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AGREEMENT INFORMATION AGREEMENT NUMBER 24518 NAME/TYPE OF AGREEMENT FEC RAILWAY, LLC & FLORIDA DEPARTMENT OF TRANSPORTATION DESCRIPTION STIPULATION OF PARTIES/HIGHWAY-RAIL GRADE CROSSING/FILE ID: 8744/R-21-0138/MATTER ID: 20-1388 EFFECTIVE DATE ATTESTED BY TODD B. HANNON ATTESTED DATE 6/5/2023 DATE RECEIVED FROM ISSUING DEPT. 7/6/2023 NOTE DOCUSIGN AGREEMENT BY EMAIL DocuSign Envelope ID: E057C7FC-26E1-470E-A417-6D26CC1E26A6 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 ("Stipulation") is made and entered into on this day of , 2023 ("Effective Date"), by and between the City of Miami (CITY), Florida East Coast Railway, LLC, (RAILROAD) and the Florida Department of Transportation (DEPARTMENT). The CITY, the RAILROAD, and the DEPARTMENT may each be individually referred to as a "party" or collectively referred to as the "parties." 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 local urban road, as outlined 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 SOP NE Miami Court/42nd Street Page 1 of 10 May 30, 2023 DocuSign Envelope ID: E057C7FC-26E1-470E-A417-6D26CC1E26A6 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 a second closure, Miami -Dade County has entered with the DEPARTMENT into a Department Funded Agreement (attached and incorporated herein as EXHIBIT "I") 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 "I" and the immediate closure of the NE Miami Court Crossing shall be completed prior to the opening of the NE 42nd Street Crossing. Construction of the NE 42nd Street Crossing may be conducted concurrently with the reconfiguration of the NE 36th Street Crossing. Concurrent construction of the NE 42nd Street Crossing may commence upon the closure of the NE Miami Court Crossing, which completion of said closure is defined as the installation of the guardrails and the removal of the asphalt leading up to the NE Miami Court Crossing. Notwithstanding the foregoing, the NE 42nd Street Crossing cannot be opened or placed into operation until the reconfiguration of the NE 36th Street Crossing and the closure of the NE Miami Court Crossing is completed. 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"). SOP NE Miami Court/42nd Street Page 2 of 10 May 30, 2023 DocuSign Envelope ID: E057C7FC-26E1-470E-A417-6D26CC1E26A6 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 "J") 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. 8. The RAILROAD, at the CITY'S expense, will maintain the automatic railroad crossing warning devices at the NE 42nd Street Crossing. 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 before 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 10 May 30, 2023 DocuSign Envelope ID: E057C7FC-26E1-470E-A417-6D26CC1E26A6 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 agreement (attached and incorporated herein as EXHIBIT "I") 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 "I". 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 notification will be provided to 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 of 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 10 May 30, 2023 DocuSign Envelope ID: E057C7FC-26E1-470E-A417-6D26CC1E26A6 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 "K") for the closure of NE Miami Court Crossing. The completed forms will be submitted to the DEPARTMENT and 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 expense of crossing closures or openings, which shall include installation, maintenance, and replacement of grade crossing traffic control devices and grade crossing surfaces, will be the responsibility of the applicant, the CITY, unless otherwise negotiated and accepted by all parties. The total not to exceed cost for the installation of the new crossing on NE 42nd Street is One Million, Three Hundred Thirty -Six Thousand, Nine Hundred Seventy -Four and 00/100 Dollars ($1,336,974.00). The total not to exceed cost for the closure of the NE Miami Court Crossing is Five Hundred Thirteen Thousand. Five Hundred Sixty -Five and 61/100 Dollars ($513,565.61). Funding for this Stipulation is contingent on the availability of funds and continued authorization for program activities and the Stipulation is subject to amendment or termination due to lack of allocated and available funds, reduction or discontinuance of funds or change in laws, codes, rules, policies or regulations, upon thirty (60) calendar days' written notice. 20. The Department's approval of the opening of the new crossing on NE 42nd Street is contingent on the closure of the NE Miami Court Crossing. Notwithstanding the language of paragraphs 19 and 27, in the event that the NE Miami Court Crossing is not closed prior to the opening of the NE 42nd Street crossing, the Department's approval of the NE 42nd Street crossing is voided and the NE 42nd Street crossing must be immediately closed to SOP NE Miami Court/42nd Street Page 5 of 10 May 30, 2023 DocuSign Envelope ID: E057C7FC-26E1-470E-A417-6D26CC1E26A6 vehicle traffic. 21. This Stipulation of Parties has been executed by all parties having an interest in this matter, excluding Miami Dade County to the extent the County's involvement with the reconfiguration of the NE 36th Street Crossing is covered under a separate agreement as referenced herein as Exhibit "I." 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. 22. 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. 23. This Stipulation of Parties is governed by and shall be interpreted and construed in accordance with the laws of the State of Florida. Each Party will bear its own attorney's fees and costs in any disputes, controversies, claims, and/or proceedings that may arise from this Stipulation of Parties. 24. 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, the act of public enemies, acts or threats of terrorism, or for any other reason beyond the reasonable control of the party claiming protection because of such force majeure event ("Force Majeure Event"). The party claiming protection because 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. 25. Any failure of any party to insist upon the strict performance of any terms or provisions of this Stipulation of Parties is not deemed to be a waiver of the terms of this Stipulation, and any waiver of the terms shall be in writing. 26. All notice, consent, and communications between the parties hereto and those required SOP NE Miami Court/42nd Street Page 6 of 10 May 30, 2023 DocuSign Envelope ID: E057C7FC-26E1-470E-A417-6D26CC1E26A6 by this Stipulation, including, but not limited to, changes to the notification addresses set forth below, shall be in writing and shall be sufficient if sent to the parties at the following addresses: 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 Art Noriega, City Manager City of Miami 444 SW 2nd Avenue, 10th Floor Miami, FL 33130 With courtesy copies to: Director City of Miami, Office of Capital Improvements 444 SW 2nd Avenue, 8th Floor Miami, Florida 33130 Victoria Mendez, City Attorney City of Miami 444 SW 2nd Avenue, 9th Floor Miami, Florida 33130 27. 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 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 Agreement (Exhibit "I") between the DEPARTMENT and Miami -Dade County], as evidenced by this Stipulation of Parties, provided all conditions of this Stipulation are met and completed SOP NE Miami Court/42nd Street Page 7 of 10 May 30, 2023 DocuSign Envelope ID: E057C7FC-26E1-470E-A417-6D26CC1E26A6 within sixty (60) months after the execution by all parties of this Stipulation. 28. Nothing in this Stipulation or in any documents executed pursuant to the terms of this Stipulation shall be construed as a waiver or attempted waiver by the CITY or DEPARTMENT of its sovereign immunity in tort under the Constitution and laws of the State of Florida. 29. It is expressly agreed and by this statement specifically intended by the parties that nothing within this Stipulation shall be construed as indicating any intent by either party to benefit any other entity or person not a party signatory to this Stipulation by any provision or to entitle any such third party to any right of action on account hereof. 30. Should the provisions of this Stipulation require judicial or arbitral interpretation, it is agreed that the judicial or arbitral body interpreting or construing the same shall not apply the assumption that the terms hereof shall be more strictly construed against one party by reason of the rule of construction that an instrument is to be construed more strictly against the party which itself or through its agents prepared same, it is agreed that the agents of all parties have equally participated in the preparation of this Stipulation. 31. Should any provision, paragraph, sentence, word, or phrase contained in the Stipulation be determined by a court of competent jurisdiction to be invalid, illegal, or otherwise unenforceable under the laws of the State of Florida or any other applicable laws, rules, or regulations, such provision, paragraph, sentence, word, or phrase shall be deemed modified to the extent necessary to conform with such laws, or if not modifiable, then the same shall be deemed severable, and in either event, the remaining terms and provisions of the Stipulation shall remain unmodified and in full force and effect or limitation of its use. 32. The Parties agree that this Stipulation is subject to the provision of the Florida Public Records Act, Chapter 119 of the Florida Statutes. Such requirements include but are not limited to document retention and accessibility to the public. IF THE RAILROAD SOP NE Miami Court/42nd Street Page 8 of 10 May 30, 2023 DocuSign Envelope ID: E057C7FC-26E1-470E-A417-6D26CC1E26A6 OR THE DEPARTMENT HAS QUESTIONS REGARDING THE APPLICATION OF CHAPTER 119, FLORIDA STATUTES, TO THE EACH PARTY'S DUTY TO PROVIDE PUBLIC RECORDS RELATING TO THIS STIPULATION, CONTACT THE CUSTODIAN OF PUBLIC RECORDS AT (305) 416-1800, VIA EMAIL AT PUBLICRECORDS@MIAMIGOV.COM, OR REGULAR MAIL AT CITY OF MIAMI OFFICE OF THE CITY ATTORNEY, 444 SW 2ND AVENUE, 9TH FLOOR, MIAMI, FL 33130. EACH PARTY MAY ALSO CONTACT THE RECORDS CUSTODIAN AT THE CITY OF MIAMI DEPARTMENT WHO IS ADMINISTERING THIS STIPULATION. 33. 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 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 9 of 10 May 30, 2023 DocuSign Envelope ID: 66181 DC8-0D79-4764-A0BC-1094B4BED218 rOS SIGNATURE PAGES FLORIDA EAST COAST RAILWAY Date: By: Date: (RAILROAD) —DocuSigned by: 6 tiGhw2 `—® 146 69 41 F... 06/26/2023 1 8:04 AM CDT CITY OF MIAMI (CITY) ,—DocuSigned by: By: grIL AY Non4a, '-890rF5c37211042A Arthur Noriega V, City Manager Date: June 2, 2023 1 10:37:56 EDT June 2, 2023 1 09:48:02 EDT ATTEST By: DocuSigned by: Todd Hannon, City Cle DocuSigned by: Date: June 5, 2023 11':04:34 EDT Approved as to legal form and correctness: By: DocuSigned by: FrEF90AFSFE04b7... Victoria Mendez, City Attorney June 1, 2023 1 15:27:13 EDT June 2, 2023 1 00:00:14 EDT Approved as to Insurance Requirements: DocuSigned by: By: r-FrAlAk :1014,1(15 2730 9641-82-14E7... Anne -Marie Sharpe, Director Risk Management Department Date: May 31, 2023 1 09:19:29 EDT STATE OF FLORIDA DEPARTMENT OF TRANSPORTATION (DEPARTMENT) By: Date: ,—DocuSigned by: afa `—C4D91117 1SSD4AF Chief of Modal Development 06/26/2023 1 5:00 PM EDT LEGAL REVIEW By: Date: DocuSigned by: bienndel 1810F95A85B21 9... Attorney, FDOT Central Office 06/27/2023 1 8:43 AM EDT Page 10 of 10 Rule 14-57.010, F.A.C. STATE OF FLORIDA DEPARTMENT OF TRANSPORTATION RAILROAD GRADE CROSSING APPLICATION EXHIBIT A 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 EXHIBIT A 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 EXHIBIT A 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 EXHIBIT A 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: Applicant: City of Miami Application For: ® Closing a public highway -rail grade crossing by: Office: Office of Capital Improvements ® roadway removal ❑ rail removal Telephone: 305-416-1899 ❑ Opening a public highway -rail grade crossing by: Address: 444 SW 2nd Avenue, 8th FL ❑ new rail line construction ❑ new roadway construction Miami, FL 33130 ❑ conversion of private to public highway -rail grade crossing B. CROSSING LOCATION ' v l�, FDOT/AAR Crossing Number: 272522C Jurisdiction for Street or Roadway by Authority of: ® City ❑ County ❑ State Local Popular Name of Street or Roadway: NE 71c'Sireet Railroad Company: Florida East Coast Railroad Railroad Mile Post: PL 3 = PL4 r, 7 Submitted for the Applicant by: David Adato, P,E., Sr. Construction Manager DATE: 8/8/2018 Name and Title Application FDOT Review by: 1t 54,004,_ 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'-20r18 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 traffic 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? No 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.)• _ 74,''1, ; F S; r " '-' �" A., r, rr Tyr + ,r +" �+ /CZ NnAtrirf - � 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. 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. .i•ir ; EXHIBIT B 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 DESIGN 11'; STRICT 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 EXHIBIT B 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 Street Segimerts' Cduritzi Segment N Miami Avenue NE Miami Court NW Miami Court NE 71st Street to NE 75th Street NE 71st Street to NE 75th Street 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. EXHIBIT B ••• z ▪ 11 a l . PEW OM $f t OM :rigid Si. 1108 !lir Sr 1115 r i 5 t Legal D ilcir l itr diaietzu 4 RIr7uute now [33Jr *a& • E u woo roe wt • KO rim 5; Nai WTI 10 M1f aan 11 0*1 Bleh St it 1i{1tM ltf Nt ;Vs Si i i kose Ai F7m Si T i• i% 71cah J1 H6 :411, 01 %£ tjlin 70 ilr lift x1 �.ouriati MaY a riai5/ rR z A if • EXHIBIT B HNTB Table 2 - 2017 Level of Service No -Build Alternative Page 14 Street Segment Functional Classification Number of Lanes Per Direction LOS Peak Hour Directional Capacity' AM Peak Hour PM Peak Hour Peak Dir. Volume vlc itOSS, Peak Dir. Volume , vie 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 0ne 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 FOOT QLOS Handbook, Table 7: Generalized Peak Hour Directional Volumes for Florida's Urbanized Areas EXHIBIT B IJI tun ra a CO 1 z X_XL( (x,xxxj 44 (PPn)Pgi'dk IL 1J � '103L re ' EXHIBIT B 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 Street Segment Functional Number of Classification Lanes Per Direction Peak Hour LOS Directional Capacity 2 AM Peak Hour PM Peak Hour Peak Dir. vic LOS Peak Dir. v/c Volume LOS i N Miami Avenue NE 71st Street to NE 75th Street Minor Arterial Two NW Miami Court NE 71st Street to NE 75th Street Local One 1,700 1547 0.91 1446 0.85 C 560 31 0.06 45 0.08 NE 2nd Avenue NE 71st Street NE 71th Street to NE 75th Street N Miami Avenue to NE 2nd Avenue NE 75th Street N Miami Avenue to NE 2nd Avenue Collector Collector Local Two 0ne E 0ne 1105 720 777 55** 0.70 765 74** 0.69 560 ** Calculated peak hour traffic increments 24** 31** 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. 22013 FDOT QLOS Handbook, Table 7: Generalized Peak Hour Directional Volumes for Florida's Urbanized Areas LEGEND MilliEB Distribution 11 NB Drstribution - WB Distribution 4 Si3 fiisk'ribution X% (Y%) AM (PMJ Percentra`ges X% (Y9%J AN (PM)" Carcurated.S`plit Perreatages NW 75st St 50%450%1" 461 E ua 50% (50%)"'K 50% (50%)'4` 110 t4W 71x St 50% (50%)+ Re-ibutbn Percentages Yeas 2017 4 3 u� EXHIBIT B LECE'JD X,XXX (X,XXX) AM (PM) Peak Hour Volumes X.XXX [X.XXXJ - Calculated Incremerit wr ANI NW (Miami Ct NW t 755r St NE Mdami Ct FEC Railroad 24 (31)'" learz 24 (31 f 55 (74-* NI. Cl. Grade ('rossiii NW 71 s, St 55 (73P{ Existing 2Q17AM & PMMPeak flour Volume - Bmid «ITS) Fir 4 EXHIBIT B 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 -Build Aitdern ttve 2040 Build Alternative • Add NW Miami Ct, NE Miami Ct, and NE 715t Ave 1 • Add NW Miami Ct, NE Miami Ct, and NE 71st Ave • Open at -grade crossing at NE Miami Court • Closure of at -grade crossing at NE Miami Ct 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. EXHIBIT B HINTB Table 5 - Street Segment Growth Rates Page 110 2040 Mode! Peak Period 1 2010 Model Peak Period % Growth Rate E81NB ' Growth . Rate ws/sa". Street Segment AM Peak Hour' ° PIN Peak Hour AM Peek Hour ;PM Peak Hour, AM Peak Hour PM AM Peak Peak Hour Hour PM Peak Hour ES 1 WB EB W0 E.B I W8 E$ i 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 A8 Imo MB 50. NB S8 rat Sa N Miami Avenue NE 71st Street to NE 75th Street 2,426 ' 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 EXHIBIT B 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 2040 Ito Build 1 Street AM Peak Hour PM Peak Hour 00a SE ma se 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 j12 Street Segment Functional Classification Number of Lanes Per Direction 1OS Peak Hour Directional Capacity 3 AM Peak Hour PM Peak Hour Peak Dlr. vac LOS - Volume Peak Dir. vac Volume LOS N Miami Avenue NE 71st Street to NE 75th Street NE Miami Court NE 71st Street to NE 75th Street Minor Arterial Two 1,700 1732 1.02 F 1600 0.94 NW Miami Court NE 2nd Avenue NE 71st Street to NE 75th Street Local Local 0ne One E E 560 117 0.21 560 NE 71th Street to NE 75th Street Collector Two 1105 36 0.06 c C 149 0.27 52 0.09 842 0.76 811 0.73 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 EXHIBIT B LEGEND X.XXX 1X,XXX3 AM (PK) Peak Haur Vo!„ ies rn In !VW 75A St Fature2.40AM PMPeak kliou rVolumes -NaB ed •075 1-+ 1 1 1 11 1 1 1!`*i Figura 5 EXHIBIT B 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 2C4 E ��i�L� li�sern hlie AM Peak l iour PM Peak Hour iE:s 1 i Street NE 71st Street 64** 64** 86** 85** NE 75th Street 28** 28** NB SO N Miami Avenue 625 1791 36** ND 1674 36** Sh 734 NW Miami Court NE 2nd Avenue 36 331 21 900 52 27 886 362 ** 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. EXHIBIT B LEGEND irk EB Distribution WB Distribution ldB Distribution 4 SB Distribution X9 (Y%) A 4 (PM) Percentages X% (Y%) AM (PAW"- Calculated Split Percentages 50% (50%)*4'° IVW 75". St 4 O c u z 1TF \iiatiii C't. Grade trot .Wg 0 50% (50°per 50% (50%p1` NW 7 ] St 50% (50%7am Disinbufion Perms Yea 2640 Figure 6 (NTS! LEGEND MOE& Distribution I NB Distribution W S Distribution 4 SB Distribution X% (Y96) AM (PM Percentages X% (Y%) AM (Ph4tm Calculated 5-Olt Percentages 4 1 NW 75sc 5 50% (50%p r 50% (50%) * Iflilllliftli4 Figure 6 !Y ors, EXHIBIT B 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 Segment . Functional Classification plumber of Lanes Per Direction . LOS peak Hour Directional Capacftk AM Peak Haar PM Peak Hour - Peak ❑ir. Vo€urns , v/c j LOS " Peak Dlr. Vci1um# Ilk LOS 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** - - aicuiatea peak our traiilc Increments As shown in Table 9, all segments are operating at an acceptable LOS. EXHIBIT B HNTB 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. EXHIBIT B HNTB Exhibits Exhibits 119 EXHIBIT B iit1; of Airxxnt 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 ae 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 dadatov.com. Sine . Williamson irector 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. 2ncl 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 1 City, State & Zip PhorneNo. Email '" %A4 14.943-r tilt-t 943 c A2 itia." 4- 33130 %IZelci �.T J`-� ► OeiAla.,-A Lip .cry • # aV J'�at J !�#FS.Cb�� 0( ta4 J -I2oN1 g$1, `S3)3g' i e, 1, } j---1Ll ct IN/ i Ale S G 1 J! i L c.- _ t l i S .p c c cot.. 0- k+. to4 S°' ??" '�► fKi : , Fi- 33133 365-?Sa -5390 qs1.)67,44,0,ii4,„,„.cow, Pdc1(4 14IV� eoAk \a►n9,4ic,�,,As. r c�1 , ,.3,vaal )„•,ifLw,- -c-sii Toc•da f5G?3 `1S ri+e)S p Q /J, f.P7'4,4 D- VPL Skt`ts-Nw C .lit S'-{I—N(i)!.icu r a , fL ' Lz°krr' 2 6 _ xo,.,kCeN.o T-,,,0-0.,-*Y,fr+F 4},+.t.". Sol.."''" 3 Nof k s-/ Ai J iGt}4 C 1 iv,gp a f-pNoj 1D c iviO MeOs % Ill &1 N 4141, - «.Yv:,, FL 3310 8c--i7 S 32ws s A..rv1,, .1 IsI7 ] 0.1'1_c, E s I EXHIBIT B City of Miami Legislation Resolution Enactment Number: R-18-0260 City Han 3500 Pan Amerban Dive 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,+4N r1 ,r � TF 1 % A• , t+- 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. EXHIBIT B 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. EXHIBIT B (:ITV Of MI.AAMI, FLORIDA INTER-O F'F10E MEMORANDUM HI David Adato, P.E. un t r, August 9, 2018 Construction Manager Office of Capital Improvements ,..1_ ! , c_ f .l7:1- B 183616 F i:oM: I ief Joseph F. Za6alban. 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 NE 75t:• 51 Citadel Auto Sales Corporation Twitch Little River NE7 th 5t rn Palm Pieta Vintage Museum NE73rd St Laza Iron Work a Jim i+iC If alms, v. lhladelphie SOA Ftg nth Church Adopt* Take Out Kei-Giro Corporation ny Aptilo Motors bar Q Vui re• rr Ault Frplft BRADY MIAMI I I� STERY 9 first Haitian n Church of God Little Haiti Car,ogl � b,±liarni ifEst�rurerri Supplies ja► NE71stSt Progressive Waste Solutions VT4JI II ItU d11 Driving School DC Battery Specialists Q G & E Baby food Palace A 2 rn ca. Cindy Lou s Cookies < ty Farni y ,74 Progressive Waste ',); Print Giants Solutions - 1st Place — NE 71st St NE71stSt { Western Union S .LIaIHX3 priv. T. •40111111111111:11r111151 "r:11110811 l 1 1 NE 240 ALE (S) 23 R/W UNE F.E.C. RAILWAY R/W LINE—\\ SUREY\ NE 2ND AVE R/W UNE 24 \\—R/W LINE e R/W UNE R/W LINE RAY UN R/W LINE' iy,--R/W LINE \ 81 I EV, 1!" E R/W LINE ISAI6-00JE Neen„.„7472,51Riezi Tema -RIM. ERC11 WEST OF Nfita tiltUal MN ST AILEY PROJECT SO 201,0029 °PET _7_ Of I_ /—R/W UNE SURVEY FEDE'RAL HIGHWAY FEDERAL HIGHWAY R/W LINE C tc.6 _tore r'ed M561-viel0E-1(. H- 6nei if, 7 . !JAE: rjf-yee- 1-'t-e414`, ,NCLut:eh, OtwousLy reit -ir1Jr.5; g• I e-et., "1.• e.t Re- ,EE OM Fr cAur. 7-6 L kk'e frOC.r 56, c_er- Ione ,.e„g igLe• ztok /4,js •• A iZ -e - e)tr, PAIL OJJ29 rAete, T Aft ' • . 1401- A GL,e).9va.E, REVISIONS DATE 6, DESCEFPNON DATE DECNI,BFIN PATE BY DESCNIPTION EXHIBIT B SNUNDS CONGO. DNG INC 28325 LW) NUN F F. Si 11 osnu,„,„s HAW, FLORIDA 33'00 PHONE- (.305) 885-6400 0000 E SALGANO DE DO 32582 JAR &WAS aerreer, r CORITIroipuOFBulicIAPOSPOrAON lI 00 MIAMI DADS IMMO SHOWERING DIMSION calm SIGNING AND PAVEMENT MARKING PLAN RAY UNE, RAW UNE\ hR/W LINE I / 52 .51 • NE 38TH ST 1 SURVEY NE 2ND AVE (N) UNE 56 iNaii f�-�s�g yTM yT MOM KUa KJ5 1 fig GST Ci IS mx sr ulEv VAIRKS -711 57 R/W UNE /II k- J R/W UNE I N H IZ NE 2ND AVE. R/W UNE LR/IY UNE ST ALLEY //J� f` l RAY L,NEJ' N \\ N) `-R/W UNE I LI R/W UNE DATE BY DESCRIPTION DAZE By RE Y I5I0 PI DESCMPRON By DES PITON EXHIBIT B nubb569Ag1, SNU60S CONSUI SNS IV1289' r38Ooa1DA i32903ASTREET,R6 SUITE I PHONE: (30) OP5-6400 CNIK C SALGADO PE NO 72533 OAR WPa DEPNt11ENT OF 1RANSPoRU1ION AND PUBLIC MAKS MIAMI DADE 1RAFFIC DIGREDONG CARSON CITY SIGNING AND PAVEMENT MARKING PLAN RR NORTH TO JACKSONVILLE NB MAINLINE RR SOUTH TO MIAMI 3292' .1e 120' 120' 3319' SB MAINLINE 3292' 120' 120' 3319' - STA. 0+3362 _ FEDERAL HIGHWAY MN1 1 \ \ ti 1.0 ME 1 1 1 1 I \ V\--\ IMMIN 1 1 1` \` l REUSE IN -PLACE EXISTING CANTILEVER 3 IE.CLASS IV WARNING DEVICES AS SHOWN INSTALL TYPE III, CLASS IV GATE ASSEMBLY COMPLETE W/SCISSOR GATE (RED). _ \ ` SIDEWALK REQUIRES REALIGNMENT PEDESTRIAN CROSSWALK \ \ TO MAINTAIN OFFSET FROM RAILROAD SIGN: ,� MM R3-7 NOTE: SHARED USE STRUCTURE WITH ( �J WARNING DEVICES SIGN: R19-11A TRAFFIC LIGHTS MOUNTED EXTERNALLY. 1 1_ INSTALL NEW STANDARD LED TYPE III. 10,11. ow SIGN:," , , /J\ ` _WTISv 1 /� J CLASS IV WARNING DEVICES AS SHOWN__.__ ______ -� _�_�=� 3_-2__CANT#1 U.G. %OWER�_ _ i i ____ _____ �_--_ 1 _ }____ WAYSIDE SIGS� 0�'�l\V, , 1,IQ_�`� �.• p. ` Gi/ GATE#1 / Gqi•�� 4,, IIE,-'_�pINT. i��f".B '.. ,._./... �.. _.. _.. _.. _.. .. _.._�#5 1 c ._. _.. _.. _.. _.. _.. `JrIQ ._.. _.. _.. _.. SMOD -' -III _ •E ECRow CONTROL BOX PED SIGN: 1 i ba SIGNAL W10-9 I ,V,• - PX - .. is 1 I I U.G. COMM. (CENTURY LINK / LEVEL 3) " - EAST MAIN - ----------- 1 121.9' ' ' ----- 136RE I REUSE EXISTING ONINI CROSSING SURFACE 1 I (15 PANELS @ 8.125' = 121.9. LENGTH) I I I II 3 \ 1 1 I OMNI CROSSINGLENGTH) SURFACE PANELING \ 1S _......diREUSS ` - WEST MAIN- =�=== =■���1 -- - -- 136RE ROADWAY FORCES: INSTALL 6' CHAIN LINK FENCE TO PREVENT PEDESTRIANS FROM CIRCUMVENTING WARNING DEVICES. 1 I 1 I 1 1 Y� 1 I ` I` I ` I I I I I I 1 0 3g6' ) 1 \ \ coo B. x6' NE3272 ST 1 t 1 ;' -- HOUSE N OT 272 633P woo- �� © REUSE IN -PLACE EXISTING CANTILEVER. WAYSIDE X_ X m ry m 6.� va \ I ! INSTALL TYPE III, CLASS O GATE ASSEMBLY COMPLETE W/SCISSOR GATES PEA FENCE INT. SIGS rL(I _ F _ 4' SE #Z `'GP�2 UADATIONASxHO Nx FEC ... / 171' - - QL R AXISTIFGRO GATE#a x x x x - , v REUSE EXISTING B'XB' SIGNAL/RING HOUSE NEW IN PLACE.FIELDGATE � / / /� ' qT6' \` , ZC♦ • NOTE: SHARED USE STRUCTURE WITH 1�5.'� I TRAFFIC LIGHTS MOUNTED EXTERNALLY. INTO ROADWAY INTO HOUSE. HOUSE / '6 ''. �1 1 \ 11� PEDESTRIAN RNDRAILTFOREVENT PEDESTRIANS HANDRAIL V PREVENT PEDESTRIANS FROM CIRCUMVENTING WARNING DEVICES. 61 4 `` dT6 ' "� `Y '1 LARGE EMPTY LOT SIGN: OBJECT , „�1 FEC R.O.W.----------------- %1 1 DIRECTION INSTALL NEW STANDARD LED TYPE III, CLASS IV PEDESTRIAN WARNING DEVICES AS SHOWN. �/,111 1 1--.-..-..-.�..�--------------------------- j2 _ SIGN: `, I ID RAF T INSTALL NEW STANDARD LED TYPE III.400 1'� .. 1'-� CLASS IV WARNING DEVICES AS SHOWN 1 • 1 "11 TRAFFICSIGNAL NOT FOR CONSTRUCTION LENGTH OF: J/�j`J 1 \ \ GANT. 8140'(ROADWAY) OP .1�1, .., -GATE 81 2 35' ( (ROADWAY) WI17' SCISSOR GATE (PED) ' pLK • � lay/ -GATT. C2 3' (ROADWAY) SID 1 1 1 � k :GATE 82 8336'(ROADWAY)WI14'SCISSOR GATE (PED)GATE 6( .-\1111/11' GATE 84 28' (ROADWAY/EXIT) PPRpI.LET-PAR , L 1 1` \ 11 PROPOSED CROSSING LAYOUT GATE 8532' (ROADWAY/EXIT/PEDESTRIAN) /�� GATE 86 10' (PEDESTRIAN) I, LEGEND REVISIONS DR: XRL/XXX FEC FLORIDA EAST COAST RAILWAY N, OFFICE OF THE CHIEF ENGINEER DESIGN R. CONSTRUCTION GRADE CROSSING IMPROVEMENTS MIAMI, (MIAMI DADE), FL NE 36TH 3ST 3 POT# 272633P MP. PL 2.18+0081' FILE = CHK: XRL/TJF DRAWING NO. OVERHEAD COMM. = UNDERGROUND COMM. 0 iD 20 APPR: 272633P.DGN =UNDERGROUND GAS FEET EXHIBIT C ® = UNDERGROUND WATER LINE DATE: 04-03-19 SH. 1 OF 4 XRL- 108437 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 BY 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 COUNT 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 JOB BASED ON CL CONST. NE 42ND STREET 100% SUBMITTAL DESIGN: ALAN L. HEDBERG P.E. CHECK:MOHAMED ABRAHIEM P.E. AEwO� FH .F-vso EXHIBIT D DRAWN: RICARDO DAUBON E.I. (v cex.. orwmo,1,TIN NO.aii_ DATE: - SHEET: I OF 40 R.Transp.at,on \ Dade County \ Nf 42nd SI \ 90.0_CAO_GIS Nf 42nd \ roadway \ TYPSRD01.P. VA EXIST. FENCE R/1V LINE PIN (20') MONUMENT LINE NE 42ND STREET 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 EXHIBIT D TYPICAL SECTION 2 aalata al 11,2a al ahl EXIST FENCE SOD R/VV LINE fr/- R/W (20') / / MONUMENT LINE NE 42ND STREET CONST. NE 42ND STREET R/W (29.14') R/VV LINE STANDARD CLEARING AND GRUBBING RECONSTRUCTION VARIES (16'-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' 9I P. - ► 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) WITH HMA TRAFFIC C, 5P-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 BASE THAT IS 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 8E 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 EXHIBIT D 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 (0'-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 EXHIBIT D 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") HATA 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 IS 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 MINII4UI'4 WIDTH OF 5', A MAXIMUM OF 2% CROSS SLOPES AND MUST NOT EXCEED 5% GRADES/LONGITUDINAL SLOPES. MIAMI-DADE AECOM NE 42ND STREET EXHIBIT D TYPICAL SECTION 5 aalata al R.Transp.at,on \ Dade County \ Nf 42nd SI \ 90.0_CAO_GIS Nf 42nd \ roadway \ TYPSRD01.P. NATURAL GROUND R/W LINE R/VV (30') frz— SURVEY N. FEDERAL HVVY. R/W (40') R/W LINE 3.75' VVIDENING 8' 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) WIDENING 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".0111'" Eilli AECOM NE 42ND STREET EXHIBIT D TYPICAL SECTION 6 e../23,L1 N APO R.Transp.at,on \ Dade County \ Nf 42nd 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 (33.8-48) 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. SVVK. 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 EXHIBIT D 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 f 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 N RIAL, ROUND SNARE -IS" DIAMETER LF 476 3 (INCLUDES, BALLAST , AND PLASTIC FILTER FABRIC) f1M)T( 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"TRICK) 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<TfNG) (INCLUDES WATERINb AND MAINTENANCE, SY 2130 BE AC,MPLISHED IN ACCORDANCE WITH THE FLORIDA DEPARTMENT OF TRANSPORTATION INDEX ECJ SERIES. THE MANUAL 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 1-HE AFORE MENTIONED LIANUALS INCLUDES THE COST OF FURNISHING, INSTALLING MAINTAININC, AND REMOVIN, ALL ITEMS OF MAINTENANCE OF TRAFFIC NOT PAID FOR UNDER SEPARATE ITEMS INCLUDING BUT NOT LIMITED TO sz,ms, BARRICADES, FLASHING LIGHTS, TEMPORARY PAVEMENT, TEMPORARY PAVEMENT MARKINGS, FRAFFIC SIGNAL LIODIFICATION FOR TRAFFIC CONTROL, ETC 11011B INCLUDES REMOVAL OF EXISTING PAVEMENT, DRIVEWAYS, MISCELLANEOUS CONCRETE. VEGETATION. TREES AND DEBRIS TO BE DISPOSED OF fR LEGAL AREAS PROVIDED BY THE CONTRACTOR. fNCLUDES THE COST OF CLEPANNG-OUT ALL EXISTING DRAINAGE STRUCTURES WHICH ARE TO REMAIN WITHIN THE LIMITS OF 201 THESEARE ES THE ENGINEER. 011 gTIT1ES AND MAY 8E INCREASED OR DECREASED 33542 TEMPORARY ASPHALT =HALL BE MAINTAINED IN GOOD CONDITIONS AT ALL TTMES 435-110 INCLUDES THE COST TO CORE DRILL AND CONNECT TO E,STING STRUCTURE S-3A 430 FOR PIPE ALFERNATIVES SEE SPECIAL PROVISIONS AND BID DOCUMENTS 443-72-3-2 INCLUDES THE COST OF EXCAVATION TO PLAN ELEVATION, PERFORATED PIPE PEA ROCK, AND BACKFILLING WITH SELECT L}ISEE ROCK DRAIN TO DETERMINE NOM PERFORATED PIPE Y/Fan APPLICABLE ITEMS REOUIRED TO CONSTRUCT EXENTRATION DRAM 522-101 INCLUDES THE COST OF PEDESTRIAN RAMPS. 522-2/11 ED DUANTITY FOR LOCATIoNS HVWN IN THE PLPNS ANDIOR fS DIRECTED BY THE L 575-1-1 INCLUDES SOD TO 13E USED IN THE RESTORATION OF LAWNS AND MAY BE INCREASED uR DECREASED 15 DIRECTED BY THE ENGINEER. PENEALL,A BAHIA OR TO MATCH EXISTING SUMMARY OF EARTHWORK ITEM QUANTITY SUBSOIL EXCAVATIOH FILL SUMMARY oF EARTHWORK IS BASED ON THE CoNSTRUCTIoN oF LIVEROCK BASE 2. ANY e1,411,1T1ON MATERIAL, IF 11/JSUITPELS. SHALL NOT BE USED IN THE CONSTRUCTION OF THE EMBANKMENT. 3. EXCESS MATERIAL To BE DISPDSED LJE Ur THE CoNTRACTERS IN ARE, PRGVIDED BY HIM. Nu SEPARATE PAYLIENT WILL 13E MADE Ff., TX, ITEM. 4 AII ESTIMATED 355 CY OF UNCLASSIFIED MATERIAL IS TO BE DISPLACED BY THE STORM SEWER SYSTEM WHICH INCLUDES THE EXEILTRAZION DRAIN AND IS NOT f NCLUDES IN THE SUILLIARY OF EARTHWORK. OSIANTITIES THIS MATERIAL IS TO BE UTILIZED ON THE PROJECT AS DIRECTED BY THE ENGINEER ANY EXCESS OF LIATERIAL IS TO BE DISPOSED OF IN LEGAL AREAS AS PROVIDED BY THE CONTRACTOR MIAMI-DADE AECOM NE 42ND STREET EXHIBIT D SUMMARY OF QUANTITIES 8 GENERAL NOTES: 1 E LEV AT IONS SHOP N REFERENCE NAV D 88 DATUM HOW ZONT AL CONTROL SHOWN REFERENCE N A e3, FLORrDA EAST ZONE MB) ADJUSTMENT OF MO rNAo 8,90,. 2. ALL CONSTRUCTION SHALL BE IN STRICT ACCORDANCE IBMTH THE REOUIREME NT S. OF MIAMI-DADE COUNTY REGULATORY AND. ECONOMIC RESOURCES. AND THE MIAAW -DADE CO UNTY DEPARTMENT OF 3 IT IS THE INTENT OF THESE PLANS TO BE IN ACCORDANCE 1.1, IT H A FSLIC A BLE CODES AND AUTHORITIES NAV WIG JURISDICTION. ANY DISCREPANCIES BETWEEN THESE PLANS AND APPLICABLE CODES SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER 4 CATCH RASINS, SEEPAGE DRAINS, PAVEMENT REST ORA T 10 N AND PAVEMENT AROUND CATCH BA., TO RE ACCORDING TO THE DETAILS AND APPLICABLE REOUIREMENTS OF THE MIAMI-DADE COUNTY ['EPA RTMENT OF TRANSPORTATION AND MEL,. VVORK 5. WHERE NEW PAV EMENT MEETS E X IS TING, CONNECTION SHALL BE MADE IN A NEAT STRA !CHF LINE PERPENDICULAR TO THE TRAV ELED ROADWAY REM OV ED U Rf NG CONSTR.:. TIC, N SHALL BE REPLACED SY THE TREES, STRUCTURES, AND UTILITIES WHICH MAY NOT RE SHOW N ON PLANS ANY E X ISE WIG STRUCTURE, PAVEMENT, TREES OR OTHER EXISTING DAMAGED, E XPOSED OR IN ANY IV AY DISTURBED EY CONST RUC T ION PERFORMED UNDER THIS CONTRACT, SHALL BE REPAIRED PATCHED OR REPLACED AT NO ADDITIONAL CO, TO THE OWNER. THE LO C AT TO N AND SIZE OF ALL E NWT,. UTILITIES SHOW N ON THESE DRAW INGE ARE APPROX JOB AT, AUDIT ONA L UT WIT TES MAY E X !ET WHICH A RE NuT SHOWN ON THESE DRAW WIGS. THE CONTR ACTUR SH A LL BE RESPONSIELE FOR THE LOCATION OF ALL EX ISTING UT ILIT fES THE CONTRACTOR SHALL VERIFY ALL UTFIZTIES RY ELECTRONIC METHODS AND PRIOR TO BEGINN f NG ANY CONSTRUC T ION OPERATION, ANY AND ALL CONFLICTS OF EXIST 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 _SHALL'�a a N A __ 0 AT LEAST 48 HOURS PRIOR TO PERFORMING ANY DIGGING TO VERIFY THE EXACT LOCATION OF E XISTING 9 THE CONTRACTOR SHALL CONTACT ALL UTILITY COMPANIES PRIOR TO CONSTRUCTION THE CONT R ACTOR SHALL PROTECT ALL UTILITIES AND OTHER PROPERTY AND SHALL BE RESPONSIELE FOR ANY DAMAGES INCURRED DURING CONSTRUCTION AND SHALL REPAIR TO /TS OWGINAL CONDITION SAID DAMAGES AT HIS EXPENSE ONLY THE CONTRACTOR SH A LL BE RESPONSIBLE AT ALL T nIES THROUGHOUT THE DURATION OF CONSTRUCTION FOR THE PROTECTION OF EX !STING AND NEWLY INSTALLED UTILITIES AND IMPROVEMENTS FROM DAM AGES, DISRUPT f ON OF SERVICE OR DESTRUCTION. 10 EXISTING TREES SHALL RE REMOVED ONLY IF REuui RED FUR CONSTRUCTION THOSE TREES NOT INTERFERING JV ITH CONSTR. T ION SH ALL RE PROTECTED IN PLACE THE CONTRACTOR IS ADV ISED THAT A TREE PERMIT MAY BE REOUIRED FOR TREE REMOV AL THE CONTRACTOR SHALL NOT/FY REGULATORY AND ECONOMIC RESOURCES DEPARTMENT AND EXISTING GRADES WERE TAK EN FROM THE BEST AV AILABLE DATA AND MAY NOT ACCURATELY REFLECT PRESENT CONDIDDONS. CUNT RAC, R CONDITIONS, AND 5 H A LL REPORT ANY DISCREPANCIES TO THE ENGINEER 12 THE CONTRACTOR SHALL PREPARE AND SURMIT SHOP DRAW INGS FOR ALL ITEMS LISTED IN PROJECT SPECIFICATION 13. UNDER NO CIRCUMSTANCES SHALL THE CONTRACTOR LEAVE E X CAV A TED TRENCHES, OR PARTS OF, E X POSED OR OPEN THE END OF THE W CAKING DAY WEEK ENDS, HOLI-DAYS uR uTHER TIMES WHEN THE TRENCH SH A LL RE CoV ERE!, FIRMLY SECURED AND M AMBER, ,CuRDINGLY FOR PEDESTRIAN TRAFFIC 14 THE CONTRACTOR SHALL MAINTAIN ACCESS TO ALL ADJACENT PROPERTIES AT ALL T IMES IS ALL E X CAV ATED MATERIAL REMOVED ERDM THIS PR.,'" SHP LL BE DISPOSED OF PROPERLY BY THE CONTRACTOR THE CONTRACTOR'S CAST IRON PRODUCTS, STEEL GRATING A LONG W ITN COVERS AND ALL STRUCTURES: MUST BE CAPABLE OF SUSTAINING HEAVY -DUTY CLA SSW IC AT fON SUITABLE FOR HIGHW AY TRAFFIC LOADS OR 16 000 LB WHEEL LOADS ALL GRASS A REAS AFFECTED BY CONSTRUCTION SHALL RE RE -SODDED. IR. THE CONTRACTOR SHALL BE RESPONSIBLE FL, THE PROV !SION, INSTALLATION AND MA INT ENANCE OF ALL TRAFFIC CONTROL AND SAFETY DEV ICES, EV ACCORDANCE IN ITN SPECIFICAT f ONS OUTLINED IN SECTION ADDITION, THE CONTRACTOR , RESPONSIBLE FOR THE RESETTING OF A LL TRAFFIC CONTROL AND INF ORRI,ION SIGNING REMOV ED DURING CONST RUCT ON PERIOD. 15 EXCAVATED OR OTHER MATERIAL STORED ADJACENT TO OR PART, LLY UPON A ROAD, AY PAV EMENT SHALL BE A DEOU,ELY MARK ED FOR TRAFFIC SAFETY AT ALL TUBES 20 TEMPORARY PATCH MATERIAL .ST BE ON THE ROB SITE WHENEVER 22 CONTRACTOR SHALL MAI-NT AIN LEAST ThE FOLLOW ING NUMBER OF TR A FFIC LANES FOR CORRESPONDING TIME PER f ODS MONDAY -FRIDAY 7-9 A M. AND 4-6 P.61, NO INTERRUPTION TO TRAFFIC IS PERMITTED EXCEPT DURING PHASE f ALL OTHER TIMES • MARTA. MNE LANE FOR TW WW AY OR ENATION TH FLAGMEN. on MAINTAIN one LANE IN E3CH DIRECTION FOR TR<FFrc. CLOSED OR DWERTED ▪ (2, HouRs Po0 THE EeTOUR rN A CCuRDANCE N,TN 644/040.5, p7-0 5NALL EE ACCURATELY RECORDED By THE CONTRACTOR THREE r 3) SETS LABELED BAS-SUILT" MUST BE SUBBIf TTED, SIGNED AND SEALED BY 3 PROFESSION, ENGINEER REGISTERED f N THE STATE OF FLOW. TO THE ENGINEER OF RECORD PRIOR TO FIN 3L ACCEPTANCE OF THE 1.0 ORK. IT IS RESPONSMrLITY OF THE CONTRACTOR To' SELECT AND BF,. THE 27 DRAf N ACE / UTILITY TRENCHES ShALL NOT BE LEFT OPEN OVER NICHT A ITH FLOITABLE F fLL SHALL BE ND LESS THAN 12 INCHES COST TO BE INCLUDED UNDER 29. ALL STAT/ONS AND OFFSETS REFER TO BASEL/NE OF SURVEY ALONG FEDERAL HIGH, AY AND TO CENTERLINE OF CONSTRLWT ION ALONG NE 42 STREET SU CONTRACTOR SHALL COMPLY CH, THE REM WREMENTS OF THE EPA AND THE al. ThE CONTRACTOR n RESPONSIBLE FOR IMPLEMENTAn ON AND MAMNTENANCE EROSION CONTROL MEASURES CONTAMED IT WHIN THE CONTRACT SPELMFIC AT IONS OR AS REOUMED BY THE CITY OF MIA1.1f OR ANY OTHER REGULATORY AUTHORITY THE SHALL ALSO PROVIDE ANY ADDrnONAE EROSION CONTROL MEASURESRo HYDROSEEnNG. MULCHnIC OF 36 ALL f TCII EX CAB AT f ON, SHALL RE PERFORMED IN FULL COMPLf ANC: W nIE PROVISIONS T TREND' SAFETY ACT . 37. IF EVIDENCE OF POTENTIABnONT 4ARNAT ION W DETECTED DIRRONDEECIATH1N STOP EW,ATVATION W ORK AND NOTIFY AIMBI RAILROAD ORANGE HA RD RAT IF ITH REFLECTIVE RAND ,DE ROTECTrON U UP PRuPERTIES DURING ANY FHASE OF CONSTRUCTION OPERATIONS- THE FOLLOWINO !Ts. 41 ILL APPn TO 3LL V ORK PERFORMEDWITHIN NA!, Ey PROPER, VP ATER AND SEW ER VALVES, SANITARY MANHOLES, 4/JD OTHER CON T ROL O▪ F AN EMERGENCY ENSURE THE PCB, HEAL, AND SAFETY COVERING EL, UT!? WY ADJUSTMENTS MUST RE MADE IN II rNG AT I EAST TV D. 131 ONE FIN 3L AND PER, InENT ADJUSTMENT AT NO COST TO THE REOLBEST S▪ ID▪ E, ALK f N THE EVENT OF A WATER OR SEWER EMERGEN, W 3SD EMERGENCY NUMBER f 5 305 552 SBUI TN, LINE IS OPEN 20 HOURS 7 D165 A REEK 33 THE CONTRACT, ADVISED THAT PROPERTIES ADJACENT TO THE PPOIEDT AROUND THESE SERVE:ES MUST BE INCLUDED IN THE BID RELATED ITEM FOR 'EP1700TDOTPUROTTRN/inaCTTETV-110rS,EtUMENDIVIVErDITYRSRahrREVL'AE751 ALL, DU Tt/ 5646.2,46, MIAMI-DADE AECOM NE 42ND STREET EXHIBIT D GENERAL NOTES 9 61.61,416 STORMWATER POLLUTION PREVENTION PLAN NARRATIVE DESCRIP, ON THE STORM. ATER 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 COPf ES 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 EGP A DETAILED CE UCTION FOR CONSTRUCTION ACTIVITIES. EACH CONSTRULTION PHASE HREQurRES THE RINSTALLATION O CLEARIN, AND GRUBBING' ASNECESSARY FOR THE INSTALLATION OF THE TO BEGINNING ANY WORK. THE CONTRACTOR SHALL FOLLOW THE SEQUENCE IOFRMAJOR RmR ACTIVITIES BELOW, UNLESS THE CONTRACTOR PROPOSES A DIFFERED,' 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' 1 90 AC , TOTAL AREA OF THE 5fEE 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 URBAN LAND SOIL, WHICH CATEGORIZED AS MODERAT LY WELL DRAINED. 31THE SIZE OF THE DRAINAGE AREA FOR EACH DUTFAu. MIA. 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. 21 AREAS OF SOIL DISTURBANCE THE AREAS TO BE DISTURBED ARE INDfCATED ON THE CONSTRUCT,. PLAN SHEETS ANY AREAS WHERE PERMANENT FEATURES ARE SHOWN TO BE CO,TRUCTED ABOVE BELOW GROUND WILL BE DISTURBED. 31aN 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 DISTURBING ACTIVITIES 41 THE LOCATION OF MAJOR STRUCTURAL AND NONSTKICTURAL CONTROLS IDENTIFIED UV 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. S1THE LOCATIONI. SURFACE WATER OR MS, AREAS OF PERMANENT STABILIZATION ARE SHOWN ON THE SURFACE WATERS, WETLANDS AND LOCATfONS WHERE STORMWATER f S DISCHARGED TO A DISCHARGE POINT1SNIA. THIS PROJECT HAS NO OUTER,. 2. CONTROLS a. EROSION AND SEDIMENT CONTROLS. 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 ACTA'', ES, 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 CONTR OLS ONLY AFTER ALL UPSTREAM AREAS ARE STABILIZED. IN ADDITION: DEVICES, PI PERMANENT: INCLUDES ASPUALT OR CO,RETE SURFACE, SO, ROADSIDE SW ALES, A. ENDWALLS IN STRUCTURAL PRACTICES:ACCORDANCE DOCUMENTS. BARRIERS,RUCTURAL PRACTICE: TD CONTROL TRAP SEDLMENT AND °THERM- SE PREVENT TIIE DISCHARGE ▪ POLLUTANT: FROM EXPOSED AREAS OF THE SETE. SEDIMENT CONTROL: SH4LL fN PLACE SUCRE DISTURBING SC, IIINTREMA OF THE CONTROL. THE STRUCTURAL PRSCTICES SHALL INCLUDE AT LEAST THE FOLLOWING, OTHERWISE APPROVED BY THE ENGINEER. DOCUMENTS SEE EROS10,1 A/JD SEDIMENT CONTROL DETAILS FOP MORE INFORMATION ALL SEDIMENT CONTROLS SHALL BE IN PLACE 1,1011 TO ANY 50IL LII5TUREINO ACTIVITY PERMSNENT :TORN, ATER M.MAGEMENT CONTROLS: STORMWATER RUNOFF WILL EE CONVEYED IN A SWALE SYSTEM SSTS INLETS ANS' FRENCH DRAINS. CONTROL FOR OTHER POTENTIAL POLLUTANTS: THE CONTRACTOR SHALL PRACTICE COOD HOUSEKEEPING BY INSTITUTING A CLEAN, ORDERLY CONSTRUCTION SITE THE FOLLOWING CONTROLS SHALL BE fMPLEMENTED TO FURTHER REDUCE POLLUTION AT THE PROJECT SITE: W,TE DISPOSAL: IN THE EC, THE CONTRACTOR SH,LL DESCRIBE THE PROPOSED METHODS TO THE UINTED ST,ES. THE PROPOSED METHODS SHALL INCLUDE AT LEA. THE FOLLOWING, UNLESS, O THERWf SE APPROVED BY THE ENGINEER, a) THE CONTRACT, SHALL DEMONSTRATE THE PROPER DISPOSAL LOF ALL CONSTRUCTION WASTE RUN FANG MATERfAIS, !TT, FROM TP,BING FUEIIC, SFIX AGE FROM SANSTAPV FA.M.FS, ID SANITARY/SEPTIC FACILITIES SHALL BE PROVDED AND MAINTAMED IN A NE, AND SANfTARY THE REQUIREMENTS AND REGULATIONS OF TUE STATE AND LOD. BOARDS OF SE4ITH 4 LICENSED SANITARY WASTE MANAGEMENT CONTRACT, AS REQUIRED BY STATE REGULATIONS WILL POLLEPT ALL SANITARY WASTE FROM PORTABLE UNITS CI THE CONTRAC,R INILL PROVIDE LITTER CONTROL AND COLLECTION IINTS/N THE PROJECT LINfTS DURING CONSTRUCTION ACTIVrTfES COI:TRACTOR WILL PROVIDE AN ADEQUATE NUMBER OF LITTER CONTAMERS MTH LIDS ,T THE STAGING STOCKPILE AND FIELD OFFICE AREAS D S APPLICABLE, I OR To LW FREI LW SFr?? Ell I MT. CONTAINERS VIDI I BF CI EA, A BP Y zJ OFFSITE VEh1CLE r - - S GENERATION OF DUST IN THE ECP DESCRIBE THE PROPOSED METHODS FOR MfAlfMIZING OFFSITE VEHICLE TRACKING OF SEDIMENTS AND GENERATING DUST ESE PROPOSED METHODS SHALL INCLUDE AT LEAST THE FOLLOWING UNLESS OTHERWISE APPROVED BY THE ENGINEER THE CONTRACT DOCUMENTS I, THE NUNTRACT, SHALL TAKE REASUPES TO INSURE THE LLB., LW SEDIMENTS THAT HAVE BEEN TRAC,D BY VEHICLES OR hAVE BEES' TRANSPORTS, BY WIND OR STOP". ATER ABOUT THE SITE o'R ON, NEARBY ROA,VV,S. CI REAP?... EXCESS DMT FROM ROADS DAILY .d) USING ROADWAY SIDESPERS DURfNG DUST GENERATING ACTIVrTfES SUCH , EYLAVATfON AND MfLLING OPERATIONS s N RCA!, fF <PPRUPRUT: sns.. sE fMPLEMENTED IN ORDER TO REDUCE OFF SITE TRACKING Ii LOADED H.NIL TRUCKSSHALL RE COVERED WITH TARPAULIN EYCESS OraT ON THE ROAD SHALL SE REMOVED ,JAILY 31 ST,TE OR LOCAL REGULATIONS fN THE ECP, THE CONTRACT, SHALL DESCRfBE THE PROPOSED PR,CEDURES TO COMPLY CDTH APPLICABLE STATE AND LOCAL REGULATIONS FOR WASTE DISPOSAL. AND SANITARY SEWER OR SEPT fC SYSTEMS m APPLICATION CM FERTNIZER 4. PESTICIDES aJ I HE APPLICAI ION AND HANDLING uE HERD,IDES AND PE, ICmES SHALL BE IN COMPLIANCE SPECIFICATIONS FOR RI,L1 AND BRIDGE CONSTRUCTION AS MODIFIED BY THE CONTRACT P, HERBICIDES AND PESTICIDES SHALL BE STORED ONWTE IN THEIR ORIGIN, CONTAINERS MTh PRODUCT LABEL INTACT. , TOXIC SUBSTANCES AND MATERIALS .4, IN THE ECP, THE CONTRACTOR SHALL PROVIDE A LIST OF TONIC SUBSTANCES AND .1,1ATERI,LS THAT 4RE LIKELY TO BE IISED ON THE WE AND PROVIDE A FLAN ADDRESSIND THE GENERATION. ARPLICATION,IGHATION, STORAGE, ANL? DISPOSAL OF THESE N.TANCES b) CONTRACTOR SHALL PROVIDE EQUIPMENT NECESSARY TO CONTAIN AND CLEAN UP SPILLS OF HAZARDOUS MATERf ALS, INCLUDIWG PETROLEUM PRODUCTS SPILLS SHALL BE CONTAMED AND CLEANED UP IMMEDIATELY AFTER THEY OCCUR SPILLED MATERIAL AND THE EQUIPMENT USED TO CLEAN L/P 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 MANUFACTURER RECOMPIENDED METHOD C, CONTR,TOR SUALL PROVIDE A PROJECT SPECIFIC HAZARDOUS MATERIALS SPILL CONTROL PLAN IN ORDER TO ADDRESS THE 1.ANDLING OFHYDROCARSON HAZARDOUS MATERIALS. nJ PETROLEI/13 PRODUCTS SHALL DE STORED IN COVERED AREAS WITH SECONDARY CONTAINMENT SURRuUNDING CONTAINER ej TOXIC/HAZARDOUS MATERIALS EXPOSED DURING CONSTRUCT/ON ACTIVITIES ShALL BE H,NDLED BY THE CONTRACT DOCUMENTS [I. APPROVED STATE AND LOCAL PLS. PERS/T: IN THE ELP, THE CONTRACTOR SHALL PROVIDE A PLAN FOR MAINTAI-NfNG ALL EROSION AND SEDIMENT CONTROLS THROUGHOUT CONSTR.TION THE MAI-NTENANCE PLAN ShALL AT A MINIMUM, COMPLY NITS THE FOLLOWING b INLET PROTECTION SYSTEMS AT fNLETS-CHECK AFTER RNNFALL EVENTS CLEAN fF CLOGGING OCCURS THE MAINTENANCE .OF THESE DEVICES SIM. OCICR LNTIL THE ENOINEER RFS DEEMED AN AREA EROSION AND 5,141ENT CONTRL, DEVICES ONCE THEY HAVE SERVED THEIR PURPOSE a THE CONTRACTOR SHALL BE REQUIRED BO CONDUCT DAILY I.,UAL INSPECTIONS uF ALL TEMPORARY SHALL MAINTAIN, REPAIR AND/oP REPLACE THESE ITEMS NECES,APT b. THE ENGINEER SHALL HAVE AN INSPECTOR REVIEW THE PROJECT'S TEMPORARY AND PERMANENT ,(451. COWIN, MEASURES LOH I, DE, LI, LL1 BELOW AI LLASI ONCE EVERY SEVEN CALEN,AR ,AYS 4WD, GITHIN , HOURS OF THE EN, LIE A STORM THAT I.5 CI 5 /NCH. LW GREATER. A WRITTEN INSPECTION REPORT WORM ATT ACUED, IS REQUI,L, EVER, SEVEN CALENDAR DAYS OR WITI,IN 20 HOURS OF THE END OF ,rorrm THAT DEPOEfTS 0.5 fNCHES OF RAIN DR 2/POINTS OF DfSCHARCE TO MUNICfPAL SEPARATED STORM SEWER SYSTEMS 31 BED FR,: OF THE SITE THAT HAVE NOT BEEN STABfLIZED a1 AREAS RUSED FOR STORAGE OF MATERIALS THAT ARE EXPOSED TO PRECIPITATION S.T.C.RAL CONTROLS SI STORMS.. MAN,EMENT SYSTEM: LOCATIONS WHERE VEHICLES E,1TER OR EXIT THIS SITE eJ CHECK THAT THE APPROVED OR REIESED EROSION CONTROL PLAN , FOLLOWED , WHERE ESTE: HAVE BEEN STABfMTED, SNSPECTION: SHALL BE CONDUCTED AT LE,T ONCE EVERY c THE CONTRACTOR SHALL fNfrfATE REPAIRS WITHIN 24 HOURS OF fAISPECTIONS THAT IND/CATE d. fF INSPECTIONS, INDICATE TH, THE f NST,LLED STABILIZATION ,I..ID STRUCTURAL PRACTICES ARE 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 ECONCInrC RESOURCES Cmnru<NCE DESK. ATOWS FROM FfREFIGHTfNC ACTIVITIES, THE CONTRACTOR SHALL DESCRLSE ThE (305, THE CONTACT CONTRACTOR , CE,E OPERATIC', IN THAT AREA. THE CONTRACTOR SHALL 3,-6955 MIAMI-DADE AECOM 713, NE 42ND STREET EXHIBIT D STORMWATER POLLUTION PREVENTION PLAN 10 MAD 1B MIN INLET 115,1104. Fl PIN /11111111 DROP INLET PROTECTION -GRAVEL NOTES FOR INLET PROTECTION GRAVEL: 1-INSTALLATION/APPLICATION CRITERIA. MT- -GRADE ,RAvFL I Ell MIN - SEDIMENT MESH 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" Ula.) 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 EXHIBIT D 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- cuN"URM.IN`4FDor s,Fc) 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 (TYPE) 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"h 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 EXHIBIT D SEDIMENT BARRIERS DETAILS 12 1,2ti APO Transp.at,on County \ Nf 42nd SI \ 90.0_CAO_GIS Nf 42nd \ roadway PLPRRDOIDGN '?' 1 1 lu Li 1 b KEENE K." E I , p /II .1. Y1.0101 .1.4 I IN11 , ,Ii.z,,,... =4 NE/4414.1 AV NUE NE ,-11.11_,ENT LINE -,/ I.ir / CICNINE '4212 1NCE11"7.'011'100"N 1 ", l P. N 9.5E3 5.— N j 0. cE NC N NI , .---. . . 1 —N SERVE" V IIV --_„ 1 \ 10 0 21 18 (R. 1 N L., MN EMI 411114 ' 5445,14 FVF0TRNINION EREIR I, el 'ee" 444111 GNP-1'111E111i EN N .15 (L. E El. EL 5,5 70 , ,i' .04 ,E, .'s,";1:r1E' '1,0 i\ -- ., *1'1,741V:011E" i 1 / =E5419 E 5E+ 31II l I 1/ /E 1011 . Ke NE 42ND1 14 44 V 5 K = . 12 j CENIST OEN 0 ',HEST e V0 5r a VC C2 5:: Ed , 5/ 33,90 N., FVFS I K 1.1 I RIG KED RFE RE... T - 555 .7V 544--, 5, 45,47 STRFFT PRP,/ F KIN ENE, ... N v NE 1" = 20Horizontal 1" = 2' Vertical NE 42ND NAN RAILROAD .005,116 , TNERS El LL PR0FEN .CINC.- - \ _ 19 y = ? c 0 V C E F 100+00 .1-, . Nemec MIAMI-DADE D 44,51,,F, 5,5541-105 AT KYLIC 5, P45 ,,,,,,,,,,,,,, - Mril '4',r ''''-'' 7,5,5,4,4 LILL ,11_,013 AECOM %='!:' ' NE 42ND STREET EXHIBIT D ROADWAY PLAN -PROFILE MELT W. 13 L..55. DP/411,1,,,LE: R.TranSPOrtat,On Warn, —Dade County \ Nf 42nd SI \ 90.0_CAO_GIS Nf 42nd \ roadway \ PLPRR.I.P. PL HU L4 .1 1LR %4,, PII EL P. . R/1V LI. E.ST ." DCP FM- EL 11 5 1 II /2 +50 00 ,97 SO 1=S1 . . L L 11. FL IRT RR R P 1 41.- FL IST E, I. PPREPENT . . % Mr , Mil=k1=11, ,H,,i,, L My a -7i f ------------ FPI. IP _ , ifilEVANINVAINFAVAMIN !Er_ AltriErAmiamisTAMEIreali - - - - - - - - IIPNLIIILEI.LIIIF - — , .,. ... . SIR.PPROE -- ---,, FEDERAL ....y. , L L.., . 'PPR 2 •. ,,,, ------ ' . II U '11W'll'Illill liorgig *....,„, ,..f,;,-a,..{,,ii. . ffitillrill INWIIMIMIIr ,. / ,..". _ OP . 2.R. ,N,T DR, CORP-, Fl 11 IF 11 On 7,71-FR 214 ,' IP. EL II 57 -ge, . 11 0,1-1, E,ST EL I I , 'N FVETLIVeLIWF"' 7 ' '' '-'.' LOY CR " 42, .. \ EPP. TREE .0 PE 4£MC, ED, 14 E,E, FP,ILE ST L0,60" 00 L 14 PATON E.PT ' PR. PR0FILE \ 2 6 f' , 1/I - ---- L -/- \ 4_ FRI. MI Fl ' - PR. IN EL 7 /5 PROP I IP Fl 7 4-45-/ 1Y P -2 -2 E.. 4. Sal SE NEF INTERCEPT - -8 5.00 MIAMI-DADE C- AOK' E " LEP, VATI3111,211' NE 42ND STREET EXHIBIT D ROADWAY PLAN -PROFILE . 14 fENLIIBER: 30166 FROJE,K, 1,2ti SHAM R.Transp.at,on County \ Nf 42n4 SI \ 90.0_CAO_GIS Nf 42n4\ roadway \ PLPRI,D02.D. I li • '-'''''-•“.'-'=' —Iri,,141---1-- = J-2-'sr-n-'1;n4'Ar'ir,m,, F,,,, TY,' , ,,,, L642 7,111ffSk 1 i--.'" ° ,_ El. TY PE F 2 'RD D cur r ER ,,,, 14 96 DTI EL ID. 1 c„,s CIED 643 56 +ID li D .6134 17, b. Ai. 16, TM LL 11,2 .1 \ Fi2 J4 ,6 Hs „A, I Fl 11, EL 110i —ADA. T I. D INLET TDP !MD LDIII— E1 ---- '1-.F IF 14' .11611 -. 6 75 ILli —'1'1L'r 5 5 LF " 5I'E LIDIS1 -57 , N 9229,12 4, OE 57 FE.ERAL...., '1'n'17-T 541rW,F741W4411'1FLrYFP,& FF FR,,,,,, 1-114 PIE —P ,R1EY FEDERAL HAI' 1 EP E IT ILL' — ' 61 E 53.4147 4 r= AP1EST EarFE' V.4. ES ,,,1 ST, 60-7i , ' * ",, ' ,,,,, F,,,,o' , ,,,,,A r,,,:;- Lill : ,- - ,: "F-4. '1'1'5.11.1 " /1/11MEIMI ErE F".• '' ", : ! 4,,,,,,E,1? ,/,1/2. LL 4nEl LL , * 4 0 0 \11 1 5. \ \ , F, ,.\\ 1E1TLL 11 IRL ' T,74 '' ' 1\ \ ‘25'/!I'i.r'IPT/ 26. 0. Fl II 62 ,D i : 22 Jr1 DU 1 Wj75' ' t 1'1, ST/LIPPLL HD .13 'EU ! EL DI 37 - ' -6/ 29 '57 LEE EL 2 711' , 71 P. 21 19IRD ' F31. Fl : , D F 1 D l5T RID, rs.vi IMF W2'r EL , ' .1 16101i7 -.JD FAD F ft165br : .61.1691 611— 1,, 1 1 151WE Ulrrs, .7 496. 3,— 676 , 21 39 1,1 LL 117 3/ 'DI — '6Ia61- AI( LL III, 4-57, LL 11, 141,11 A31161 14 , END PRUFILE 14 El" /11AT 6,7i JD H ED, [71, 77 1731 LFD 66, 2F AIDIF71411, PP, IF— 1-311 ADD , 11167, '6- C D L' 2 2 2 P J2,14, —a \ > /11— 24" 13HPFL2'1241THYl CEAlr PELF P PF -.2226> 19 /— 4117,1 MI PETE 363 E—/ ---- 2 I-21:1 114.- /' 2 0 N-- ---- -- 6 -2 -2 A DIst 1'6', EL Ear, 48 HAI' ',EFT f 11TF.F. ar, -8 iis, PT Er1 ib-, 5043, D.-, -8 . ID.. MIAMI-DADE D 414,1e.,,,, 4401.1410,1 '"E'-F'' ' ' ' ' ECOM '44." A ' ' ' ' ,R, 1/.1344,Fir NE 42ND STREET EXHIBIT D ROADWAY PLAN -PROFILE maur 4E. 15 TRFATIG7., "1"4". "144 r442T.w. 1E4,44 AM 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 EXHIBIT D DRAINAGE STRUCTURE TABLE, AND CONFLICT TABLE 16 SIDE ELEVATION WEIR GENERAL NOTES I PLACE NEOPRENE GASKET MATERIAL BETWEEN THE INEIR A1.10 THE TCHBASIN AT ALL POINTS C,F CONTACT TRIM HE GASKET NE TLY To EXTEND ,iz INCH BEYOND THE JOINT ON /ILL =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 M,TCRIAL USED IN CONSTRUCTION OF WEIR =HALL COMPLY INITH STANDARD SPECIFICATION ,63 FOR STEEL, YOS FOR ALUMINUM OR Y.1, FOR PLASTIC , ALL COSTS FOR FURNISHING AND INSTALLING A FRENCHDRAINWEIR SHALL BE ME-1.ED IN THE COST OF THE BASIN IN WHICH IT IS INSTALLED. PUrNT: OF CONTACT IVEIR TOP VIEW CENTERLINE FRONT ELEVATION ANGLE DETAIL BOLT WITH ralG>iHe F,«,�� wA_ — 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 TYPED EETR1Hf,rss TOP VIEW CURB 6..6717-frEFH TY'E o vERTZI'l'iu SECTION A -A WATER T4SLE 1 02" MIN COVER OVER PIPE UNLESS OTHERWISE SHOWN ON THE PLANS 2 FILTER FABRIC SHALL ROCK ENVELOPE 3 BOTTOM OF TRENCH TO BE AS SHOP., Of.1 THE PLAN, J. WASHED ROCK TO EXTEND 5 PERFORATED PIPE TO BE CONSTRUCTED AT INVERT LLLVSIION SI-104NN ON PLANS. SEE PAVEMENT REPAIR DETAIL 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 BUT NOT LESS THAN I-I/2" INSTALLED ON TWO LfFTS vsrsriN� of r""' S ru'ETS, SEE ROCK) E NUTS NO `rMPrP1F/z°o/,. RocNK, HOCK (u c FUR EACH BACKET_ LAYER FOR EVERY FIFTYHuo)RD DENSITY OR LESS or TRENCH_ DENSITY NOT LESS THAN NINETY-FIVE PERCENT i s�� OFAASHTO T-I80(MOD FIED PROCTTORI. v" PLOWABLE r STANDARDS SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION. SECTION I, MAY BE SUBSTITUTED FOR SAND AND ROCK BACKFILL BETWEEN THE BOTTOM OF THE PAVEMENT BASE THE FLOWABLE FfLL SUPPLIER SHALL BE REQUIRED PAVEMENT REPAIR DETAIL FOR TRENCHES MIAMI-DADE AECOM NE 42ND STREET EXHIBIT D DRAINAGE DETAILS 17 megrzel MET 66C9rCIP ^.M1• TYPE "D-1" CATCH BASIN NES. . orvNfflPIPS YESII 15-86-1laeR "mw -b vi un o V Wawa SECTION WA' SECTION'S-0' TYPE "D" CATCH BASIN FRAME & COVER (NOT 10 8E CSFD, roa REFERENCE 0ia1') N.1.$ oft LIPARRIPYS ff RIOS VOLTS DIY W IaA14 IiwOA J5-M-1 i �. L 1WA Ii■!!'!■;11i 1 IbToilLsiv CO ris TYPE F-3 CATCH BASIN C7i�iI. RAA r. II NES. r.A^ 1 tFRH1C PPS )1701 a DIY 6 IIAIq ROAMI m RP OW MP KW MP WPM Ewa YE A PPP Q tP.®Ievli m1: PlAr... ALL WM.0//101 PASS SAWS BE a WOW a. INW MP CM MAW MO WAA AS AMMO == ° aM161C1w I�• M.oELLera Wr WI WWI W in8.18Ag Sim I ���en I.J. �.�W .ill 1/1.ei000e iewwxr. Ir.mN 0' A 8 C 8 6 l 0 R OS,F NaW 1 awls r Y pAI 1r OS. (O81 pAT 1r yawps) r-aw 1-0 p a Y m6(0P0 Yo1 Y Io' per lr 02311. gal) pee' o011,110/) 11-01 Y-41 P eat ca6'(aaw e-1 r--n r IY , AT 1r OWN WI) par car 7C) r-11 Yti1 P er r a6r lee0 0-0 .-AY , III'4.-WAWP ae[aPP MEW M) s-1 @ pee• e1) !Y-e rb1 pal r PP 0 WO D-4 THRU D-8 MANHOLE (FOR STORM WATER DRAINAGE SYSTEMS) SRN OT/RIIFNT T AHE IIC S 1160 ,b0F10 So-) CM Cr N1N, MCA MIAMI-DADE AECOM 13, TYPE A" MANHOLE FRAME & COVER 6 f.S AI. (01e EO DEPARAPT OF NAM CIE ST INA Ii11d0e IERNS �.1 m- I. — , i_— it — � aL . Ll c.� TYPICAL TWO BOXES EXEILTRATI ON TRENCH �. 10»()LT INIAL NSECTIQN '''''nom N NOTES m ,reu e m �ae� Si9ruwr mom sr.=w TYPICAL FRENCH DRAIN PROFILE LR EO DEMRIIFI*T S ABLE 16R.C5 YSC 35-0S-25S 4,, at cm 6 )MN. ROMME.A NE 42ND STREET EXHIBIT D DRAINAGE DETAILS 16 I—'4- I 2r VALLEY GUTTER TYPE "V ' CATCHBASIN FRAME & GRATE N.T.S NOV INA IO ateleineller OF RAMC ,PINTS Olb r mo4 mow OPTION'8' SAWCOT SLOT TOP Iv BHLTION "A -A• SLOT CUT Op2N.WC C PPE S)£ IR' t1' 21" le" 10- SO' 22' 24. bet 22. 1R- 22- 21- OENEEAL NOTES (SESBHEATNO. 1) A-� BID& VIEW SLOTTED CONCRETE PIPE FRENCH DRAIN RPACDENT rF RAC N00S CRY Orfit FLORIDA TOP SIDE VIEW SECTION AA' Pr SW* nR 1RB SECTION"BB' _EMWELIWEA 1. Ganmh pen Mee meet Ma requkamenta of ARB1 CM -RA 2 Concrete pees Map be *cod AM the ebh pos... on Me *Ids. d Nrgnmr! Ivnh er* ehndad Ooe0et0 j0Mb rooked M OR- mN lwyr eon., plea Cost. PIPTOCNOT far 00- Amster and bin*. A M* contractor may aenmN Kier m.Mode of predrf 9 skis ha0R equal or realer wee of opening far Wpr'ox/ by Me Engbrer. a pity fabric motor/at/et repaired *iota abaY lap a minimum of 1 het not be plowed m ORo1 bottom. **Ion on0 prof* Mon *ply ta the slotted concrete pas Ranch !kola. SLOTTED CONCRETE PIPE FRENCH DRAIN FLTS NEE /KJ 91t WARDEN! IF RAC PERKS OTT Or rota MOM MIAMI-DADE AECOM NE 42ND STREET EXHIBIT D DRAINAGE DETAILS ]9 11,27. SCAM --8 MONUMENT SURVEY FEDERAL LINE HLVY. 30 ti 25 20 R/W LINE— TO R/W f LINE 15 CONST. 223 LF OF 18" PIPE 5-5 o _______ EL. 1075 EL. 11.41 EL. 1> 16 CS 2 C 5-'�' J - 5 BF0 5-3-_____ STA. 54+50.00 CONST. W/ 2.0' (22.79' TYPE D1 SUMP LT) CATCH BASIN BF0 n 1;SPu I 10" BFO SAN ( S_4 �j n ✓� I [NV. EL. 7.15 _j II`V. EL. 715 INV. EL. 7.25— 0 INDEX BOTTOM NO.'S SD-3a, EL 5.25 SD INV. 3c EL. 7 25 J 3E' DIP EPA [NV. —INV, EL. EL. 7.25 (5) 7.75 (N) CONST. 54 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— y TO 5 1 CA IT/ IA BOTTOM 0NST. TYPE 2.0' SUMP DEX NO.'S F-3 SD- EL. 5.25 CATCH a, SD-5b BASIN AND 5D-7 -10 C 5-2 STA. 54+50.00 CONST. MH TYPE (6.50' LT) D-4 (4' DIA. -15 W/ 2.0' INDEX ELEV. BOTTOM SUMP NO.'S SD-6b, 11.62 (RIM) EL. 515 5D-7 --' 48" SAN INT. 30 25 20 R/W LINE--- FROM --R/W LINE 15 CONST. 211 LF IOF 18" PIPE— ( 5-2 ) 10 _ ______ ( 5-1 -- — __—_" 5 [NV. 151' EL. 7.46 EL. 7.35 (S) (NJ I 11 1 I III I1 5-1 STA. 52+36.43 MH (MODIFY (6.39' PAD LT ADJUST) BE 8"'6M BF0 BFO 0 36" I p[p FM1,,E L--0015 I�I INDEX ELEV. 12.17 CORE DRILL AND CONNECT NO.'S SD-6b, (RIM) EXIST. SD STRUCTURE 7 52+36.45 -5 1 EXIST. lY' PIPE -10 -15 48" SaN. INT. SCALE 1" = 5' 1" = 5' HORIZONTAL VERTICAL 80 60 40 20 0 20 40 60 80 naiAM6DADE �o113.a11 ACOM NE 42ND STREET EXHIBIT D DRAINAGE STRUCTURES 20 oa., .N 13. ,eso ,Fo,E.u1 .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 m 5 6 T— 5 INV. EL. 6.50 (N) C S-6 STA. C 58+24.00 (9.75' ,_T) IA) hi BFO ero BFO 0 INV_LL. 36" 9.00 DIP FM (5)— WITH INDEX ELEV. BOTTOM WEIR AND NO.'S 11.46 (RIM) EL. 2.0' SD-6b, 5D-7 4.00 SUMP ]0'' SAN 58+24.00 1 Y -5 CONST 134 WITH 11 LF LF OF EXFILTRPTION 24" PERFORATED OF SOLID PIPE DRAIN PIPE AND— FROM -10 CS-5) -15 48" SAN. INT. 30 25 20 R/W LINE— TO 5 6 —COAST 11 LF OF LPE D -R/W LINE 15 N l4H CC FPERFORASO �EI)IDOPIPIPE Al1151 H EKIST. FENCE 10 -- C 5-5 yC%--= ---- --------- —_-- -- - 5 INV. EL. 6.50 (5)— 5-5) STA. 56-L76.00 COAST. (9.75' NH TYPE LT) D-4 (4' DIA.) B,. -BFO F' HIM RFC 0 INV. 36" EL. b.00 �`I DIP FIN rR,— 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 naiAM5DADE �o E OM NE 42ND STREET E�LIiIBITD DRAINAGE STRUCTURES 21 oa., .NE BEa ,eso KO. .u. C NST. N 42ND .TREET MONU5 NT LIN: 25 20 R/W 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 E5-]0) 0 ." 54N. 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' BOTTO SUMP O.'S SD-4, EL. 2.70' SD-7 —5 11 URVEY NUI'AEN FEDERA LINE HWY. 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 sr. I / sex N� 10.:4 SPSD-.b, (RIM EL. 1.21' SD- E\IST. FENCE y l� 'LEV. :OTTOM ' S-8 EL.]0.4 EL. 11.37 g ( S-7 ) - -.ate; ____ ___ 5 _ III HI iil III HI -- �L H� II II it BFO TO ( 5 9 ) 0 INV. EL. 3.38 1N) i i V [50. 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 — 0I9 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 naijMi-oADE �o /1 E OM NE 42ND STREET EXHIBIT D DRAINAGE STRUCTURES 22 oa. so .u. r E OON ST. NE 42ND STREET r E CON ST. HE 42ND STREET " ° r MONI MENT LINE 1,10N'OLLIENT LINE \ 25 25 20 4/11I LINES -9--,4/111 LINE 20 -9--13/19 LINE 15 15 1 N 1010 6 o �s 0.01 �" _____ 32+00.00 5 14 o 0 ______Ja6 "IL; 4 � U.U2 �� ^ 0 OU2�- v o --- --- 34+00.00 40 92 0 0 I/IN 5 SFO 10 ®E 0 8 SAN. INT. 0 8' SAN. INT. rE LONST. NE 42ND STREET rE 'ON ST. HE 42ND STREET 25 MONUMENT LINE 25 MONUMENT umE� 20 20 EXIST FENCES R/w LL/E y 9.--R R R/1 LINE 15 R IN LINE— w o w RJIIV LTA E 15 R/W LIVE Jy w ,41 20 LLry Oo fir--_o.oz LLq 4 o in0 O LF- 31+30.00 6 o 70 -----�;6_ w LL Om M 0.02 2 0.2 in O2 -=' " 33+00.00 0 2s 0 5 8" SAN. INT. 1 S 199 ILI H E 0 0 8" 5411- II1T. SCALE 1" = 10' 1" = 5' HORIZONTAL VERTICAL NE 42ND STREET 50 50 40 30 20 10 0 10 20 30 40 50 0 50 40 30 20 10 10 20 30 40 50 MIAMI-DADE D4. ''c _ a—CV/I■ NE 42ND STREET EXHIBIT D �R�o ROADWAY 23 CROSS SECTIONS �., - CON ST. NE 42ND STREET 6101J1 PIENT LIME 10 35+68.16 0 0 0 74 7— -- --r- 0 NMI_ ENT LII'IE Q LONST_ NE 42ND STREET 25 20 5 w N �� `,''' 4. 0 .5 0 0.03 0.02 ° 34+74.41 0 55 43 59 5 5FO I 0 O s��m_ rnr SCALE 1" = 10' 1" = 5' HORIZONTAL VERTICAL 50 50 40 30 20 10 0 10 20 30 50 4L': 60 MIAMI-DADS �� A'EEO ..,�� NE 42ND STREET EXHIBITD ROADWAY 24 CROSS SECTIONS � ' r..,. .—BER ,eso - 25 -a-- MONUMENT SURVEY FEDE R'L LINE HWY. 25 r MONUMENT SURVEY FED ER'L LINE HVVY. ,, ° 20 ,4/V1 LINES C MN LINE 20 RAI LINES .--•/VV LINE 15 15 wl w '^< h 3� O^ O� 'r" N & 5 0 Llt � 0.02 N D- 0.02 co � 0.,,_, - 8 6 — 5 0 12" 51-I4 61// 5 0 15" PIPE B01 BED 0 36" DIP FM 0 36" DIP FI'4 -5 51+00.00 -5 52+ 0.00 -10 -10 48" SAN TNT_ 48" SAV. INT. r MONUMENT SURVEY FEDE R'L LINE HWY. r MONUMENT SURVEY FED ER'L LINE HVVY. 25 17— 25 i 20 R/Ill LINES ...--4/I/V LINE 20 R/I/V LINES /VV LINE 15 w o N w 15 w 1 w ~ 10 4a � ,L."1 Lt.,' �' 10 0 1 0 10 l., 0.02 OP- 0.02 1 1 �— 5 0 12" 31-I4 o Gpq 5 0 12" STM 0 eaa eF0 0 36' DIP FM 0 36' DIP FM -5 50+60.00 -5 51+ 0.00 -10 -10 48" SAN TNT_ 46" SAN INT. SCALE 1" = 10' 1" = 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 �.a�I NE 42ND STREET EXHIBITD ROADWAY 25 CRO55 SECTIONS oa., .1J....,eso KO o.. .,�. �,.. .u. 25 r lE MONUMENT SURVEY FEDER-L LINE HVvv. 25 r MONUMENT SURVEY FEDER-L LINE HWY. ° ° 20 PPP LINES 1 C �Rwv LINE 20 R/W LI`NE� I 40-- ID / LINE 15 W W `_ IT 15 w ry It 1,6 42 O% p^ 9.02 C,02 LL p_ _ b 12 21 6 13 — p= =01 po 5 2 5 eEo 1,--5PIPE eFo vim6Fo 5AN 5 eFo " PT. eh vim HKo SAN 0 46' DIP FIN 0 36' 1 4TP FIf E -5 53+00.00 -5 54+00.00 -10 -10 4R" SAT IIIT. r(E MONUMENT SURVEY FEDER-L LINE HVvv. r MON SURVEY FEDER-L UINENT LINE HWY. 25 17— 25 i 20 R/16 LINES - 5/VV LINE 20 PM LINES - R/Vl LINE h 4IT N w w 1D 1�_ o w 10 1:6 0 uN p pry 0.02 002 �o p.� h n -. 1 9 17- ---30 _-- - 5 eFo 15" PIPE S�rosE +5 5 BYO 1 "' PIPE eFo ID '13 BFO 5iII 0 36' DIP FIN 0 36' DIP FM -5 52+50.00 -5 53+50.00 -10 -10 48" SAN INT. 4e" SAN TNT. SCALE 1" = 10' 1" = 5' HORIZONTAL VERTICAL 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 MIAMI-DADe �� eEO `/I■ ".a�I NE 42ND STREET EXFIIBITD ROADWAY 26 CROSS SECTIONS DR .ti. a..66 KO 25 r MONUMENT SURVEY FEDER-L LINE HAY. 25 r MONUMENT SURVEY FEDER-L LINE HWY. ° ° 20 PM LINE C -a--R/'V LAVE 20 011 LINE--1.- F! �R/ I LINE 15 4 w 15 w 'w^ ¢ w EXIST. FENCE 10 10 -- BFO 0 BFO IIV I=108 BFG 5 RFU 0 BFO` 6V I'A ODD END 0 36" 1F DIP FIi9 PIPE SAN 0 26" DIP IS" FIN PIPE SNP -5 55+00.00 -5 56+00.00 -10 -10 48" SA.I. INT. 48" SAN. INT. r MONUMENT SURVEY FEDER-L LINE HAY. r 5 MONUMENT SURVEY FEDER-L LINE HWY. 25 1/ 4 25 i 20 R/15 LINES 9.--R/'V LINE 20 RAI LINE—� ,4/ I LINE 15 1—�, ry 15 NIL " w �, W 610 N t EXIST. FENCE 20 ___ •6 �.: -n :^ O.,: 0_Q2--_-63=---„ LL-. o� _ ri m = 65 108 2 10 __ _ — _ �t:6 p� _ O`^' 0.02 002 0^ __ m Le;, __ 32 87 0 2 L� __ � 5 eko RFo vial END SAN 5 Rko 0 Rko •EFo WP1' DTO 0 �5" DIP FI' 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 VERTICAL 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 �� e—rOM �E` all NE 42ND STREET EXIiISITD ROADWAY CROSS SECTIONS 27 oa., F.EtiE EE 3p. JE.. o.. .,�. �,.. .u. 25 r IONUMENT SURVEY FEDER-L LINE HVVY. 25 r MONUMENT SURVEY FEDER-L LINE HWY. ° ° 20 R/W LINES / C R/'V LINE 20 RAW LINES 1 ��4/ / LINE IS w r,_ n SEXIST. FENCE IS P. W S v1M �' w 10 fir' L`� 1,6 0... --- it �N .02 Dry = 6 30 1 10 LL .- 6 o ^ 02 0.02 �N - •' 2 39 0 l BFO BEG, ' •OFO INM gFG IN NFO•RFO 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" SGN. INT. 48" 5An'_ INT. r0 MONUMENT SURVEY FEDER-L LINE HVVY. r MONUMENT SURVEY FEDER-L LINE HWY. 25 17— 25 i 20 R/W LINES R/'V LINE 20 RAW LINE —a. ,4/ 1 LINE ]5 ,N EXIST. FEIl�E o [in]5 w u,a N t �EX6T_ FENCE 10 , 7 10 LL, 02 D2 rN 18 5 RF0 BFD vvrn &`U sko 5 eEo BFO4o 1 l .1FO sFo 0 3E5DIP 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 MIAMI-DADS �� eE`O/I■ all NE 42ND STREET EXIIIBITD ROADWAY 28" CROSS SECTIONS D., E. F.Eti,.q,eso ,E.uO o.. .,r. �,.. .u. 25 -a-- lE MONUMENT SURVEY FEDERAL LINE HVVY. 25 r MONUMENT SURVEY FEDERAL LINE HIVY. ° ' ° 20 R714, LINE --,••• 1-6 R7w LIE 20 RN, LINE S P/ R/ 1 LINE 15 w w 15 H. EVIST. FE,VLE 60+75.00 14 s 0 10 ___ �— 1,6 — O •-' 0.02 0.02 2.5 _ - 1 —51 l 5E0 4vlll eFo 'eFo eFo 0 36'. DIP FIN 28' PIPE �. SAN -5 59+00.00 20 F & MONUMENT SURVEY FEDERAL LINE HIVY. -10 ' 15 RN, LINES w w /6 ....__4/ 1 LINE 48" S41V. INT. ''^`Po 00 �P 0= r .02 Oo 28 51 0 2 5 EEO 6F0 60+00.00 0 18" PIPE 5AN 25 -a--5 MONUMENT SURVEY FEDERAL LINE Hwv. -a--5 MONUMENT SURVEY FEDERAL LINE Hwv. 20 R714, LINE < RAW LIME 41 15 2 w 9 n N u 15 R7w LINES w I- -..-- RAI, LINE 10 �. 't_ 0,-- 55 LL o ^' _ _ O•' " .-. 27 47 04.LL ] - - 160-- �q LL 0.02 O - 0.02 4. -- '--' 27 51 2 5 5 BE 0 VII°1 6F° WI'4 •e F0 eF0 4VM 5 ,,,`U' Vl I'A 5E'ep; • EFO 0 �6" DIP 28" FIN PIPE ` 5AN 0 36" PIP FIN 18" PIPE '' SaN -5 58+50.00 -5 59+50.00 -10 -10 48" SA-5 . IjNT. 48" SAN INT. SCALE 1" = 10' 1" = 5' HORIZONTAL VERTICAL FEDERAL HWY. 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 e-rOM �E NE 42ND STREET EXIiISITD ROADWAY CROSS SECTIONS 29 --,--LE.MIAMI-DADS TRAFFIC CONTROL GENERAL MOTES WOS = BRIDGE CONSTRUCTION. AHD THE MA oN UNIFORM TRAFFIC CONTROL DEVICES AS MINIMUM CRITERIA. THF CONTRACTOR SS, I DEVEI OP MAINTENANCE OF TRAFFIC PIAN OF HIS OWN, AFFTING THE REOUIREDIENTS SPECIFIED IN THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES LATEST EDITION AND THE FDOT INDEX fi, SERIES. THE CONTRACTOR.= MAINTENANCE OF TRAFFIC PLANS SSA, HE SUBMITTED TO THE ENGINEER FOR REVIEW AND APPROVAL PRIOR 10 SSA. LA IKON. HU., IS I HS PLANS SH,L DS SIGNSU ANU STALL, SY A PHOPLSSIONAL ENGINEER PFGISTERED IN THF STATF OF FIORD'. OPEN r�E «�SEo �NEN ; Sr,r sUgq r1ME P-TAT .AUEE,T EIAD HAS THE TRAFFIC AND TRAVEL WAYS SHALL HOT BE ALTERED BY THE CONTRACTOR TO CREATE A WORK ZONE UNTIL ALL LABOR AND MATERIAL ARE AVAILABLE FOR THE CONSTRUCTION IN THAT AREA. 9 LANE TRAFFIC <s PERMITTRE SHALL ED FROM MONDACCUR ONLY EFIOP/ ,ING 9 AM ANDHOUa s F M_ OR ON WEEKENDS AND HOLIDAYSINTERRUPTION ,o SIGNS HALL TYPICAL, BE RED. -RED , EACH E,RAN'VE SIGNS ARE 1:0 BEL DISPLAYED AS DESCRIBED' IN 'INDUX 600 OF THE ROADWAY AND TRAFFIC DESIGN STANDARDS. MAINTENANCE OF TRAFFIC r.rw ORIGINAL POSIT'ION cosr OF T.U. RARILY REMOI/ING, RELOCATING, COVERING, AND RESTORINGITHHEEI=ST° SHALL BE INCLUDED IN THE PAY ITEM 2D2-1A, MAINTENANCE , TRAFFIC. 17 f,RAULS,VIZHIE J.R.AAHLHF,C,OAHLR,%4Hr DENOTE THE DIRECTION OF TRAFFIC ONLY AND DO NOT REFLECT PAVEMENT 16. CONTRACTOR SHALL DE RESPONSIBLE FOR TNE fISIMELVATE REMOVAL OF STORMINATER FRODI ROADWAYS UTILIZED FOR MAINTAIN,. TRAFF. IN A MANIdER APPROVED HY THE ENGINEER COST FOR REMOVING THE WATER SHALL BE INCLUDED IN PAY ITEM 102-1A, MAINTENANCE OF TRAFFIC 19 FOR DROP-OFF, THE CONTRACTOR'S ATTENTION IS DIRECTED TO FDOT STANDARD INDEX NO. DOA SHEET 8 OF 12 THE CONTRACTOR SHALL USE SHOULDER TREATMEI., DETAIL INNEN NO BARRIERS .E REOUIRED IN THE PLANS rRPrEi ds Ex r. SIGHING FOR UNEVEN PAVEMENT SHALL BE INSTALLED FOR ,HE ou.rroN of ,HE CONDI O (WS-9A, TR. FF., AREAS. COST. OT.REMOD AL TANGENT SECTION BEYOND E,H END OF THESE CROSSOVERS OR TRANSITION AREAS. COST OF Dirt DADORARY HRH/5 SHALL BE INCLUDED IN P, ITEM MAINTENANCE OF TR 4F.C. , TEMPORARY RAISED PAVEMENT MARKERS ,PMS,I SHALL DE INSTALLED ON THE EDGE, CENTER, AHD LANE LINES OF ALL CROSS-OPERS, TRANSITIONS, AND TANGENT SECTIO, WITHIN THE IWORK ZONE INHERE THE VEHICLE PATHS ARE ALTERED. THE SPACIN, m.-.,zow SHALL BE FT. ON CENTERS FOR T.MSZT4E,WN,S,AMI ITEM 102,, MAINTENANCE OF TRAFFIC. STREETID,MS FLow..4 AND PHONE Or„ 0S) 592.470, HOURS P., TO ANY MODIFICATION OF AN EXISTING,TRAFFSC SIGNAL SYSTEM. THE CONTRACTOR SHALL HAVE FUHL RESPONSTDILITy FOR TDE MAINTEHANDE SHALL BE INCLUDED IN FAY ITEMIODDA, MAINTENANCE OF TRAFFIC INCLUDED IN PAY ITEM 102-IA, MAINTENANCE OF TRAFFIC H'CI.RN X1L; ITUs, ,Ns1a�N1 1.,fEAL���hs,HTIsw1,Y1,N7,1°;Z''"ANoo"E E" 32 COORDIH,ION WITH MIAMI-DADE COUNTY DEPARTMENT OF TRANSPORTATION AHD PUBLIC WORKS WILL BE REQUIRED 33. PAVED TEMPORARY CONNECTIONS SHALL BE PROV.ED AT INTERSEDTIODS AS DIRECTED BY THE ENGINEER. 30 TRAFFIC SSA, BE MAINTAINED ON A PAVED, DUST -FREE SURF,E AT ALL TIMES. 35. THE CONTRACTOR MUST MAINTAIN TWO LANES OF TRAFFIC AT ALL TIMES. ALL LANES TORE A DIMIMUM OF JO FT 37 CONTRACTOR SHALL BE RESPONSIBLE FOR MAIDTAINING ROADWAY LIGHTING ILLUMINATION LEVELS DURING - CONSTRUCTION. THE CUNTR,TUR SHALL MAINTAIN EXISTING LIGHTING OR SUPPLY TEMPORARY LIGHTING,UNTIL THE PROPOSED SY STEM IS IN OPERAT.N. THE CONTRACTOR SHALL SUBMIT A COMPLETE PROPOSED METHOD OF MAINTAINING .13.4., FOR APPROV, BY COUNTY ENGINEER PRIOR TO BEGINNING WORK REFER TO RO,WAY LIGHTING FLANS AND OTHER AP,ICABLE DRAWINGS FOR INFORMATION ON EXISTING AND PROPOSED ROADWAY LIGHTING' AND DETAIL ROADWAY CUM. -RUCTION. 'AY ,RT OF THE SYSTEM IS OWNED BY TRAL. COURDINATE CLOSELY WITH DEER CONFOR„ WITH CURRENT EDITION OF THE FDOT DES.N sr. NDARos F R EROSION CONTROL SERIES,_ FLUSH - ITCH Nn„PA E HARRIER WALL OR APPROVED HANDRAIL COST SHALL SE INCLUDED IN THE PAY ITEM 33P-2, TEMPORARY ,PNALT. TNE PROJECT TNE TRAVEL SHALL. BE A MINIMUM 0 FT. DUDE WITH A EMOUTH SURFSCE T11, E HOT S.CK AND fT SHOULD BE RAMPED, NECESSARY FOR CONTINUfTY. COST SHALL BE 1-NCLUDED IN THE PAY ITEM 1.21A, MAINTENANCE OF TRAFF, START OF ANY WORK ITEMS AFFECTING THE EXISTING VEHICULAR AND PEDESTRIAN TRAFFIC VI, INSTALLATION, OPERATION, AND REMOVAL TO BE INCLUDED IN THE PAY ITEM10.2-1A, MAINTENANCE OF TRAFF, 43. THE CONTRACTOR MUST PROVIDE FLASHIP, ARROW BOARD FOR ANY LANE THAT IS CLOSEDOR DIVERTED. MIAMI-DADE AECOM NE 42ND STREET EXHIBIT D MAINTENANCE OF TRAFFIC GENERAL NOTES 30 HMI HASE 1: / WEDGE DETAIL PFLCE R/kV LINE R/IlV VARIES (30.17MIN) g SURVEY N. EEDER.4L Hrvr. R/IN VARIES (41_ /5' 10IN) RAY LINE ■ N4TUR4L GROUND CONST. TEMP. PAVEMENT EXIST. 36'. FM AY r ;Jr r r yrim,,zjA ,A A A ZA vir 2 EXIST_ 4d INT. 10.6' CONC.. BARRIER VVALL TYPE K TYPICAL SECTION N. FEDERAL HWY. PHASE I STA. 50+60.00 TO STA. 60+75.00 6' 5VV K. 0.15' 0.02 EXIST. FENCE EXIST. CONE 61,1116. 2T0 REMAIN ACTIVE) MIAMI-DADE AECOM NE 42ND STREET EXHIBIT D MAINTENANCE OF TRAFFIC PLAN 31 PHASE II: PHASE Ill: NOTE WEDGE DETAIL N-1TU 6AL GROUND NATURAL GROUND EXIST. 36" Flil EXIST. 36" Flll R/kV LINE R/IN VARIES R/kV LINE (30.I7ININ.) 7' L fZ SURVEY N. FEDERAL HI VY. R/W LINE RAY VARIES 10I.15' WORK ZONE TYPICAL SECTION N. FEDERAL HWY. PHASE I/ STA. 56+60.00 TO STA. 60+66.34 @ SURVEY N. FEDERAL BEVY. R/IIV LINE R/VV VARIES (30. 17' MIN.) RAY VARIES (41.15' MIND VIO RK ZONE r t I I CONC. BARRIER WALL 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_ 6' 5VV K 0.15' 0.02 EXIST. FENCE CONST. CONC. SINK. MIAMI-DADE AECOM 131. NE 42ND STREET EXHIBIT D MAINTENANCE OF TRAFFIC PLAN 32 PHASE IV: SEE ED, 111D, cuu. F. MERE DETAIL, N,TURAL GROUND ELE1,1-1, 6,1.1,6E CM USE, EF RIRLII,U CR RES,,,fk. EFF,RTS TR, RETCRISTS TP"P'FF1PrEIRE'rt44'1fIEE-"MTLIRT-: 7RALFL'M'R'R'Z'ELE'; E:r/EFE,'CTIMFTWE'RIrTiV;5.RE'I'MTE'I-RRRH"'F' WEDGE DETAIL R/14 LINE WIN VARIES (30 17' PIN ) E UST 36'. 7") /@ SURVEY 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 EYEST FENCE CONST CONC SINK. MIAMI-DADE '"I'I.v"."".I."" EEO AECOM 17,13H W.. I= NE 42ND STREET EXHIBIT D MAINTENANCE OF TRAFFIC PLAN 33 11,2tl '7 .1 SININALI,ATION GENERAL NOTES F UNIFORM,FRAFFIC AN' B""E'QAST""'N "ND THE MIasaoEU6""6 THE CONTRACTOR SHALL BE AINARE THAT EXI-STING UNDERGRO,ND _AND ABOVEGROUND FACILITI-ES WITHIN THE BOUND,. z 0,1 aaz-s¢a „AxovE ��z wB L� ''") " "° T,Q 6a5 MB. A E>< BDCHE130 s) P o oI,r, KOrfrE ALONG AFFIDAVIT GENERAL ELECTRICAL WORK, ND rAlr,1_,,S,U,ZWILE,MF REQUEST CERTIFIED 10 CONTRACTOR SHALL COORDINATE WITH THE ENGINEER TO NOTIFY MIAMI-DADE COUNTY TRAFFIC SIGNAL AND SIGNS NE) MNas 1NS DAY' PBIOB TQ "NY "N'TRU'TION THAT INTEREERES 'ITH THE DDDD" QPEBaTION SIGNS DIVIEION. CONTACT SHOULD ISE MADE 1,ITH THE TRAFFIC CONTROL CENTER LOCATED AT: MIAMI-DADE COUNTY TRAFFIC SfGNAL AND SIGN DIVISION ILLLPHO(30, FRANK-69z M, FLORIDA 3316e MAST ARM POLE CONCRETE FOUNDATION TO EE POURED IN ONE SINGLE POURING WITH ITS TOP AT THE GRADE AND ELOPE THE FINISHED EIDEVVALK FINI-SHED EIDEWALK GRADE WILL BE LAIN 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 AG,N AT THE CONTRACTOR'S EXPENSE 13 PULL BOXES, MAST ARM FOUNDATIONS, AND CONTROLLER FOUIVDATIONS SHALL HAVE 4 MINIMA^ OF 4 CLEARANg FROM _ MA EUN�ID SE e M I NO-BS, ANODE HALL TE OTRE S LEVEL OF OPERATION WITHIN TWENTY-FOUR (24) HOURS DURING EXPENSE. TEMPORARY TRAFFIC CONTROL DEVICES, FLAGMAN PERSONNEL, AND LAW ENFORCEMENT PERSONNEL , NECESSARY TO MAINTAIN A SAFE AND EFFICIENT FLOW OF TRAFF, AT THE AFFECTED SIGNALIZED IIVTERSECT THfS INCLIIDE EXCEPTrON AREAS FNAT NEED TO BE ADJUSTED FOR MOT PHASING THE ENGINEER SHALL APPROVE ALL MDION l;METIQ,ds PRIOR Q THEIR EDU'IPIAENT PIN EU L�I\ GAI/NDP(';' ED z1P2.E7M7Z, AFT ER STASEILESPER HIS DESIGNEE. CONCRETE SIGNAL ,LES 51-15LL Ee DISPOSED EY RiAST PFMS) SN DV/N D DISASSEMELY ,ITO COMPONENT PARTE, AT A DESIGNATED EY THE MAINTAIN,. AGENCY, TO BE RECEIPTED BY THE THE EIVGINEER. ALL COST RELATED TO REMOVAL ITEMS SHALL BE INCLUDED UNDER PAY CONTRACTORHE YITEMS(69-I00). SAI-D EQUIPMENT SHALL BE UNLOADED BY THE CONTRACTOR AT: u f2, M Kai T"'K PnD SSIST THE rN"E'TUR N PHYS "L' EX. Mm mu 1.7 THE CONTRACTOR SHALL USE CAUTION INNEN WORK,. IN OR AROUND AREAS OF EXISTING LOOP AND LEAD-I-N IN THE VICINITY OF UNDERGROUND IITILITIPS THE HAND EXCAVATING PLAAVENT SHALL BE INCLUDED ,I THE PRICE OF 18. THE LOCATION AND SIZE OF ALL POLES, PEDESTALS AND OTHER EXCAVATION SHALL BE CONSIDERED APPROXIMATE DUE TO THE POTENTIAL Of CONFLICT MATH UNDERGROUND IITILITrES S.LfGHT ADJUSTMENTS AS DIRECTED BY THE ENGMEER MAY EE NECESSARY TO EATTSFY SAFETY CODE, OR CLEAR UTILIT,E, FINAL SIZE ARM SIZE EE DETERMINED ONCE THE SURLALL OLD/ NDL "LPPORTING 51RUCTURE ACCORDSNCE WITH THE FOOT STANDARDS AND THE ELIOT UTILITY ACCOMMODATION MANUAL. PER THE UTILITY ACCOMMODATION MANUAL. THE USE Or EXPANSIO IV ANCHORS IS PRON.,- ED ON BRIDGES OR OTHER STRUCTURES A, SUPPORTING HARDWARE , BE ,AINLESS STEEL. 21) CONTRACTOR TO ONLY USE FULL BOXES THAT ARE LISTED ON THE MIAMI-DADE COUNTY PUBLIC WORKS AND IV ASTE MANAGEMENT DEPARTMENT OPL 21 ALL CONDUIT SHALL BE 2 INCH 1411,1fMUM UNLESS OTHERINISE SPECIFIED DIODE TO BE CONNECTED BETVIEEN TIMING FUNCTION 6, ON, AND TI-MI-NC FUNCTION 5, OMIT DIODE TO RE CONNECTED EETINEEN FUNCTION ON, AND TIMING FUNCTION 1. OM, ACKDOINN DIODES SHALL EE PROVIDED FOR SU MAIN STREET PROTECTED/PERMISSIVE PHASES, LEFT TURN PHASES AND DUAL ENTRY SHALL BE HARDWIRED FOR MINOR STREET PHASES MOT HAVING LEFT TURN PHASES 25. INTERSECTIONS WITH EXCLUSWE PEDESTRIAN FEATURE, PEDESTRIAN HEADE P2 AND PC SHAL, RE WIRED SEPARATELY ERVIN PEDESTRISN HEADS PO Al., FE TO THE CONTROLLER. REQUIREMENTS FOR LOIN POI-NT OF CLEARANCE PRIOR TO ORDERII.. MA, ARA., j1A1,,AC,11-olsfAuPrAIXILT,EURrsROFILD,..MTagg IENUNFACLE STANDSRU PRACTICES SHALL de EMPLOYED L � L!F THE CONTRACTORSHALL.BE BEEPDASIB FOR THE FINAL OVAL!, TRENCHING AND EXCAVSTIDN HESTDH<TID)s. IP ,; WHEN ET Q, a= RUTH PPRN� INSPECTOR IS CONDUCTED, THE CONTRACTOR SHALL FURNISH THE IPECTOR IN,TH 2TMD 0 LL TRAFFIC SIGNALS TO BE MAMTAMED ERECT AND I,V GOOD CONDITION UNLESS NOTED TO BE REMOVED , PER LANS STOP, YIELD, DO NOT ENTER, OR ONE WAY SIGNS SHALL EE RE -ERECTED IMMEDIATELY IF BEI, OR KNOCKED DOVIN ALL OTHER SI-GNS EE REPAIRED WITHIN 20 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 ,OrNTLY DETERMINE THE POLE LOCAT f ON AND THE MAST ARM LENGTH. CONTRACTOR SHALL THEN EUBMIT :HOF DRAWING, 32 CONTRACTOR , RESPON,BLE FOR OM -AWING ALL PERMITS REOUfRED FOR SrGNAL INSTALLATION 36 LOD'S TO BB REPLACED BETVIEEN 6" AND I, FROM STOP BAR 3.7 ALL LOOPS SHOULD TO 13E TYPE "F" MIAMI-DADE AECOM NE 42ND STREET EXHIBIT D SIGNALIZATION GENERAL NOTES IC- 34 OLOILIN R. \ ,nsportotion Dade CountANf 42nd SI \ KCI_CAP_GIS Nf 42nd \ signals \ TAMSGOI.D. TABULATION OF SIGNALIZATION QUANTITIES PNI ITEN NJ NE NPR r NIMON UN, SHEET NUMBERS 3I TOTAL TN IS TN NET GRAND TOT, PLAN PLAN FIN, FLAN FINAL PLAT FLAN FINAL PLAN FINAL PLAN PRY 51, 030-2-13 EUNDLITT, FURNISH & MST ML, .14CP 'ND POPE LF 12P 130 ERA 7 I 625-2-11 E4 26 6.2,-1-122 HT CONTRACTOR LF 371 371 371 TNT, MTN, ILTIVICL 111,0111,1,1 TNT Yu, 100011O PRESTRESSED CONCRETE POLE. FITTO,SIT fAISTATT, TY PE P-ll SERVICE POLE E4 002-1-11 C4 TOG-1-12 342-21-3 STEEL IN MT IRIN ,SENR, INST 'LT SINGLE 'RN TO' 643 AI 15 NTFF1 TRH 425,11,N, FLIMIISH AN/7 IN517311 NNIN,F TR111 701 F4 000-21-16 STEEL 11,17 ARI1 MIRIIISH AND INSTALL, DOUBLE 21, 7,-,' E4 5 SECTION 017RTICNT, I 033 LAM DETECTOR HID. (TINE FFf TIRE N. E4 NRSCABLA- PAT TY PE L. 32. 6212-1-1 1 PLU,1 RI NY DT 1,1 OR I ORM, & 1, 01 MP/ HD 370-5-121 TR IF,: CONTROLLER MSERIBLI . 170 1 PREENPT1311 PLAN 720 3 ,1 FA 71,-5-21 INTERNAL, ILLUMINATED SIC, FOR12,04 fRISTR, OCERHE, 11011, SF E4 I ALL TRTFFIC SIOPYLIZYTICII FOINCII/fT TNLI NORM, 0HALN RE IP SHNI I RF &DR& IIITHF COST OF ITER SuPPI IF77 2 THE CONTR. SH 'LL BE RESNONSIRLE FOR PRCNIDIOG A MINNPLETE MSENRLY IVHE11 SPECIFIED 111 THE T PLILYTION 0° SPLCIIM, IT, I, 20.'01,1 SIT ILL L, CONSI HOLL,1 IC 27,N, LENS, SIIALL Dr 222, LO, DETECTORS SHYLL RE T11,-CHTNNET Tr. TYPE SHELF PODEL TH REMY AY, CT, 01/TRIIT TER DY, ,11111, CONTRACTOR SHAI IN' , PRO' Il7F PUI IRV, FOR BEI ,OLITH ThE TONTRNTT, ,NLL IONT,T FP, PELLSOUTH REPRESENT1TRE PRI, TO HISTALLINN TONDUITS TN THEP 0.1NHOLES THE SERPI, CONDI, SHILL NE EROUTHT TO THE 0.1NHOLES FR, THE SIDES AND ,17 ThE T0/0 NNE/ ORT L2,1 PNPLIYLIII ITNRC2122 0,1,OLD L., I 01,11,212 11 INSTALL SRN, OTHER IT 212 ENLINL LEN,H Tu S,NAL 222/20LOT MIAMI-DADE0 AECOM V.,212H1,211= NE 42ND STREET EXHIBIT D SIGNALIZATION SUMMARY OF QUANTITIES 35 PROPOSED SIGNAL HEADS 00 00 INTERNALLY ILLUMINATED SIGN PANELS 0 NE 42 ST 1' PHASE I FEDERAL HWY PROPOSED SIGN PANELS .00llI a°1 I FL 2 EA I AS GG,)_T_ll/1 40 LT I A SEE IIICTE F49-21 I5-2-11 I EA l EA ARIA RE /IRMO= N 0- IG 40" I/I O RV'STP Iv ASTR RiI PEDESTRIAN HEAD DETAILS LE La I EA SPECIAL 5 P. RAIL P.U.P. PHASE 2 PHASE J TF ] I IF 2 I TF 3 HA.- 0 0 0+0 0+© NOTES: Vu FED 51ANAL FROIL NORMAL OPERATION —�1vq.• 5 THREE SEAT!, S'FAPL HEAD PAiNTED PALE PEDEST, CONTROLLER OPERATIONS: (TRACK CLEARANCE) (DWELL) STREET ws2.1. u�Ai TO NORMAL OPERATION DETECTORS FOR LOOPS LOOP N0. OF LOOP ICO, DETECTOR I 75 LF COTST 42, STREET FA LE LF 35-2- +_2-( G20-[-II A PINS I SIGNAL 1 LL LL FLOG,P PIPE r7I jI F. 5/1 lR Il ,, I III I�1,1 11 Il 111 IAI 2MA1 ARI4 I NIGHT�41' ARIA .Ey�RuaG� A o= ie ao° v IIIA T ARP' 11ll A5 IF 27,RM fLTi I 1 32 LFI LFI, RLF 55 LE E E4TRICAL VVI RE 1 7vIAflAUN!(PiIvIJS I I c1-1NN HAV All,- COAITROI I FR ITFIAS 0' n )IIL2 LF GAY-2-1-2-I Li 3 P,LIIJS S,4IIN�ECnLTRIC AL WIRE . C0IAIAUNICPTI0IJS PP, ATST SERVICE POINT &T A. 5,53, 30 96 fRA) RL SIGNAL -EXIST RR RAP LP, MINIM, PEDESTAL A. 56+0505 JOY RI j 04o-1-IZ 025-2-11 ]] LF RUNS SIGiPRI COIAIAUNICATIONS PROP. ERSI SERVICE POINT EA 00-2-101 II AS EA LF 1 E I EA I EA PEG SIGNAL POSH- E ITTOII PED. POLE SE CORNER FEDERAL HWY & NE 42 ST INTERSECTION ID No. XXXX MIAMI-DADE AECOM NE 42ND STREET EXHIBIT D SIGNALIZATION PLAN 36 TR AIDES VIBE OUTLETS M9 Ali TR. TYPE ALINED ARM SPUN A'KWH TAPERED OVA_ LON DIM 'C ANCHOR BOLT DETAIL 0586An1N OF TRAFFIC A. ALL EIDER MS ANDOUTLETS L FITTINGS TO BE MEURER cRRR CLOCKWISE., •n� 64 PREAD FIVE TEETER S.. HEAD TSEgE SLL't 1,13 Y-T H E DELL AS REOUIR POLE LENGTH SHALL HE 18-69 IGEEnVER AS MAY HE TYPE Oi ' SPECIE. AND ELL BE "I �a 4 TRAFFIC MAST ARM & ORIENTATION DETAIL BASE PLATE AND FOUNDATION DATA POLE SIZE BOLT CIRCLE F S P 1 P 2 ANCHOR BOLT I a CONC. FOOTING' 11IANETO2 LENGTH DOKTER'A' DEPTH'S' 3 GA ILO' 43.0' 15' 'Er. 22' ID 5/B ' 23/4 "2 15 1/2 ' l5 5/8 • I/2 ' 23' 3 5/B '6 4 1/4 ' 5' 3/4 7' B' 1 3/4 ' 1 3/4 ' 2' 90' 90' 90' 36' 36' 36 9•-9' IN;1S0' 0 GA. 35.0• ee 15 1/2 ' 23' S' 6' 2' 9D• 36' 12'-R 03125X17 25' 17 1/2 ' 25 3/8 ' 3' 1.1' 2' 96' 48' 14'-O' 0.3125X1B' 26' 18 3/16 '25 3/8 ' 5' O' 2• 90' 48' 14'-0' 0.375%18' 27. 19 V2 ' 27 3/8 ' 9' 11' 2' 90' 48' 17'-O' 0.375110' 26' 18 5/16 '26 3/0 5' ll' 2' 90' 48' 17•-0' 1. ANCHOR BOLT LENUIN INCLUDES HOOK 2. FOUNDATION TO BE CONCRETE CLASS N - 4000 Bel. MINIMUM STRENGTH M 28 PAYS MIAMI-DADE COUNTY DETAIL 3AsE MUST DE SS ERN LIOFFSET 3 DO NE METAL N3r cwTR cQ D1 TOP WIRE EACH OLE FIELDED K 5' HEW. RENSINCING FRAME COVER OPPOSITE TRAFFIC NW DNS 13 POLE CET PRIVATE PROPERTY VIRE DEES FOR POLE NM HOLE HEN ro RUBBER .13NEI WIRING RED SIGN. W HARDIN:RE IN EACH POLE VELD A I/3 ' HEX HEAD BOLT WI. SOLID�c� IDIIDI� 6�A6 MUD ANCHOR 1 DATA SEE TYPICAL BOLTSSEE .1 RENFORMIG DIAMETER TRAFFIC MAST ARM & ORIENTATION DETAIL DPADE AS v D2 TOTEilT2 ,e PUBLIC R/ A ANCHOR BOLTS (VARIES PER BOLL CIRCLED AND RENDRE ADJUSTING HOOKED TARS. TIE MARS AT D" MAX. SPACI 3' FLEABANE (6) NO.8 HOOKED B SECTIUN 'A —A" TYPICAL STEEL REINFORCING POLE BASE PLATE THICKNESS TABLE DS-1 THRU DS-20 1 3/4 N DS-21 THRU DS-25 2 In DS-28 THRU DS-28 2 114 N D5-26 THRU 05-06 2 1/2 In REO TUBE THEP DRILLED WITH 5/12 HOLE THE ENE DOLL FIR LIME -UP 5/8 BINETER FELE OR.. nau MIN DIET IN THEP ER la DIAMETER SEG HA GALVANISED TELESCOPIC SPLICE DETAIL FOR ARM LENGTHS OVER 38 FEET MATERIAL SPE CIFIC.AT IONS TAPERED UPRIGHT POLES AND MAW ARMS SHALL 35 REND DR POLY.. NE 12 UDEN 3 MGM. COVER PLATE - 11 DANE STET SPE .5. A131-301 SUES, OWE.. WEE ET Ea Ea GALvErDED IN ACCORDANCE EN As. .53 seacricAnr. OWE. WM MI onamarta BLEEP OF NETT OR FLUX. AND NB UNCOATED 111, SLACK RPM mum TO =PLY WITI TEE ROMS VW. HE REECTION la POLE TOP CAP Ne AIN OE GP NB CLASS 30 SECURE a PLACE VTR 3 SET IDDEVI PLATED NEN. NB ALL VELEM ROOS .AN EMS-3 ER EEO ES-3 AS EPREFFSATE FOR DE sea. MD is. EN am cap Firni NETT.. niall PAN Go socr. La PRA P.M DENECTING EL. HI. STN.. OW WO A FORM R4><WM£ EARN BM/ IE [axMETOY t¢'w+ID u9 POURED la VI. TNE POLE CO.. FOUNDATION ET rall. ETNA TFE sow. AR.• DE TN CC SAID PM CONCRETE FOTHDATI. vILL RECENT PEP. TIDE. EDEN AM NOLL DECOKE PART Er 11. IS 7 NE ELEVATED, RECORD 37 THE POLE CONCRETE FOGNATICIN ORLIN T1E BROM. ERN. TO THE MOUE OR MGM SECEDED ADJATED ACCERTD. IT THE PROPER CLEARANCES DEREARDE TE .VOI 19 OE NIXED THE NAME EXTEND. SHALL BE DIMMED HT 1NAT ANNE IM EXCESS Or 3,P. 30 H1131 STRIDE. HERS TINT .VE DIEN USED RUM AND NEC BEM SUBJECTED TO LOAD SNAN. sr MED MEE ATTACHMENT OR COPES.. ACCONE_F Pl. MEE NE la, YE TREE PEES AND 2K-D• PrE TYPE 111 POLE PERE TAPER SIONL HE OPP PER FLOT IN ALL CA. DE ANT MUM.. DETAIL NOT ADDRESSED CR GENDLATED WITH THE COMM CP:DEFER ER al AN ISITN., CONDIT. AT NE POE SASE ENE. DE DETIL DASE MATE Et A VOW MEM SEELY ID KE. AVOW MOST FORE Or REECE LIFE 29.296ORATONS ENO BOBrOgrLAS APE BE MUNE EN NOTES) T.NSPECI- FICATION-1mECIDER 6iE1 ORENDuc N AT LEW IS 0imui TO TUBE 3>ffi NET BE EDGERS VHPDS SHAPES ODER TM MGM TIES KIRIEn STRENGTH MET DE PROVIDED THINNESS R IRE Wear PILE DMECHANO.B.177 BR DATES KITT BE MADGE. MD BELT CIRCLE DIME. uTERHATE i-iPES MMEECTO PRE- FERRED. T NE PREPARE METAL rur COVERS ER DEPT rercnNMce MAST TYPE ARM ATTACHMENT DETAIL MIAMI-DADE coul4n1� MIAMI-DADE COUNTY PUBLIC WORKS DEPT. TRAFFIC ENGINEERING DIVISION TYPICAL POLE AND ARM SIZE REQUIREMENTS DADE COUNTY CLASS NO. UPRIGHT PULE SIZE TRAFFIC ARMS SIZE TYPE Z.TYPE a s1.0v II a ,m TYPE MI R I¢Lw DS-3 A % 1P-6APE2 5 GA, % 28 -6 PPER 3 La % N P EA , U GA. S.PX 3.32•X le _ 1,3-4 33-5 T GA. 60% OMR 141V R B. 6E3 3.7ex le, T w 603 3.2P% 2Pb• 03-11 3w1rzTAPER 3 x zP-c 3 3 GP SD, ]83'R 3•2- 113-14 33A9.Px °-rs am PJ -0 Ds v x ,g-0 x m-P 6v} 30'4z-R 63-19 9c-0 7 GA BEER 3.32, I"1. DS-20 3 CA VEX T GA Sone 3be9( 2a4. 6P48•-0' 03-el 3 co. ]Y x TAPER Y-6• 3 w. N'_iAPER 3 F1. %5' X pOPER N- 3 GA 124.2 64YX 2Y-6' g�q-5P• D3-22 I w 12PX DEN 2EEN T GA 9D4•x 5.12, 2R-0'/ 4"-r, DS-23 3 GA iPn•X 64P% 25•�} N f `0 os 2s E% 25•-9'll x 3z 1 %`D D3-25 -'', 5B-0 0 x;4sue 0 x E3-3 0 x .-P DS-27 3 GA DICE 830, T w 9m •.-v} E2'-0 ns-2e Fro 6.•ro D349 x TAPER X 19 6 T zlm• % -0 z -6• iAPFx z rat 16aTf5p76, 6xx23B•.0 Ge'- OS-30 23E5 X H'% 936'% 31, 3 ens Man 4.93/ 34-P 6P-0• DS 31 x TAPER x 19-6 X WIFE X12E0'-s• % TAPER X 2P-6 3 GA.3 MDR, 9.70•X 8-P} 7P-0 DS-32 3 6A3 Ilfg, s0,0 4YW} 72'-0 3 Gu -�' X TAPER x tP-6 x l415 x 20-6 X TAPER x 2P IL.,SB6'x .v, T6-0 05-35 k 44gZ-r} TB'-0 DS-3,0 3 GA.% ITZT, 7X sv BT-0 MAST ARM VARIABLES ARM OPENER T1 17 13/16 1 1/4 15' 12 V Rv16j 9IM 40619 V16 5/8 V LOCO 114 RD 90. 23/4 NOTE: ALL MEMOS ARE N INCHES 11/I 5/B 2 3/4 2 T/0 532 22 5/12 Qe TA 213/6 2131a 2 719 Be )TENS W DENOTES 2 PIE¢ ARIA (SEE TELESCDPIC SPLICE DETAIL,. (0) 460 TAPER REFER TO N0. 2l N THE MATERIAL SPECIFICATIONS THIS STANDARD APPL¢S TO ARM LE OF MORALS AS SROVN ON THIS DROVING WHEN THESE ITEMS DIFFER FROM THE STANDARD, OR THE STRUCTURE roams or 9Om THAN ONE ARM, PLANS Ale GLCULATI NS FOR THE NAST ARM AINES.. A. FOUNDATION FE SHALL ND CALCULATIONS SHA.L DESIGNED AND SEALED BY PROFESSIONALENGINEER REGISTERED N THE STATE OP PLOFIDA (N THE poLE HANDFAcTuRER SHALL ADJUST THE OP THE OUTBOARD eeCTIRR OF THE 2 PIECE ARMAR S• TO OBTAIN THE PROPER OVERLAP DP 18'-21•. Q) FOR POLES 05-29 AND LARGER, THE POLE IminurAcTuRER MAY MOVE THE LOCATOR OF T TELESCOPIC MAST ARM JOINT BY 62 ft OMEINJe0 N DDiECTDN. I5-16 THRU DS-O MAY HAVE A 1-16ECE NAST ARIA. THE INBOARD SECTION MAY BE 26 Pt FOR DS-16 MOEN 116-19 MD DS-28 CAI CAO CAI CAP C. CIO CO CV (10 7.7 G. MIAMI-DADE AECOM NE 42ND STREET EXHIBIT D STEEL MAST ARM DETAIL 37 FEEDER LINE F.P.L. POLE CABLE, PVC U-GUARD AND BOOT BY F.P.L. GRADE (TYP.) TRANSFORMER ISOLATED NEUTRAL IOETER 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 1#6 AW'G 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 EYIST. 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 TRIO" 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 1 6' 0" MIN BOND BUSHING TO METER BASE 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 EXHIBIT D ELECTRICAL POWER/ SERVICE DETAIL-EXHIBITOS 38 0 O O 0 Threaded Connection with Aluminum Base Collor (No welding allowed) laRRfP 2e % 1 0 io Weather tight Cap 3 Head Signol See Signolization Plans for Location and Orientation. Bookplate 4.0"0 (Nominal) (4.5" O.D.) zz— 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 Slob r(See Plan) iFFW9WPX��v".8R.,4t Grounding Rod Shaft Foundation (Reinforcing not shown for clarity) Diameter PEDESTAL TRAFFIC SIGNAL # 4 Tie Bars NOTES, 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) 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 plates. Shop drawings for mounting bracket sho/l be submitted for review and approval. * On project where sight distance may be limited, an 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 Poy Item 646-1-11 (Aluminum Signals Pole, Furnish and Install, Pedestal). 1/2" Exp. ✓t. (Sealed) f_ Pull Box 2.• 0-I ,i, 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 EXHIBIT D PEDESTAL TRAFFIC SIGNAL DETAILS 39 SUMMARY OF QUANTITIES PAY ITEM NO. DESCRIPTION UNIT SKEET NOW 4ERS 34 TOTAL THIS SHEET GRAND TOTAL PLAN FINAL PLAN FINAL PLAN FIN/IL PLAN FINAL PLAN FINAL PLAN FINAL /-t fN� P/RKII(LI a 1,0 sRFD) (SETUP UP 1G-1 700-4,-11 RELOrATE Ell ETIN,, SIcns (SIAr,LE F.'I.si -RL I LLC.1.11, LL,IV / LLL011.1 20 RxFR P VFI/F�1�i RFTRO-RFFI FCTIf F (1,4f, / RFRI iE) (ARRUNs) E)fINESSu EI PJ4 EIIIEHT I ESSASE (PAINT) FOR EIKE LANE 711111,1 1071 274, LF 491 suLf, 71,-11-224 i (Y ELLIN 15'iLIDI H�RInuP�..IIC ,L,11,1 lSSLIDI !18'1 139, 25,2 2932 NOTES 2. ALL EXJ-STING SIGNS ARE TO REMAIN UNLESS OTHERVHSE SPECIFIED. BEFORE START., THE PROJECT. THE CONTRACTOR WILL REVIEW EXISTING SIGNS SHOWN Of.1 THE PLANE TO BE COMTRACTOR'S OPERATIONS WILL BE REPLACED AT ,N2,1 ECOST,TO SPEC:I-FIT:AT/ON REQUIREMENTS, ThE COST OF A NEW POLE WILL BE INCLUDED IM THE RELOCATION 8,7 ITEM. 3. ALL PAVEMENT MARKINGS, MESSAGES. AND ARROWS SHALL BE THERMOPLASTIC UNLESS OTHERWISE NOTED TO BE P,ACED ALONG THE 'ii.,'I'a.V,V-TrA.14AY'ITATLSUTTErS'L'idHTLY AS DIRECiED''tl' THE ENGINEER EXTREME LOCATION CHANGES AAIP., BE APPROVED BY UNDISTURBED EY THE CONSTRUCTION SO AS TO MI-WM-ZS SIDE STREETS AT THE END OF CONSTRUCTION 9 E f5>NOP AH An) PnlnSIDE STREETS ACCORDING TO STANDARDS AS DIRECTED BY THE LN AL(SfGNAINA ACCEPTABLE ALL RELOCATED SIGNS MUST COMPLY WITH THE DESIGN STANDARD= IF THEY VIERE NEW Sr GI,. IF EXIST, CL,MPS, BRACKETS, POLES, ETC. NEE,' TO BE REFL,TEDrTHE Z IFWOO SCTENTGELLOWGREEN BACKGROUNDS)AN ARDS 13 REFLECTIVE PAVEMENT MARKERS , PER FDOT STANDARD INDEX NO 1)352 MIAMI-DADE AECOM NE 42ND STREET EXHIBIT D SIGNING & PAVEMENT MARKINGS SUMMARY OF QUANTITIES 40 RE.7, SF,1,1f1,11, 5,7 s 50,15' Cs, 1,45, 12 555 TRT5 y 5,1 1,1 75 L YR — 7Crso,91,0111 5c,a0 (170, Hp/aN,H, aST [77 5:CC C'55'T'Ff E •r5YOTT'VE :cc . 44_JL - TES F,f RDIVI• 1,,11 I fPF— \ HDIVY LICS— \ R 15 • -- — —F5IST 5,11 E.. H5515E/LE, AlKk: ON D"'7C-KITIC=T.'" MIAMI-DADE —5,5• N/II, ,111_ 5,5151. HH RIO II ETA 35,553l, 1 45 (WYE FrEM,L, ,l/FSEY 4.511C, STREET —ES5ST RR WIC Lf F 515T RR R ME — NE 42ND STREET EXHIBIT D 11C,EF 5,1,5 CH UL 1,111115 •55.55R,D cE,P EVL LTAEZ-, , SIGNING AND PAVEMENT MARKING PLANS 41 11,311, AVI a.\iransportationVgarni—Dade Cou,AN,2nd 900_CAO_GIS N,2nd siq.ng PLANSPOI.OGN EXIST RR R/IP ,VT ,0,0000fN0S L6,1116,111116 6 666 566,6 SA IA AP, 23 —E,IST R61, R 66E VELIF_EIA L Fl.f ST 0f 011.0 (1,66 R60 -66661 6,16 621/8. Ij4Lj F6ST APRA -F00'57 RR R/10 07,L017i7.1 „uL. SURI FY 400100 01-0,F1- T7,00-TPTF0-, 4:2L416. -74 A' IA '`,0000 "1111M4,-, 00 AP- 24, 0,4 (00-' MIAMI-DADE0 EEO e.o AECOM 170,100 06.010 NE 42ND STREET EXHIBIT D SIGNING AND PAVEMENT MARKING PLANS 42 0,00302010 0,30 00, AM / r 17. 11 / '74.1 (TY, JET FR R IV LINE 21:11,11,(IVA FEDERAL 1.0/11,._ 5 .7 5 11111111-1-111 III-I-1111-1-11111 —4, (H. 577.17 u- 1 (51.75 2 'F'r1 rr 171 l7j1 'E ,E1'12VT, nu, kKp „vp!i ' 'yr 14 J."1,165 5,5,5115S 60-75 CO 0 xurn 15515,T5 NE 42ND STREET 55552,1, EXHIBIT D 10:3,K APO 110, .111, CH 55,,51111, 11,,K 1,11111, 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-21 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-23 N/A 6 133 22 EXISTING FP&L POLE TO REMAIN (RETROFIT LUMINAIRE) LEGEND SYMBOLS DESCRIPTION EXISTINGRETROFIT A OR RELOCATED FPS, POLE WITH LUMINAIRE DESIGNED FOR IE92 LUMENS (133 0V.4775/G LED TYPE IV DISTRIBUTION, 4000K CCT 7 PIN PHOTO CONTROL RECEPTACLE WITH ND WIRED FOR 400 V PHOTOCELL REQUIRE USE AUTOBAHN SERIES AT82G (ATAOPERATION B2408LEDE10 XXXXX R4 SK.les) LUMENSNEW LIGHT POLE COMPLETE IIITH LED LUMINAIRE DESIGNED FOR 1SS92 (133 WATTS), TYPE Iv S FOR 430 V OPERATION P PINPHOTO CONTROL RECEPTACLE WITH SHORTING ANDREQUIRED USE AUTOBAHN SERIES AT6 (4T62N40 LE0 X iee) OVERHEAD CONNECTION To GRID Tv BE DONE BY FP5,L. 1- 2" Schedule 40 PVC PROVIDED 81' FP6L AND TO BE INSTALLED BY CONTRACTORLIGHTING PULL BOX PROVIDED BY FE, AND TO RE INSTALLED BY CONTRACTOR LIGHTING DESIGN CRITERIA 1. AVERAGE INITIAL ILLUMINATION = 1' FC 2. UNIFORMITY RATIO (301 TO 4.011 = 4 t 3. MAXIMUM TO n1INIMUM RATION (LESS THAN 10:1) = 101 4. DESIGNED POLE SPACING = VARIES 5. LIGHT SOURCE = LEG (AUTOBAHN AT.) 6. WIND SPEED = 160 MPH GENERAL NOTES 1. Y SHALL PROVIDE INCOMING SERVICE AT LOCATION SPECIFIED IN ACCORDAN ...ANY ACCORDANCE Ir PLANS- THE DATE REQUIRED FOR INCOMING WITH THE SERVICE TO e THE PREMED 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 CONRAN..S�nmERGRoumo AND 3- ATIDNING M 01USTED AS DIRECTED TO AVOID UTILITY OR STRUCTURAL CONFLICTS NUT !N Ol�ATED IN THE PLANS 4. K (sues o oN) s ACED IN FULL ANo 5. CONTRACTOR MUST MAINTAIN THE EXISTING LIGHTING SYSTEM IN OPERATION OR SUPPLY A TEMPORARY ONE UNTIL THE NEII. LIGHTING SYSTEM CAN BE ACTIVATED IF THE EXISTING SPECIAL 4PROVISIONS. SECSYSTEM IS OWNED BY F P SECTION 715 ALL COST ROADWAYDOT SPECIFICATION FOR LIGHTING OSTSHALL INCLUDED IN THE IGHTING PAY ITEMS (715 SERIES). 6 ALL MATERIAL, UNLESS OTHERWISE SPECIFIED SHALL BE UNDERWRITERS LARORATORY APPROVED P ACCORDANCE WITH BRACKET nLUCAL DESIGNAND SFORMER CRITERIA USING HALL BE THE TH ALUMINUM pUATIUNs FOUND AND DESIGNED IN THE ARAFFI PUBLICATION "STANDARD SPECIFICATIONS FOR HIGHWAY SIGNS, LUMINAIRES, AHD TRAFFIC SIGNALS," CURRENT ED RIUN. (TO SE PROVIDED BY FP6 U. B. LACE A PERMANENT TAG ON THE LUMINAIRE HOUSING SETTINGON IIHICH IS IMPRINTED THE FOLLOWING SHOWN ON DESIGN PLANS LAMP (POSITION IN LUMINAES, LIGHT IRE), LAMP DISTRIBUTION IINAIRE PHOTOMETRIC SUBMITTALS REQUIREOSITION ��ED INPUT VOLTAGE AND POWER FACTORLUMINAIRE 9. GROUND RODS SN4LL 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 FP&L). 10. CONTRACTOR MUST CONTACT BELLSOUTH, FP&L, AND OTHER UTILITY COMPANIES PRIOR TO THE COMMENCEMENT OF CONSTRUCTION AND MUST NOTIFY ENGINEER AND INIAMI-DADE COUNTY IF FIELD CONDITIONS DIFFER FROM CONDITION, LOCATED ON THESE DRAIIINGS II. IN ACCORDANCE WITH THE NATIONAL ELECTRIC CODE (ALE.C.) 0(1101, THE MIAMI-DADE COUNTY STANDARDS, T E CONTRACTOR MUST l0 TIF Y ALL CIRCUITS AND EQUIPMENT INCLUDING THE PROPOSED LIGHT POLE ASSEMBLIES 11 . PULL BOXES, JUNCTION BOXES, WORK RIUST CONFORM TO NE.0 (LATEST F RENIENTS," THENELECTRICAL NATIONAL ELECTRICAL SA ETY CODE AND MIAMI-DADE COUNTY STANDARDS 13. USE PVCSCHEDULE 40 CONDUIT THROUGHOUT THE ENTIRE GROUND SYSTEM, A STREET CROSSINGS THE CONDUIT SHOULD RE EMBEDDED IN 110 CONCRETE MIXTURE. 14 ANY INCIDENTAL ITEMS OR ACCESSORIES REQUIRED TO COMPLETE THE IVORK FOR A GIVEN BID ITEM, SHALL BE INCLUDED IN THE CONTRACT UNIT PRICE BID 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 FRANGIBLE TRANSFORMER RASE 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!-ATIUN lNTERLVN NECT ONDUIT/W IF ING AS DEP lt.TEO VN THESE DRAWINGS. 18. MAINTAINING AGENCY FOR LIGHTING IS FPS, CONTRACTOR MUST CONTACT/COORDINATE WITH APPLICABLE FE, OFFICIALS AND INSPECTORS PRIOR TO CONSTRUCTION 19. DRIVEWAYS PTSHALL ALL TIMES MAINTAIN GE CONSTRUCTIEIDE ON _rREErE PRIVATE, AND COMMERCIAL 20. ALL CONDUIT TRENCHING MUST RE PROPERLY e ETO PROVIDE SAFE CROSSING AT THE END OF EACH WORK DAY OR WHENEVER THE �WORK TONE 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 CONDUCTOR, SHALL BE RH/RHW-XLP/USE; EXCEPT GREEN GROUNDING CONDUCTORS. 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 NE 42ND STREET EXHIBIT D 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 535-1-11 CONDUIT INSTALL TDEN TRENCH 505. FP I SDI ICE Re. NSTAI I I EIXTUFF SHAI I PE ACTOR,. ATE, VATS PHOTUMETPIC CURVE UP ADPHOVED EON, 1 INSTALLATION SHALL CUMPLY WITH STATE TN FLOPIIM DEPARTMENT OF TRANSPORTATION TRAFFIC DESIGN STA N DARD INDEX NO F500 17501, & U501 AND THE NATIONAL ELECTRIC CODE AND OSHA CLEARANCE ARUM EP, ANECTILITIE5 MIAMI-DADE AECOM NE 42ND STREET EXHIBIT D TABULATION OF LIGHTING QUANTITIES 45 FM pod,. CountANE 42n4 5 \ 9._CAP_GIS N,2nd \ lighting \ PLAN1,31. MIAMI-DADE0 EEO AECOM 17,13H W.. I= NE 42ND STREET EXHIBIT D 70,64 LIGHTING PLAN 46 0 555,15/ FEDpRAL'RWY. Jy' MIAMI-DADE AECOM NE 42ND STREET EXHIBIT D LIGHTING PLAN IC- 47 ATCHLIE ElE.1 =J,_EPOLE S7E F. r/i (BYFasi. FE$ERAL HWY. 22wi • EHET ROW, 74 CI ea- MIAMI-DADE AECOM NE 42ND STREET EXHIBIT D LIGHTING PLAN 46 SHEET CONTENTS 1 General Notes 2 Definitions Temporary Traffic Control Devices Pedestrian and Bicyclist Overhead Work Railroads Sight Distance Above Ground Hazard 3 Clear Zone Wid(hs For Work Zones Superelevetion Length Of Lane Closures Overweight/Oversize Vehicles Lane VVi d(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 and 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 VVarniny 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 fur the preparation of traffic control plans and for the execution of traffic control in work zones, for const ruci ion and maintenance ooera(ions and utility work on hig,hvrays, 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 MUTED. 2. Indexes 102-601 through 102-670 are Department -specific typical applications of commonly encountered situations. Adjust device location or number thereof as recommended by the Worksite 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 with (?4UTCD 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: EXHIBIT 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 wo-x zone is indicated by the regulato -y speed limit signs. Ti, work zone speed must be shown or noted in the plans. Ties 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, marker spacings, superelevation and other similar features AdvisorySpeed The maximun, recommended travel speed through a curve or a hazardous area Travel Way The portion of the roadway ho, y for Lhe movement of vvehieles. For trar fie 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- trattic. a- Travel Lan, The designated wfifths of o J+gay pavement marked to carry through traffic and to separate it from opposing traffic or traffic occupying other trattic lanes. b. 44tixiliary Lane. Tioe des; gn-ted widths of roadway pavement marked to seo to speed change, turning, passing and climbing mareuve ,from through traffic. Detour, Lane Shift, and Diversion A detour is the redirection of (-raft;- onto another roadway to bypass the temporary tratflc control zone. 4 lane shift Is the redirection of traffic onto a different section of the ,ocrmanent pavement A diversion is the redirection of traffic onto a temporary roaclw ) usually adjacent to the permanent roadway and vithin the limas of the right of oay. Aboveground Hazard An aboveground hazard is any object, material or equipment other than traffic control devices that encroaches upon the travel way or that is located witha the clear zone which does not meet the Department's safety criteria, i.e., anything that is greater than 4" do height and is firm and unvicicldng or doesn't meet breakaway requirements TEMPORARY TRAFFIC CONTROL DEVICES All temporary traffic control devices shall be 011 the Department's Approved Products List (APL). Ensure the appropriate APL number is permanently marked do the device in a readily visible location. All temporary traffic control devices shall be removed as soon as practical when they are no longer needed. Id hen work is siisperrded for short periods of time, temporary traffic control device., that are no longer appropriate .shall be removed or covered. Arrow Boards, Portable Changeable Message 5-g ns, Radar Speed Display Trailer, Portable Regulatory Signs, and arty other trailer Irounte l device _mall be delineated with a channelizing device placed at each when in - shall be mo. outside the travel way anddear zone or be shielded by a barmier 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 longituo'inal c'"nnelizing devices may be used to delineate a tempora y Lraffic control zone pedestrian walkway. Ad, anced notification of sidewalk closures and marked detours shall be pro, wled 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) Ovm head work using a modified 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 utilirics. 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 ,placed inadvance of the vehicle/equipment closing the lane using a minimum 100 foot Labe, g. Volume or complexity of the roadway may dictate additional device„ flagmen and/or a traffic control officer. OPTION 2 (OVERHEAD WORK ABOVE AN OPEN TRAFFIC LANE) 0vencead work above a open traffic lane is allowed if all of the following conditions are met: a. Work operates, is Incited on a utility pole, light pole, signal pole, or their appurtenances. b. Work operations arc 60 ,minutes or less. c. Speed limit is 45 mobor less. d. No encroachment by any part of the work activities and equipment with:, an 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, sgns, flagmen and/or a traffic control officer. g. Adequate precautions are taken to prevent ,parts, tools, equipment an,. 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 I5 located on a utility pole, light pole. Signal pole, or their dppi nrtenances. h. Work operators 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 work 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, Rail 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 detoured shifted, diverted or paced as to not encroach in the area directly below the overhead work operations in accordance with Lim 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 falsew,rk placement and removal_ c. Concrete placement. d. Hailing construction located at edge of deck. e. 5trudure demolition. OPTION 5 (CONDUCTOR/CABLE PULLING ABOVE AN OPEN TRAFFIC LANE) Overhead cable and/or- dimenor-9ized conductor installations initial pull to proper tension shall be done in accordance with the appropriate Index or temporary trattic control plan. Continuous pulling operations 0f secured cable and/or conductor are allowed over open Ianc(s) of traffic with no encroachment by any part of the work activities, materials or equipment within the minimal 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. 0, Limited Access facilities, a site specific temporary traffic control ,plan is required. The temporary traffic control Dian shall include: a. The temporary traffic control set up for hhe initial pulNng of the pull rope across the roadway. b. During pulling operations, advance ws ing cons/sting of no less than a Changeable Mcssagc Sign upstream of the work area with alternating messagc5, "Overhead Irdork Ahead" and "Be Prepared to Step" followed by a traffic control officer and police vehicle with blue lights flashing during the pulling operated,. RAILROADS Railroad crossings affected by a construction project should oe evaluated for traffic controls to reduce queuing on the tracks The evaluation shn Iincl., 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 ,problem (e.g., a sharp vertical or horizontal curve), the taper should begin well in advance of the dery abstraction. The hegir--ng of tapers 'fo,lo not be hidd, behind Intersections: Traffic control devices at intersections must ,provide sight distances for the road user to perceive potential conflicts and to traverse the intersection safely. Construction equipment and materials rhall not restrict IrterrHrtara, sight diztance. ABOVEGROUND HAZARD Aboveground hazards (see defnitions) are to be considered work 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 hhe 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 05 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 >one widths in work 7011o5 far and roadside conditions other than for roadside canals; whore roadside canals are presort, clear zone widths are to conform with the distances to cabals as described i. 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 15 10 30-40 14 10 ALL SPEEDS CURB & GUTTER 4' BEHIND FACE OF CURB 4' BEHIND FACE OF CURB SUPERELEVATION Horizontal curves constructed in coo unce oirtt nth work zone traffic control should have the required super elevation applied to the design radii. Under" conditions where normal crown controls culvafure, the reiniMLIM radii that can be applied are listed de 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 Super -elevate When Smaller Radii is Lrsed LENGTH OF LANE CLOSURES For Inter -states and state highways with a posted speed et 5510PH or greater, lane closures must not exceed 3 miles (includes taper, buffer, ,and work zone) in any given chrectron and must not dose two consecutive interchanges. OVERWEIGHT/OVERSIZE VEHICLES Restrictions to Lane Widths, Heights or Load Capacity can greatly impact the mot anent of over dimensioned loads. The Contractor shall bgtify the Engineer who in turn shall notify the State Porrnits Office, phone no. (850) 410-5777, at roast seven calendar days In advance of Implementing a aintenance of traffic plan which will impact the flow of overweight/oversized vehicles. Information ,provided shall include locaton, type of restriction (height, width or Height) and restriction time frames. When the roadway is restored to normal service the State Permits Office shall be notified rmmereatel y. LANE WIDTHS Lane vvidths of Lhrough roadways should be raintai ea ah ough work zone travel ways wherever practical. The all n1,11Lon 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 freeways; and 10' for all other acili 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 (PLASH to,' "High -Visibility Safety 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 for Class 2 apparel. Replace apparel that is not visible at 1,000 feet. WORKERS All workers within the right-of-way shall wear ANSI/ISEA Class 2 apparel. Viorkers operatiog machinery or equipment In winich loose clothing could become entangled during operation shall wear fitted high -visibility safety apparel. Vl orkers inside the bucket of a bucket Nor, are not required to wear hgh-visibility safety apparel. UTILITIES: Vyhen other industry apparel safety standards require utility workers to t-vear apparel that is inconsistent with FDOT require rents such as NFPA, OSHA, ,ANSI, etc., the other standards for apparel may prevail. FLAGSERS: For claytiree activities, Flaggers shall wear AN51/15EA Class 2 apparel. For nighttime activities, Flaggers shall year 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 spccd should be established to route vehicles safely through the work lone as close as to normal highway spccd as possible. The regulatory speed should not be reduced more than 10 mph below the posted spccd and never below the minimum statutory speed for the class Of facility. When a Speed reduction greater- than 10 mph i, 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 Hark zone regulatory speeds are removed, the regulatory speed existing prior- to construction a II automat -Is -ally go back Into effect unless nee spccd lima signing 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 the motorist notice that normal speed can be resumed. It the existing regulatory speed is to he used, consideration should he given to supplementing the existing signs when the construction work zone is between existing regulatory 5,0eed signs. For projects where the reduced speed conditions exist for greater than 1 mile in rural areas (non -interstate) and on rural or urban interstate, additional rag slat / speed signs are to be placed at no m e than 1 mile intervals. Eng-Neer-mg 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 situation, (nor interstate) additional speed signs are to be placed at a maximum of loon' apart. When 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 and sealed study de En justify tify the need for further r_hieing the posted speed, or, the engineer may request the D str rrt Traffic Op raron_, Engineer (DTOE) to investigate the need. It will not be necessary for the OTOE to issue regulations for regulatory speeds In work zones due to 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 U,e while proressog a request to change the regulatory speed specified In the plans whendeemed necessary. __ary. Advisory speed n plates cannot be used alone but must be placed below thewarning arning sign for whichthe advisory Speed i5 required. For additional informaton, refer to the FDOT Design I'4anual 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 clerrlp vi.sihle to approachmg 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 maxinnum color contrast between the Flogger's rrgl Lisi bilit/ safety apparel and equipment and the v ork area background. Hand -Signaling Devices STOP/SLOW paddles are the primal , hand -signaling device. The STOP/SLOW ,paddle shall have an octagonal shape on a r igid 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/SLOW 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 SLOT/V face shall be orange with black letters and border. Il5hen Used at night-time, the STOP/SLOW paddle shall be retroreflecteriecd. Flag use is limited to immediate enrer gencics, intersections, and when working on the centerline or shared left turn lanes where two (2) flaggers are required and there is o,oposing traffic in the adjacent lanes- Flags, when used, shall be a minimum of 24 inches square, made of a good grade of red material, and securely fastened to a staff that is aoproximatelV 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 to stop before entering the work space. When used at mghttin-,e, the Flagger station shall be illuminated. SURVEY WORK ZONES The SURVEY CREW AHEAD symbol or legend sign shall be the ormcroal 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 bens used fur 0 vey purposes only, the END ROAD WORK sign as called for on certain 102 Stir es of Indexes should be Survey Between Active Traffic Lanes or Shared Left Turn Lanes The following provisions apply to lidairr Roadway Traffic Control Work Zones. These provisions must be adjusted by the Party Chief to fit roadway and traffic col -Olt -ions when the Surveil Work Zoro Includes inter,ernons. (AJ A STAY IN YOUR LONE (MOT-1-06) sign shall be added 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 rhirretion 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 1,cksi ght tripod and/or instrument. Cones shall be placed at the equipmect, and up to S0 'ntervals 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 flour of traffic. SIGNS SIGN MATERIALS I'4esh signs and non-retrorefledice vinyl signs may only be used for daylight operations. Non, e[roreflectrce vinyl signs Onus( meet [he require^rents of Specifications Section 994. Petrol eflective ,i nvl signs doted ng the requirements of Specification Section 994 may be used for davligh[ or night operations not [o exceed 1 day except as noted in the Indexes. Rigid or Lightweight sign panels may be used in accord a ce .with the vendor PPL drawing for the sign stand to which they are attached. 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 em Work operations exceed 60 minutes, place the ROAD 6VORK AHEAD sign on the side sir eet 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 adrarce wan i-g areas or in some other areas .n ''thin their traffic control zones. Where such restraints conflicts occur or are likely to occur, one of the followi ng method's trill 6e employed to avoid conflicts and pre, ent conditions that could lead [o misunderstanding on the part of the tra,e1rng 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 between 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 will resolve anticipated and occurring conflicts within scheduled maintenance operations. (D) The Unit INainienance Engineer will r-esol,e conflicts that occur within routine man ,/monde works; between routine maintenance work, unscheduled work and/or permitted work; and', between unit controlled maintenance works and highway ons(r uclion projects. SIGN COVERING AND INTERMITTENT WORK STOPPAGE SIGNING Existing or temporary traffic control signs that are no longer applicable or arernconsistent with intended travel paths shall be removed or fully covered. Sig' blanks or other vrilable coverings must completely cover the exsting sign. Rigid sign cot erinys shall be the same size as the sign It Is c verng, and bolted in a manner to precept movement. Sig' rovers are Incidental to von k o r-rto-s and are not paid f r _ rattily. SIGNING FOR DETOURS, LANE SHIFTS AND DIVERSIONS Detours should be signed clearly over their- entire length w that motorists can easily determine haw to return to the original roadway. The reverse curve (W1-4) warning sign should be used for the ail v onceo warning for a lone 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 limiter sight distance or the nature of the obstruction may require a motorist to bring their r hide to a stop. Extended distance Advanced Warning Signs may be required col any Hype roadway, but particularly be considered on nnultilane divided highvvays where vehicle Speed Is generally in the higher range 145 I4PH or more). UTILITY WORK AHEAD SIGN The UTILITY WORK AHEAD (W21-7) sign rnay uped as an alternate to the ROAD WORK AHEAD or the ROAD WORK XX FT (1/1,20-1) sgn for ct I t operations on or adjacent to a highway. LENGTH OF ROAD WORK SIGN The Ieny th of road work Sign (G20-1) bearing the logood ROAD WORK 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 sign or inrdvva, to the next sign whichever is less. GROOVED PAVEMENT AHEAD SIGN The GROOVED 00!F 4ENT AHEAD sgn is required 500 feet In advance of a milled or grooved surface open to traffic. The W8-15P placard shall be used in con Lodion with the GROOVED PAVEMENT AHEAD sign. END ROAD WORK SIGN The END ROAD (PORK sign (G20-2) should be installed on all ,projects, but may be omitted where the work operation is less than 1 day. The sign should be placed approximately 500 feet beyond the end of a COnSti1?, on 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 mounted o henork operatzons exceed one day ex,ept tor: a. Road closure srg'rs mounted In accordance with the vendor drawmg for the Type 11! Barricade shown on the APL b. Pedestrian advanced - ring or pedestrian regulatory signs mountedorT sign supports in accordance with the vendor drawing shown on the APL. c Mediar barn er mounted signs der 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 List (APL. 4. Manufacturers seeking approval of U-Channel and steel square tube sign support assemblies for inclusion on the Approved Products List (APL) roust subunit a APL application, design calculations (for square tube only), and detailed drawings showing the product meets all the requirements of this Index. 5. Provide 3 lb/(1 Steel U-Channel Posts with 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/(1 Steel U-Channel Posts with a minimum section modulus of 0.56 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 m 4STr1 A 499Grade 60, or ASTM A 576, Grade 1080 (wrt r Imnimuro //eld stengt r of 60 ksi) Square tube posts shall conform with ASTIN A 653, Grade 50, or ASTM 4 1011, Grade 50. 8. Sign attachment bolts, washers; nuts, and spacers shall conform with ASTIN A307 o' A 36. 9. For diamond warning signs with supplement plaque (up to 5 ru in area), use 4 lb/rt posts roc up to 10 If Clear Height imeasure to the bottom of diamond warning sign). 10. Install 4 lb/It 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 manufacturer's detail shown on the APL. 12. Install all posts plumb.. 13. The contractor pnap 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 size base post /n accordance with the manufacturer's detail shovrn on the APL, 6 Min. (No Paved Shoulders) w Paved Shout ler Edge of Traivelway Elevation Edge of Travel 6' INin. (With Paved Shoulders) , Sign I (n ROAD WORK�I 500 F T1 LJ LJ 1" M 6 Max. (Typ.) Eclg _ of Sign to f) Bolt) 1 2/ .Bolts, Nuts & Washers (Tvp.) — Steel 0-Channel Posts — Bottom of Sign Ground Surface 2' Min. 00 ROAD WORK 500 F T1 2 1" (/1 '1 6" INax. (TV,,) 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, 226' (± 6') Typ. for Other, 2 POST SIGN SUPPORT MOUNTING DETAILS (SINGLE POST SIMILAR) RURAL 6' Ilin (No Paved Shoulders) Paved Shoulder Edge of avelway Elevation Alin. (With Paved Shculr ers) L Siyn V=Width 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" Min 6' 1,1ax (Typ) (At L Post) Bottom Ot Sign — Ground Surface 3 POST SIGN SUPPORT MOUNTING DETAILS Where W = 482. a = 1' - 44" (+ 1") IIV=60": a= 1'-9"(+61 IIV = 7 2" r a = 2' - 1" (^ 1 ") Cutting Edge — Sign Post or Base Post — A Ground Surface — Yrf'0 0 1" Centers — — Stub Height 4" Irla,r. 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 Li -Channel Post — Lock IlVasner (%,;' Nominal Size) — Steel Hex Nut — — Sign — 543' Stec/ 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 24,30 1 30x24 1 36x18 1 36x24 1 Rectangle 48x18 1 iW x H) 48x24 1 36.r48 2 48x30 2 48x36 2 54236 2 48x60 3 60x54 3 72x48 3 120x60z 4'' 30x30 1 Square 36236 2 48x48 2 Diamond 48x48 2 (See Note 7) Circle 360 2 Notes For Taale: 1. Use 3 Ib/ft ,posts for Clear Height up to 10' and 4 17/ft ,posts fur Clear Height up to 12'. Use 4 Ib/ft U-channel sign post with a remounting height of 7' min. and 8' max. Attach sign panel using Z-bracket detail on Sheet 6. 2 Minimum foundation depth is 4.0' for 3 Ib/ft posts and 4.5' for 4 Ib/ft posts. 3. Far both 3 Ih/ft and 4 Ib/ft base or sign ,posts installed in rock, a mininnrm cumulative depth of 2' of rock layer Is reqired. 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: EXHIBIT 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 B/0 B/0 8/0 KEEP R~ KEEP LEFT KEEP RIGHT R4-7AR R4-78s R4-78R 8/Vl 8/1111 8/VV /V3-3 N,-4 By4YG)/0 B/0 B/0 W20-, B/0 V3- B/0 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 1122-2 W 22-3 8/0 B/0 8/0 PILOT CAR FOLLOW ME DETOUR END DETOUR 1120-2 620 ! 1114-8 174-84 B/0 B/0 B/0 8/0 Do WOT �NT R5-1 VVR/Vl V4-1 5/0 IN9-2L 8/0 W20-5L 8/0 PEDESTRIAN CRDSSDALI R9-8 B/1N 114-2 B/0 N9-24 5/0 VV20-5R B/0 SIDEIALC CLOSED R9-9 8/VV 1:115-1 B/0 N10-1 e/Y W20-5C B/0 SIDEV.'ALK CLOSED 11. use OTHER R9-10 B/DV 115-2 e/o B/0 11,1 V/ 16-7P B/0 W20-7A B/0 MOT-1-00 N9T-4-06 MOT-5-06 MOT-7-06 190T-8-00 MOT-9-06 MOT-10-06 B/0 8/0 I4OT-6-06 B/0 B/0 8/0 B/0 8/0 DETOUR M- B/0 DETOUR I74-9R e/0 SIDENIA CLOSED AHEAD CROSS HERE R9-11 8/VV V5-3 B/0 N12-1 8/0 W 20-7 B/0 XXX FEET W16-2P 8/0 SIDEIALL CLOSED 4— CROSS HERE R9-11a V6-1 B/0 DIl 12-2 B/0 W21-1A B/0 1144-10L 1144-10R 0/B ROAD CLOSED R11-2 8/VV V6-2 B/0 W21-1 8/0 0/E W1-1R B/0 I/V6-3 B/0 N20-IA B/0 W 27 -5 B/0 01'7-3R e/Y VV 1-2R 8/0 B/0 W20 /8 8/0 W21-5a S/0 STOP R1-1 vV/R W1-3R B/0 I/V8-2 B/0 VV20-1C B/0 V121-6 COLOR CODES Legend and/or Symbol Background 0-01ange (.Reflector/zed) R-Reel (Ref lector 8-Black (Non-Reflectorizecl) Y-Yellow (Reflectorzecl) VV-White (Reflectorizecl) G-Green (Ref lectors zed) 001901SS ENTRANCE PEDESTRIAN JT IAMBI 1C PEDESTRIAN IAMBI B/0 SPEEDING FINES DOUBLED WHEN WORKERS PRESENT R1-2 R IIV/R VI' 1-4R 8/0 VV 8-3 B/0 W20-1D 8/0 VV 21-7 MOT-11-08 MOT-12-06R MOT-12-06L MOT-13-06 BLUE/Ill B/IIV BAY (Limited access f ecilitiock Im0T-14-06 (All other facilities) B/0 SPEED LIMIT XX R2-1 W1-3b B/0 VV8-4 6/0 W20-1E B/0 00 NOT PASS PASS WI TH CARE R4-1 R4-2 e/V/ Bnu W1-4r 8/0 VV 8-5 B/0 W20-IF 6/0 VV 1-6 B/0 V8-6 8/0 W20-2A El/0 TRUCKS USE CENTER LANE R4-5 IN 1-7 8/0 W8-7 B/0 V/8-75P B/0 OETOUR 500 FT W20-2B B/0 R4-7 W1-8 8/0 W8-8 B/0 DV20-2C B/0 R4-8 e/v/ 1V3-1 R8/0 V16-9 B/0 W20-2D B/0 KEEP LEFT R4-7AL e/vV V/3-2 RB/0 W8-9a B/0 V120-2E Notes: 1 The mze of diamond shaped Temporary Traffic Control (TIC) warming signs shall be a minrmum of 481' X 48" 2. Fluorescent orange shall be used for all orange colored work zone signs. S/0 3 The sign shelds, symbols and messages contained on this sheet are provided for ready reference to those signs c9ed re the development of the 102 Series of Indexes and are cummun/o used in the development of traffic control plans. For additional signs and sign detail information refer to the STANDARD HIGHWAY SIGNS INANUAL 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 on this sheet are for the purpose of /pentlfying cell names found in the Traffic Control Cell Library (TCZ.CoU. The STANDARD HIGHWAY SIGNS 194IVUAL should be referenced for the official sign codes for use In the development of traffic control plans. See Index 700-102 for MOT sign details. Slow Down My Daddy 1140T-15-06 Works Here B/0 MOT-16-06 8/0 MOT-17-06 8/0 VV8-15P B/0 Slow Down My Momrny Works Here MOT-18-10 B/0 COMMONLY USED WARNING AND REGULATORY SIGNS IN WORK ZONES 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 6 of 11 MANHOLES/CROSSWALKS/JOINTS Manholes extending 1" or more above the travel lone 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 1 Temporary Surface 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 f Maintenance of Traftic, LS. REMOVING PAVEMENT MARKINGS Existing pavement makings 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 opt 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 subs/nine subs/ninefor removal or obliteration. Full pavement width o erlays of ether a structural o5 friction course (non -final surf ace) are an acceptable alternate means to achieve re naval. SIGNALS Existing traffic signal operations that require modit!cation in order to carry out work zone traffic control shall be included In the TCP and be approved by the District Traffic Opeations Engineer. Maintain all existing actuated or traffic responsive mode signal operations for main and side street movements tor- the duration of Me 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 (APL) 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 on multilane roadways. For shouldet work, blocking the shoulder, rot roadside u k near the shoulder, or for temporarily closing one lane on a two-lane, two-way roadway, ari arrow board shall be used only in the caution 'nude. A single arrow board shall nut be used to merge traffic laterally more than one /are. When arrow boards are used to close multiple lanes, a single board shall be used at the merging taper for each closed lane. When. Advance Warning Arrow Boards are used at night, the intensity of the flashers shall be reduced during darkness when lower intensities are desirable. • • • • 0°••0°•o0 •� ••0 •: Or • 0 0 • 0 0 0 0 0 • 0 • • • • • •: 000 000 • • • 0°0 • 0 S 0•• O • 0 • 0 • • • • • 0 • °°°°°° 0 0 0 0 0 0 0 0� 000 0� Or CAUTION O 0 • O 0 0 0 0• • • • • • O • 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 • INinimum Required Lamps O Additional Lamps Allowed MODES PORTABLE CHANGEABLE MESSAGE SIGNS (PCMS) The PCd15 c..vn he used to: 2. 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 656 feet in advance of the work zone confllcts or 0.5 to 2 mil _ in advance of complex' tr„fflc control schemes vhich require new and/or unusual traffic maneuvers. It PCMS are to he used night, the intensity of the flashers shall he reduced during darkness when loKer intensities are desirable. For additional information refer to the F00T 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 -terns, stationary operations, see Part VI of the INUTCD. CHANNELIZING DEVICES Ch nnelizin5 devices forwork zone tratfic control tall be as pi escribedin Part VI of the INUTCDsubject to supplemental rEVISIOITS p ovi ed 15 the contrast documents and the 102 Series of Indexes. Lighting Devices must riot 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 vim k areas that all within a ,properly signed work zone. 2. When drop-offs occur- within the clear zone due to construction or maintenance BCE in it( [5, protection devices are required (See Table 1). A drop-off is donned as a drop in elevation, parallel to the adjacent travel lanes, greater than 3" with slope (A:5) steeper than 1:4. In superelevated sections, the algebraic difference in slopes should not exceed 0.25 (See Drop-off Condition 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 Tr -attic, LSD. Use of this treatment in lieu of a temporary barrier is not eligible for CSIP consideration. Conduct daily inspections for deficiencies related to erosion, excessive slopes, rutting or other as verse conditions- Repair p d _fi cicncics immediately. 4. For Setback Distance, refer to the Index or Approved Products List (APL) drawing et the selected barrier. 5. For Conditions 1 and 3 ,provided in Table 1, any drop-off condition that is created and 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 Travel INay — 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 required at intervals of f mile maximum. 3. If D is 1" or less, no treatment is required. 4. Treatment allowed only when D is DI or less. 5. If the slope Is steeper than 1:4 (not to he steeper than 1:1), the P.4-1 and 1140T 1 06 signs h 11 be Used I: element to the VV8-11; the condition should nevere coop ., riles i r length. Travel Lane _ Travel Lane Travel Lane Travel L„nle p v _ 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 w Algebraic Difference In Slopes PEDESTRIAN WAY DROP-OFF CONDITION NOTES 1. A pedestri.-m vvny drop-off is defined as: a. a drop in elevation greater than ]O" that is closer than 2' from the edge of the pecestrian ivay h. ,a slope steeper than 1:2 that begins closer than 2' from the edge of the ,pedestrian way voter the total drop-off is greater than 60" 2. Protect any drop-off adjacent to a pedestrian way with o estrian longitudinal channelizing devices, temporary harrier wall, or approved eandrail. DROP-OFFS IN WORK ZONES a. DROP-OFF CONDITION DETAIL Table 1 Drop-off Protection Requirements Condition X (Ft) o (in.) Device Required 1 0-12 > 3 Temporary Barrier 2 > 12-CZ > 3 to < 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 LASTZ REVISION 01/28/20 DESCRIPTION: `OEXHIBIT E w FDOT FY 2020-21 STANDARD PLANS GENERAL INFORMATION FOR TRAFFIC CONTROL THROUGH WORK ZONES INDEX 102-600 SHEET 8 of 11 ■ ■ Standard Spacing ■ LY BUSINESS ENTRANCE ;, o • 111 40' .I • o Reduced Spacing Reduced Spacing r. For single business entrances, place one 24" x 36' business signfor each driveway entrance affected. Signs shall show specific business names. Logos 'nay he prof der/. hp buonessov/nery. 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 s n accordance wth 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 restrl ct sight distance for the driveway users. 4. BcsHess entrance signs are intended to guide motorist to business entrances moved/codified 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 50 700 24" Min. Two 3" White Retrereflectorized Bands — 2" R• — Asphalt (See Note 5) Lane Separator Tubular Marker Orange Entire Separator Shall Be Painted Retl ectorize l Yellow (Included In Cost Of Separator) A —1 A Asphalt (See Note 5) Lane Separator Fixed (surface Mounted) 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 riith any of the following approved fixed (surface mounted) channelizing devices: tubular markers, vertical panels, or opposing traffic lane divider panels. Opposing taffic lane divider panels (196-4) shall only be used as center lane dividers to separate opposing vehicular traffic 01 a two-lane, two-way operation. Tubular Markers, Vertical Panels and Opposing Traffic Lane Div Ider 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 curb shall hold the channelizing device 13 a vertical position. 2. Reflector ized materials shall have a smooth sealed outer surface which will display Lhe same approximate color day and night Furnish channehzing Devices having retrorefl ective sheeting meeting the requirements of Section 990. 3. 12" openings for drainage shall be constructed in the asphalt and portable temporary lane separator at a maximum spacing or 25' in areas with 9rao'es or 1% or less or 50' In areas with grades over 1% as directed by the Engi veer. 4. Tapered ends shall be used at the beginning and end of each run of the temporary lane separator to futon 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 sections. 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 damage 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 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. Fur- ease of iden(ificalion and b. To provide information lhal supplements or supersedes fhat provided by the INUTCD. 2. The Type III Barricade shall have a unit length of 6'-0" only. When barricades of greater lengths are required those lengths shall be in n o/liples of the 6-0" unit. 3. No s/gi panel should be 1,i0 led on any channelizing device unless the channehring device/sign combination wass (rand l0 be moshworthy 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 arw striped rails or higher MI an 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 heel the dt wer through the transition and info 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 ized as per the MUTCD with Department -approved reflective collars when usedat night. 9. Vehicular longitudinal channelizing devices shall not exceed 36'' in height. For vehicular - longitudinal channelizing devices (L70s) less than 32' in height, the LCD shall be supplemented with approved fixed (surface mounted) channelizing devices (tubular marKers, 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 hot be usedfor speeds 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 (7" or loss difference In any plane at all connection ,points between the del/ Hs to facilitate hand trailing. The bottom and the top surface of the device shall be in the same ertical plane. If pedestrian drop- off protection is required, the device shall have a footprint 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 retroreflective sheeting faces vehicular traffic Color must match adjacent longitudinal pavement marking. TEMPORARY BARRIER NOTES: 1. Iwhero a barrier /5 specified, any of the types below may be used in accordance with the applicable Index: Index Description 102-100 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 Delineafors 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 Approach Transition Tangent Transition Approach 100' 6" White — 5 (Typ) Through Transition & Approach 6" Double Yellow 40' (Typ.) Through Tangent Work Arca RPMs (See Note 1 below) 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 RPl4s 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 and night conditions shall conform Lo Che color of (he marking for which they serve as a positioning guide, or for vrhich (hey supplement 2. RPl0s used to supplement lane lines are to be paid for as .Raised Pavement Marker (Temporary), EA. RPINs used as a temporary substdute for pain( or removable tape due to equipment pralfundion are to be ,placed at the Contractor's expense. LI'l LW Centerline of Pavernen( Marking Li'V Lane Lines — Travel Lanes Edge Lines — LW =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 Lino — Edge of Travel Way PAVEMENT MARKINGS LAST REVISION 01/28/20 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 CROSSING SURFACES Type Definition C Concrete R Rubber RA 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. Type P, Crossings are NOT to be used for multiple track crossings within 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 or safety considerations dictate otherwise. GENERAL NOTES 1. The Railroad Company will furnish and install all Erato bed (ballast), crussties, rails, crossing surface panels and accessory components. All pavement material, including that through the crossing, will be furnished and installed by the Department or its Contractor, unless negotiated otherwise. 2. When a railroad grade crossing Is located vrithin 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 low clearance vehicles and vehicular impacts until the cauirudion 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 iud/rally 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 USE of Railroad Crossing Products. The approved engineering drawings of the trussing 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 tr055ing in accordance viith 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 v/ay. LAST REVISION 11 /01 /17 0 DESCRIPTION. EXHIBIT F FY 2020-21 F� STANDARD PLANS RAILROAD lGRADE ( CROS S IING INDEX 830-T 01 SHEET 1 of 2 Crossing Shoulder Pavement (Ekcept Area Occupied By Crossing Surfacing I'4aterial): a. To Shoulder Line For Outside Shoulders Less Than 8' IWide. b. To 8' INaximOm Width For Outside Shoulders 8' Or VVider (Regardless Of Approach Shoulder- Pavement Width/. c. 4' For Median Shoulders. Where the st ng shoulder s substandard for the (0cility type, the shoulderr width is to be widened to accommodate crossohg 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 — Erist. Rdwy. Pavt. — Type SP 4sphalL (500 Lb/5Y) Filter Fabric (Optional V/ith RR Companp) 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 5i5sal, Gate 0r Signal And Gate —Varies (2' Min.) — See 'Crossing Shoulder Pan emenr Aboyc — Friction Course Overbuild ilil — Exist. Rrlwy.. Pavt. —Type 5P Asphalt (500 Lb/5Y) Filter Fabric (Optional With RR Companp) TYPICAL CROSSING MATERIAL REPLACEMENT AT RR CROSSINGS }/ ¢ Railroad f Coro ,sing Mater •als ,Width Varies) 3 Curb Transition 0 Varies (8' Min.) 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 Transitio) —Dop Curb — Concrete Cur, 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 Grade To prevent low -clearance vehicles from plane as Lhe Lop of Lhe rails fo a dish be more than 3 inches higher o lower t super elevation makes a different level a grade to a level ,,lane at the elevation o Is not level, will necessitate a site spec — Crosstie Rail 30' 2' rJ� ific becoming caught or the tracks, the crossing surface should Go at the same i e or 2 reer nuts de the als. Ties highway face of Lhe h hva should also not hen the top of the nearest rail at a pain nt '0 feet f d the ' all unless hack pproprlate. Verticalves shoulcl be used tot averse from the highway f the rails. Rails that are superelevated, or a roadwap 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 ( CROS S IING INDEX 830-T0] SHEET 2 of 2 . • R6-IL Direr or WWW R6-IL 6" INhitc \ R6-IL ONE WAY I i R1-2 aoeGruveiaJtttes 30' 24" 6I',hite 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 to Center Max. TYPE 4 OBJECT MARKER PLACEMENT 6" INhitc Nose wild s Less Than 30' orect,, urWe, 24" White 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 l'iarkers /6 accordance with Index 706-616 3. See Index 711-001 for pavement markings. LAST REVISION 11/01/19 2 0 DESCRIPTION. EXHIBIT G FY 2020-21 F� STANDARD PLANS TRAFFIC CONTROLS FOR STREET TERMINATIONS INDEX 700-109 SHEET 1 of 1 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 43tti St NW NW NY Swa NYV st Pr 2rtd St 418'st gill St space -4 39th# jec1s NE nd t NIL 41 St .4 th St AO St Nf3.nh5t NE 42nd NE4'stSt Ir 1ilute of contemporary Art, Muni The Madre Ltuiding NE 35tt1 SI h4arnaro Fine Art Miami Design District tn NE 3Sth St Haitian Her tags MLUNIM Denny's NE3Qth, St tt 2b;1.: x y a. NW 35th St { ra NW 34th S' NE- 34th St w 2 NE 35th St sabal9ai�P� Hamilton On The Bay ■ NE 34th St NE 34th St N (NT5) Leiend Miami Design District ❑ Project Area of Influence MIS MI J ES I ti NE 42nd St and NE 36th Street t_NSM ICT Location Map Figure 1 NE 42nd Street - SOP - EXHIBIT H HNTB 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 Classification 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 � h`N Ny 1 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) j/ 140 (78) O1N o NE 39th St ks 55 (164) 239 (346) 156 (142) 97 (152) 352 (353) 58 (71) -N NE 38th St 76 (40) 122 (185) 61 (58) r 1 16 (69) .1 ,= N o 42 (25) °' ^ ^ �- 52(17) 1' \ NN^ � v 23 (53) 1 112 (153)I 408 (369)-›- 197(101)' `63 (28) R35 (53) E255 (437) O� c7, M o `M._ ai mmn^ a ^ MIS` MI DESIGN NE 36th St. and NE 42nd St. IDISE'dCT --- Existing Year 2015 Peak Hour Volumes — No Build Figure 2 NE 42nd Street - SOP - EXHIBIT H HNTB 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 36th St. 27.3 C 32.8 C N Miami Ave. at NE 39th St. 15.0 B 6.9 A NE 2nd Ave. & NE 39th St. 12.7 B 17.4 B NE 2nd 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 42hd St. & NE 2hd 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 2nd Avenue at NE 36th 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 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 ,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 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 Page 18 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 .11 15 (49) 40 (67) 140 (78) 14 (30) 50 (32) —' 192 (104)N NE 39th St 111 (175) 352 (353) 58 (71) MIS` MI DESIGN NE 36th St. and NE 42nd St. ENISTICT k.84 (233) 239 (346) e- 156 (142) r �n com n�h 30 (68) 4 (3) e- 20 (55) NE 42"d St v Q NE 42"d S 0 c• NE 38th St NE 36th St v rii 116 (69) I 42 (25) 52 (17)"-N 0(0) 118 (166) 408 (369)-1.- 246(1271 N Mir Existing Year 2015 Peak Hour Volumes - Build 76 (40) 122 (185) 61 (58) Figure 3 (NT S) 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 14 (28) 37 (49) 10 (26) 16 (33) 55 (36) — 212(115)-N IL 28 (86) 51 (115) 41 (52) 17 (54) 44 (74) r 154 (86) /1 N N � NE 39th St _61 (181) 263 (381) M ^ N I 172 (157) 1 R .7 107 (168) 388 (389) 64 (79)-"44 n0i e N NE 38th St m 84 (44) 135 (204) 68 (64) r 128 (76) . g,= 47 (28) d 58(19) 1' \ NON N / ro, moo W ^ N Q ^ a O '; 1 69 S(q/ 'S (16 s/y 26 (59) 1� 124 (169)." 449 (406)-- 217 (112)N `70 (31) R39 (59) E282 (482) W N�O1 01O (NT S) MIS` MI DESIGN NE 36th St. and NE 42nd St. IDISE'dCT Future Year 2020 Peak Flour 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 C 33 (94) -,Or 51 (115) 44 (65) 27 (50) 37 (49) 43 (83) `w � ` N \ lO 17 (54) m 44 (74) N kr 154 (86) 16(33) mho 55 (36) -- h 212(115)-N Q1�o NE 39th St M n W 33 (75) 5 (4) e- 22 (61) 93 (257) 263 (381) k/ 172 (157) 123 (203) 388 (389) 64 (79)-"44 33 (80) . 2 (2) 17(39) -N aC17, N � NE 42"d St NE 38th St 1 0 (0)1 130 (183).A 449 (406)-- 271 (140)N 128 (76) 46 (28) 57 (19) - `91 (63) C0 (0) E282 (482) 84 (44) 135 (204) 68 (64) mN m (NT S) MIS` MI DESIGN NE 36th St. and NE 42nd St. IDISE'dCT 1 Future Year 2020 Peak Hour Volumes - Build Figure 5 NE 42nd Street - SOP - EXHIBIT H HNTB Page 13 6.0 SUMMARY 6.1 NE 2"a 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"a 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 2"d 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 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. 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: ��tfffffiriirr Daniel M. D'Antoni 1- M. D;q",, '� t.� {�•; •1.1 C E IDS, ��+. 00 Nu-6839, • may. w S - = • TArE F. 4L 640 % % NE 42nd Street - SOP - EXHIBIT H 68399 August 16, 2016 i»INTB 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 4+ a ►► 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 .0 a 4 387 « 97 } 55 « 450 « f t « 352 ♦ 0.98 « 4.9 4.1 239 ♦ 1.111 « 14.5 6.7 507 ♦ 58 11 * ror 7.4 156 ♦ 644 ♦8.6 �ii 101410 5.4 6.9 * �r 5.8♦ 5.4 22 385 69 i * 1426 476 2 1 1 /�' C uaLity ounts 0.0 6.2 5.8 i * 3.6 5.9 0 0 0 ,+ f 4 1 A I 0 -I I '7 1 4 O ♦« 1 1 +I * 0 0 �t� 4► 9 ♦ �►� L 4— 4— T� J*I rr 0 3 0 f �►_ « t « NA ♦ « NA 1tTr } NA ♦ - t • « NA • 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 a ♦ 194 670 151 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 0.7 615«152} 164«652 «0.0 } t 353 y 0.99 « 3.3 346 • 1.111 « 2.4« 2.5 576 ♦ 71 7 11 * ror 2.5 142 ♦ 657 3.5 1928ii * 0.r 00 17 710491.y.,Count 883 1277 7 1 1 �QUaLtY 4.0 0.9 0.7 i * 2.5 1.0 1 1 0 .+ ; 4 5 A 1 8 if l b ♦ 0 '.1 « 4 4 �.+ 4 k 29 a 4� L 4— 4— z' �.+ * r*r 0 3 2 a 4_ « t NA ♦ « NA 1tTr i NA ~ _ t • « NA • 7 r • 7 r "1 * f '1 * f* 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 ♦ ♦ 0 900 o ♦ 1► 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 40 ♦ 4 0 4388} t 0♦ 0 ♦3.4 f t • 0 * 0.92 ♦ 0.0 0 ♦ OP •♦ 0.00.0 1008♦ 620 ,1 * f,1" o.o 0 $ 0 ♦ 7 o.o * 3.4 3.4 f#r 0.0 0.0 0 542 0 ♦ ♦ 1520 542 0 '41► �QUaLtYCounts 0.071..0 0.0 ♦ t 2.8 7.0 0 0 0 .+ ♦ 4 illo 11 o ~ O',,t14. ♦ o 0 �► 0 0 3 0 ♦ f t ♦ if NA ♦ ♦ NA I I f NA ~ t • ♦ NA 41 t e i1 t e NA • t 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 • 0.0 2.6 0.0 0 4486} 0♦ 0 ♦0.4 f t • 0 * 0.97 ♦ 0.0 0 ♦ OP •♦ 0.00.0 1114• 628 � +1 * ;'r o.o 0 * 0 ; 7 0.0 * 1.2 1.8 * r,r 0.0 0.0 0 1359 0 } ♦ 1016 1359 0 .y aC:/uaLityCounts 0.0 1.° 0.0 a * 2.1 1.0 0 0 0 44 ; 4 5 1 1 0 11 0 ♦ 0 ♦ `* 0 0 �4 0 i 4 � _ �r 0 2 0 a 4li i 1410:t • NA •♦ NA it it a NA ~ • ♦ NA -4 t 1 r • r ti * r* +1 * 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 ♦ ♦ 7 1344 22 Peak -Hour: 7:30 AM -- 8:30 AM Peak 15-Min: 7:30 AM -- 7:45 AM 0.3 4.5 0.0 2.3 4.5 61 ♦14 } 15♦ 195 ♦7.1 } t 50 • 0.97 ♦ 0.0 40 • OP0.0 •♦ 6.7♦ 1.0 256 ♦ 192 l7 * ror 140 * 182 0.0 31367Ei * ro07 11 1679 533 2 .y. Counts Q.»Lt J 00 4.2 0.9 2.3 3.4 0 4 0 it ♦ 4 1 A 1 6 I 411 Y o ~ 0 }II ♦ o 0 4� 3 NA � 4-� ♦ �.r • 0 3 0 NA ♦ f ioit ♦ NA ♦ ♦ NA I Et NA * t • � ♦ NA • 7 r • 7 r 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 20 *+ i 4 Peak -Hour: 4:45 PM -- 5:45 PM Peak 15-Min: 4:45 PM -- 5:00 PM 25.0 • 12.5 1.8 5.0 .0 i 4 93 ♦ 30 f t 49 ♦ 194 ♦ f t ♦ 32 • 0.99 ♦ 1.1 0.0 67 ♦ ♦ 2.0 0.5 166 ♦ 104 l7 * rr 0.0 78 # 116 . 7El 0.0 0.0;0.0 * rpr 0.0• 2.6 19 1297 64 } * 725 1380 10 1 .y.. uaLt Counts 0.0 0.5 3.1 # 1.4 0.6 0 1 0 ++ i 4� 9 A 7 4U1 0 ~ }+1te ♦ 10 0 �► 4 NA 41 # 4 � 4-� _ 0 1 0 NA i 4 t4.1 4 i 4,ii> t • it NA ♦ ♦ NA 1 Et NA ~ t • ♦ NA • 7 r * 7 r 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 5t 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 5t 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 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 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 361h 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 361h 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 a ♦ 178 516 22 *+ i 4 Peak -Hour: 7:30 AM -- 8:30 AM Peak 15-Min: 8:00 AM -- 8:15 AM 0.6 0.0 • 0.0 0.8 0.0 40 i 4 322♦116} 76♦259 ♦0.0 } t ♦ 42 • 0.90 ♦ 0.9 122 ♦ ♦ 0.00.4 210♦52 7li * ro 0.0 61♦ 101 0.8 0.5;1.97� * �r 0.0* 0.0 22 245 1 } ♦ 593 268 28 uaLt Counts 9.1 1.2 0.0 a 0.8 1.9 0 3 0 sl i 4� 3 I A I 25 0 • 1 } ♦ .1 0 0 �4 8 a 4_ t Ft 4— * er 0 0 0 a 4II _ __4.1 i NA ♦ ♦ NA NA ~ • ♦ NA • 7 r • 7 r 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 Peak -Hour: 4:30 PM -- 5:30 PM Peak 15-Min: 5:00 PM -- 5:15 PM 0.7 0.0 • I. 0.0 1.1 0.0 313♦69 } 40♦283 ♦0.0 f t 25 ♦ 0.92 ♦ 0.3 185 ♦ ♦ 2.5♦ 0.7 111 ♦ 17 l7 * ror 0.0 58 ♦ 48 ♦5.9 7� 0.5 0.9 * �r 0.0♦ 8.3 41 472 10 4 • ♦ 2 9 523 6 1 1 .y. Quality Counts 0.0 0.2 40.0 # * 1.2 1.0 0 2 0 .+ f 4 1 A 10 0 ♦ 0 cizte ♦ 10 0 �4 14 a 4_ t Ft 4— * 14. 1 4 0 a 4_ __4.1 NA ; ♦ NA NA ♦ • � ♦ NA • 7 r ♦ 7 r h * f '1 * 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 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 Peak -Hour: 7:45 AM -- 8:45 AM Peak 15-Min: 8:15 AM -- 8:30 AM 5.2 3.0 • I. 5.2 1.9 2.1 353 « 88 } 394 « 922 I. f t « 313• 0.99 « 5.7 2.3 92 * OP5.1 •« 1.8 3.4 562 161 11 * ror 436 ♦ 964 7El 5.4 5.2;6.8 * r•r 4.4• 2.7 106 725 267 } ♦ 1730 1098 22 1 1 �iCounts I�t 6.6 3.7 0.7 # * 2.9 3.3 0 2 0 .+ f I. 21 14 if Jl� 0 • 0' « .1 t 0 1 �4 4► 23 a 4_ L Fr 1— —a�,+ r•r 0 2 1 a 4_ « t NA ♦ « NA 1tTr Et_ NA ~ t • « NA • 7 r • 7 r '1 * ro '1 * 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 Peak -Hour: 5:00 PM -- 6:00 PM Peak 15-Min: 5:30 PM -- 5:45 PM 2.3 1.9 • t 2.6 2.8 0.9 520 « 112 } 384 « 746 « } t « 278 y 0.99 « 2.9 0.9 86 • Al « 0.8 1.3 518 ♦ 128 l7 * ;•1" 1.4 276 ♦1056 * ' 3.5 * 1.5 2.3 41 t rpr 1.4 0.7 163 1030 434 ♦ ♦��OL�L 1240 1627 19 ¢ J 3.1 2.2 0.0 ♦ t 2.4 1.7 0 2 0 *I ♦ I. 12 I A I 21 if J l � 0 • 0' « +1 0 0 Jai 4► 37 ♦ 4_ L Fr 1— t r.{ 0 2 0 ♦ 4 « t • NA ♦ « NA 1tTr Et NA ~ - t • « NA • 7 F 4. 7 r 41 t e '1 t P NA • t 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 a ♦ 36 1229 376 4+ a ►► 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 40 a 4 233 ♦ 0 f t 262 ♦ 908 ♦ f t ♦ 0 • 0.98 ♦ 1.7 0.0 160 ♦ ♦ 3.1 2.3 0 ♦ 0 � +1 * r,r 0.0 486 • 910 ♦0.0 7� 1.3 0.0 * �r 2.3* 2.7 37 629 535 } ♦ 1715 1201 10 4/ .y.. Quality Counts 2.7 3.0 3.2 # • 2.2 3.1 0 1 0 .+ f 4 19 I A I 20 -I '71I 4 0 ♦ 0 ♦ * 0 0 4iif 3 NA 4 a 4 L Fr 1— �r 0 1 0 NA *I a 4� NA ♦ ♦ NA NA * • � ♦ NA • 1 r • 1 r ti * r* +1 * 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 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 } 201 ♦741 ♦0.0 } t 0 . 0.95 ♦ 3.0 166 • OP0.0 •♦ 3.5♦ 2.7 0 0 *1 * r,r 374 # 728 ♦0.0 711 1.2 0.0 * � 2.9* 2.3 36 1070 435 } ♦ 1304 1541•} 19 1 1 �QUaLtYCounts 16.7 1.9 3.0r 2.8 2.5 0 0 0 ,+ f 4 17 I A I 26 if I 1 Y 0 ♦ 0 '.1 ♦ `♦ 0 0 1i 2 NA 4 a 4 L *T 1— 14. 0 0 0 NA *I f 4� ♦ f 410, t ♦ NA ♦ ♦ NA 1T� Et— NA * t • MI ♦ NA • 7 r • 7 r ti * r* *1 * r* 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 i»INTB 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) 3.=JIMUG :� S-SECT., 1-WAY 3 AS 653-51-511 CONTROLLER OPERATION 1. MAJOR STREET: N 39 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) N36 - 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 C610-2-101 ) 1 AS C_835-1-11 1 EA CH PEREZ &ASSOCIATES CONSULTING ENGINEERS, INC CERTIFICATE OFAUTHOPoZATION NO EB-25976 9594 NW 41 STREET, SUITE 201 MIAMI, FLORIDA 33178 (305)592-1070/FAX. (305)59241078 CARLOS H. PERE, P.E. P.E LICENSE N0, 52060 IJ . REMOVAL ITEMS 690-ID 690-90 690-100 3 EA 1 PI 1 PI STATE OF FLORIDA DEPARTMENT OP TRAPSSRORGA7701N l32 CONDUITS 630-1-13 ROAD N0. COUNTY FINANCIAL PROJECT ID SR-25 MIA/AI-DADE rsggvllg NE 42nd Street - SOP - EXHIBIT H 250629-2-32-0/ RNV LINE 635-1-11 0 /0 30 Feet 2 EA UNKYDVal 660-2-101 EXIST. ELECTRICAL SERVICE POINT s�$AE�d-7,.• __.. RNV LINE AS-SUTLAT DI AWIN Soo €By 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 SIGNALIZATTI N PLAN 8/2l/2008 6:4505B PAI U:b802-Pustbullan202,25062923201/sr0/n'sblrnsg01.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 4cr w 'rreeI - 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 440*- 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 (650-51-511) '[flJ /AS \RIY1'�-Gi (650-51-411) 3 AS ra PED. SIGNAL' COUNT -DOWN I SECT., 1-WAY -10As+ ( 653-181 1 (650-51-311) 6 AS *I START CROSSING WATCH FOR TURNNO GARS ItDONT START ■ BnkA Cmvinp Sta. 9 DONT CROSS TO CROSS NW38 ST PUSHBUTTON (650-51-311) 2 A5+ (650-51-311 )' I AS Rl0-3B (9" X l2"1 4 EA. NOTE: COST OF SIGN' IS INCLUDED IN ITEM 665-11 SIGNAL OPERATION PLAN 00 IL 03 04 IV6sl (650-51-511) 1 A5 11 05 TF l TF 2 TF 3 TF 4 TF 5 O+© O+© @+ 8A ®+® ®+O + 8R CONTROLLER OPERATION MAJOR STREET: NW 36 ST. MINOR STREET: FEDERAL HAT/NE 2 AVE. SOP. AS SHOWN ABOVE PHASE 1,3,4 & 5 ACTUATED PHASE 2 RECALL ' SIGNAL COORDINATION PHASE 2 FLASHING OPERATION: MOVEMENTS 2 &6 YELLOW MOVEMENTS 9, 8, 8A & OR RED NOTES: 1. SIGNAL TIMING TO BE PROVIDED BY MIAMI-DADE COUNTY SIGNAL DIVISION. 2. LOOP ASSEMBLY 660-2-101 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 IN ORDER TO COMPLY WITH LETTER SIZE AND OVERALLL DIMENSION IN THE OVERHEAD STREET NAME SIGNS. 5. QUANTITY 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 653-18I SHALL BE A COUNTDOWN PEDESTRIAN SIGNAL. TASSIMCO TECHNOLOGIES MODEL PSC 250 OVERLAY/FILLED 16' MODULE. 6' DIGITS WITH CLASS 3 MESSAGE SIZE (IfX4') 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' 700 4B48-Ku l EA NE 2 AV A FEDERAL HWY -i D-3 24° X 60' 1 700-48-18 I 1 EA FROM NORMAL +) $ I f �TO NORMAL OPERATION III} Il OPERATION (DVIELU * ALL MOVEMENTS HAVE TO STOP EXCEPT MOVEMENT 8R 170 NW 36 ST WESTBOUND AND MOVEMENT 4 (TO FEDERAL HIGHWAY NORTHBOUND AND NW 36 ST EASTBOUND) FINAL PRE-EMPTION OPERATION PLAN (POP1 TO BE PROVIDED BY MIAMI-DADE COUNTY SIGNAL DIVISION R3-2 SERIES 'C' LETTERS 8' CAPITALS R/W LINE NUMERALS �® ©PROROSE0 RAILROAD STRUCTURE BY OTHERS STA. /45+09.34 (49.09' LT OF kl ( 635-I-II ) 2 EA ( 659-0/ ) I EA ( 635-1-11 ) / E SERIES 'C' - LETTERS 6' CAPITALS B' NUMERALS ( 635-I-11 ) I EA ( 659-107 ) I EA ( 665-11 ) / EA SERIES 'C' LETTERS 6' CAPITALS 8' NUMERALS 24' X 24' 700-48-1B I A NO TURN ON RED ( 6J5-I-Y ) I EA ( 659-107 ) I EA ( 665-11 ) I EA 1 EA Rl0-LIB 24' X 24' I 700-48-1B I I EA DETECTORS FOR LOOPS LOOP 40. 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 ( 690-90 ) 690-100 13 EA B EA l EA 120 LF l EA l EA / P/ P/ ( 660-2-0p 2 N.E. 36th. ST. (SR-5) ( 735-1-11 ) ' 1 EA ( 659-107 ) 1 l EA ( 665-11 ) ' EA CONDUITS{ { 630-1-12 )1. 240 IF 630-I-13�Ir: 815 F ) I (659-0( ) RAV LINE) ( 655-I-11 ) l Ea ( 659-07 ) I EA (665-I1 ) EA EX( RAl -DAD GATE 1 PROPO.ED RAILROAD STRU TUBE BY OTHERS STA. 5+47, 30 (33.7' RT OF CL1 /( 635-1-11 ) / EA ( 630-1-14 ) EA EA 150 F STA.145+84.23 0 1 (80.56' RT OFV 1 ARM LENGTH = 32 LF BEARING S 79'2/'17' E 635-/-ll) / EA W/U/MINAIRE (699-73/-04 l EA ( 665-I1 ) I EA ELECTRICAL SERVICE POINT PAY ITEMS 320 1F ) 3 EA ( 639-1-13 ) 1 AS ( 639-2-1 ) 653 LF 630-1-13 NOTE',: (•1 OUA{NTI77ES AND/OR PAY -ITEMS FON THESE HAS BEEN CHANGED CONTROLLER ITEMS USE EXT. CABINET MD-660A / v 632-7-/ l PI 5 EA ( 635-/-//) ( 660-1-104 6 EA / AS 1 EA ( 605-124 ) 1 EA PRCROSED RAILROAD STRUCTURE BY OTHERS STA.146+16.34 L42.48' LT OF C (670-5-130 ) ( 685-120 ( 635-1-11 ) 3 EA ( 635-1-11 1- I EA I EA I EA EXISTING TELEPHONE SERVICE 'POINT WHY n`/ '/ /1V LINE STA. 146+55. 15 (54.69' LT OF CL1 ARM LENGTH = 46 LF BEARING N 81'55'5' W ( 635-1-11 ) 3 EA * (649-7/3-002) / EA ( 665-V ) l EA ( 659-167 ) 1 EA RAY LINE ( 659-07 ) I EA ( 635-I-11 ) 2 EA - ( 565-11 ) I EA SEE SHEET S-/5 TELEPHONE SERVICE POINT PAY ITEMS ( 630 / /2 ) /00 LF 63 5,1 3 245 IF 635-1-1! I EA R/W LINE WHEN TRA N S APPOACHNG deru 4//8 N.E. 36 ST. & FEDERAL NWY ./N.E. 2nd. .AVE, ID NO. 2098 ROP DE5CR/P71UN MOVE LOOPS L-8 /0 FEET FORWARD. DRAFTING REVISIONS IN DIRECTIONAL APRONS DATE HY 12/05 POP DESCRIPTION ADD 2 SUPPLEMENTAL SIGNALS. CHANGE STD. PEDESTRIAN SIGNAL FOR COUNTDOWN SPATE OF FLORIDA DEPARTMENT OF TRANSPORTATION 1000 /l. W. 11/th AVENUE ROAD NO. 005N7Y FINANCIAL PROJECT ID MIAMI, FLORIDA 33/72 P.E. N0. 41/38 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. T67 -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' 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' NF 42nr1 4tra Af° �1D _ G + 1W- DESCRIPTION NE 2ND AVENUE QQ NE 39 STREET I.D.H2102 SIGNALIZATION NE 2NDAVENUE AND NE 39 STREET A . Pw _ w =,w nww., wPw, cw,w.H1s DESICRI CHECK DATE INTEN,E30r1oN 1w No. (A 7HOw0) 6011,11.1=11 ,U W Z 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 140- 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 i»INTB 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 ++ 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 ++ ) 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 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 62.0 6.0 56.0 25.1 6.3 28.0 6.0 22.0 22.2 0.0 62.0 6.0 56.0 27.2 6.3 28.0 6.0 22.0 15.6 1.5 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 + 4' 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 ) 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 4 t' 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 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 HCM LOS 11.2 12.7 0.3 0.1 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 44 Pj 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 C C A A A A A A Approach Vol, veh/h 181 211 1501 620 Approach Delay, s/veh 29.4 30.2 1.4 5.5 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 55.8 6.0 38.0 7.0 6.6 19.2 6.0 25.0 11.4 1.8 55.8 6.0 38.0 7.2 6.6 19.2 6.0 25.0 9.3 1.9 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 i 19 + 111 4' 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 19 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 g N 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 4 144 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 ++ 'Pi + r 19 44 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 44 Pj 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 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 62.0 6.0 56.0 29.3 7.4 28.0 6.0 22.0 24.0 0.0 62.0 6.0 56.0 32.7 7.2 28.0 6.0 22.0 17.1 1.4 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 + Ili 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 19 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 N 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 4 144 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 + 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 ++ 1 + rr 19 ++ 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 44 Pj 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 + Ili 4' 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 Movement EBL2 EBL EBT EBR WBT WBR WBR2 NBL2 NBL NBT NBR SBL Lane Configurations 'Pi 14 ++ t 19 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 N 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 HCM LOS 13.3 17.4 0.2 0.1 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 44 Pj 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 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 62.0 6.0 56.0 27.6 7.2 28.0 6.0 22.0 22.2 0.0 62.0 6.0 56.0 30.1 7.1 28.0 6.0 22.0 15.6 1.5 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: N E 39th St. & N E 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 +1 ++ + 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 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 HCM LOS 28.1 20.1 0.3 3.6 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 4\ 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 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 13.7 0.0 46.5 6.6 35.4 29.8 1.3 18.0 6.0 12.0 14.0 0.0 67.5 * 6.3 * 66 48.4 12.7 17.7 * 6.3 * 12 11.4 0.0 46.9 6.6 35.4 18.6 1.9 85.5 * 6.3 *84 2.0 29.4 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 44 Pj 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 C C A A A A A A Approach Vol, veh/h 181 211 1675 668 Approach Delay, s/veh 29.4 30.1 1.8 5.7 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 55.8 6.0 38.0 7.5 8.0 19.2 6.0 25.0 11.4 1.8 55.8 6.0 38.0 7.7 8.0 19.2 6.0 25.0 9.3 1.9 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 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 +1 ++ 19 T4 ) + 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 0.04 v/s Ratio Perm 0.06 0.00 c0.40 0.17 c0.11 0.01 v/c Ratio 0.46 0.01 0.67 0.28 0.43 0.41 0.03 Uniform Delay, d1 36.6 34.5 12.4 9.0 39.2 26.7 23.9 Progression Factor 1.06 1.00 0.70 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.5 0.0 2.9 0.4 2.0 0.6 0.0 Delay (s) 40.2 34.6 11.6 9.4 41.2 27.3 23.9 Level of Service D C B A D C C Approach Delay (s) 39.3 11.6 9.4 29.7 Approach LOS D B A C Intersection Summary 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 HCM LOS 73.6 42.4 0.2 3.7 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 V 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 ++ 'Pi + r 19 44 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 44 Pj 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 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 62.0 6.0 56.0 32.5 8.2 28.0 6.0 22.0 24.0 0.0 62.0 6.0 56.0 36.6 7.7 28.0 6.0 22.0 17.1 1.4 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: N E 39th St. & N E 2nd St. 8/12/2016 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 19 lj + 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 +1 ++ + 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 HCM LOS 37.8 25.2 0.3 3.7 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 f t Movement EBL EBR NBL NBT SBT SBR Lane Configurations V. 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 ++ 1 + rr 19 ++ 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 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 13.7 0.0 43.8 6.6 35.4 34.2 0.4 18.0 6.0 12.0 14.0 0.0 70.2 * 6.3 * 66 54.2 9.7 18.0 * 6.3 * 12 12.8 0.0 43.8 6.6 35.4 21.2 2.0 88.2 * 6.3 *84 2.0 36.5 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 44 Pj 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 lj + 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 +1 ++ 19 T4 ) + 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 0.04 v/s Ratio Perm 0.06 0.00 c0.44 0.19 c0.13 0.01 v/c Ratio 0.48 0.01 0.76 0.32 0.46 0.44 0.04 Uniform Delay, d1 36.2 33.9 14.2 9.7 39.1 26.3 23.3 Progression Factor 1.18 1.00 0.72 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.5 0.0 4.1 0.5 2.2 0.6 0.0 Delay (s) 44.1 34.0 14.3 10.2 41.3 26.9 23.3 Level of Service D C B B D C C Approach Delay (s) 42.6 14.3 10.2 29.3 Approach LOS D B B C Intersection Summary 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 V. 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 i»INTB EXHIBITS EXHIBIT D 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^ 5 NE 38t^ 5 N (NTS) MIA' MI DESIGN NE 3jth St. and NE 42nd St. DISTRICT 1 Distribution of SBR2 Volumes Figure 1 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 N. Miami Ave NE 38t^ St + 3 (8).. " N (NTS) MIA' MI DESIGN NE 3jth St. and NE 42nd St. DISTRICT 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^ 5 + 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 DESIGN NE 3jth St. and NE 42nd St. DISTRICT 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^ 5 N. Miami Ave NE 38t^ 5 NE 29t^ St +16 (24) 147 r N (NTS) MIA' MI DESIGN NE 3jth St. and NE 42nd St. DISTRICT 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^ 5 N. Miami Ave NE 38t^ 5 NE 29t^ St 1 (NTS) MIA' MI DESIGN NE 3jth St. and NE 42nd St. DISTRICT Distribution of SEBL Volumes 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 N. Miami Ave NE 38t^ 5 NE 29t^ St 1 + 4 (3)-.A r N (NTS) MIA' MI DESIGN NE 3jth St. and NE 42nd St. DISTRICT Distribution of SEBL 2 Volumes Figure 6 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^ 5 r N (NTS) MIA' MI DESIGN NE 3jth St. and NE 42nd St. DISTRICT Distribution of SEBT Volumes Figure 7 NE 42nd Street - SOP - EXHIBIT H EXHIBIT I RICK SCOTT GOVERNOR 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 FDDTk Florida Department of Transportation 1000 NW 111'1' Avenue ERIK THIBAULT SECRETARY 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, 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. v%ww.dot state.fl.us EXHIBIT I 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 Tar) 20 11 , 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.); EXHIBIT I 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 EXHIBIT I 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 EXHIBIT I 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 EXHIBIT I 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 EXHIBIT I 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 EXHIBIT I 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 EXHIBIT I 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 EXHIBIT I 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 EXHIBIT I -- REMAINDER OF PAGE INTENTIONALLY LEFT BLANK -- Page 10 EXHIBIT I IN WITNESS WHEREOF, the parties hereto have executed this Agreement, on the day and year above written. MIAMI-DADE COUNTY: By: COUNTY MAYOR 0 CO NTY MAYOR'S DESI ATTEST: (SEAL) COUNTY CLERK LEGAL REVIEW: COUN Y ATTORNEY Page 11 STATE OF FLORIDA, DEPARTMENT OF TRANSPORTATION: By: DISTDIRE TOR OF TRA SPORTATION LEGAL REVIEW: DISTRICT CHI VOUNTY 1 m EXHIBIT I 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 EXHIBIT I Project Location & Limits: PROJECT LOCATION & LIMITS 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 I 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 (10% of Budgets $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 SI 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 it 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 (11 $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 e $22 88 $10,067 20 522-1 489 S Y CONCRETE SIDEWALK (4* THK1 $4000 $19,560 00 575-1-1 1 100 SY SODDING $3-03 $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 EXHIBIT I 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 I EXHIBIT "C" RESOLUTION To be herein incorporated once approved by the COUNTY Commission. Page 16 EXHIBIT I 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. EXHIBIT I 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 IIiggins 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 I 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 EXHIBIT I 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 I 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 EXHIBIT I 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 EXHIBIT I 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 EXHIBIT I 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 I EXHIBIT "F" NE 2"d at 36th and NE 42nd STREET TRAFFIC IMPACT STUDY (Attached) Page 23 DocuSign Envelope ID: 0C7308CF-9331-4Al2-94A6-53D25A28BC57 Exhibit I Contract: ASH29 FM: 442766-1-58-01_ Amendment #: 2 DEPARTMENT FUNDED AGREEMENT BETWEEN STATE OF FLORIDA DEPARTMENT OF TRANSPORTATION AND MIAMI-DADE COUNTY This Amendment to Department Funded Agreement, executed on Nine 7 7019 and supplemented on February 28, 2022 (the "Contract") incorporated herein by reference, between Miami -Dade County, a political subdivision of the State of Florida ("COUNTY"), and the State of Florida Department of Transportation, a component agency of the State of Florida ("DEPARTMENT"), programmed under Financial Project Number 442766-1-58-01 ("PROJECT"), is entered into this 16th day of September , 20 22 The Contract is hereby amended as follows: Section 8 — Expiration of Agreement: The Contract is scheduled to expire on the 31' day of December 2022. The COUNTY requests an Amendment of the Contract, to extend the end date of the Contract to the 31' day of December 2024, for additional time to complete the PROJECT for the following reasons: Additional time provided to complete project and invoice funds. The Department agrees to the requested extension of the Contract. All the terms and conditions of the Agreement and any amendments thereto shall remain in full force and effect. MIAMI-DADE COUNTY: By: COUNTY MAYOR OR COUNTY MAYOR'S DESIGNEE Jimmy Morales, Chief Operations Officer LEGAL REVIEW: By: COUNTY ATTORNEY STATE OF FLORIDA, DEPARTMENT OF TRANSPORTATION: r—DocuSigned by: By: Po t,iti, Sias STterithRECTOR OF TRANSPORTATION LEGAL REVIEW: ,—DocuSigned by: By: aLiGia firtAja DISfirlEf'aillEF COUNSEL DocuSign Envelope ID: 0C7308CF-9331-4Al2-94A6-53D25A28BC57 Exhibit I Archived: Monday, August 29, 2022 9:59:43 AM From: Marin. Octavio (DTPWI Sent: Monday, August 22, 2022 2:22:03 PM To: Hartmann, Hector Cc: Richardson, Dionne G. Hurtado, Javier Sauleda, Alejandro (DTPW) Subject: RE: Supplemental for NE 36th Street Importance: Normal Sensitivity: None Good afternoon Hector, As per the executed agreement between the FDOTand the County under County resolution R-924-21, the expiration date of the agreement is December 31, 2022. We are requesting an extension of time period until end of December 2024to complete and close out the project. This time extension is required to finalize the contract procurement process subsequent to approval of the railroad agreement which was executed in February 2022. Construction of the project is anticipated to begin in the Spring of 2023. Please let me know if you should you have additional questions or require addition information. Thanks Octavio Marin, M.S., P.E., Senior Professional Engineer, Highway Division Department of Transportation and Public Works (DTPW) (305) 375-4664 www.miamidade.gov "Delivering Excellence Every Day" DocuSign Envelope ID: CFCDE750-0A6F-4FOA-A152-D914DOCCO5B1 OFFICIAL FILE COPY CLERK OF TBI BOJRD OF COUNTY COMMISSIONERS '_ LtMI-D.ADE COUNTY, FLORIDA Date: To: From: Subject: October 5, 2021 Exhibit I Memorandum MIAMI•DADE COUNTY Honorable Chairman Jose "Pepe" Diaz and Members, Board of County Commissioners Daniella Levine Cava Mayor Nedtva— Agenda Item No. 8(N)(9) Resolution No. R-924-21 Amendment One to the Department Funded Agreement Between Miami -Dade County and the Florida Department of Transportation to Provide the County with Funding in an Amount up to $1,277,000.00 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 Recommendation It is recommended that the Board of County Commissioners (BCC) approve the attached resolution authorizing the execution of Amendment One to the Department Funded Agreement between Miami -Dade County (County) and the Florida Department of Transportation (FDOT). The Amendment to the Department Funded Agreement provides the County with funding in an amount up to $1,277,000.00 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 (Project). Scope The Project is within the City of Miami, in Commission District 3, represented by Commissioner Keon Hardemon. Fiscal Impact/Funding Source The construction cost estimate for the Project is $1,277,000.00. FDOT will provide funding in an amount up to $1,277,000.00 in state funds for the Project. The Department Funded Agreement requires that a local funding source provide upfront funding for the Project, to be reimbursed by FDOT. The upfront funding for this work will be provided from Road Impact Fee within the "FY20-21 Adopted Budget and Multi -Year Capital Plan, Vol 2. Transportation and Public Works." PROGRAM: P2000000536 INTERSECTION IMPROVEMENTS — COUNTYWIDE Track Record/Monitor The Project will be assigned to Rene Idarraga, P.E., Chief, Construction Division, Miami - Dade County Department of Transportation and Public Works (DTPW), who will oversee inspections conducted by DTPW staff. Delegated Authority In accordance with Section 2-8.3 of the Miami -Dade Code related to identifying delegation of Board authority, there are no authorities beyond that specified in the resolution which includes authority for the Mayor and Mayor's designee to execute the agreement and receive and expend these and any additional funds should they become available. 1 DocuSign Envelope ID: CFCDE750-0A6F-4FOA-A152-D914DOCC05B1 Exhibit I Honorable Chairman Jose "Pepe" Diaz and Members, Board of County Commissioners Page No. 2 Background On May 07, 2019, the BCC passed No. R-492-19 approving a Department Funded Agreement between the FDOT and the County in the amount of $1,000,000.00. The estimated cost of the railroad signal modification component of this Department Funded Agreement estimate has increased by $277,000.00. This amount will be provided by FDOT under this amendment. Additionally, the expiration of this Agreement is being amended to extend the completion date of the project to December 31, 2022. All other terms and conditions of the Contract are in effect and remain unchanged. Construction is tentatively scheduled to commence in January 2022. Ji my Morales C ief Operations Officer 2 DocuSign Envelope ID: CFCDE750-0A6F-4FOA-A152-D914DOCCO5B1 Exhibit I Approved Mayor Agenda Item No. 8(N)(9) Veto 10-5-21 Override RESOLUTION NO. R-924-21 RESOLUTION APPROVING AMENDMENT ONE TO THE DEPARTMENT FUNDED AGREEMENT BETWEEN MIAMI- DADE COUNTY AND THE FLORIDA DEPARTMENT OF TRANSPORTATION TO PROVIDE THE COUNTY WITH FUNDING IN AN AMOUNT UP TO $1,277,000.00 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 THE 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 Amendment One to the Department Funded Agreement between Miami -Dade County and the Florida Department of Transportation, providing for reimbursement to the County of up to $1,277,000.00 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 to the accompanying memorandum and made a part hereof; and authorizes the County Mayor or County Mayor's designee to execute same on behalf of Miami -Dade County, to exercise the provisions contained therein, and to perform all acts necessary to effectuate same. 10 DocuSign Envelope ID: CFCDE750-0A6F-4FOA-A152-D914DOCC05B1 Exhibit I Agenda Item No. 8(N)(9) Page No. 2 The foregoing resolution was offered by Commissioner Raquel A. Regalado who moved its adoption. The motion was seconded by Commissioner and upon being put to a vote, the vote was as follows: Jose "Pepe„ Diaz, Chairman Oliver G. Gilbert, III, Vice -Chairman Sen. Rene Garcia aye Keon Hardemon Sally A. Heyman Eileen Higgins Kionne L. McGhee Raquel A. Regalado Sen. Javier D. Souto aye aye aye aye aye aye aye Joe A. Martinez Danielle Cohen Higgins Joe A. Martinez Jean Monestime Rebeca Sosa aye aye aye aye aye The Chairperson thereupon declared this resolution duly passed and adopted this 5th day of October, 2021. 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. Approved by County Attorney as to form and legal sufficiency. Eduardo W. Gonzalez MIAMI-DADE COUNTY, FLORIDA BY ITS BOARD OF COUNTY COMMISSIONERS HARVEY RUVIN, CLERK Melissa Adames By: Deputy Clerk 11 DocuSign Envelope ID: CFCDE750-0A6F-4FOA-A152-D914DOCCO5B1 Exhibit I Contract: ASH29 FM: 442766-1-58-01 Amendment #: 1 DEPARTMENT FUNDED AGREEMENT BETWEEN STATE OF FLORIDA DEPARTMENT OF TRANSPORTATION AND MIAMI-DADE COUNTY This Amendment to Department Funded Agreement, executed on June 7, 2019 (the "Contract") incorporated herein by reference, between Miami -Dade County, a political subdivision of the State of Florida ("COUNTY"), and the State of Florida Department of Transportation, a component agency of the State of Florida ('DEPARTMENT"), programmed under Financial Project Number 442766-1-58-01 ("PROJECT"), is entered into this 28th day of February , 20 22• RECITALS: WHEREAS, the Contract was entered into by both parties pursuant to the approval of the DEPARTMENT and of the COUNTY by Resolution No. R-492-19, adopted on May 07, 2019, in the total amount of One Million Dollars ($1,000,000.00); and WHEREAS, it is necessary to increase the total Contract amount by $277,000.00 to provide additional dollars needed to the PROJECT for the Railroad Signal Modification Task as identified in the attached Exhibit "G", "Amended Financial Summary", which is herein incorporated; WHEREAS, the COUNTY will invoice the DEPARTMENT on a quarterly basis for completed work. 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. NOW, THEREFORE, for the considerations hereinafter set forth: The Contract dated June 7, 2019, is hereby amended as follows: Financial Provisions shall be increased by an amount not to exceed $277,000.00. The contract shall not exceed $1,277,000.00 to account for the increase of costs for "Railroad Signal Modification". Exhibit "A" Scope of Services No change to Scope of Services. Exhibit "B" Financial Summary shall be supplemented by the increased amount of $277,000.00 in the attached Exhibit "G". Exhibit "C"— Resolution shall be supplemented by incorporating the Resolution approving this Amendment One to Funded Agreement Between State of Florida Department of Transportation and Miami -Dade County in the attached Exhibit "H". Page 1 of 4 Amendment One to Funded Agreement between the Florida Department of Transportation and Miami -Dade County Financial Project Number # 442766-1-58-01 DocuSign Envelope ID: CFCDE750-0A6F-4FOA-A152-D914DOCCO5B1 Exhibits "D to F" remain unchanged and part of this Agreement. Section 8 Expiration of Agreement shall be amended to extend the completion date of the PROJECT to December 31, 2022. All other terms and conditions of the Contract are in effect and remain unchanged. MIAMI-DADE COUNTY: By: C UNTY MAYOR OR COUNTY MAYOR'S DESIGNEE Jimmy Morales Chief Operations Officer ATTEST: (SEAL) By: COUNTY CLERK LEGAL REVIEW: ckvg By: EW(Jan 20, 2022 22:44 EST) COUNTY ATTORNEY STATE OF FLORIDA, DEPARTMENT OF TRANSPORTATION: By: DocuSigned by: POIAAA1, SAS DISTRICT bDIRECTOR OF TRANSPORTATION LEGAL REVIEW: By: DocuSigned by: gLicia MI6) DI�[eTIIIEF COUNSEL 2/28/2022 1 8:48 AM EST 2/28/2022 1 12:48 PM EST Page 2 of 4 Amendment One to Funded Agreement between the Florida Department of Transportation and Miam Financial Project Number # 442766-1-58-01 -Dade County DocuSign Envelope ID: CFCDE750-0A6F-4FOA-A152-D914DOCCO5B1 Exhibit I EXHIBIT "G" FINANCIAL SUMMARY Estimated PROJECT costs and deliverables for reimbursement are below listed: The public agency may distribute funds to meet the needs of the Scope of Services as needed to effectively complete the project. All project activities will be documented in the quarterly progress reports to the Department. This supplemental is provided to fund the cost increase of $279,930 from the original estimated amount of $250,000.00 to the new estimate of $526,930.00, for the Railroad Signal Modification as shown in the attached estimate from Florida East Coast Railway. The costs of travel and equipment are to be borne by the public agency and are not reimbursable under this Agreement. Eligible Tasks Total Cost Railroad Signal Modification New Estimated Cost $526,930.00 Railroad Signal Modification Approved Funding $250,000.00 $276,930.00 Railroad Signal Modification Net Cost Increase say $277,000.00 Total PROJECT costs eligible for reimbursement by the DEPARTMENT: $1,277,000.00 The COUNTY 's contribution shall be: $0.00 Total PROJECT Cost Estimate: $ 1,277,000.00 Page 3 of 4 Amendment One to Funded Agreement between the Florida Department of Transportation and Miami -Dade County Financial Project Number # 442766-1-58-01 DocuSign Envelope ID: CFCDE750-OA6F-4FOA-A152-D914DOCC05B1 Florida East Coast RAI LWAY Exhibit I Estimate No.: 272633P - 05/26/2020 Florida East Coast Railway (FEC) MIAMI, (Dade), FL SR 29 (NE 36th Street) @ NE 2nd Avenue DOT# : 272633P RAILROAD # : 2288233 RR MP.: PL2.18 (+951) XORAIL# : 108437 Summary CROSSING WARNING SYSTEM $475,930.00 (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 CROSSING SURFACE/RESURFACE $420,930.00 $40,000.00 $15,000.00 (Includes all design, requisition, labor, materials, and installation) TRACK GRADE AND REHABILITATION (Includes all design, requisition, labor, materials, and installation) RAILROAD ENGINEERING (Includes RAILROAD Labor for Reviewing Engineering Authorizations, Field Inspections and Administrative Labor) PRELIMINARY ENGINEERING (Phase 1) (Includes CONTRACT Labor for all Engineering, Agency Coordination, and Project Management) AGREEMENTS & APPROVALS (Phase 2) (Includes CONTRACT Labor for all Engineering, Agency Coordination, and Project Management) CONSTRUCTION ENGINEERING (Phase 3) (Includes CONTRACT Labor for all Engineering, Agency Coordination, and Project Management) CONSTRUCTION ENGINEERING INSPECTION (CEI) (Estimated Construction Engineering Inspection cost based on 7 days @ $1500 per day) AC POWER SERVICE (Includes all Power Service Charges not included in other casts) $0.00 $0.00 $7,500.00 $18,000.00 $5,000.00 $10,000.00 $10,500.00 $0.00 OTHER (Description Required) $0.00 TOTAL ESTIMATE COST $526,930.00 (USD) PRE -PAID - PE Fees (EFT Transfer Voucher PO PCMT1900076 on 01/03/2019) minus $1000 Application Fee: REMAINING BALANCE TO BE PAID TO PROCEED: DATE: 05/26/2020 RESPONSIBLE PARTY: Name: Miami -Dade County Number: 20180024 Contact: Mr. Octavio Marin -$15,000.00 $511,930.00 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. This Estimate DOES NOT include Railroad Watchman/Flagging Cost. Due to the unknow duration or schedule of the Roadway Contractor, this cast is NOT Included and must be considered and will be the responsibility of the Funding/Responsible Agency. PRELIMINARY ESTIMATE DocuSign Envelope ID: CFCDE750-0A6F-4FOA-A152-D914DOCCO5B1 Exhibit I EXIIIBIT "H" RESOLUTION To be herein incorporated once approved by the COUNTY Commission. Page 4 of 4 Amendment One to Funded Agreement between the Florida Department ofTransportation and Miami -Dade County Financial Project Number # 442766-1-58-01 DocuSign Envelope ID: CFCDE750-0A6F-4FOA-Al52-D914DOCCO5B1 To: Hector.Hartmann@dot.state.fl.us Exhibit I FLORIDA DEPARTMENT OF TRANSPORTATION FUNDS APPROVAL CONTRACT INFORMATION Contract: Contract Type: Method of Procurement: Vendor Name: Vendor ID: Beginning Date of This Agreement: Ending Date of This Agreement: Contract Total/Budgetary Ceiling: Description: ASH29 3/15/2021 ASH29 AD - RR CROSSING-MAINT (RR-XING/MT) G - GOVERMENTAL AGENCY (287.057,F.S.) MIAMI-DADE COUNTY FLORIDA F596000573129 06/07/2019 12/31/2021 ct = $1,277,000.00 US 27/ NE 36 Street and NE 2nd Ave at Xing 272633P FUNDS APPROVAL INFORMATION FUNDS APPROVED/REVIEWED FOR ROBIN M. NAITOVE, CPA, COMPTROLLER ON 3/15/2021 Action: Supplemental Reviewed or Approved: APPROVED Organization Code: 55064010609 Expansion Option: A2 Object Code: 134000 Amount: $277,000.00 Financial Project: 44276615801 Work Activity (FCT): 200 CFDA: Fiscal Year: 2021 Budget Entity: 55150200 Category/Category Year: 088716/21 Amendment ID: S001 Sequence: 00 User Assigned ID: S001 Enc Line (6s)/Status: 0002/04 Total Amount: $277,000.00 Pagel of 1 DocuSign Envelope ID: CFCDE750-0A6F-4FOA-A152-D914DOCCO5B1 Signature: Gladys Negron Soto Jr(a24, 202210:29 EST) Email: gladys.negron-soto@miamidade.gov Crossing Shoulder Pavement See Index 030-T01 ement Edge=_ (TrPavy) avehva 10' I4in (See Note 2) Railroad Gate Or — Signal And Gate SIGNAL PLACEMENT AT RAILROAD CROSSING (2 - LANE DESIGN) GENERAL NOTES: 1 No guardrail is proposed for signals; however, some form or impact attenuation device may be specified tor certain locations. 2 Advance flasher to be installed when and it called for in Plans or Specifications. Top of foundation shall be no higher than 4" above finished shoulder grade. nog Type Highway Crossing Bell (1 Min. Per Crossing) Back -To -Back — Flasher Units Crown Of. Roadway Travclway Paved Shoulder 10' Min. Piste ete 2) 4 II III IV V 5 II III IV V VI 2- Railroad Gate EXHIBIT J Oi Signal And Gate — 10' Min. (Sec Note 2) Shoulder Line Pavement Ed qe (Travclway/ 10' 141 n. — (See Note 2) RailroadGate Or — Signal And Gate Type of traffic control device Flashing warning devices Flashing warning devices with cantilever Flashing warning devices with gate Flashing warning devices with cantilever and pate Gate Class of traffic control devices (Not Show n) 2 quadrant flashing warning devices -one track 2 Quadrant flashing w- ning devices-anulHple tracks 2 Quadrant flashing warning devices and gates -one track 2 Ouadr,ant flashing warning devices and gates -multiple tracks 3-4 quadrant flashing w ning devices and gates -one track 2-4 quadrant flashing warning devices and gates -multiple tracks Back -To -Back — Flasher Units Lowest Point — 0r Overhead Signal Unit crown or Roadway Travclway — 2' Min. 4" INax. TYPE I Varies 10' 1'4in. (See Note 2) Paved Shoulder - TYPE II 4*0 Ole Crossing shoulder- Pavement See Index 830-T01 7JZ/?f_ /0 400 e 0000 ®0 « — Railroad Gate 0r Signal And Gate — 10' I41n. (Gee Note 2) 1'-0" Std. [r Median 4'-0" Max. Median SIGNAL PLACEMENT AT RAILROAD CROSSING (4 - LANE DESIGN) Gogg Type Highway Crossing Bell (1 Min. Per Crossing) Back -To -Back — Flasher Units Edge Of Background — 0r Part Nearest Highway Crown Of — Roadway Travclway Pavement Edge Or Curb Centerline 0f Travclway Centerline Of Travclway 1. -4— .-- f r-o° srd. 4'-0" 14ae. If 7'-0" 4'_0�� Std. r4ax. �, 1 ' 1 f ONE-WAY TWO-WAY (Mountable Curb Undivided 0r Shoulder) 2 Or 4 Lanes TWO-WAY Divided Multilane (14ountablc Curb) NOTE: Arrows denote dnection or travel not navement markings. FIGURE 1 NOTE: 1. Two separate foundations may be required (one for signals, one for gate), droending on type or equipment used. 2. When 10' is deemed impractical the control device can be located as close as 2' from the erlge 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 Number Of Track Sirens Is The Option Of The Installing Agency When Automatic Gates Are Used. 4" INax. Paved Shoulder 4 1'4ax. TYPE III AND TYPE V TRAFFIC CONTROL DEVICES FOR FLUSH SHOULDER ROADWAY Crown Of Roadway Travclway Varies -"- f Approach Width 16" Alternate Ref ectori zed Red And While Sheeting, Both Sides F4 Back-To-Baerc — Flasher Units 70' I4in. (See Note 2) See FIGURE 1 — Gong Type Highway Crossing Bell (1 I4inin,um Per Crossing) CG Number Of Track Signs Is The Option 01- The Installing Agency Vlhen Automatic Gates Are Used. 27" 01' 111 —Paved Shoulder 4' Max. TYPE IV AND TYPE VI LAST REVISION 11 /01 /17 DESCRIPTION: FY 2020-21 F� STANDARD PLANS RAILROAD GRADE CROS S ]ING TRAFFIC CONTROL DE VICES INDEX 509-070 SHEET 1 of 4 011112.3 RoilloOd Gate Or — Signal bind Cate Railroad Gatc 01" — Signal And Gate ACUTE ANGLE (AND RIGHT ANGLE) Railroad Gate Or Sigo01 AM! Gate SIGNAL PLACEMENT AT RAILROAD CROSSING Gong Type Highway — ossing Bell (1 Ilin Per Crossing) Back -To -Back Flasher Units Gruen Of Roadway Tres elc ay 5' Nin. Varies Sidewalk TYPE I (2 LANES, CURB & GUTTER) 24 Back -To -Back Flasher Units Lowest Poiot Of Overhouil Signal Unit Grown Of — Roaday Travelway 4" Idlax. Vudes e11 lm 1 Ore '4 Approach Width z Varies TYPE II 24 Sidewalk 27" 15 — Gong Type Highway CVDssing Bell (1 Alinimun,) Per Crossing Railroad Gate Or — SIgnal 'Irid Gate Sidewalk OBTUSE ANGLE SIGNAL PLACEMENT AT RAILROAD CROSSING (2 LANES, CURB & GUTTER) Fldshet Units Back -To -Back Edge Of Background Or — Par( Nearest Roadway 16 Aliernaie Reflectorized Red And I/OVVhShooii Both Sid, Crop n OF — Roadway Tr e lway — 4" Max. MI2014 "? Aq` / 5" As A Idininounn, Position One Flasher Unit 0, er Lane Separation Lines (More Than One Flasher Unit If There Are Dore Than 2 Approach Lanes). Back -To -Back — Flasher Limits Lowest Point — Of 0, erhead Signal Unit Number Ot Tracks Sig, Is Thn Option Of The Installiod Agency When Automatic Gates Are Used. to tr's. NOTES: /. The fortatIon Masrung warming deurren .itnd Lbtop /men sh00 be established based on future (or present) (installation of gate with appropriate tram( clearances. 2 VVhere plans call for 'railroad traffic control devices to be Installed in curbed medians, the minimum median cidtri shall he Location of railroad traffic control device Is based cm the distance available betweert face of curb 9 mdeu.bik. 0' to 6' - Locate device outside mde'valk. Over 6' - Locate device between face of curb and sidewalk. 4 Stop line to be perpendicular to edge of roadway, approx. 15' from nearest rag; or Ft' from and parallel to gate cemn present. 5 When cantilevered -arm flashing warning device is s ed, the s-groin-rum ,ertmal clearance shall be 17'-6" from above the Crow: of Roadway to the Loy est Point of the Overhead Signal Urdt Varies 01,0AI I I 11 Crown Of - Roadway 1 Rack-To-Dack Flasher Units '4 Approach bVidth111. br, 76" ,rate Rerieclu zed - Red And tl Site Sheeting Both Sides Travelway -vd 4" Max See FIGURE TYPE III TRAFFIC CONTROL DEVICES FOR CURBED ROADWAY • See FIGURE 1 TYPE IV 15" 27" INar. — Gong Type Highway Crossing Bell (1 Minimum) Per Crossing — Number Ot Tracks Signs Is The Option Of The Installion Agency tithe, Automatic Gates Are Used. 4" 114ax. TYPE V LAST REVISION 11/01/17 04 DESCRIPTION. FY 2020-21 FDD STANDARD PLANS RAILROAD GRADE CROS S ING TRAFFIC CONTROL DE VICES INDEX 509-070 SHEET 2 of 4 NOTES: 1. Place an additional Ir110-1 sign where ite, sections "cur betrveen the R/.4 pa ereni message and the Tracks. 2. Place FTP-61-06 or FTP-62-06 sign 100' in advance of crossing for urban conditions and 300' in advance of crossing for rural conditions. See Eider 700-102 for sign details. 3 Install Railroad Dynanrc 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'. S. The .transverse drmcnsron for 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 Perpendicular to Edge 0P Travel Way Or 8' From & Parallel To Gate lidhen .°resent. DO 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 Intersections 6" While Paved Shoulder e of TraveledEdgVVy 6" Dbl. Yellour 24" Vv rlte 6" DM Yellow 10' 1'4 i 6" White Edge of Travelog 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 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 STOP ON TRACKS R8-8 — Rail roan' Gate Fo- Use N ar Signalize I 100 NOT intersections STOP ON TRACKS Re-8 — W10-1 Paved Shoulder Edge of Traveled 4Vav 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 VVay Paved Shoulder DO NOT STOP ON TRACKS R8-8 r Use Near Signaliz d Ir tersections Foul Area (Typ.) (See Note 61 5 4' Min. (See Note 4) DO NOT STOP ON TRACKS Pavement Message W bite Gate or Flashing Signal With Gates Flashing Signal (If Not with Gate) As Required Edge of Traveled Wap 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 (Tye/ LAST REVISION 02/11/20 2 0 DESCRIPTION: Added Rail roan' Dynamic Envelope Pavement I8arking Details. FY 2020-21 FDOTv STANDARD PLANS RAILROAD GRADE CROS S LNG TRAFFIC CONTROL DEVICES INDEX 509-070 SHEET 3 of 4 Specified Length or Cale Arm A' Red Steady Burn Red Flashing Lights 6' e R h9y6„ e 16" 161 Red uum■I 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' 24-2B 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" , Part VIII; and AASHTO "A Policy On Geometric Design 0f Streets And HIghwap.5'. 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 U. S. DOT CROSSING INVENTORY FORM DEPARTMENT OF TRANSPORTATION FEDERAL RAILROAD ADMINISTRATION EXHIBIT K 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 I 6. Highway Type & No. (Street/Road Name) I* (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 I I (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. 3/15) OMB approval expires 01/31/2026 Page 1 OF 2 U. S. DOT CROSSING INVENTORY FORM A. Revision Date (MM/DD/YYYY) PAGE 2 D. Crossing Inventory Number (7 char.) I 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. 3/15) OMB approval expires 01/31/2026 Page 2 OF 2 Olivera, Rosemary From: Sent: To: Subject: Charles McKinnon <bounces@e-builder.net> Thursday, July 6, 2023 1:10 PM Olivera, Rosemary 40-B173901 Fully Executed SOP with Attachments CAUTION: This is an email from an external source. Do not click links or open attachments unless you recognize the sender and know the content is safe. Railroad Crossing at NE 42 Street and South Dixie Highway From To CC Charles McKinnon rolivera@miamigov.com; cmckinnon@miamigov.com; Hi Rosemary, Below is the link to the fully executed SOP with attachments for the FDOT railroad project. Documents 1.40-B173901 Fully Executed SOP Miami_ FDOT RR Crossings_273285S_272707E_272633P.pdf e-Builder Technical Support phone: 1-888-288-5717 fax: 1-888-576-9322 support@e-builder.net 1