of facilities upon the DEPARTMENT property shall operate to create or vest any property right to or in the COUNTY, except as may otherwise be provided in separate agreements. The COUNTY shall not acquire any right, title, interest or estate in DEPARTMENT right of way, of any nature or kind whatsoever, by virtue of the execution, operation, effect, or performance of this Agreement including, but not limited to, the COUNTY's use, occupancy or possession of DEPARTMENT right of way. The Parties agree that this Agreement does not, and shall not be construed to, grant credit for any future transportation concurrency requirements pursuant to Chapter 163, Florida Statutes. h. The COUNTY shall not cause any liens or encumbrances to attach to any portion of the DEPARTMENT's property, including but not limited to, the DEPARTMENT's right-of-way. i. The COUNTY shall perform all required testing associated with the design and construction of the PROJECT. Testing results shall be entered into the DEPARTMENT's Materials Acceptance and Certification database application and the DEPARTMENT must provide the final Materials Certification for the PROJECT. The DEPARTMENT shall have the right to perform its own independent testing during the course of the PROJECT. J• The COUNTY shall exercise the rights granted herein and shall otherwise perform this Agreement in a good and workmanlike manner, with reasonable care, in accordance with the terms and provisions of this Agreement and all applicable federal, state, local, administrative, regulatory, safety and environmental laws, codes, rules, regulations, policies, procedures, guidelines, standards and permits, as the same may be constituted and amended from time to time, including, but not limited to, those of the DEPARTMENT, applicable Water Management District, Florida Department of Environmental Protection, Environmental Protection Agency, the Army Corps of Engineers, the United States Coast Guard and local governmental entities. Page 20 k. If the DEPARTMENT determines a condition exists which threatens the public's safety, the DEPARTMENT may, at its discretion, cause construction operations to cease and immediately have any potential hazards removed from its right-of-way at the sole cost, expense, and effort of the COUNTY. The COUNTY shall bear all construction delay costs incurred by the DEPARTMENT as a result of a DEPARTMENT order to cease construction operations to remove potential hazards from the right-of-way. 1. The COUNTY shall be responsible to maintain and restore all features that might require relocation within the DEPARTMENT right-of-way. m. The COUNTY will be solely responsible for clean up or restoration required to correct any environmental or health hazards that may result from construction operations. n. The acceptance procedure will include a final "walk-through" by COUNTY and DEPARTMENT personnel. Upon completion of construction, the COUNTY will be required to submit to the DEPARTMENT final as -built plans and an engineering certification that construction was completed in accordance to the plans. Submittal of the final as -built plans shall include one complete set of the signed and sealed plans on 1 1" X 17" plan sheets and an electronic copy prepared in Portable Document Format (PDF). Prior to the termination of this Agreement, the COUNTY shall remove its presence, including, but not limited to, all of the COUNTY's property, machinery, and equipment from DEPARTMENT right-of-way and shall restore those portions of DEPARTMENT right of way disturbed or otherwise altered by the PROJECT to substantially the same condition that existed immediately prior to the commencement of the PROJECT. o. If the DEPARTMENT determines that the PROJECT is not completed in accordance with the provisions of this Agreement, the DEPARTMENT shall deliver written notification of such to the COUNTY. The COUNTY shall have thirty (30) days from the date of receipt of the DEPARTMENT' s written notice, or such other time as the COUNTY and the DEPARTMENT mutually agree to in writing, to complete the PROJECT and provide the DEPARTMENT with written notice of the same (the "Notice of Completion"). If the COUNTY fails to timely deliver the Notice of Completion, or if it is determined that the PROJECT is not properly completed after receipt of the Notice of Completion, the DEPARTMENT, within its discretion may: 1) provide the COUNTY with written authorization granting such additional time as the DEPARTMENT deems appropriate to correct the deficiency(ies); or 2) correct the deficiency(ies) at the COUNTY's sole cost and expense, without DEPARTMENT liability to the COUNTY for any resulting loss or damage to property, including, but not limited to, machinery and equipment. If the DEPARTMENT elects to correct the deficiency(ies), the DEPARTMENT shall provide the COUNTY with an invoice for the costs incurred by the DEPARTMENT and the COUNTY shall pay the invoice within thirty (30) days of the date of the invoice. Page 21 P. q. The COUNTY shall implement best management practices for erosion and pollution control to prevent violation of state water quality standards. The COUNTY shall be responsible for the correction of any erosion, shoaling, or water quality problems that result from the construction of the PROJECT. Portable Traffic Monitoring Site (PTMS) or a Telemetry Traffic Monitoring Site (TTMS) may exist within the vicinity of the proposed work. It is the responsibility of the COUNTY to locate and avoid damage to these sites. If a PTMS or TTMS is encountered during construction, the DEPARTMENT must be contacted immediately. r. During construction, highest priority must be given to pedestrian safety. If permission is granted to temporarily close a sidewalk, it should be done with the express condition that an alternate route will be provided, and shall continuously maintain pedestrian features to meet Americans with Disabilities Act (ADA) standards. s. Restricted hours of operation must be approved by the District Traffic Operations Engineer, or designee. t. Lane closures on the state road system must be approved by the applicable DEPARTMENT District Traffic Operations Engineer or designee and coordinated with the Public Information Office at least two weeks prior to the closure. The contact information for the DEPARTMENT's Public Information Office is: Tish Burgher. u. The COUNTY is subject to the provisions and limitations of section 768.28, Florida Statutes. To the extent provided by law, the COUNTY shall indemnify, defend and hold harmless the DEPARRTMENT against any actions, claims, or damages arising out of, relating to, or resulting from negligent or wrongful act(s) of the COUNTY or any of its officers, agents or employees, acting within the scope of their office or employment, in connection with the rights granted to or exercised by the COUNTY hereunder, to the extent and within the limitations of section 768.28, Florida Statutes. The foregoing indemnification shall not constitute a waiver of sovereign immunity beyond the limits set forth in section 768.28, Florida Statutes, nor shall the same be construed to constitute agreement by the COUNTY to indemnify the DEPARTMENT for the negligent acts or omissions of the DEPARTMENT, its officers, agents or employees, or for the acts of third parties. Nothing herein shall be construed as consent by the DEPARTMENT and the COUNTY to be sued by third parties in any manner arising out of this agreement. Page 22 EXHIBIT "F" NE 2"d at 36th and NE 42nd STREET TRAFFIC IMPACT STUDY (Attached) Page 23 HNTB Corporation Engineers Architects Planners 610 Crescent Executive Court Suite 400 Lake Mary, FL 32746 Telephone (407) 805-0355 Facsimile (866)205-1648 www.hntb.com TECHNICAL MEMORANDUM To: Myra E. Patino Traffic Engineer Miami -Dade County From: Dan D'Antonio, P.E., PTOE Cc: Alex Schapiro (Design District) Date: August 16, 2016 Re: NE 36th and 42"d Street -Traffic Impact Study Technical Memorandum 1.0 INTRODUCTION HNTB Corp has been retained by the Miami Design District to prepare an operational analysis of roadway network modifications with in the vicinity of the Design District. An analysis was previously conducted of an interchange modification at 1-195 and N. Miami Avenue that included an eastbound on -ramp and a westbound off -ramp. Other roadway modifications in that analysis included reconfiguring NE 2"d Avenue at NE 36th Street and an extension of NE 42' Street from NE 2' Avenue to US 1 (Biscayne Boulevard). Miami -Dade County (MDC) has requested an analysis of the NE 2nd Avenue and NE 42-1 Street improvements independent of the 1-195 ramp modifications. As a basis for this study, HNTB will use the operational analysis of the interchange modification at 1-195 and N. Miami Avenue. 2.0 STUDY AREA OF INFLUENCE The area of study will be the same as for the operational analysis of the interchange modification at 1-195 and N. Miami Avenue, excluding the 1-195 ramps. The following list details all intersection in the study area: • N. Miami Avenue at NW 36th Street (signalized) • N. Miami Avenue at NW 39th Street (signalized) • NE 2"d Avenue/Federal Highway at NE 36th Street (signalized) • Federal Highway at NE 38' Street/NE 39th Street (signalized) • NE 42"d Street Extension at Federal Highway (future - signalized) • NE 2"d Avenue at NE 39th Street (signalized) • NE 2'Avenue at NE 42"d Street (unsignalized) NW NE 43n/ Si 2ndSt M 1 sr St Hy 4fah St warr'�space FYb�14th 5t z 3 NW 35th St n re NE42110St, MM 4t St NF. art Nc3 ths`t 38th $t NW 34th St NE 34th St WE 42nd St raE4+stS1 Institute of Cortetrnraty Art, Miami The Moore Building rr R r_ Haitian Her, age Museum t 415 Marren Fine Art ia Miami Design District NE 42" St and NE 36111 Street t1E3gth St Dennys NE 35th St NE 34th St Location Map 'NE 38th St Hamilton On The Bay HE 34th N (NTS) Aloe Parlor Park Legend Miami Design District Project Area of Influence Figure 1 HNTB 3.0 2015 EXISTING CONDITIONS 3 Existing traffic counts were collected at various locations within the study area in October 2015 and consisted of the data presented in Table 1. The raw traffic count data is contained in Exhibit A. Table 1- Traffic Count Locations Turnin • Movement Counts 6:00 AM'"- 9:00"n 4:00 PM - ' : a 0 r N. Miami Avenue at NW 36th Street N. Miami Avenue at NW 39th Street NE 2"d Avenue/Federal Highway at NE 36th Street Federal Highway at NE 38th Street/NE 39th Street US 1 at NE 36th Street/I-195 Eastbound Ramps US 1 at NE 38th Street/I-195 Westbound Ramps NE 2" Avenue at NE 42"d Street NE 2"a Avenue at NE 39th Street 72-Hour Vehicle Classification Counts: N. Miami Avenue, north of NW 36th Street NE 36th Street, east of Buena Vista Boulevard Biscayne Boulevard, south of NE 36th Street 72-Hour Volume Counts: ;. N. Miami Avenue, south of NW 39th Street Federal Highway, south of NE 39th Street NE 39th Street, east of NE 1st Avenue NE 2"d Avenue, north of NE 36th Street Biscayne Boulevard, south of NE 36th Street Biscayne Boulevard, north of NE 38th Street The raw traffic counts were adjusted using seasonal factors provided by the Florida Department of Transportation (FDOT). Using FDOT's Florida Traffic Information (FTI) database, the peak season conversion factor was determined to be 1.00 for the surface streets. The peak season adjusted counts are graphically presented on Figure 2. v LEGEND X,XXX (X,XXX) AM (PM) Peak Hour Turning Movement Count X,XXX AM Peak Hour Link Volume (X,XXX) PM Peak Hour Link Volume CISignalized intersection N O P. n N h n ry 4/ 15 (49) 40 (671 C 740 (78) 25 (78) 46 (1041 37 (47) 12 (251 33 (44) 9 (23) 14 1301-A 50 (32) 192 (104)-N NE 39'h St NE 38 St 76 (40) PO- 122 (185) 61 (581 116 (69) /' 42 (25) —> 52 117) -1 97 1152) 352 (3531 58 (711sli 55 (164) 239 (346) C 156 (142) . O ^ N h 0 NE 36'h St 00 rn 23 (53) 112 (15S)-1, 408 (3691-> 197(101)-N `35 53) �( 35 53/ -4-2``5S (437) ir „,...........) pion a = MI, NE36t1iSt. and NE42"St. FIST' 1 Existing Year 2015 Peak Hour Volumes — No Build Figure 2 }INTB 3.1 Intersections i5 The existing operating characteristics during AM and PM peak hour conditions were evaluated for the study area intersections using Synchro, Version 9. Synchro uses procedures outlined in the Highway Capacity Manual (HCM) to determine intersection level of service (LOS) and delay. Existing traffic signal timings were obtained from Miami -Dade County and used in the analysis. Table 2 presents a summary of the existing LOS and delay at the study area intersections. Table 2 - Existing Intersection Level of Service - No -Build Intersection Existing - No Build AM Peak Hour PM Peak Hour Delay LOS Delay LOS N Miami Ave. at NE 36th St. 27.3 C 32.8 C N Miami Ave. at NE 39th St. 15.0 B 6.9 A NE 2"d Ave. & NE 39th St. 12.7 B 17.4 B NE 2"d Ave./Federal Hwy. at NE 36th St. 118.1 F 80.1 F Federal Hwy. at NE 38th St./NE 39th St. 17.8 B 22.9 C NE 42`'= St. & NE 2"d Ave. 12.7 B 16.0 C As indicated in the table, the study area intersections are currently operating acceptably with the exception of NE 2`'' Avenue at NE 30' Avenue/Federal Highway during the AM and PM peak hour. This intersection currently has five approaches with the northbound, southbound, and southeastbound approaches operating as split phasing. The existing traffic signal timings are contained in Exhibit B and the Synchro summary reports are contained in Exhibit C. HNTB Page 16 4.0 Trip Distribution and Re -assignment The analysis was performed for build and no -build conditions for the specific network changes. The proposed network changes include: • Restrict NE 2"d Avenue at NE 36th Street to southbound right turns only and allow all other movements. • Extend NE 42"d Street east to Federal Highway. To represent the traffic assignment under Build conditions, future volumes were re- assigned for the following movements: • Southeast through movement from NE 2' Avenue to Federal Highway • Southeast left turn movement from NE 2'd Avenue to Federal Highway and NE 36' Street • Northbound left turn movement from Federal Highway to NE 2"d Avenue • Westbound right turn movement from NE 36" Street to NE 2"d Avenue • Eastbound left turn movement from NE 36' Street to NE 2"d Avenue • Southbound right turn movement from Federal Highway to NE 2"d Avenue Table 3 shows the distribution percentages for each movement. Table 3 - Distribution Percentages Intersection Volumes to be Re -Distributed AM (PM) To Federal To N Miami To US 1 29th St. NE 2nd Ave. at NE 36th St./Federal Hwy. SBT 273 (147) 70% 30% 0 0 SBL1 62 (74) 40% 0 60% 0 SBL2 4 (3) 100% 0 0 0 EBL2 23 (53) 25% 60% 15% 0% NBL1 96 (229) 40% 30% 0 30% WBR1 35 (53) 55% 45% 0 SBR2 0 (3) 100% at node 5 new NE 42th extension HNTB Page (7 To determine 2020 volumes, an average annual growth rate of two percent per year was used. This is consistent with the growth rate that was used for the 1-195 operational analysis. Table 4 presents the annual growth rates and growth factors by which the adjusted 2015 counts were multiplied to determine the 2020 no -build volumes. Table 4 - Applied Growth Rates Application Average Annual Growth Rate Years of Growth Growth Factor Area -wide 2.00% 5 1.1 5.0 Intersection Analysis- AM and PM Peak Hour (Existing and Build out Conditions) Eight operational analyses were conducted to determine the changes in traffic distribution. These eight scenarios are 2015 AM, 2015 PM, 2020 AM, and 2020 PM with each performed under no -build and build conditions. 5.1 2015 Build Condition Distributions percentages presented in Table 3 were used to establish the volumes that were added to existing volumes to analyze the impact of the roadway improvements under 2015 conditions. Exhibit D contains each individual movement distribution. Figure 3 show total peak hour volumes for the build condition. The 2015 build operating characteristics during AM and PM peak hour conditions were evaluated for the study area intersections using Synchro, Version 9. Table 5 presents a summary of the LOS and delay at the study area intersection under build conditions. Table 5 - Existing Intersection Level of Service - Build Condition Intersection Existing - Build AM Peak Hour PM Peak Hour Delay LOS Delay LOS N Miami Ave. at NE 36th St. 30.7 C 39.0 D N Miami Ave. at NE 39th St. 15.1 B 6.8 A NE 2nd Ave. at NE 39th St. 14.4 B 19.3 B NE 2"d Ave./Federal Hwy. at NE 36th St. 42.0 D 44.6 D Federal Hwy. at NE 38th St./NE 39th St 18.2 B 16.5 B NE 42' St. at NE 2nd Ave.* 28.1 D 73.6 F NE 42" St. Extension at Federal Hwy. 14.2 B 9.3 A *Unsignalized intersection. Worst -case STOP controlled approach is reported. Under Build Conditions, all intersections are expected to operate at a level of service of D or better with the exception of NE 42'd Street and NE 2' Avenue, which operates at INTB 8 a level of service F during the PM peak. This intersection was assumed to be unsignalized with the east -west approaches coming to a STOP condition. A cursory comparison of the minor street volumes against traffic signal warrant thresholds was performed to determine is warrant thresholds will be met. The peak minor street approach is 106 vph in the PM peak hour, which is fewer than the threshold of 150 vph that would need to be met for eight hours to satisfy warrant 1A. As such, warranting thresholds likely will not be met. The intersection of NE 36t:. Avenue and Federal Highway was analyzed as a four leg intersection with a protected -permissive (flashing yellow) left turn for all movements except the westbound left which is a prohibited movement. The proposed changes improve the level of service of this intersection from F to D for both the AM and PM time periods. Geometry needs for the intersection of NE 42"d Avenue and Federal Highway was based on existing volumes of adjacent intersections and re -distribution volumes from NE 2"d/ Federal Highway at NE 36th Street. Geometrics characteristics are as follow: • One shared through/right southbound lane • One share left/right eastbound lane • One exclusive northbound left turn lane • One through northbound left turn lane LEGEND X,XXX (X,XXX) AM (PM) Peak Hour Turning Movement Count X,XXX AM Peak Hour Link Volume (X,XXX) PM Peak Hour Link Volurne 0 Srgnalrzeo intersection 76 (40) 12241851 61(581 77, h e — o"` 4 14(301-, 50 (321 i 192 (1041'11 k. 15 (49) 40 (67) v140 (78) ��n NE 39'" St r i„. 30 (72), 1 llli 15 (35)Tht IL 30 (68) 4 (3) 20 (55) N N Rfiarii Ave NE 42"tl St NE 38' St a 0 116 (69) 42 (25) 52 (I7) 0(0) 118 (166) 408 (3691-0* 246(127)-N ■ MIA NE 36t1' St. and NE 42"d St. .NST" Existing Year 2015 Peak Hour Volumes - Build Figure 3 INTB 5.2 2020 No Build and Build Condition 10 The 2020 no -build and build operating characteristics during AM and PM peak hour conditions were evaluated for the study area intersections using Synchro, Version 9. Synchro uses procedures outlined in the Highway Capacity Manual (HCM) to determine intersection level of service (LOS) and delay. Table 6 presents a summary of the LOS and delay at the study area intersections under no -build and build conditions. Table 6 - 2020 Intersection Level of Service Intersection 2020 No Build 2020 Build AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Delay LOS Delay LOS Delay LOS Delay LOS N Miami Ave. at NE 36th St. 27.0 C 36.5 D 32.5 C 50.0 D N Miami Ave. at NE 39th St. 17.3 B 7.2 A 17.6 B 7.1 A NE 2nd Ave. at NE 39th St. 12.8 B 17.5 B 14.6 B 19.5 B NE 2nd Ave./Federal Hwy. at NE 36th St. 143.0 F 120.4 F 44.3 D 46.6 D Federal Hwy. at NE 38th St./NE 39th St. 18.9 B 26.0 C 20.3 C 18.1 B NE 42"d St. at NE 2nd Ave.* 12.9 B 17.4 C 37.8 E 166.2 F NE 42nd Ave. Extension at Federal Hwy. - - - - 17.2 B 10.5 B *Uns/gnal/zed intersection. Worst -case STOP controlled approach is reported. As previously stated, a growth factor of 1.1 was applied to 2015 volumes to forecast 2020 volumes. As shown in the table, the study area intersections are expected to operate acceptably with the exception of NE 2nd Avenue at NE 36" Street/Federal Highway during the AM and PM peak hour. Level of Service is F is expected under no -build conditions for both time periods with a delay of 143.0 seconds and 120.4 seconds for the AM and PM, respectively. The existing traffic signal timings are contained in Exhibit B and the Synchro summary reports are contained in Exhibit C. Under Build conditions, all intersections are expected to operate at a level of service of D or better with the exception of NE 42nd Street and NE 2nd Avenue which is expected to operate at a level of service F with a delay of 166.2 seconds on the eastbound approach. The intersection of NE 36' Avenue and Federal Highway was analyzed as a four leg intersection with a protected -permissive (flashing yellow) left turn phasing for all movements except the westbound left which is a prohibited movement. These changes improve the level of service of this intersection from F to D for both time periods. Figures 4 and 5 present 2020 No Build and 2020 Build volumes for the AM and PM peak periods. 1 FGFND X,XXX (X,XXX) AM (PM) Peak Hour Turning Movement Count X,XXX AM Peak Hour Link Volume (X,XXX) PM Peak Hour Link Volume 0 Signalized intersection ■ k./7 (54) a,,- f44 (741 m Z X 154 (86) +r 16 (33) 55(36)->• 212(I15)' mN 107 (1681-4 388 (389) 64 (791 -N N. Miami Ave 0 NE 38'° 5t NE 2"° Ave NE 2° Ave NE 3601 St 4, 128 1761 47 (28) s 58 (191 84 (44) 135 (204) 68 (641 0 `70 (311 39 (591 F282 (4821 26 (591? 124 (l69)J 449 (406)-> 277 (1121-N 4 MIS FIST" NE36'1'St. and NE42"St. Future Year 2020 Peak Hour Volumes — No Build Figure 4 JFGFND X,XXX (X,XXX) AM (PM) Peak Hour Turning Movement Count X,XXX AM Peak How Link Volume (X,XXX) PM Peak Hour Link Volume 0 Signalized intersection 33 (94) Si (115) 44 (65) 16 (33) 55 (36) 212 (115) \ 17 (54) 44 1741 154 (86) 0 o NE 39"' St 123 1203) 388 (389) 64 (79)-N s_93 (257) 263 (38!) c 172 (157 ) MI NE36"'St.and NE42ndSt. NST' 33 (801-, 2 (2) i (7(391 lks 33 (75! 5 (41 ir 22 (611 NE 42,0 St NE 38'" 5t 0' NE 42, St NE 36'" St F. 84 (44) 135 (204) 68 (64) 128 176) 46 (28) 57 (19):N `91 (63) Itso (n) t-282 (4821 Future Year 2020 Peak Hour Volumes - Build Figure 5 HNTB 6.0 SUMMARY 6.1 NE 2nd Avenue Page 113 The intersection of NE 2nd Avenue at NE 36th Street/Federal Highway is proposed to be reconstructed as a southbound right turn only under build conditions. This improvement removes the fifth leg of the intersection which reduces the overall delay at the intersection. Delay at this intersection is reduced by 70% during the morning peak and 61% during the evening peak. 6.2 NE 42nd Street Extension Connection of NE 42nd Street to Federal Highway allows traffic to and from the north to use Federal Highway as an alternative to NE 2nd Avenue. This proposed improvement will help relieve the congestion at the NE 2nd Avenue and NE 36th Street/Federal Highway intersection. Level of service at the intersection of NE 42nd Street and Federal Highway is expected to be B for all time periods. 6.3 Network Measures of Effectiveness (MOE's) With the improvements in the build alternative, the total vehicular delay for 2015 is reduced by 23% (15.8 veh-hr) in the AM peak hour and 28% (15.2 veh-hr) in the PM peak hour. Similarly, the total vehicular delay for 2020 is reduced by 32% (17.1 veh-hr) in the AM peak period and 18% (22.0 veh-hr) in the PM peak period. affirm, by affixing my signature and seal below, that the findings contained herein are, to my knowledge, accurate and truthful and were developed using current procedures standard to the practice of professional engineering. Name: Signature: Florida PE License No.: Date: 68399 August 16, 2016 Exhibit "K" Crossing Shoulder Pavement See Index 830-T01 Pavement Edye (Travelway) — 10' Ir1i,,. (See Note 2) Railroad Gate Or — Signal Alto' Gale SIGNAL PLACEMENT AT RAILROAD CROSSING (2 - LANE DESIGN) GENERAL NOTES: Railroad Gate Or Signal And Gate — 10' Min. (See Note 2) Shoulder Line Pavement Edge — (Travclw(ov) 10' INin. (see Note 2) Railroad Gate Or — Signal And Gale 1_ No guardrail is proposed for signals; 4 Type of trattic control device however, some Form of Impact I Flashing warning devices attenuation device may be specified for II Flashing warning devices with cantilever certain locations. II! Flashing warning devices with gate IV Fleshing warning devices with cantilever and gate 2 Advance flasher to be installed when and V Gate if called for in °lans or Specifications. 3. Top of foundation shall be no higher than 4" above finished shoulder grade. Gong Type Highway Crossing Bell (1 Min. Per Crossing) Beek -To -Back Flasher Units Crown Of Roadway Travelway Pat ed Shoulder 411111 10' Min. fSee Note 2) 1 sae � 5. Class of traffic control devices (Not Shown) I 2 quadrant flashing warning devices -one track 1/ 2 quadrant flashing warning devices -multiple tracks III 2 quadrant flashing warning devices and gates -one track IV 2 Quadrant flashing warning devices and gates -multiple tracks V 3-4 quadrant flashing w ning devices and gates -one track VI 2-4 quadrant flashing warning devices and gates -multiple tracks Back -To -Back — Flasher Units Lowest Point — Of Overhead Signal Unit oan Of — Roadway Travelway — 2' INin. 4" INax. TYPE I Varies Yo [Approach Width 10' 1'1, (See Note 2) Paved Shoulder TYPE II Ar ir Zir ■ Crossing Shoulder- Pavement See Index 030-T01 2 � Y f — Railroad Gate 0r Signal And Gate — 10' Min. (See Note 2) 1'-0" Std. fp Median 4'40" Max. Median 6 SIGNAL PLACEMENT AT RAILROAD CROSSING (4 - LANE DESIGN) og Type Highway Crossing Bell (1 Min. Per Crossing) Back -To -Back — Flas•er Units Edge Of Background — Or Part Nearest Highway Crown Ot — Roadway Travelway ro 10' INin. (See Note 2) sec Pavement Edge 0r Curb Centerline Of Travelway Centerline Of Travelway 1. -14—+ •-- r"` f 1'-0" Still 4'-01' Max 1f 7'-0" 4'-0" Std. I'ya,r. I1 ' 1f ONE-WAY TWO-WAY (Mountable Curb Undivided Or Shoulder) 2 Or 4 Lanes TWO-WAY Divided Multilane (Mountable C1rrh7 NOTE: Arrows denote direction of (ravel not navemenl markings. FIGURE 1 NOTE: 1. Two separate foundations may be required (one for signals, one for gate), de,oencling on type of equipment used. 2. (Vherr 10' is deemed impractical the control device can be located as close as 2' from the edge of a paved shoulder but not less than 6' from the edge of the near traffic lane. Back -To -Back — Flasher Units Lowest Point Of Overhead Signal Unit Numb,' Ot Track 5rg1 Is The Option Of The Cr taping Agency When Automatic Gates Are Used. 4" INar Raved Shoulder- 4" 1'4ax. TYPE III AND TYPE V TRAFFIC CONTROL DEVICES FOR FLUSH SHOULDER ROADWAY Crown Ot Roadway Travelway Varies ''/ Approach Width 16" Alternate Reflectorized Red And Whi(e Sheeting, Born Sides Bark -To -Back — Flasher Units ■ I S" 2 70' INin. 57" Max. (See Note 2) See FIGURE 1 — Gong TpIke Highway Crossing Bell (1 Igirillglou Per Crossing) Number Of Track Sig', Is The Option Ot The Installing Agency When Automatic Gates Are Used. —Pavel Shoulder 4" I4ax. TYPE IV AND TYPE VI LAST REVISION 11 /01 /17 2 0 DESCRIPTION: FY 2020-21 F—gym— STANDARD PLANS RAILROAD GRADE GIROS S IING TRAFFIC CONTROL DIEVICES INDEX 509-070 SHEET 1 of 4 011112.3 Railroad Fate Ot erub Cate Railroad Gate Or — Signal And Cate Sioewalk ACUTE ANGLE (AND RIGHT ANGLE) Rail, bad Cate Or Sigoal And Gate SIGNAL PLACEMENT AT RAILROAD CROSSING Gond Type Highway — dssing Bell (1 Per Crossing) Back -To -Back Flasloer Units Crug n Of Roadway Trai etc ay 5' Min. Varies Sidewalk TYPE I (2 LANES, CURB & GUTTER) 24 Back-Te-Back Flasher Units Lowest Polot Of Overheed Signal Unit Crown Of — Roacto ay Travelivay 4" Idlax. Viamies e11 lm 1 Ore 7d Approach IThdth z Varies TYPE II 24 Sidewalk 27" 75" — Gong Type Highway CVDssing Bell (1 AlinifnLLT) Per Crossing Railroad' Gate Or — SIgnal idrid Cate Sidewalk OBTUSE ANGLE SIGNAL PLACEMENT AT RAILROAD CROSSING (2 LANES, CURB & GUTTER) Fldshet Unrts Back -To -Back Edge Of Background Or — Part Nearest Roadway 16" Aliernaie Reflectorized Red And White 5heei Both Sid, CroHn Of — Rocldw,y Tr. e lway — 4" Max. Aq` / 5" As A Idinircurd, Position One Flasher Unit 0, er Lane Separation Loes (More Than One Flasher Unit If There Are More Than 2 Approach Lanes). Back -To -Back — Flasher Units Lowest Point — Of Overhead Siena/ Unit Number Ot Tracks Sig, Is The Option Of The Installiod Agency Ibihen Automatic Gates Are Used. to NOTES: /. The /orallon Nasreng warming deurreo And otop nneo shAll be established based or future (or present) (installation of gate with appropriate traidk clernces. 2 VVhere plans call for railroad traffic control devices to be Installed curbed medians, the minimum median cidth shall he Location of railroad traffic control device Is based ori the distance available betNeen face of curb 0msbee.bik. 0' bo 6' - Locate device outside bodeivalk. Oler 6' - Locate device between face of curb and sidewalk. 4. Stop hrie to be perpendicular to edge of roadway, approx. 15' from nearest rail; or R' from and parallel to gate c Imo present. 5 When cantdevered-arrc flashing warning device is used, the isurgindum iertmal clearance shall be 17'-6" from above the Crow: of Roadway to the Loy est Point of the Overhead Signal Unit Varies 1 11 01,0AI I I Crown Of - Roadway 1 Back -To -Back Flasher Units Appiwach bVidth111. /6" 41te1 irate Rerieclot zed - Red Sheeting Both Sides Trmvelway -vd 4" Max See FIGURE TYPE III TRAFFIC CONTROL DEVICES FOR CURBED ROADWAY • See FIGURE 1 TYPE IV 15" 27" Idar — Gong pe Highway Crossing Bell (1 Minimum) Per Crossing — Number Ot Tracks Signs Is The Option Of The Installing Agency tither, Automatic Gates Are Used. 4" 114ax. TYPE V LAST REVISION 11/01/17 00 DESCRIPTION' FY 2020-21 FDD —gym— STANDARD PLANS RAILROAD GRADE CROS S ING TRAFFIC CONTROL DE VICES INDEX 509-070 SHEET 2 of 4 NOTES: 1. Place an additional 1010-1 sign where intersections occur between the R/P pav amen[ Bessaye and the tracks. 2. Place FTP-61-06 or FTP-62-06 sign 100'in advance of trussing for urban conditions and 300' in advance of cr055111g for rural conditions. See hider 700-102 for sign details. 3 I751al1 Railroad Dynamic Envelope Pavement Markings only when called Tor in the Plans. 4. Do not install pavement markings when the distance between tracks is less than 14'. 5. The transverse drmcnsron ter the RDE "X" may be reduced to the lane width for tun -lane roadways without shoulders yr when shown in the Plans. 6. Do not install pavement markings in the Foul areas. Stop Bar Perpeonecular to Edge 0P Travel Way Or 8' From & Parallel To Gale When Present. D0 NOT STOP ON TRACKS R8-8 Railroad Gate DO NOT STOP ON TRACKS R8-8 24" Vllhite 6" I,Irhi [e Fo Use IV a Signalized In ler'secliuns 6" White Paved Shoulder of TraveEdgeled VV ay 6" Dbl. Yell nvr 24" white 6" obl. Yellow 10I'4'! 6" White Edge of Traveled Wap Paved Shoulder DO NOT STOP ON TRACKS R8-8 Fo Use Near" 5 finalize" Intersections Foul Area (Sec Note 6) 24" White RAILROAD CROSSING AT TWO-LANE ROADWAY Railroad Gate 100 NOT STOP ON TRACKS Re-8 —W10-1 Stop Bar Perpendicular to Edge of Travel Way or 8' From & Parallel to 6" Yellow Gate When Present. DO NOT STOP ON TRACKS DO NOT hr STOP ON TRACKS R8-8 Use N ar Signalize I Intersections RAILROAD CROSSING AT MULTILANE ROADWAY Design Speed Distance "A" (mph) (ft) 60 400 55 325 50 250 45 175 40 125 35 100 URBAN 85 Min. Edge of Traveled Iilay Paved Shoulder DO NOT STOP ON TRACKS Rh-8 /S.ni tenses:Huns 4' Min. Foul Area (Typ.) (See Note G) 4' Min. (See Note 4) Pavement Message W bite Stop Line Gar, or Flashing Signal With Gates Flashing Signal (If Not with Gate) AS Repllt red' RELATIVE LOCATION OF CROSSING TRAFFIC CONTROL DEVICES RAILROAD DYNAMIC ENVELOPE (RDE) PAVEMENT MARKING DETAIL 12" MEM MEM MN 'MGM MN INN MN NM ■■ NM MN MI NM MN MI NM •• • •• •• • •• MN MN MN MN ■■ ■ INN ■■ I INN ■■ ■ INN ■■ ■ INN ■■ ■ ■■ ■■ ■ ■■ ■■ ■i ■■ ■■■■■■■ RAILROAD CROSSING PAVEMENT MESSAGE ai"(Ty/1 LAST REVISION 02/11/20 55 0 DESCRIPTION: Added Railroad Dynamic Envelope Pal ement I1arking Details. FY 2020-21 FDOTv STANDARD PLANS RAILROAD GRADE CROS S I NG TRAFFIC CONTROL DEVICES INDEX 509-070 SHEET 3 of 4 Specified Length 0f Cale Arm A' Red Steady Burn Red Flashing Lights 6' e R h9y6„ e 16" 161 Red Vm■I V Crown Of Roadway Travel Way RAILROAD GATE ARM LIGHT SPACING Specified Length Of Gate Arm Dimension "A" Dimension "8" Dimension "C" 14 Ft 6" 36" 5' 15 Ft. 18" 36" 5' 16-17 Ft. 24" 36" 5' 18-19 Ft. 28" 41" 5' 20-23 Ft. 28" 4' 5' 24-28 Ft. 28" 5' 5' 29-31 FL. 36" 6' 6 32-34 Ft. 36" 7' 7' 35-37 Ft. 36" 9' 9' 38 And OVer 36" 10' 10' 12-5" Min. t�tItIt PLAN NOTE' For additional information see the "Manual On Uniform Traffic Control Devices", Part 8; The "Traffic Control Handbook" , Fart VIII; and AASHTO "4 Policy On Geometric Design 0f Streets And High9ays". MEDIAN SIGNAL GATES FOR MULTILANE UNDIVIDED URBAN SECTIONS (THREE OR MORE DRIVING LANES IN ONE DIRECTION, 45 MPH OR LESS) MEDIAN SECTION AT SIGNAL GATES LAST REVISION 11 /01 /17 DESCRIPTION' FY 2020-21 F� STANDARD PLANS RAILROAD GRADE CROS S IINO� TRAFFIC CONTROL DEVICES INDEX 509-070 SHEET 4 of 4 Exhibit "L" U. S. DOT CROSSING INVENTORY FORM DEPARTMENT OF TRANSPORTATION FEDERAL RAILROAD ADMINISTRATION OMB No. 2130-0017 Instructions for the initial reporting of the following types of new or previously unreported crossings: For public highway -rail grade crossings, complete the entire inventory Form. For private highway -rail grade crossings, complete the Header, Parts I and II, and the Submission Information section. For public pathway grade crossings (including pedestrian station grade crossings), complete the Header, Parts I and II, and the Submission Information section. For Private pathway grade crossings, complete the Header, Parts I and II, and the Submission Information section. For grade -separated highway -rail or pathway crossings (including pedestrian station crossings), complete the Header, Part I, and the Submission Information section. For changes to existing data, complete the Header, Part I Items 1-3, and the Submission Information section, in addition to the updated data fields. Note: For private crossings only, Part I Item 20 and Part III Item 2.K. are required unless otherwise noted. An asterisk * denotes an optional field. A. Revision Date (MM/DD/YYYY) B. Reporting Agency ❑ Railroad ❑ Transit ❑ State ❑ Other C. Reason for Update (Select only one) ❑ Change in ❑ New ❑ Closed ❑ No Train ❑ Quiet Data Crossing Traffic Zone Update ❑ Re -Open ❑ Date ❑ Change in Primary ❑ Admin. Change Only Operating RR Correction D. DOT Crossing Inventory Number _/_/ Part I: Location and Classification Information 1. Primary Operating Railroad 2. State 3. County 4. City / Municipality ❑ In ❑ Near 5. Street/Road Name & Block Number 1 6. Highway Type & No. (Street/Road Name) 1 * (Block Number) 7. Do Other Railroads Operate a Separate Track at Crossing? ❑ Yes ❑ No If Yes, Specify RR 8. Do Other Railroads Operate Over Your Track at Crossing? ❑ Yes ❑ No If Yes, Specify RR 9. Railroad Division or Region ❑ None 10. Railroad Subdivision or District ❑ None 11. Branch or Line Name ❑ None 12. RR Milepost (prefix) I (nnnn.nnn) I (suffix) 13. Line Segment * 14. Nearest RR Timetable Station * 15. Parent RR (if applicable) ❑ N/A 16. Crossing Owner (if applicable) ❑ N/A 17. Crossing Type ❑ Public ❑ Private 18. Crossing Purpose ❑ Highway ❑ Pathway, Ped. ❑ Station, Ped. 19. Crossing Position ❑ At Grade ❑ RR Under ❑ RR Over 20. Public Access (if Private Crossing) ❑ Yes ❑ No 21. Type of Train ❑ Freight ❑ Transit ❑ Intercity Passenger ❑ Shared Use Transit ❑ Commuter ❑ Tourist/Other 22. Average Passenger Train Count Per Day ❑ Less Than One Per Day ❑ Number Per Day 23. Type of Land Use ❑ Open Space ❑ Farm ❑ Residential ❑ Commercial ❑ Industrial ❑ Institutional ❑ Recreational ❑ RR Yard 24. Is there an Adjacent Crossing with a Separate Number? ❑ Yes ❑ No If Yes, Provide Crossing Number 25. Quiet Zone (FRA provided) ❑ No ❑ 24 Hr ❑ Partial ❑ Chicago Excused Date Established 26. HSR Corridor ID ❑ N/A 27. Latitude in decimal degrees (WGS84std: nn.nnnnnnn) 28. Longitude in decimal degrees (WGS84std: -nnn.nnnnnnn) 29. Lat/Long Source ❑ Actual ❑ Estimated 30.A. Railroad Use * 31.A. State Use * 30.B. Railroad Use * 31.B. State Use * 30.C. Railroad Use * 31.C. State Use * 30.D. Railroad Use * 31.D. State Use * 32.A. Narrative (Railroad Use) * 32.B. Narrative (State Use) * 33. Emergency Notification Telephone No. (posted) 34. Railroad Contact (Telephone No.) 35. State Contact (Telephone No.) Part II: Railroad Information 1. Estimated Number of Daily Train Movements 1.A. Total Day Thru Trains (6AM to 6 PM) 1.B. Total Night Thru Trains (6 PM to 6AM) 1.C. Total Switching Trains 1.D. Total Transit Trains 1.E. Check if Less Than One Movement Per Day ❑ How many trains per week? 2. Year of Train Count Data (YYYY) 3. Speed of Train at Crossing 3.A. Maximum Timetable Speed (mph) 3.B. Typical Speed Range Over Crossing (mph) From to 4. Type and Count of Tracks Main Siding Yard Transit Industry 5. Train Detection (Main Track only) ❑ Constant Warning Time ❑ Motion Detection ❑AFO ❑ PTC ❑ DC ❑ Other ❑ None 6. Is Track Signaled? ❑ Yes ❑ No 7.A. Event Recorder ❑ Yes ❑ No 7.B. Remote Health Monitoring ❑ Yes ❑ No FORM FRA F 6180.71 (Rev. 08/03/2016) OMB approval expires 11/30/2022 Page 1 OF 2 U. S. DOT CROSSING INVENTORY FORM A. Revision Date (MM/DD/YYYY) PAGE 2 D. Crossing Inventory Number (7 char.) Part III: Highway or Pathway Traffic Control Device Information 1. Are there Signs or Signals? ❑ Yes ❑ No 2. Types of Passive Traffic Control Devices associated with the Crossing 2.A. Crossbuck Assemblies (count) 2.B. STOP Signs (R1-1) (count) 2.C. YIELD Signs (R1-2) (count) 2.D. Advance Warning Signs (Check all that apply; include count) ❑ None ❑ W10-1 ❑ W10-3 ❑ W10-11 ❑ W10-2 ❑ W10-4 ❑ W10-12 2.E. Low Ground Clearance Sign (W10-5) ❑ Yes (count ) 2.F. Pavement Markings ❑ Stop Lines ❑Dynamic Envelope ❑ RR Xing Symbols ❑ None 2.G. Channelization Devices/Medians ❑ All Approaches ❑ Median ❑ One Approach ❑ None 2.H. EXEMPT Sign (R15-3) ❑ Yes ❑ No 2.1. ENS Sign (1-13) Displayed ❑ Yes ❑ No ❑ No 2.1. Other MUTCD Signs ❑ Yes ❑ No Specify Type Count 2.K. Private Crossing Signs (if private) ❑ Yes ❑ No 2.L. LED Enhanced Signs (List types) Specify Type Count Specify Type Count 3. Types of Train Activated Warning Devices at the Grade Crossing (specify count of each device for all that apply) 3.A. Gate Arms (count) Roadway 3.B. Gate Configuration ❑ 2 Quad ❑ Full (Barrier) ❑ 3 Quad Resistance ❑ 4 Quad ❑ Median Gates 3.C. Cantilevered (or Bridged) Flashing Light Structures (count) Over Traffic Lane ❑ Incandescent 3.D. Mast Mounted Flashing Lights (count of masts) 3.E. Total Count of Flashing Light Pairs ❑ Incandescent ❑ LED ❑ Back Lights Included ❑ Side Lights Included Not Over Traffic Lane ❑ LED Pedestrian 3.F. Installation Date of Current Active Warning Devices: (MM/YYYY) / ❑ Not Required 3.G. Wayside Horn Yes Installed on (MM/YYYY) / 3.H. Highway Traffic Signals Controlling Crossing ❑ Yes ❑ No 3.1. Bells (count) ❑ 3.1. Non -Train Active Warning ❑ Flagging/Flagman ❑Manually Operated Signals ❑ Watchman ❑ Floodlighting ❑ None 3.K. Other Flashing Lights or Warning Devices Count Specify type 4.A. Does nearby Hwy Intersection have Traffic Signals? ❑ Yes ❑ No 4.B. Hwy Traffic Signal Interconnection ❑ Not Interconnected ❑ For Traffic Signals ❑ For Warning Signs 4.C. Hwy Traffic Signal Preemption ❑ Simultaneous ❑ Advance 5. Highway Traffic Pre -Signals ❑ Yes ❑ No Storage Distance * 6. Highway Monitoring Devices (Check all that apply) ❑ Yes - Photo/Video Recording ❑ Yes — Vehicle Presence Detection ❑ None Stop Line Distance * Part IV: Physical Characteristics 1. Traffic Lanes Crossing Railroad ❑ One-way Traffic ❑ Two-way Traffic Number of Lanes ❑ Divided Traffic 2. Is Roadway/Pathway Paved? ❑ Yes ❑ No 3. Does Track Run Down a Street? ❑ Yes ❑ No 4. Is Crossing Illuminated? (Street lights within approx. 50 feet from nearest rail) ❑ Yes ❑ No 5. Crossing Surface (on Main Track, multiple types allowed) Installation Date * (MM/YYYY) / Width * Length * ❑ 1 Timber ❑ 2 Asphalt ❑ 3 Asphalt and Timber ❑ 4 Concrete ❑ 5 Concrete and Rubber ❑ 6 Rubber ❑ 7 Metal ❑ 8 Unconsolidated ❑ 9 Composite ❑ 10 Other (specify) 6. Intersecting Roadway within 500 feet? ❑ Yes ❑ No If Yes, Approximate Distance (feet) 7. Smallest Crossing Angle ❑ 0° — 29° ❑ 30° — 59° ❑ 60° - 90° 8. Is Commercial Power Available? * ❑ Yes ❑ No Part V: Public Highway Information 1. Highway System ❑ (01) Interstate Highway System ❑ (02) Other Nat Hwy System (NHS) ❑ (03) Federal AID, Not NHS ❑ (08) Non -Federal Aid 2. Functional Classification of Road at Crossing ❑ (0) Rural ❑ (1) Urban ❑ (1) Interstate ❑ (5) Major Collector ❑ (2) Other Freeways and Expressways ❑ (3) Other Principal Arterial ❑ (6) Minor Collector ❑ (4) Minor Arterial ❑ (7) Local 3. Is Crossing on State Highway System? 4. Highway Speed Limit MPH ❑ Yes ❑ No ❑ Posted ❑ Statutory 5. Linear Referencing System (LRS Route 1D) * 6. LRS Milepost * 7. Annual Average Daily Traffic (AADT) Year AADT 8. Estimated Percent Trucks % 9. Regularly Used by School Buses? ❑ Yes ❑ No Average Number per Day 10. Emergency Services Route ❑ Yes ❑ No Submission Information - This information is used for administrative purposes and is not available on the public website. Submitted by Organization Phone Date Public reporting burden for this information collection is estimated to average 30 minutes per response, including the time for reviewing instructions, searching existing data sources, gathering and maintaining the data needed and completing and reviewing the collection of information. According to the Paperwork Reduction Act of 1995, a federal agency may not conduct or sponsor, and a person is not required to, nor shall a person be subject to a penalty for failure to comply with, a collection of information unless it displays a currently valid OMB control number. The valid OMB control number for information collection is 2130-0017. Send comments regarding this burden estimate or any other aspect of this collection, including for reducing this burden to: Information Collection Officer, Federal Railroad Administration, 1200 New Jersey Ave. SE, MS-25 Washington, DC 20590. FORM FRA F 6180.71 (Rev. 08/03/2016) OMB approval expires 11/30/2022 Page 2 OF 2