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HomeMy WebLinkAboutR-03-0286RESOLUTION NO. 03-286 A RESOLUTION OF THE MIAMI CITY COMMISSION CONFIRMING THE CITY MANAGER'S NOMINATION OF AN INDIVIDUAL TO SERVE AS A MEMBER OF THE MODEL CITY COMMUNITY REVITALIZATION DISTRICT TRUST. BE IT RESOLVED BY THE COMMISSION OF THE CITY OF MIAMI, FLORIDA: Section 1. The City Commission hereby confirms the City Manager's nomination of Norman C. Powell as a member of the Model City Community Revitalization Trust to serve an unexpired term ending March 14, 2006. PASSED AND ADOPTED this 27`h day of March, 2003. This Administrative Act shall become effective immediately. q141 J, .4 PRISCILLA A. T OMPSON CITY CLERK' 1 Board appointments are administrative acts which do not require the Mayor's signature nor the City Attorney's review and approval. City Commission Meeting of March 27, 2003 Resolution Number 03-286 FROM CITY OF MIAMI, FLORI0A INTER -OFFICE MEMORANDUM Honorable Chairman and Members of a City Co ion Aniola Manager 385 416 V I 33 DATE: Manch 20, 2003 GIF s sue,,e : Resolution Appointing Members to the Model City Trust Board 1ZVERENCES: ENMOSUAES: In accordance with. Section 12.5-30 of the City of Miami Code, I would proffer the names of the following six (6) individuals for service on the Model City Community Revitalization Trust Board: • N. Patrick Range, Sr. • Lucia Dougherty • Hector Brito • Norman Powell • Aphaly Jean Gerard Coradin • Andy Louis -Charles The attached resolution rescinds Resolution 01-637 appointing Genaro (Chip) Iglesias and Shalley Jones to the Model City Homeownership Trust, as said appointments were made in violation of the thirty (30) day notice requirements as outlined in Section 12.5-30 (e) of Ordinance 120$2 (adopted July 10, 2001). In addition, the attached resolution also rescinds Resolution 02-547 (adc"ed May 9, 2002) appointing Patrick Range, Lucia Dougherty, and Hector Brito and reappoints those members, in addition to the other members listed above, to a fora: (4) -year term comamencutg on March 27, 2003. Due notice of said appointments was provided in accordance with the provisions outlined in Section 12.5-30(e) of the City of Miami Code. Cc: Marva Wiley, Interim ?rust Presulm Elvi Gauestqpi-Alomso, Agenda CoamdWsor lessica Ro&ipez, Asst. Agenda Coordiasor 03- 2W, MAR -20-2003 1826 CITY MANAGERS OFFICE 305 416 1019 P.01 NORMAN C. POWELL, ESQUIRE Norman Christopher Powell is Of Counsel to the Florida law firm of Bilzin Sumberg Baena Price & Axelrod LLP. Mr. Powell graduated from Florida International University and received his Juris Doctor from the University of Florida College of Law in 1990. He was admitted to The Florida Bar in the same year. During his attendance at the University of Florida, Mr. Powell distinguished himself academically. He was a member of the Justice Campbell Thornall Moot Court Team and was selected by the Florida Supreme Cowtt as the Best Oralist in the annual Zimmerman Shu#field & Kiser Moot Court Competition. Since graduating from the University of Florida, he has concentrated his law practice in state and local government law. To keep apprised of the relevant legal issues, Mr. Powell is a member of the City, County and Local Goverment Law and Environmental and Land Use Law Sections of The Florida Bar. He also is admitted to practice before the United States District Court, Southern District of Florida; the Eleventh Circuit Court of Appeal, State of Florida; and the Supreme Court of the United States. Through kris extensive training and representative experience, Mr. Powell has obtained an understanding of the diverse issues that arise in state in local government. From 1991 through 1994, he successfully represented the Florida Senate in the State of Florida's redistricting of Florida's State Senate Districts and the reapportionment of Florida`s Congressional Districts. His representation of the Florida Senate included advising the Senate President and the Members of the Senate Reapportionment Committee on the Voting Rights Act and Federal and State constitutional issues. Mr. Powell's representation of the Florida Senate also included defending the Senate's redistricting and reapportionment plan before the Justice Department and in Federal District Court before a three-judge panel. He also participated in briefing the issues on appeal before the Florida Supreme Court and the Supreme Court of the United States. See Johnson v De Grandy, 114 S.Ct. 2647 (1994); In re Constitutionality of Senate Joint Resolution 2G, 601 So. 2d 543 (Fla. 1992); In re Constitutionality of Senate Joint Resolution 2G, 597 So. 2d 276 (Fla. 1992); De Grandy v. Wetherell, 794 F. Supp. 1076 (N.D. Fla. 1992) (three-judge court); De Grandy V. Wetherell, 815 F. Supp 1550 (N.D. Fla, 1992) (three-judge court). Mir. Powell also successfully represented the City of M iami Beach in a Voting Rights Act c ase. Negron v. City of Miami Beach, Fla., 13 F.3d 1563 (11th Cir. 1997). More recently, he participated in Florida's red tricting proceedings in the Florida Legislature, Florida Supmne Coeur, In re Constitutionality of House Joint Resolution 1987, 317 So. 2d 819 (Fla. 2002), and Federal District Court before a Federal three-judge panel Martinez v Bash, Lexis 23448 (S.D. Fla. 2002). Beyond the practice of law, W. Powell also is active in Miami -Dade Countys civic community. From 1994 to 1996, he served on the City of Miami Nuisance Abatement Board. He hes served on the Board of Directors for Big Brothem/Big Sisters of Miami -Dade County and as an officer of 100 Black Men of South Florida. He is a Trustee of the Miami Art Museum and the Chair of Voices for Children Foundation, Inc., the fund-raising arm for Miami-Dade's highly praised Guardian Ad Uteoa program. From 1997 to 2000, Mr. Powell served on the Miami Shores Planning and Zoning Board and was its Chair from 1998 to 2000. 1790001602731 # 999864 v I 3)20/03 372B PM 03- 286 MPP -20-2003 1827 CITY MARS OFFICE 305 416 1019 P.02 NORMAN C. POWELL 320 Grand Concourse Miami Shores, Florida 33138 305-756-4919 EDUCATION-. University of Florida College of Law Gainesville, Florida Juuis Doctor, May 1990 Florida International University Miami, Florida B.S. Criminal Justice, August 1987 BiWn Sumberg Baena Price & Axelrod LLP, hfian , Florida Of Counsel, 2000 to present Areas of Practice: governmental practice, including bid procurement protests and zonimg, commercial, personal injury and voting rights litigation. Korge & Powell, P.A., Miami, Florida Partner, 1998-2000 Areas of Practice: governmentall practice, including bid procurement protests and zoning, con nnercial, personal injury and voting rights litigation. Hanzww4 Criden, Kerge & Chaykin, P.A., Miami, Florida Partner, 1997-1998 Of Counsel, 1995-1997 Zack, Hanzman, Ponce, Tacker, Korge & Gi7lespie, P.A., Miami, Florida Associate, 1991-1995 Floyd, Pearson, Richman, Greer, Weil, Zack & Brumbaugh, P.A., Miami, Florida Associate, 1990-1991 Law Clerk, Summer 1989 Rakusin & Ivey, P.A., Gainesville, Florida Law Clock, Summer 1988 03-'286 MAR -20-2003 18:27 CITY MAh GERS OFFICE 30.5 416 1019 P.03 Norman C. Powell January 9, 2003 Page 2 United States District Court, Southern District of Florida FAcventh Circuit Court of Appeal, State of Florida Supreme Court of the united States REPORTED CASES: Zn re Constitutionality ofHouse Joint Resolution 1987 817 So. 2d 819 (Fla. 2002) Negron v City ofMiami Beach, 13F.3d 1563 (11th Cir. 1997) In re Constitutionality of Senate Joint Resolution 2-G Special Apportionment Session 1997 601 So. 2d 543 (Fla. 1992). De Grandy v. Wetherell, 794 F. Supp. 1.076 (N,D. Fla. 1992) Johnson a De Grandy, 114 S,Ct 2647 (1994). PROFESSIONAL ORGANMATIONS: The Florida Bar, 1990 to present National Bar Association, 1990 to present American Bar Association, 1990 to present Florida Trial Lawyers Association, 1990 to prment Dade County Bar Association, 1990 to present Dade County Black Lawyers Association., 1990 to present Chair, Board of Trustees. Voices for Children Foundation, Inc., 2000 to presemt Board of Directors, Big Brothers/Big Sisters of Greater MiamJt Inc., 1994 to 1999 Board Member, City of Miami Nuisance and Abatement Board, 1994 to 1996 Trustee, Miami Art Museum, 1996 to present Member, Dade Teams Commiftet of Super Bowl XXIX, 1994 Board of Directors, One Hundred Black Men, Inc,, 1993 to 1998 MW 402M# 60582E v 1 312003 5:29 PM 03- 286 MAR -20-2003 18:28 CITY MANP&ERS OFFICE — AtWrnoy Search Ahpa{y J.G. Comdin Assacisbe Wall_ C"dwAmhughemb -AM Dhow (=)3M5510 Fax: (30M 371.8759 ofRces: a Miami Practice Arena: 71 a a A Anaefdal swim a Ladn Am P -ILC; r- 8000 305 416 1019 P.04 Search 0 Areas of Concentration • Trade Finance ■ Asset-backed securitization • Bank regulatory OMPI once ■ Venture capital • securities Education InformsUon Columbia University, B.A-, 1989 Harverd Law School, J.D., 1992 Bar Admissions New York, 1994 Florida, 2002 Language Expertise French Japanese Portuguese Spanish Professional Activities ■ Adjunct Professor, international Human Rights Law, Temple University, Japan camPus (1998) • Policy Advocate for the National Coalition for Haitian Refugees, Refugee Advocacy Program (1993- 1996) • Law Clerk to Hon. Andon Amereich. Chief Justice, Supreme Court of the Federated States of Micronesia (1992) -httpJfwww-hughcshubbffrd.coral8ftf=W/biO.asn?Attnm Tr -..--rt 03- 28t MAR -20-2003 1$=28 CITY MFWGERS OFFICE 305 41G 1019 P.05 Contact us j Lege! Noboes I site Map http://www-iw,thestsubbzr&CO13 lettnrTMV, iVi^ sen9 e,.r.......rr.1,� .� 03` 2$s MAR -20-2003 18:28 CITY MAhRERS OFFICE AIL- ALY JEAN GERARD CQRAZ 7330 Belle Meade Blvd Miami, Florida 33138 (305) 379-5570 (Office) ghgj-ra"Amailxom (Email) (305) 754-0525 (Home; Pax) (786) 556-2401 (Cell) 305 416 1019 P.06 TAUCATION Harvard Law School, Cambridge, MA: J.D., 1992, Columbia University, New York, NY: B.A. in Philosophy -Economics, 1989. Lyc6e Frangais de New York, New York, NY: Baccalaur6at in Natural Sciences, 1985. Hughes Hubbard & Reed LLP, hlbw3i, Florida 1999 to present Associate. Corporate Law Advises multinational corporations and international financial institutions in corporate transactions, regulatory and fh=cW services, focusing on Latin America and Europe. Negotiates and drafts legal documents for venture capital transactions; public and private financings of equity and debt; trade fmancings; mergers and acquisitions. Representative rrratters include: • Advising U.S. and foreign institutions with regard to corporate governance, anti -money laundering and bank secrecy compliance, including the Sarbanes-Oxley Act and the USA PATRIOT Act; + Negotiating the purchase and deployment of a satellite system, includwg acquisition of related spatial slot usage rights and control of operating company, on behalf of a Brazilian telecommunications may; • Negotiating the par bw of telecommunications carrier services fiom a U.S. provider on behalf of a Chilean telecommunications company; • Representing Latin American and European banks in connection with syndicated loan facilities, trade financings and U.S. commercial paper issuances; Negotiating the sale of portions of U.S, mWmet service provider's business to a Spanish buyer. Mitsui, Yasuda, Rani & Maeda, Tokyo, Japan 1997-1999 Associate, Corporate finance Advised Japanese corporations and banks on U -S_ legal aspects of cross-border transacdons. Drafted original docmonts for asset-baclaed securitizations ofJapanese auto loan receivables and small business loan receivables. Drafted agreements for Euro -Japanese sutomobile joint ventum; international stock option agreements with wa=&nVbmd variations; licensing and distribution contracts. Advised international bank syndicate in dispute resolution between Governu mt of Pajdstan and intermtional power project companies and lenders. Represented Japanese audio manufactum in buymit negotiations with CLS and Asian purchasers. Represented Japanese bank in settlement to ISDA swap agreement dispute with major US urvestn=t firm. Represented Japan= mirw6ty shareholders in dispute with US majority shareholders. W 7758 4 03- 280 A `ALY JEAN GERARD CORA; 4 7330 Belle Meade Blvd Miami, Florida 33138 (305) 754-0525 (Home, Fax) (786) 556-2401 (Cell) 305 4116 1019 P . 07 (305) 379-5570 (Office) ahpalyQLotmsil.com (Email) Masunaga, Nagashima & Hashimoto, Tokyo, Japan 1996-1997 Associate, Corporate Law Drafted licensing agreements for Japanese chemical company; project finance documents for large Japanese investment company engaged in Indian oil project. Assisted Japanese chip manufacturer in U.S.-based intellectual property litigation with major Korean elect mics manufsoftwcr. Frxgomen, Del Rey, D ernsen & Loewy, New York, NY 1995-1996 Associate, Irmnigration Law Represented corporate and individual clients in all aspects of business immigration law. Drafted briefs, employer declarations for petitions to I.N.S. and other agencies to obtain visas and certifications. National Coalltlon for Haitian Refugees, New York, NY 1993-1995 Attorney/Policy Advocate Coordinated Refugee Program of non-profit consortium of humanitarian organizations m defense of Haitian asylum -seekers in U.S. and hwnan rigbis in Haiti. Advocated multilateral responm to refugee crisis and strategies for internally displaced persona and post -conflict repatriation, Supreme Court, Fed. States of Weronesis 1992-1993 Judicial Clerk for Chief Justice Andon Amaraich Served as both Trial and Appellate Court clerk in new judiciary of former U.S. tenet territory. Closely assisted the Chief Justice in developing jurisprudence and procedure, and adjudicating cases. FUMUC71vc II M r_trc- MS: SEC Issues Final Rules Amemding Auditor Independence Requirements, Hughes Hubbard & Reed LLP Corporate Governanm Advisory (February 2003; main author). The International Money Laundering Abatement and Anti -Terrorist Financing Act of 2001: A New Regulatory Framework for Financial butitutgm Bugles Hubbard & Reed LLP Financial Services Advisory, December 2001. A Capital Guide io Asset Repackaging in Asia 1999 Edition, Japan Market Suamma y, ISI Publications, Hong Kong Dccembcr 1998. Temple Z nhwsity Japan, Tokyo, Jqmm 1998 Adjunct Professor, International Human Rights Law Designed and taught introductory coarse to US JD students studying abroad. Curriculum included workshop component and training in public advocacy and fact-finding. Topics included treaty enforcement, sovereignty, hwnanitarian inb�tion, remedies, prosecutions, and oorpomte responsibility. $a Adrrriumms- New York, Florida. LanWaW. French; Portuguese. Spanish; Japanese. -2- bU 7798 _4 03- 286 MAR -20-2003 1829 CITY GE OFFICE 305 416 1019 P.oe LE AWN IL ad y, -WWI dtmr4 d�earmmlmot pol4�'ro b" ftch Ano Qua ft bk bodwime"s dw a in alts h • omdry • to mf ibn Thm a wase l mm =17.0 ttdoreiMi oed i!mr,o,. rrpm mbmtu de es q pa h"y amme,pbrrk Cm•¢la 7.0 a,et:6-i=m the aTywi bo me�vw kQ q�t`d OQ. cam to obi&ttyy.� M kU so dm om be sm c oommon WQt crams avmey,liet 7bea doeY• ameadttwmaeggHinfnqmttfa•dbam9 a ��� m•aeDeaowWumf+eyh'vms a•ddbme�R"AidLOYi►C7odea`(w•nucd trmmrmdageftlsPlt►+iemlapmetsdYrdak b * wag e41 wtald, gwoaa,tm��msad 'Tlw tarst ee+radim !m k. Am, blot mdtutidtaac we 111—t9- •trie afire b•de t•the 0A WImit h a Snoa sae*:A4. rl WWZvMeaWAmldm e:ofir W k ems m halms,rl mas a chkiodootb aam "lSMSIwa 6r<+IHtem• mitm hr be deco• aasua6waa eembomA am Ro�tee,�ilmnws A,16�� h. . 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P.08 03—,286 'am ttmal Model City Homeownership Zone Project Preliminary Basis of Design Report Water, Sanitary Sewer, Stormwater Management, Roadways & Sidewalks, Landscaping and Overhead Utilities Prepared For: The City of Miami Prepared By: SUBMITTED INTO THE PUBLIC RECORD FOR ITEM330N,5-a-)-6-3 D -S -s Craven Thompson & Associates, Inc. CT&A Project No. 01-0030 August 24, 2001 Revised October 10, 2001 03— 289 TABLES OF CONTENTS PAGE Section 1 - EXECUTIVE SUMMARY Introduction..................................................................................................................... 1-1 Summary & Recommendations...................................................................................... 1-1 Section 2 - INTRODUCTION General............................................................................................................................2-1 StudyArea Location.......................................................................................................2-1 Authorization..................................................................................................................2-2 Description of the Project Area......................................................................................2-2 Scopeof Work................................................................................................................2-3 Section 3 - WATER DISTRIBUTION Introduction.....................................................................................................................3-1 ExistingFacilities...........................................................................................................3-1 SystemAnalysis..............................................................................................................3-1 Recommended Improvements........................................................................................3-3 Conclusions..................................................................................................................... 3-3 Section 4 - WASTEWATER COLLECTION AND TRANSMISSION Introduction.....................................................................................................................4-1 ExistingFacilities...........................................................................................................4-1 WastewaterProjections...................................................................................................4-2 Recommended Improvements........................................................................................4-3 Section 5 - STORMWATER MANAGEMENT Introduction..................................................................................................................... 5-1 DesignCriteria................................................................................................................5-1 ExistingFacilities...........................................................................................................5-2 Drainage Basin Characteristics.......................................................................................5-3 ModelConstruction........................................................................................................5-5 ModelingResults............................................................................................................5-7 Evaluation of Water Quality Impacts...........................................................................5-10 Section 6 - ROADWAY PAVEMENT & SIDEWALKS ExistingConditions........................................................................................................6-1 Infrastructure Improvements...........................................................................................6-2 Recommended Improvements........................................................................................6-2 Section 7 - LANDSCAPING ExistingConditions........................................................................................................7-1 Recommended Improvements........................................................................................7-1 EntranceSigns................................................................................................................7-2 Section 8 - OVERHEAD UTILITY LINES Introduction..................................................................................................................... 8-1 Section 9 - COST ESTIMATES General............................................................................................................................9-1 Summary.........................................................................................................................9-2 8/24/01 Revised 10/10/01 01-0030 Preliminary BODR 03- 286 TABLE OF CONTENTS LIST OF FIGURES Figure No. Follows Page 2-1 Study Area Location Map.........................................................................................2-1 2-2 Model City Homeownership Zone Project................................................................2-2 3-1 Existing Water Distribution System..........................................................................3-1 3-2 Existing Water Distribution System Network Model................................................3-1 3-3 Existing Water Distribution System Fire Flow Rate Map.........................................3-1 4-1 Existing Sanitary Sewer Plan................................................................... 5-1 Existing Drainage System..........................................................................................5-7 5-2 Drainage Area Map/Nodal Network..........................................................................5-7 6-1 Roadway Cross Section.............................................................................................6-2 6-2 Improvement Options................................................................................................6-2 7-1 Landscaped Planter Locations...................................................................................7-1 7-2 Entry Feature Signs....................................................................................................7-2 8/24/01 Revised 10/10/01 01-0030 Preliminary BODR it 03- 286 TABLE OF CONTENTS LIST OF TABLES Table No. Page 1-1 Preliminary Construction Cost Estimate — Summary ................................................ 1-5 3-1 Water Demand Data...................................................................................................3-2 3-2 Projected Water Demand...........................................................................................3-3 4-1 Existing Wastewater Flow Rates...............................................................................4-2 4-2 Wastewater Projections..............................................................................................4-3 5-1 Drainage Basin Data..................................................................................................5-4 5-2 Flood Stages Existing Conditions..............................................................................5-8 5-3 Flood Stages Proposed Conditions............................................................................5-9 9-1 Preliminary Cost Estimate....................................................................... 9-3 thru 9-5 8/24/01 Revised 10/10/01 01-0030 Preliminary BODR f 03- 286 TABLE OF CONTE11'TS LIST OF ABBREVIATIONS Description Abbreviation AverageDay Demand............................................................................................... ADD Best Management Practices...................................................................................... BMP Craven Thompson & Associates, Inc.........................................................................CTA U.S. Environmental Protection Agency.....................................................EPA (USEPA) Florida Department of Transportation.................................................................... FDOT Federal Emergency Management Agency..............................................................FEMA GallonsPer Day.........................................................................................................GPD GallonsPer Minute................................................................................................... GPM MaximumDay Demand........................................................................................... MDD Miami -Dade Water and Sewer Department........................................................... WASD Miami -Dade Department of Environmental Resource Management .................... DERM MillionGallons........................................................................................................... MG MillionGallons Per Day.......................................................................................... MGD National Geodetic Vertical Datum (1929).............................................................NGVD National Pollutant Discharge Elimination System ............................................... NPDES PeakHour Demand.................................................................................................... PHD Pound Per Square Inch (Gauge Pressure)................................................................. PSIG South Florida Water Management District......................................................... SFWMD U.S. Geological Survey............................................................................................USGS 8/24/01 Revised 10/10/01 01-0030 Preliminary BODR iv 03- 286 SECTION 1 - EXECUTIVE SUMMARY Introduction The Preliminary Basis of Design Report for the Model City Homeownership Zone study area is intended to provide an initial assessment of existing infrastructure and to provide a conceptual master plan for the construction of infrastructure improvements. The project area, referred to as "Model City", comprised of approximately one hundred sixty (160) acres within the Orchard Villa, Orange Heights, Floral Park, McCall Park and Marc subdivisions. This area is bounded by NW 62"d Street on the north, NW 54th Street on the south, NW 12th Avenue on the east and NW 17th Avenue on the west. The neighborhoods are located within the City of Miami corporate boundaries. The project area is located within a densely populated section of the City of Miami where many of the existing utility systems are twenty five to thirty years old and may be in need of reconstruction. This PBODR will provide a basis for the final design of infrastructure improvements for the study area. These neighborhoods were platted and constructed from the 1920's to the 1960's. The neighborhoods consist predominantly of single-family detached residential dwellings, with two-family detached residential dwellings occupying approximately 15% of the area, multi -story multi -family residential dwellings occupying approximately 10% of the area and commercial development located along the perimeter roadways of the project area. Summary and Recommendations Water Distribution Miami Dade Water and Sewer Department (WASD) provides water distribution service fire protection service within the Model City Homeownership Zone. (MCHZP) The majority of the existing water distribution system within the study area appears to be adequate for fire protection service and domestic water service by today's standards. The existing water distribution system was constructed in the mid -1970's of ductile iron pipe (CIP) and consists mainly of six (6") inch pipes traversing the site in an east -west direction with eight (8") inch pipes running in the north south direction. The neighborhood water distribution system is fed by a sixteen (16") inch pipe in NW 54`h Street, a twelve -inch (12") pipe in NW 12th Avenue with a twelve (12") inch pipe running east west through NW 58th Street. A computer hydraulic model, Cybernet by Haestad Methods, was utilized to analyze the existing water distribution system for adequacy to supply demand to the neighborhood for both domestic flow and fire protection. The neighborhood was assumed to be completely "built -out" for the analysis based on the current zoning within the neighborhood. 8/24/01 Revised 10/10//01 01-0030 Preliminary BODR 1 - 1 1 As Ilk I Veru ���,�-//l - r I ;p.� any .�y{� Csi �� �t-�.,.• ,� .Wr'•. _ -�... itltan�rirY. .r°°A,;..E/ e°f��� ,'t 1 ; .• ! :774--;J I j.1 Ln 74 �.. ,: _�`r .r. • 4 { - lot NA �/� _ ^ ���,1; �• rriire,.rr,�,i-i ,!S` ti �,�.� .�-, ''`� ;'�" �rr—T �� ,'_ �+ � 1 � �����, � v t' 'f r ,q h. A? !.t; ,�� f•-� : '° + -'i 7 `''� � � '�� � 'It 'I!I 1 5:•�� it ,� �r Y ,I ,I ��� l� ... 144 k � i1 X1(4 t Ylialu �� ��w tll .�t L.l View looking down NW131" Avenue from above NW 62nd Street Public Spaces v 11 Public Public Ne!ghborhood s small square �44* ` Neighborhood -s small square Public Spaces 1■■■■ � • � 11 11 11 11 1r C� 11 11 11 111 11 ■■ ■■ 11 1 .. k ti _ 1 I- 1 OWN NW 17th Avenue 3 NW 17th Avenue — a possible future 03- 286 989 -9 4r MIXED Ulf- I F-TA(L / 0-FF16E 4 17TH AYr-NdE il% 111 111 it Bet 111 iii 11 119 ill sit ie' eu lee ill PI 111. Ili ik: 111 911. � �, ill 11[ 11! :�! ilk Ff`fR } "' 1 RETAIL SM? RETAIL SHOP tt RETAIL SMI. 1 FRONT/ 17TH AVERJE ELEVATION PARKING r^—= -_— w 00 Get 1 Mi o a u - o pq FMT FLUOR PLAN J Prior to final design it is recommended that further investigation be performed to determine the condition of the existing pipes, corrosions, calcium build up, etc., to assure the system will continue to operate adequately in the future. The existing fire hydrant layout should be upgraded to current standards in regards to spacing and "throat" size. Throat size refers to the internal diameter of the fire hydrant from underground to the fire department hose connection. At present, there exists a handful of fire hydrants throughout the neighborhood. Additional fire hydrants should be installed to provide ample fire protection to meet current requirements of five hundred (500') foot spacing. The "throat" size refers to the newer fire hydrants that have five and a quarter (5 '/4") inch "throat" as opposed to the smaller "throat" size of four and one half (4 %2") inch. Wastewater Collection and Transmission Metro -Dade Water and Sewer Department (WASD) also provides wastewater collection and transmission service for the MCHZP. The existing wastewater collection system was installed in the mid -1970's and consists of Vitrified Clay Pipe (VCP). The pipe sizes and design slopes are adequate to provide collection of wastewater for the neighborhood. Within the neighborhood there exists Pump Station #72 located NW 14`h Avenue south of NW 61" Street. This pump station provides the mechanism for transmission of the wastewater collected in this neighborhood and other adjacent neighborhoods. Pump Station #72 conveys these flows through an existing twenty (20") inch diameter force main to the Central District Wastewater Treatment Plant. According to WASD the existing wastewater collection and transmission system has been operating adequately with minimal problems over the past twenty-five (25) years. Based on the information provided by WASD, replacement of the existing wastewater collection and transmission system because of pipe material or age appears to be unwarranted at this time. Improvements to the existing system should be limited to replacement of existing laterals for any new developments if they would be required to better serve the new development. WASD is confident that any future repairs to the existing system can be made in-situ, from within the pipe itself, and not require excavation and restoration of surface improvements. Stormwater Mana ement NWNIP study area stormwater management system consists of a series of piping networks connected to covered drainage trenches. The system does have a positive outfall, at NW 62"a Street, to a larger drainage system. However the majority of the neighborhood is not connected to this outfall, rather utilizes the covered trenches in order to convey runoff to the groundwater. This system of covered trenches and solid piping is common within Dade County as an effective mechanism to disperse runoff into the ground. 8/24/01 Revised 10/10//01 01-0030 Preliminary BODR 1 _2 Q c 03- A stormwater drainage model of the project site was constructed to simulate the existing conditions and to evaluate proposed improvements. The computer model, Interconnect Pond Routing (ICPR) by Streamline Technologies, Inc., was utilized to determine the adequacy of the existing drainage system and to implement any proposed improvements. The results of the modeling can be found in Section 5, Stormwater Management System of this report. The improvements to the stormwater management system are minimal in the overall project redevelopment of the neighborhood. Additional exfiltration trenches and possible additional connections to larger drainage systems located in NW 17`h Avenue and NW 54`h Street would be considered as part of the proposed improvements. Roadways and Sidewalks The existing roadway section throughout the neighborhood consists of approximately twenty-two (22') foot wide roadway, two (2') foot valley gutters, seven (7') foot paved parking area and five (5') foot wide sidewalks. The existing roadways sections appears to function well in the neighborhood providing additional parking spaces for many of the residences and appears to be structural intact. Only the asphalt surface appears to need repair due to gouges, cuts and unraveling of pavement in some areas. The majority of the residences have single car driveways that accommodate one car therefore the additional parking provides a space in front of the residences for a second car. The streets also have intermittent landscape islands that project from the sidewalk towards the roadway. These islands provide a space for tree plantings and also breakup the on -street parking. The roadway improvements will primarily consists of milling, mechanical removal of approximately one (I") inch of asphalt, the existing roads and removing and replacing the valley gutters to provide better drainage for the neighborhood. Existing standing water can be found throughout the neighborhood after a storm event. Regrading the roads and valley gutters to convey runoff to the existing drainage structures can eliminate the majority of the standing water throughout the neighborhood. Sidewalk exists throughout the entire neighborhood with access ramps located at most intersections. The sidewalks are in need of replacement mainly due to age. Cracks, broken up sections and tree roots have caused the sidewalk to become inadequate. Based on the proposed roadway improvements, it is also recommended to replace the existing sidewalks throughout the neighborhood including the access ramps at intersections. The sidewalks should remain at five (5') foot widths and match the existing private property walkways and driveways. The maximum cross slope of the sidewalks should not exceed the maximum two (2%) percent per the American with Disabilities Act standards. 8/24/01 Revised 10/10//01 01-0030 Preliminary BODR 1 -3 03- 286 Overhead Utility Relocations The potential to place all overhead utilities, FPL, BellSouth, Cable TV, underground has been discussed with the City of Miami and the Utility Companies. Relocation of these overhead utilities underground will remove the majority of the utility poles in the neighborhood at a significant cost. In order to place the overhead utilities underground, a duct and manhole system would be required for the entire neighborhood. Also, two (2) separate duct and manhole systems would be required to be constructed, one for FPL and the second for BellSouth and the Cable Company. The roadways and private property may require restoration due to this activity, but also separate easements would be required on private or public property to facilitate the transformers, switch cabinets, fuse switches and pedestals. The concept of directional boring, placing the pipe underground with a receiving pit and a sending pit, would minimize disruption to the surface improvements and require a lesser degree of restoration. However, this process is more costly than a standard cut and covers operation. FPL has stated that directional boring is not an option to their means and methods of placing utilities underground, while others may use this as their means and methods of construction. Preliminary estimates for these improvements can be found in Section 9 of this report. Landscaping No definable landscaping or entrance signage features exist within the Model City Homeownership Zone study area. Landscaping should be provided along all roads within the neighborhood. The landscaping will consist of street trees and ground cover planted in defined planter areas. Neighborhood entry features at main roads should be constructed along the perimeter of the neighborhood to provide a visible entranceway to the various neighborhoods. Cost Estimates Preliminary construction cost estimates was prepared for the various infrastructure improvements studied. The total preliminary estimated construction cost is approximately $14,400,000. Costs associated with engineering design, bonding, legal fees and other miscellaneous items have not been included in this preliminary construction cost estimate of $14,400,000. Table 1-1 summarizes the preliminary construction and associated cost estimates for MCHZP. 8/24/01 Revised 10/10//01 01-0030 Preliminary BODR 1-4 03. 286 Model City Homeownership Zone Prr)ject PRELIMINARY CONSTRUCTION COST ESTIMATE - SUMMARY TABLE 1-1 WATER DISTRIBUTION SYSTEM $ 287,500 WASTEWATER SYSTEM $ 200,000 STORMWATER DRAINAGE SYSTEM $ 680,000 ROADWAYS & SIDEWALKS $ 3,493,550 LANDSCAPE IMPROVEMENTS $ 750,000 OVERHEAD UTILITY RELOCATION $ 9,013,438 SUBTOTAL INFRASTRUCTURE COST $ 14,424,488 ENGINEERING DESIGN AND CONSTRUCTION ADMINISTRATION (25%) $ 3,606,122 SUBTOTAL $ 18,030,610 CONTINGENCIES (10%) $ 1,803,061 TOTAL $ 19,833,671 (1) (1) Cost estimate in 2001 dollars - ENR 20 Cities Index for August 6, 2001 - 6388.64 8/24/01 Revised 10/10/01 01-0030 Preliminary BODR 1-5 SECTION 2- INTRODUCTION General The purpose of the Model City Homeownership Zone Project is to analyze existing infrastructure of the community and recommend improvements to upgrade or replace the existing facilities. This Preliminary Basis of Design Report (PBODR) addresses the following elements within the Model City Homeownership Zone Project (MCHZP) study area to meet this goal: • Water Distribution • Wastewater Collection and Transmission • Stormwater Management • Roadways • Sidewalks • Landscaping • Overhead Utility Relocation The PBODR will provide a conceptual master plan for the purpose of planning for the implementation of the improvements and developing construction costs associated with the infrastructure improvements found in this conceptual master plan. Study Area Location The Model City Homeownership Zone Project study area consists of approximately five (5) neighborhoods located within the City of Miami, Florida. The five (5) neighborhoods are: • Orchard Park • Orange Heights • Floral Park • McCall Park • Marc subdivision The location map depicting the neighborhoods can be found on Figure 2-1. The neighborhoods are generally located south of NW 62"d Street, north of NW 54th Street, west of NW 12th Avenue and east of NW 17th Avenue. The neighborhood is located in Section 14, Township 53 and Range 41. 8/24/01 Revised 10/10/01 01-0030 Preliminary BODR 2-1 03- 286 Authorization On June IP, 2001 the City of Miami authorized Craven Thompson & Associates, Inc. to prepare a conceptual master basin wide study and construction cost estimate for the MCHZP. Description of the Project Area The MCHZP consists of approximately 160 acres of multi -family residential, single family residential, a school site, a neighborhood park and local businesses on the perimeter of the neighborhood. The northern portion of the neighborhood consists mainly of multi -family residences from NW 60`h Street to NW 62" Street with some multi- family residences located between NW 12`h Avenue and NW 14`h Avenue north of NW 58`h Street. The majority of the remaining neighborhood consists primarily of single family residences with some duplexes located throughout the neighborhood. A five and one-half (5.5) acre school site, Orchard Villas Elementary School is centrally located in the neighborhood with a one and one-half (1.5) acre playground located directly to the west of the school site. A neighborhood park, African Square Park, is located on NW 62nd Street between NW 14`h and NW 15`h Avenues. The properties within the neighborhood generally consist of lot sizes of approximately 0. 12 acres, with some properties containing several lots up to approximately 0.50 acres. The City of Miami has recently begun to ac%uire properties in the northern portion of the site. Some of the properties north of NW 58 Street have already been acquired and have been cleared. The City is proposing to construct single family residences and townhouses in the northern portion of the project as part of the Model City Homeownership Project. The properties south of NW 58`h Street are not intended to be acquired by the City, but will receive some enhancement effort to rejuvenate this area. Figure 2-2 depicts the Model City Homeownership Zone Project Exhibit. Existing Infrastructure The water distribution and sanitary sewer collection and distribution systems for the project area is provided by Miami -Dade Water and Sewer Department (WASD). All the existing residences and businesses within the neighborhood have existing sanitary sewer connections to the WASD Wastewater Treatment Facility. The existing water distribution and sanitary sewer collection and transmission systems within the neighborhood appear to functioning properly with little or no improvements proposed as part of this Study. There are a variety of independent surface water management systems located throughout the project area. These systems consist mainly of covered open trenches with connections to the surface inlets. This system is quite common in the Miami area for 8/24/01 Revised 10/10/01 01-0030 Preliminary BODR 2-2 03- 286 N1N d2ST N W SI ST Chwift R. Nei. Ntiv ea ar liberty 8gwre Public Housing kW 92 ST 000000©� � a o � aoaoo® o00 ..om000 000000.. . ilia 4IN 0©0 0 os 0000000© os some loam 00 00 00o aoo as o � o 00 0 0 000000Iloilo ao�000 0 owmoo 000 00 0 000000000© aoo�o ma0 II NW 39 TER �NVI 5e ST ORCHARD v VI .LAS iN ELEMENTARY SCNO.OL 00 0000000 a©©000 0 oea©oa©o Q 0000 ooles ©om o I X1000 �� o 0o vv � 00 ©aaa e v n�000© T NORTHWEST NEIGHBORHOOD IMPROVEMENT PROJECT LEGEND ketail City, County, or appraisal _hn process �] Vacant parcels FIGURE 2-2 MODEL CITY HOMEOWNERSHIP ZONE PROJECT 4wCRAVEN • THOMPSON AND ASSOCIATES, INC. ENGINEERS • PLANNERS • SURVEYORS 3563 N.W. 53RD STREET, FORT LAUDERDALE. FLORIDA 33309 FAX (954) 739-6409 7EL: (954) 730-6400 FLORIDA LICENSED ENGSWO . SU WVM k MAPPING INJ NESS Na 271 FLU DA 110ENSED LANDSCAPE ARCHnic im a No. 00001% W1wN IOeN Mi01 R 1[ 1'Ae►!IY eA Nf1EM•llNlltll f Ae10MR ele. /IO eNNI eInw_ RE i'AWII®M Mp[ A M MIR elllMf RiM/NI ei •1e01lIOI f A1100e7R. ew�ag9M1-11orW1 • MI0OIg1AeIe OOIIRMI� 03- 286 drainage systems constructed prior to the 1990's. The visible storm water inlets collect runoff from the roadways and convey this runoff to several interconnected covered open trenches located through the neighborhood. It does not appear that the neighborhood has an existing outfalls, offsite discharge points at the present time. The existing surface water management system has been functioning fairly well throughout the years and no major improvements to the existing system will be proposed as part of this Study. Roadways are in need of a "face-lift" in the majority of the neighborhood. This will consist of milling, removing approximately an inch of asphalt, and relaying new asphalt in the existing roadways and parking areas. Sidewalks exist almost entirely throughout the neighborhood. A majority of sidewalks are either cracked, broken apart, discolored or missing from the network of pedestrian access. The existing sidewalks vary in width from four -foot (4') to five-foot (5'). The MCHZP has no definable landscaping scheme within the neighborhood. Landscape beautification and entry feature signs will be proposed for the neighborhood. The overhead utilities, Florida Power and Light, BellSouth and Cable, are located through the neighborhood on a series of concrete and wood poles. All residences and businesses receive their service from these overhead facilities. A FPL Transmission line exists on NW 58`h Street, which traverses the neighborhood in an ease -west direction. As part of this Study, the possibility of relocating these overhead utilities to anunderground system will be investigated as part of this Study. Scope of Work The scope of work authorized by the City of Miami provides for the preparation of a Preliminary Basis of Design Report and Conceptual Master Plans of proposed improvements within the Study Area to include: + An investigation of available data relative to existing utility information and permit requirements. • Meetings with City Staff and applicable governmental agencies. • Evaluation of stormwater management system for existing and proposed conditions to provide flood protection for the 5 year — 1 day, 10 year — 1 day and 100 year — 3 day storm events. • Evaluation of potential retention/detention requirements and possible sites to be acquired and/or drainage rights for existing stormwater management areas. • Evaluation of local contaminated sites within or adjacent to the project area as to their effect on construction of the proposed infrastructure improvements. 8/24/01 Revised 10/10/01 01-0030 Preliminary BODR 2-3 03— 286 • Preparation of preliminary Master Drainage "Ian for the MCHZP. • Evaluation of the water distribution system, including the preparation of a Master Water System Plan to include an analysis of the fire protection system. • Evaluation of the existing wastewater collection and transmission system, including the preparation of a Master Wastewater Collection and Transmission System Plan for the Study Area, for proposed improvements, if required. • Review of the existing roadway and sidewalk network within the Study Area. • Preparation of a Master Landscape Plan to include landscaping corridors and typical neighborhood entry features. • Evaluation of relocating overhead utilities to underground systems. • Preparation of preliminary construction cost estimates for implementing the proposed Master Planned improvements. 8/24/01 Revised 10/ 10/01 01-0030 Preliminary BODR 2-4 03- 286 SECTION 3 — WATER DISTRIBUTION Introduction Miami -Dade Water and Sewer Department (WASD) provides the domestic water service and fire protection supply for the project area. The neighborhood receives service from the Hialeah/Preston Water Treatment Plant. Figure 3-1 depicts the existing water distribution system and fire hydrant locations in the neighborhood. The focal points for this water distribution system study will be as follows: • Analyze the existing distribution system for sufficient flow capabilities • Check for adequate fire hydrant spacing • Identify pipe recommended for replacement. Existing Facilities The existing water distribution system consists mainly of Ductile Iron Pipes (DIP) ranging in sizes from four (4") inch to twelve (12") inch diameters. Figure 3-1 depicts the existing water distribution system and fire hydrant locations within the project area. The majority of the piping is six (6") inch diameter through out the neighborhood. The existing system, according to WASD, is in good condition with only minor problems reported in the neighborhood, such as leaky service connection on private property, leaky valve, etc. None of these problems merit a replacement for the existing system. System Analysis The flow capabilities of the existing water distribution system were analyzed using a "Cybernet, version 3.1" hydraulic computer model. The data used for the construction of the model reflects the existing conditions. The model simulates flows and pressures by meeting demands that are input at certain points, called junctions, within the model. Once the model is in place, it is calibrated to match the conditions found on site based on flow tests performed by the City of Miami Fire -Rescue Department. The flow tests provide a basis for determining existing pressures in the water distribution system. The calibrated model is used to identify areas that do not meet the recommended flow requirements. Figure 3-2 depicts the existing water distribution network model and Figure 3-2 displays the Peak Hourly Demand Pressure contours while Figure 3-3 shows the existing fire flow contours in gallons per minute. To provide sufficient flow, the model is revised by adding to, or upgrading, the existing pipes in order to develop an adequate design. 8/24/01 Revised 10/10/01 01-0030 Preliminary BODR 3-1 03- 286 NORTHWEST NEIGHBORHOOD IMPROVEMENT PROJECT v 0 150 300 600 GRAPHIC SCALE IN FEET LEGEND EXISTING WATER MAIN )D--- EXISTING FIRE HYDRANT FIGURE 3-1 WATER DISTRIBUTION SYSTEM rCRAVEN • THOMPSON AND ASSOCIATES, INC. ENGINEERS • PLANNERS • SURVEYORS 3563 N.W. 53RD STREET, FORT LAUDERDALE, FLORIDA 33309 FAX (954) 739-6409 TF1..: (954) 739-6400 FLORIDA UfENSED ENONEEIWG, SLRVEYWC t MAPPING BUSINESS No. 271 FLORNDA LICENSED LANDSCAPE AK"'FECTURE BUSINESS Na COOM14 Y1 umAl S14'9A �3l0Y 5 tY! VII' LVT' pF dA�U iPI0YOSO0. L A�AIlS l�iG NA 91U. az R9P.oMicG: w x�ac :Xt x. oAc* M�You: vrnYrs4d K a�A.vcw n�o:!^v�Y s Assan.;� NR!WG fA41�Y M1�lF'SaY k AS'IOAiES lw^.. uPYl.:i!' 2.JTX.G I NORTHWEST NEIGHBORHOOD IMPROVEMENT PROJECT LEGEND v 0 150 300 600 GRAPHIC SCALE IN FEET 4" PIPING 6" PIPING 8" PIPING 12" PIPING 16" PIPING FIGURE 3^2 EXISTING WATER DISTRIBUTION SYSTEM NETWORK MODEL CRAVEN • THOMPSON AND ASSOCIATES, INC. ENGINEERS • PLANNERS • SURVEYORS 3563 N.W. 83RD STREET, FORT LAUDERDALE, FLORIDA 33309 FAX: (954) 739-6409 M_: (954) 739-6400 ROMA L CEMM D=Ei WQ6 SU WVM k UAPPM WSlRSS No. 271 KOWA LICENSED LAND9CAPE ARCM AXLE BUSyESS N0. COOM14 W1lUL aosi mm s 1[ EEEEa O aM�a•IOgON • inoa�tn Ec rs EMIL Moi EwaEim s Ea: a E wrs sworn EErrEE a araE�•>Maso s AlIMI >~ W. SEE oMIBI.va"m a mmmm rE, *raw 020" 03-- 286 .---._-- _ _......-_._._..., _......-___.__,._.....____._-..__......_-.-.__...__.....__..-.---._......-_.____-__....------_.,._.......__.._- _..-.....----._. ___......____.._..�.....___..__.,........____._.. _.....____._.._,._......._..............__.-.__.._......__,_.__.__......._ _.__._iiilitiNili`iiliiEYf--•-- ---....__..._-.__......__ NORTHWEST NEIGHBORHOOD IMPROVEMENT PROJECT LEGEND EN 0 150 300 600 GRAPHIC SCALE IN FEET MINOR FIRE FLOW CONTOUR (200 G.P.M. INCREMENTS) MAJOR FIRE FLOW CONTOUR (1,000 G.P.M. INCREMENTS) FIGURE 3-3 EXISTING WATER DISTRIBUTION SYSTEM AVAILABLE FIRE FLOW RATE CRAVEN • THOMPSON AND ASSOCIATES, INC. ENGINEERS • PLANNERS • SURVEYORS 3563 N.W. 53RD STREET. FORT LAUDERDALE. FLORIDA 33309 FAX (954) 739-6409 TEL: (954) 739-6400 FLOADA UCENSW ENGINEER . SURVEYM t MAPPING BU9NESS Na 271 FLORIDA LICENSED LANDSCAPE ARCHITECTURE BUSINESS Na 0000114 K%WAAL M MGM N 1N1 NMFNIIY OF ORMM•111WON ! AlNfMl4, M nN OWL WT N NPRIM M N W NE OR N MRI MIWf /NNMMOR OF glP�l•1101!!OM ! A/pM8 MC ANNA Nb1Ml •1 opo 6 MWAIM MC WWWII LINO Existing Conditions The model was created using as -built plans wherever possible and WASD atlas information to supplement the remainder of the system model. Pipe intersections and transitions are indicated as junctions in the model. Service demands applied to junctions simulate daily water consumption. Demands at junctions were determined by totaling the number of residences and commercial sites contributing to flows at that junction. Table 3-1 indicates the projected flow by land use. TABLE 3-1 Water Demand Data Land Use Flow Rate (Average Daily Demand) Single Family Residence 350 gallon per day/ per unit Multi Family Residence 250 gallons per da / per unit Commercial / Industrial - Office 200 gpd / 1000 sf - Merchandising 100 gpd / 1000 sf - Restaurant 600 gpd / 1000 sf - Fast Food 800 gpd / 1000 sf - Vehicular Repair 120 d/ 1000 sf - Laundromat 2,000 d/ 1000 sf Govemmental/Institutional 150 gpd / 1000 sf School 20 gpd / per student/Staff Parks 175 gpd/ 1000 sf Projected Water Demand The projected water demand is based upon the Average Daily Demand (ADD) determined from Table 3-1. To simulate flows at the time of greatest demand, a factor of 2.5 is applied to the average daily demand to achieve the Peak Hourly Demand (PHD) expressed in gallons per minute (gpm). For flow analysis, each of these demands was converted from gallons per day to gallons per minute (gpm). Table 3-2 shows the total water demand projections determined for the neighborhood within the study area. The table lists ADD and PHD flows for the MCHZP. 8/24/01 Revised 10/10/01 01-0030 Preliminary BODR 3-2 03- 286 TABLE 3-2 Projected Water Demand Area/Land Use ADD GPD ADD GPM PHD GPM MCHZP Single Family 172,550 120 300 Multi -Family 73,500 51 128 Comm./Indust 233,748 162 406 Schools 22,000 15 38 Governmental/Inst. 5,400 4 10 Parks 7,000 5 12.5 Subtotal 514,198 357 892. S Fire Flow Analysis A fire flow rate of 1000 gpm was used for residential areas and a rate of 3000 gpm was used for commercial areas. These quantities for fire flow were established by typical requirements present in South Florida. The system was evaluated for sufficient fire flow capabilities by adding the required fire flow to the Maximum Daily Demand rates. Each junction within the model was assigned a fire flow rate based upon land usage. The model analyzes each junction separately for sufficient flow. If the system cannot produce the required flow without dropping below the minimum pressure criteria of 20 psi, then the fire flow is determined to be inadequate. Recommended Improvements After meeting with WASD regarding condition, available flow and fire now capacities, it is apparent the existing water distribution system is adequate for the existing neighborhood and future improvements the City is proposing. The northern area of the neighborhood, which is being redeveloped, currently has many multi -family dwelling units of a greater density then that which the City proposes. Therefore, the existing water distribution system could remain in place to serve this proposed redevelopment. The addition of a few fire hydrants to "fill in" the gaps in the neighborhood should be part of the water distribution system upgrades along with new water services to serve the redevelopment. Conclusions The existing water distribution system appears to be adequate in both condition and capacity for the neighborhood. The system should be left intact with no major improvements recommended for the system. Minor improvements include additional fire hydrants and new water services where necessary. 8/24/01 Revised 10/10/01 01-0030 Preliminary BODR 3-3 03... 1 286 SECTION 4 — WASTEWATER COLLECTION AND TRANSMISSION Introduction Miami -Dade Water and Sewer Department (WASD) provides wastewater collection and transmission for the Model City Homeownership Zone Project (MCHZP). The neighborhood is located within WASD' s Central District and is provided wastewater treatment by the Central District Wastewater Treatment via Pump Station #72 located on NW 10 Avenue at NW 61St Street. Existing Facilities The wastewater collection and transmission system consists of gravity sewer mains, which collect wastewater in the neighborhood and conveys these flows to Pump Station #72. The pump station conveys the wastewater via a force main transmission system eventually to the Central District Wastewater Treatment Plant Pump Station #72 The existing gravity sanitary sewer and transmission system can be found on Figure 4-1. The majority of the existing gravity sanitary sewer consists of ten (10") inch vitrified clay pipes with some fifteen (15") inch vitrified clay pipes located in the proximity of Pump 8/24/01 Revised 10/10/01 01-0030 g s Preliminary BODR O 3 4-1 NORTHWEST NEIGHBORHOOD IMPROVEMENT PROJECT v 0 150 300 600 GRAPHIC SCALE IN FEET i ivD_rw:A:i f, EXISTING SANITARY SEWER m EXISTING SANITARY SEWER MANHOLE EXISTING FORCE MAIN NOTE: EXISTING GRAVITY SEWER LINES ARE 10" DIAMETER UNLESS NOTED OTHERWISE. FIGURE 4-1 SANITARY SEWER SYSTEM CRAVEN •THOMPSON AND ASSOCIATES, INC. ENGINEERS • PLANNERS • SURVEYORS 3563 N.W. 53RD STREET, FORT LAUDERDALE, FLORIDA 33309 PUMP FAX: (954) 739-6409 TFL.: (954) 739-6400 ATMN N37 FLORIDA LICENSED F.NGINEIItlNG, SLIRVEYMD At MAPPING BUSMIE55 Na 271 FLORIDA LICENSED 1A11D5CAPE ARCHTECTIRE BLONESS Na CDDD114 Y�Tu4ti WGWt I:Jt[Olr R iNE PNVOt'! OF MR Al -,SON t •Sl llm_ W 4� $ V VE !lPPIOiQ.i N N�lpII. OR N PMT ,S!NOU' oE+tlIFSSK:' V. PfAYE+' TMOIPSp: 4 N'.: 9R?YiG fliA�{N �, (y,?'w'ta ! SS�OAT6 ai:. RPIPF�NT GC"J�^ Station #72. The gravity sanitary sewer mains are ty )ically located within the City of Miami Rights of Way with a few mains located in either dedicated alleys or easements. Wastewater Projections Wastewater flow rate calculations were performed for the Study area. The flow rates were developed utilizing the same methodology as domestic water demands. Table 4-1 indicates the projected flow rates of the neighborhood based on the City of Miami zoning map. The total flow rates calculated for the neighborhood assumed all lots within a specific zoning code contained either a dwelling unit or some type of commercial business. TABLE 4-1 Wastewater Demand Data Land Use Flow Rate (Average Daily Demand) Single Family Residence 350 gallons per da / per unit Multi Family Residence 250 gallons per day/per unit Commercial / Industrial - Office 200 gpd / 1000 sf - Merchandising 100 gpd / 1000 sf - Restaurant 600 gpd / 1000 sf - Fast Food 800 gpd / 1000 sf - Vehicular Repair 120 d/ 1000 sf - Laundromat 2,000 d/ 1000 sf GovernmentaUInstitutional 150 / 1000 sf School 22 gpd / per student/Staff Parks 175 gpd7 1000 sf Table 4-2 shows the total projected wastewater flow rates for the neighborhood. Peak flow rates, for use in sizing of wastewater pumping stations, were determined by applying a peak factor of 2.5 times the average daily flow. The estimated average daily sewage flow for Model City Homeownership Zone Project is 514,198 gallons per day. 8/24/01 Revised 10/10/01 01-0030 Preliminary BODR 4-2 .04- 286 Table 4-2 Wastewater Proiection Area/Land Use TOTAL WASTEWATER FLOW ADF GPD GPM Peak GPM Single Family 172,550 120 300 Multi Family 73,500 51 128 Commercial/ Industrial 233,748 _ 162 406 Schools 22,000 15 38 Governmental/ Institutional 5,400 4 10 Parks 7,000 5 12.5 TOTAL 514,198 357 892.5 Recommended Improvements The existing vitrified clay pipe gravity sewer within the neighborhood is both adequately sized and in good condition. The system is not proposed to be replaced as part of this redevelopment project. Discussing this project with WASD, it has been determined that very few leaks and/or breaks have been experienced in the existing sanitary sewer system within the project limits. WASD does not intend to replace any of the system due to age or condition. The gravity system is not experiencing infiltration at this time and due to the fact that replacement of all other existing infrastructure is not proposed, the existing gravity system should remain. In past neighborhood improvement projects, it has been found that the vitrified clay pipe has experienced increased failures when excavations for new infrastructure has taken place in the vicinity of the existing vitrified clay pipe. Minor improvements such as new lateral locations or replacement of leaky laterals would be the only improvements to the existing sanitary sewer gravity system. If repair of the existing gravity lines were warranted at a future date, an in-place type of repair would be utilized to correct any deficiencies. This repair will be performed underground without destroying the surface improvements. Slip lining and pipe bursting are two (2) of the many alternatives utilized to repair gravity sewer lines in-place. The existing Pump Station #72 and associated force main have been found to be functioning adequately and will not be proposed to be replaced as part of this project. 8/24/01 Revised 10/10/01 01-0030 Preliminary BODR 4-3 "` 286 SECTION 5 - STORMWATER MANAGEMENT Introduction This section addresses the existing stormwater management system serving Model City Homeownership Zone Project study area and any improvements necessary to provide an acceptable level of service. This section assesses the capacity of the existing drainage system, identifies problem areas, and evaluates alternatives for flood and non -point source controls. The objective was to conduct a planning level analysis and design of stormwater management alternatives. The ultimate goal was to identify alternatives that achieve the highest level of service at a reasonable cost. Once an alternative is selected for implementation, a more detailed analysis and design will have to be conducted as part of the final design phase. Design Criteria Stormwater management planning and engineering is dependent upon a number of interrelated elements, each of which contribute to the overall system design. Elements such as soils and land use conditions, rainfall and runoff characteristics, hydraulics of waterways and conveyance systems, and regulatory guidelines and controls must be identified and incorporated into the design process. At a minimum, the goal is to provide flood control for the 5 -year, 24-hour storm event. The objective would be to maintain static heads at or below the lowest road crown elevation in each drainage basin and to minimize or eliminate standing water on the roadways during those storm events. The next level of service goal is to prevent standing water from exceeding the top of the road crown elevation during a 10 -year, 24-hour storm event. The third and highest level of service goal is to prevent house flooding (finished floor elevation) during the 100 -year, 72 -hour storm event. The following design criteria were analyzed and incorporated into the stormwater management investigation performed for the Northwest Neighborhood Improvement study. Soils Criteria A subsurface soils investigation should be performed to determine the soil characteristics within the neighborhood, including soil test borings, exfiltration tests, and percolation tests. For the preliminary stormwater management system analysis, these characteristics were estimated based on the minimum data available Hydrology The hydrologic simulations utilize the Advanced Interconnected Pond Routing (AdICPR) computer modeling software Version 2.1 (Streamline Technology). Rainfall quantities are based on an average of the South Florida Water Management District isohyetal maps for specified design storm events. Watershed hydrographs were prepared based upon the 8/24/01 Revised 10/10/01 01-0030 Preliminary BODR 5-1 03— 286 South Florida Water Management District's rainfall distribution curve presented in their Basis of Review document. Stormwater runoff modeling was performed, considering the following design storm recurrence intervals: Design Storm 1. 5 -year, 24-hour event 2. 10 -year, 24-hour event 3. 100 -year, 72 -hour event Hydraulics Level of Service Street Flooding Street Flooding (Crown of Road) House Flooding Watershed hydraulic simulations were performed utilizing the ICPR computer software system. Modeling of the project area was based upon accepted hydraulic principals to determine conveyance capacities of culverts and ditches. SFWMD/DERM Controls Stormwater management controls, as promulgated under Chapter 40E of the Florida Administrative Code, were utilized in the preparation of the stormwater management plan for the MCHZP. Existing Facilities The study area contains a fairly extensive "closed" stormwater management system with one know connection to the City's drainage system in NW 62nd Street that eventually connects to the County's drainage system in NW 17`h Avenue and on to the Little River. A "closed" system is one that lacks a discharge point to disperse runoff off-site to either a lake, canal, ocean, etc. The existing stormwater management system consists of a series of interconnected covered drainage trenches with solid piping connecting the various covered trenches. This interconnecting of the covered trenches gives the entire neighborhood a mechanism of dispersing runoff into the ground even if a certain portion of the covered trench system is clogged or not functioning properly. The existing roadways consist of approximately twenty two (22') feet of road, a two (2') foot valley gutter, a seven (7') foot paved parking space and a five (5') foot sidewalk. Runoff is collected in the valley gutters and conveyed to the stormwater management system catch basins or inlets. The runoff then flows into the interconnected covered trenches and is dispersed into the ground over time. This method of dispersing runoff through a series of covered trenches is a common stormwater management system in Dade County. 8/24/01 Revised 10/10/01 01-0030 Preliminary BODR 5-2 03- 286 Typical Catch Basin Location The existing stormwater management system has been determined to adequately control flooding throughout the neighborhood for lesser storm events. However, during large storm events the system has shown some signs of requiring additional improvements in order to provide a better level of service for the neighborhood. Drainage Basin Characteristics Throughout the project area, watershed characteristics for each of the individual drainage areas were established for use in the hydrologic modeling of the site. The study area consists of several independent drainage basins that are interconnected through culverts. Some of the drainage basins do not have interconnects to other areas and simply must rely on the covered trench within that basin to provide flood protection. Within the project area smaller drainage areas (sub -basins) were established based on the best available topography and land use. These sub -basins along with the watershed characteristics were utilized in the stormwater drainage model. Watershed characteristics for each drainage area are as follows: • Topography • Groundwater Table • Time of Concentration • Curve Numbers • Drainage Areas • Impervious Area 8/24/01 Revised 10/10/01 01-0030 Preliminary BODR 5 -3 03- 286 Table 5-1 provides a summary of the existing drainage basin characteristics within the Model City Homeownership Zone Project area. Table 5-1 Drainaee Basin Data Basin Name Basin Curve No. Basin TC (Min.) Basin Impervious Area (Ac.) Bldg. Pavt. Water Imperv. Tntsal Basin Perv. (Ac.) Basin Area (Ac.) A 77 19 1.0 0.88 0 1.88 1.04 2.92 B 77 35 4.5 4.86 0 8.36 3.52 12.88 C 77 28 9.8 11.6 0 20.4 8.8 30.25 D 75 15 3.7 5.4 0 9.1 6.4 15.5 E 75 30 6.1 9.3 0 15.4 11.2 26.6 F 75 23 0.7 1.0 0 1.7 1.2 2.90 G 75 31 1.6 2.3 0 3.9 2.8 6.73 H 75 28 1.95 2.8 0 4.8 3.33 8.13 I 75 32 4.2 6.0 0 10.2 7.15 17.35 J 75 24 1.6 2.3 0 3.9 2.57 6.47 K 75 29 1.5 2.15 0 3.65 2.5 6.15 Topography Topographic for the neighborhood was based on Roadway as -built drawings for the neighborhood. The lowest Catch Basin grate in each drainage basin was used as a low point in that particular basin and the highest road crown elevation plus six (6") inches was utilized as the high point in each particular basin. At this time, this was the best information available to establish stage -storage relationships for each individual basin Finish Floor Elevations were assumed to be eighteen (18") inches above the lowest road crown elevation for a particular drainage basin. Groundwater Table Elevations Seasonal high groundwater table elevations throughout the study area were conservatively estimated at 3.0 feet NGVD based on the SFWMD groundwater data available on their Web Site. Time of Concentration Time of concentration was calculated for runoff travel from the farthest point in each basin to the lowest or minimum ground surface elevation, designated as the pickup point for the stormwater conveyance system. Time of concentration for each sub -basin was estimated by adding runoff travel times for overland and pipe flow. Travel time for overland flow was estimated as the travel length divided by an overland flow velocity 8/24/01 Revised 10/10/01 01-0030 Preliminary BODR 5-4 03- 286 extracted from Soil Conservation Service (SCS) charts relating land surface roughness coefficients to surface slope. An average velocity of 2 -feet per second (2 fps) was used to estimate travel time through pipes. Curve Numbers Curve numbers are key input parameters used to model design storm events. Curve numbers for each basin were estimated by the SCS formula on the basis of soil storage. Ground storage represents the amount of storage available in the soil profile above the water table. It was estimated in accordance with procedures recommended by the SFWMD Permit Manual (1994). For each basin, soil storage was determined as a function of the depth to the seasonal high ground water table, and adjusted by the amount of pervious area. Drainame Areas (Sub -Basins) Drainage basins were delineated based on topography and land use, and digitized into an electronic base map file of the study area. Drainage Areas, sizes, and their respective topography, were calculated by utilizing the electronic basin map file. Impervious Areas Impervious areas were estimated from aerial photography and typical lot layouts for single family, multi -family and commercial developments. For residential and commercial land uses, impervious areas were estimated for representative portions of the study area. The calculated percentages were then applied to the appropriate land use type within the study area. Building areas were estimated by taking the average home size for residential areas and multiplying by the number of homes in the basin. Model Construction Advanced Interconnected Pond Routing (AdICPR) model Version 2.1 was used as the analysis tool to design and size all drainage facilities. The model was used to generate flood hydrographs for each sub -basin, route design flood hydrographs through the drainage system, and estimate flood stages and duration of flooding. The modeling capabilities of AdICPR include hydrograph generation, hydrologic routing and hydraulic routing. AdICPR is an effective tool in modeling the study area because of its hydrodynamic capability allowing modeling of the variable tail water conditions, flow reversals, looped hydraulic networks and hydrodynamic open channel routing. Drainage sub -basins were developed for the stormwater models and are represented by nodes. Hydrographs for each node were generated and combined with incoming flows from other nodes. Within each basin a stage -storage relationship was developed to allow 8/24/01 Revised 10/10/01 01-0030 Preliminary BODR 5 - 5 03- 286 for street and ground storage, which may occur if the capacity of either the existing or proposed stormwater management systems is exceeded. Rainfall Design Rainfall amounts used in the stormwater models were averaged between the isohyetal maps given in the SFWMD Manual (1994) are as follows: Storm Event Rainfall Inches 5 -Year, 24 -Hour 6.5 10 -Year, 24 -Hour 9.0 100 -Year, 24 -Hour 16.0 A factor of 1.359 was used to convert rainfall amounts from 24 hour to 72 hour events. Hy rograph Generation The hydrographs utilized for this report were based on the SCS Unit Hydrograph Method, UH256, with a peaking factor of 256 for both the 1 -day storm events and the 3 -day storm events. Pipes The proposed drainage system was modeled using circular and elliptical pipes. A Manning value (n) of 0.012 was used for all proposed drainage pipe as well as existing HDPE and concrete pipe while a Manning value of 0.024 was used for existing corrugated metal pipes. Basin Storage Represented as an elevation -area relationship between the lowest and highest elevations within each basin. The elevation -area relationship is used to calculate available storage and extent of flooding that may occur in low-lying basin areas if the drainage system cannot provide adequate relief. For each basin, elevation -area (stage -storage) was estimated using the topography provided by field survey and aerial topography. A basin's available storage area was calculated as the net area remaining after the building areas had been deducted. Cover Open Trenches Covered open trench systems were modeled as variable flow diversion devices. The trench systems divert runoff into the ground along their length. The developed infiltration rates utilized only discharge out the sides and bottom of the trench and were reduced by a factor of two (2) to account for long-term average performance. The rate of discharge varies with the water surface elevations and does not discharge at its "peak" rate until the water surface 8/24/01 Revised 10/10/01 01-0030 Preliminary BODR 5-6 03- 2p6 elevation reaches the top of the trench at average elevation 10.0 NGVD. The inverts of the existing trench systems were set at elevation 0.00 NGVD with a groundwater elevation at 3.00 NGVD. A k value, which represents a soils capacity to absorb infiltration was assumed to be 2.0 x 104- This rate is a fairly conservative estimate for the type of geological material in the neighborhood. Modeling Results Stormwater modeling of the existing drainage systems were performed for three different storm events: 5 -year, 24-hour 10 -year, 24-hour 100 —year, 72 -hour Results of the stormwater modeling for the existing and proposed drainage systems are presented on Table 5-2 and Table 5-3. The existing drainage system can be found on Figure 5-1 and the existing basin boundaries and pipe network can be found on Figure 5- 2. Table 5-2 reflects the peak flood stages within each basin for specific storm events. The 5 -year, 1 day and 10 -year, 1 day peaks stages are compared to the minimum existing road crown elevation within each basin. The 100 -year, 3 day storm peak stage within each basin is compared to the lowest existing finish floor elevation within each basin. The lowest finish floor elevations were estimated based on the available topography as previously described. Existing Surface Water Management System The existing surface water management system was modeled for each of the design storm events with the results listed in Table 5-2. The existing drainage system consists of interconnected covered open trenches as the primary mechanism to disperse runoff in the neighborhood The capacity of each of this system, along with the internal systems, was modeled to determine their effectiveness in routing storm events. 8/24/01 Revised 10/ 10/01 01-0030 Preliminary BODR 5 - 7 03- 286 48' 42' W. r +, 1119111, visit it toIL `<< L NORTHWEST NEIGHBORHOOD IMPROVEMENT PROJECT N 0 150 300 600 GRAPHIC SCALE IN FEET LEGEND 0 EXISTING STORM MANHOLE ■ EXISTING CATCH BASIN —'— EXISTING 3' WIDE SLAB COVERED TRENCH EXISTING STORM DRAINAGE LINE W RCP--\ EXISTING STORM DRAINAGE PLUG 24' 1 FIGURE 6-1 EXISTING SURFACE WATER MANAGEMENT SYSTEM CRAVEN • THOMPSON AND ASSOCIATES, INC ENGINEERS t PLANNERS • SURVEYORS 3563 N.W. 53RD STREET, FORT LAUDERDALE FLORIDA 33309 FAX: (954) 739-6409 TEL: (954) 739-6400 FLOE DA LICENSED ENGWAM FIG, SURWO C k YAPPIK Buspa 5 No. 271 FLORDA LICENSED LANOSCAK AROVEC7URE 9USNEW No. C000114 Y�l?KA. SIICYI+LJtFAN �3 ?M[ ?MOFfA?Y IX O?AlE+. TNfY.544 t ASS0b�iG4 NiG µD 9iti. N^T BE !oL'tW.l',�: >: MtigF 9 Ri C�?T MIMUT i�Jw d' IX.�-1N�MRJA t S$^... MOTNG OU1fli 1M0robT)[: t 4J(:thS a.'t. IITV!'!Mi!T :y iaX�'�C■ 4,9' RCF 42' RCP W, Rcp 30' RCP 24' RCP NORTHWEST NEIGHBORHOOD IMPROVEMENT PROJECT 0 150 300 600 GRAPHIC SCALE IN FEET EXISTING STORM MANHOLE EXISTING CATCH BASIN EXISTING 3' WIDE SLAB COVERED TRENCH EXISTING STORM DRAINAGE LINE EXISTING STORM DRAINAGE PLUG DRAINAGE AREA BOUNDARY OFFISTE DRAINAGE AREA E DRAINAGE AREA DESCRIPTION 6.59 acre DRAINAGE AREA ACREAGE FIGURE 6-2 DRAINAGE BASIN AREA MAP orCRAVEN • THOMPSON AND ASSOCIATES, INC. ENGINEERS • PLANNERS • SURVEYORS 3563 N.W. 53RD STREET, FORT LAUDERDALE, FLORIDA 33309 FAX: <954) 739-6409 TEL: (954) 739-6400 FLORIDA LICENSED O MERIK SURVEYING t NAPPING BUS04M Na 271 FLORIDA LICENSED LANDSCAPE ARCHIIECTURE BUSINESS Nm CDOM14 kA E .11E PIICAEPTT d CRAW£ .TNOIPi911 t AS90fAA1G5 111:. ANL lhAi1 NaT K W W M W PAST WTI T PF)YA'9 T ypy'W t o ATE& NC. A w ?NOK?5<ki k LNC. JP"AiWT Q) U�r Table 5-2 Flood Stages - Road Crown & Finish Floor Existine Conditions Basin Min. Existing Designation Road Crown EI (FT-NGVD) Lowest Ext. Finish floor EL. (FT-NGVD) 5 yr / I day Flood Stage (FT-NGVD) 10 yr / 1 day Flood Stage (FT-NGVD) 10 yr / 1 day Road crown Flood depth FEET 100 yr / 3 day Flood Stage SFT-NGVD) 100 yr / 3 day Finish floor Flood depth F( EET� A 12.05 13.55 12.13 12.54 0.49 13.02 - B 8.25 9.75 7.93 8.48 0.23 9.95 0.20 C 9.55 11.05 9.43 9.97 0.42 10.67 - D 12.05 13.55 10.90 11.58 - 12.02 - E 11.45 12.95 10.99 11.46 - 11.95 - F 11.55 13.05 11.42 11.79 0.24 12.23 - G 11.55 13.05 11.08 11.66 0.11 12.15 - H 11.55 13.05 11.14 11.54 - 11.98 - 1 11.55 13.05 10.89 11.28 - 11.70 - 1 11.55 13.05 1 11.19 11.54 - 11.96 - K 12.05 13.55 1 11.86 12.17 0.12 12.53 - Minimum Road Crowns assumed to be nine (9") inches above lowest point in basin Minimum Finish Floors assumed to be eighteen (18") inches above lowest Road Crown elevation. The existing drainage system adequately protects the lowest existing road crown elevation during a 5 -year 1 -day storm event. However, during a 10 -year 1 -day storm event only five (5) of the eleven (11) basins have their respective lowest road crown elevations protected. The depths of flooding above the lowest road crown elevation range from one (1 ") inch to eight (8") inches. The time these lowest road crowns are submerged ranges from fifteen (15) minutes to approximately four (4) hours. The 100 - year 3 -day storm event shows potential flooding of the lowest finish floor elevation in one (I) of the eleven (11) basins. The depth of flooding ranges from three (3") inches to six (6") inches with a duration of three (3) to four (4) hours. Although these durations and depths may seem excessive at first glance, the information and data utilized for the flood routing model is limited in accuracy to roadway design drawings. The assumptions made for lowest finish floor elevations may not necessarily represent a true depiction of the elevations. A field survey should be performed to accurately determine the finish floor elevations in the neighborhood. Proposed Surface Water Management System Several different surface water management system options were investigated for the different neighborhoods. The following offer a brief description of some of the options that were considered for improvements to the existing surface water management system: 8/24/01 Revised 10/10/01 01-0030 Preliminary BODR 5 - 8 03- 286 1. Provide positive outfalls to either the D? 3e County's existing trunk line drainage systems in NW 17th Avenue or FDOT's existing trunk line in NW 54th Street. 2. Provide additional exfiltration trenches to provide increased capacity to the existing series of covered open trenches. The proposed system improvements should not require any other utilities to be replaced because of the stormwater management system upgrades. These upgrades will consists of localized improvements on a street by street basis and not a complete removal and reinstallation of the surface water management system. The proposed improvements to the existing surface water management system flood routings results can be found in Table 5-3. Table 5-3 Flood Stages - Road Crown & Finish Floor Proposed Conditions Node Designation Min. Existing Road Crown El (FT-NGVD) Lowest Ext. Finish floor EL. !FT-NGVD) 5 yr / 1 day Flood Stage (FT-NGVD) 10 yr / 1 day Flood Stage (FT-NGVD)F( 10 yr / I day Road crown Flood depth EET1 100 yr / 3 day Flood Stage (FT-NGVD) 100 yr / 3 day Finish floor Flood depth F( EET) A 12.05 13.55 9.88 11.90 - 12.51 - B 8.25 9.75 7.29 8.01 - 9.31 - C 9.55 11.05 9.19 9.81 0.26 10.57 - D 12.05 13.55 10.29 11.37 - 11.88 - E 11.45 12.95 10.91 11.40 - 11.93 - F 11.55 13.05 11.03 11.45 - 11.94 - G 11.55 13.05 10.79 11.48 - 112.07 - H 11.55 13.05 11.11 11.52 - 11.97 - 1 11.55 13.05 10.89 11.28 - 11.70 - 11.55 13.05 11.19 11.54 - 11.96 - K 12.05 13.55 11.71 12.03 - 12.41 - Minimum Road Crowns assumed to be nine (9") inches above lowest point in basin Minimum Finish Floors assumed to be eighteen (18") inches above lowest Road Crown elevation. One of the basins experiences flooding of the lowest road crown elevation by three (3") inches during a 10 -year 1 -day storm event. All of the basins finish floors are protected from the 100 -year 3 -day storm event in the proposed conditions. 8/24/01 Revised 10/10/01 01-0030 Preliminary BODR 5 - 9 286 Evaluation of Water Quality Impacts Since the neighborhood surface water management system does not have a positive outfall from the site, the water quality implications are greatly reduced. Any additional piping or exfiltration trench system added to the existing system will provide water quality treatment and water quantity treatment. If the proposed improvements allow a positive connection to the existing City trunk line drainage system, water quality requirements will be met via the installation of control weirs in the existing structures prior to discharge offsite. The control weir will create a "dam" a hold back stormwater, thus forcing it into the groundwater and soil which provides the filtration mechanism to "clean" the runoff. 8/24/01 Revised 10/10/01 01-0030 Preliminary BODR 5- 10 03- 28S SECTION 6 - ROADWAY PAVEMENT AND SIDEWALKS Existing Conditions Model City Homeownership Zone Project contains approximately five and one-half (5 '/2) miles of roadways within the neighborhood. The Rights -of -Way are generally fifty -feet (50') wide with roadway widths generally of twenty two -feet (22'), a two (2') foot valley gutter, a seven (7') foot wide on -street parking spaces and a five (5') foot wide sidewalk. The roadways within MCHZP are in fair to poor condition but deterioration of the roadway pavement is in evidence in several locations throughout the project. A two (2') foot wide concrete valley gutter is located on the edge of pavement throughout the neighborhood. A seven (7') foot wide parallel parking strip is located adjacent to the valley gutter and is constructed of asphalt concrete pavement. Landscape planter islands exist between the sidewalk and the edge of pavement, sporadically spaced along the streets and avenues. Concrete sidewalks exist throughout the neighborhood and vary in width from four (4') feet to five (5') foot widths and show signs of aging. Cracks, discoloration, missing pieces of sidewalk can be found in several locations throughout the neighborhood. 8/24/01 Revised 10/10/01 01-0030 Preliminary BODR Typical Roadway 6-1 03- 286 r Infrastructure Improvements Throughout the neighborhood the construction of proposed improvements to the stormwater management system, water distribution, and wastewater collection and transmission systems will not require the entire roadway to be opened and excavated. Rather, small areas of the existing roadways will require excavation to install any proposed improvements to the infrastructure. The improvements proposed to the stormwater management, water distribution and wastewater collection and transmission systems would only require pavement restoration method of restoring the roadway to grade and structural integrity. If the overhead utilities, FPL, BellSouth and Adelphia are relocated underground, the roadways may require some restoration work. These utilities may be relocated into easements behind the sidewalk, thereby only requiring pavement restoration at cross streets only. However, acquisition of easements will only be necessary if the City decides to place the overhead utilities underground and those Utility Companies require a separate easement as opposed to relocating in the public Rights -of -Way. As part of the improvements to the Rights of Way, decorative street lighting was discussed as a possibility. Decorative streetlights were determined to cost approximately $3,000 per pole. It is assumed that three (3) poles per east -block and one (1) per north - south block would be needed to provide ample lighting for the neighborhood. Recommended Improvements All residential roadways within the Model City Homeownership Zone Project study area are proposed to be milled and resurfaced. The milling operation would remove �I approximately one (I") inch of asphalt and receive a new layer of asphalt ranging from one (1") inch to one and one-half (1'/Z") inches thick. The different asphalt thickness will be used to increase the longitudinal slope of the road to provide better capability of removing stormwater from the roadways. The City of Miami is currently acquiring the property north of NW 58th Street. This area will receive the majority of the redevelopment in the neighborhood. The properties will be demolished and new townhomes and single family homes will be constructed. Since this area will be completely redeveloped, the opportunity exists to change the typical roadway layout present in the neighborhood. A twenty two (22') foot wide roadway a nine (9') foot grassed swale and a five (5') foot sidewalk could be used in lieu of the existing neighborhood roadway section. This section will allow a larger area for landscaping, provide more pervious area tot he neighborhood and eliminate car parking along the street side. The area south of NW 58`h Street will not be redeveloped to the extent of the northern area. This area should remain with the typical roadway section of road, valley gutter, paved parking, sidewalks and street tree planter islands. The residents in this area utilize the paved parking areas for both on street parking and access to the properties. Figures 6-1 and 6-2 depict the cross sections and options for Rights of Way improvements previously described. 8/24/01 Revised 10/10/01 01-0030 Preliminary BODR 7 6-2 03- 286 LOCAL SUBDIVISION ROADS (N.T.S.) TYPICAL CROSS SECTION DETAIL LOCAL SUBDIVISION ROADS M.T.S.) TYPICAL ACCESS RAMP DETAIL FINISHED GRADE �- --r-- CONCRETE TOP SLAB W.E. = 3.0 N.G.V.D. TRENCH BOTTOM = 0.0 N.G.V. 3' WIDE OPEN TRENCH TYPICAL SLAB COVERED TRENCH DETAIL (N.T.S.) 18" SLOPE VARIES 4" FINISHED GRADE SLOPE VARIES- N ? STABILIZED SUBGRADE 2_4 CONT.- JI- UMfROCK BASE .' BA STABILIZED 12" SUBGRADE THICKENED EDGE SIDEWALK DETAIL FOR SIDEWALK ADJACENT TO PAVEMENT AREAS NORTHWEST NEIGHBORHOOD IMPROVEMENT PROJECT LEQEND { FILL/GRAVEL IC aASPHALT 50' R/W RIGHT-OF-WAY R/W 5' 7 2' 11. 11' 2' 7' LANE THICKENED EDGE THICKENED V.G. DRIVING LANE DRIVING LANE V.G. PARKING EDGE PARKING LANE SIDEWALK SIDEWALK LOCAL SUBDIVISION ROADS (N.T.S.) TYPICAL CROSS SECTION DETAIL LOCAL SUBDIVISION ROADS M.T.S.) TYPICAL ACCESS RAMP DETAIL FINISHED GRADE �- --r-- CONCRETE TOP SLAB W.E. = 3.0 N.G.V.D. TRENCH BOTTOM = 0.0 N.G.V. 3' WIDE OPEN TRENCH TYPICAL SLAB COVERED TRENCH DETAIL (N.T.S.) 18" SLOPE VARIES 4" FINISHED GRADE SLOPE VARIES- N ? STABILIZED SUBGRADE 2_4 CONT.- JI- UMfROCK BASE .' BA STABILIZED 12" SUBGRADE THICKENED EDGE SIDEWALK DETAIL FOR SIDEWALK ADJACENT TO PAVEMENT AREAS NORTHWEST NEIGHBORHOOD IMPROVEMENT PROJECT LEQEND { FILL/GRAVEL CONCRETE WALK/DRIVEWAY/TOP SLAP aASPHALT PAVEMENT R/W RIGHT-OF-WAY fL CENTERLINE D.W.E. DESIGN WATER ELEVATION FIGURE 6-1 PAVEMENT & DRAINAGE CROSS SECTIONS & DETAILS CRAVEN • THOMPSON AND ASSOCIATES, iNC. ENGINEERS d PLANNERS • SURVEYORS 3563 N.W. 53RD STREET, FORT LAUDERDALE. FLORIDA 33309 FAX: (954) 739-6409 TEL: (954) 739-6400 FLORWA LICENSED ENG WmrR SURYEYNG # YAPPNC BUSINESS " 271 FLDMA UCO M LANDSCAPE ARCHITECTURE BUSNESS No. 0000114 +. �x.0 a�*n ties rs r.,c rdoacar. auwr ,+-.�.wnv+ a nssoc.rec ><c — 2 g 9E a!9RGG1Q� 'N w�01E id r i.Yt' rTk0.'r aFP.rd551(r C!' J4�£Ii l!b4c�Cfi d . 93:Aa "IniVG '.%.'RY iFSw'Sa d A4GOt?iS xt. llKuN' ti iSi: LINE 8i TYPICAL `SINGLE FAMILY ! RESIDENCE LANDSCAPED ;. PLANTER '----- - --- -' DRIVEWAY R/W LINE 5' TRANSITION 5'.CONCREWALK 7' PARKING LANE ( 7 ss 4' CURB REVEAL 11' DRIVING LANE 2' VALLEY GUTTER DRIVEWAY FLUSH LOCAL SUBDIVISION ROADS TYPICAL R/W CROSS SECTION OPTION A (ON STREET PARKING) .PROPERTY LINE 1 TYPICAL SINGLE FAMILY RESIDENCE 1-=--- - .- DRIVEWAY i R/W LINE • SIDEWALK FLUSH 49'GRASS ITH SOD 5' CONCRETE'.WALK • . a SWALE ° 25' I 11' DRIVING LANE it LOCAL SUBDIVISION ROADS TYPICAL R/W CROSS SECTION OPTION B (SWALE) NORTHWEST NEIGHBORHOOD IMPROVEMENT PROJECT LEGEND ;, BUILDING LIMITS �- El CONCRETE WALK/DRIVEWAY F-1 ASPHALT PAVEMENT R/W RIGHT—OF—WAY fL CENTERLINE FLOW ARROW FIGURE 6-2 OPTIONS FOR R/W IMPROVEMENTS CRAVEN • THOMPSON AND ASSOCIATES, INC. ENGINEERS - PLANNERS • SURVEYORS 3563 N.W. 53RD STREET, FORT LAUDERDALE, FLORIDA 33309 FAX: (954) 739-6409 TEL.: (954) 739-6400 FLORIDA LICENSED 040MEERP4 SURVEYMO ! MAPPMO BUSINESS Na 271 FLORIDA LICENSED LANDSCAPE AKCMTECTURE BUSINESS Na COOM14 MA'CR,t:. A86 9+�MN :=gfOn t� T4C Pk�R^' S t4i'.4�. T.:JMFTnY: • ♦�a50CA'E:. Y NE 54(1 nom^ Wi^."iu tiVF.N T+'JMPSA. • 14:"Ja-rS iii. :�Pw:,:M' ._ .34: SECTION 7 - LANDSCAPING Existing Conditions Existing trees in neighborhoods consist of Ficus, Black Olive, Palms and several other species of trees. The trees are generally located either at intersections or planter islands sporadically spaced throughout the neighborhood. Several planter islands either have no trees or plantings in them or are in disarray, broken curbing, cracked and raised sidewalks, etc. There is no true definable planting scheme throughout the neighborhood. The figure below depicts a typical landscape island in disrepair. Typical Planter Island Recommended Improvements The neighborhood roadways handle the pedestrian and traffic collection and serve as important visual corridors and create a residential "feel" to a community. The proposed improvements will provide new street trees on all roadways to create this neighborhood "feeling" and direct persons to common meeting places. The trees will consists of Live Oaks, Crape Myrtle, Palms and other assorted species. Figure 7-1 depicts a typical tree island planting for any given street within the neighborhood. 8/24/01 Revised 10/10/01 01-0030 Preliminary BODR 7-1 03- 286 NORTHWEST NEIGHBORHOOD IMPROVEMENT PROJECT v 0 30 60 120 l GRAPHIC SCALE IN FEET YELLOW TRUMPET TREE R/W LINE INDIAN HAWTHORN I-2 LfGUSTRUM TREE`. LOCAL SUBDIVISION ROADS TYPICAL LANDSCAPE DESIGN (LOCATION OF PROPOSED PLANTERS MAY CHANGE DUE TO IRREGULAR LOT SIZES) TYPICAL PLANTER DETAIL (NOT TO SCALE) FIGURE 7-1 PROPOSED LANDSCAPE PLANTERS 7" CRAVEN • THOMPSON AND ASSOCIATES, INC. ENGINEERS • PLANNERS • SURVEYORS 3563 N.W. 53RD STREET, FORT LAUDERDALE. FLORIDA 33309 FAX (954) 739-6409 TEL.: (954) 739-6400 FLORIDA LICENSED ENGINEERING, SURVEYING i MAPPING BUSINESS No. 271 FLORIDA LICENSED LANDSCAPE ARCHITECTURE BU9NESS No. C000114 ..AI OF aw„6 = ,N :�.� , Nm 86 Entrance signs 1 These features are intended to enhance neighborhood appearance, respect, image, identity, and offer a "sense of place" to visitors, guests, and residents. Only selected streets are to be provided with entry feature treatment and street trees to better define particular high volume corridors, guide persons to common meeting areas, and offer a distinctive transitional space between neighborhoods and major collector streets. Figure 7-2 depicts a typical major and minor entrance feature sign. 1 Planting material may vary due to the potential for the overhead utilities to be relocated underground. If the overhead utilities remain trees shall be Silver Trumpet, Silver Buttonwood, Crape Myrtle, Japanese Privit or Wax Myrtle. If overhead utilities are not a concern trees can include Live Oak, Laurel Oak, Wild Tamarind, Mahogany, Gumbo Limbo, Red Maple or Green Buttonwoods. 1 i 1 i 1 1 1 1 i �J 8/24/01 Revised 10/10/01 01-0030 Preliminary BODR 7-2 03- 286 SMALL FLOWERING TREE .J7& MINOR ENTRY SIGN SCALE: 1/2" = 1'0" TYPICAL ENTRY FEATURES SMALL EVERGREEN TREE SOLITAIRE PALMS MAJOR ENTRY SIGN SCALE: 1/2" = 1'0" Ilk��>we��r��rirr�i r Ilast NORTHWEST NEIGHBORHOOD IMPROVEMENT PROJECT 0 1 2 4 GRAPHIC SCALE IN FEET FIGURE 7-2 PROPOSED ENTRY FEATURES C`ICRAVEN • THOMPSON AND ASSOCIATES, INC. ENGINEERS • PLANNERS • SURVEYORS 3563 N.W. 53RD STREET, FORT LAUDERDALE, FLORIDA 33309 FAX: (954) 739-6409 TEL.: (954) 739-6400 FLORIDA LICENSED ENGINEERING, SURVEYING k MAPPING BUSINESS No. 271 FLORIDA LICENSED LANDSCAPE ARCHITECTURE BUSINESS No. C000114 WAmut MIORM MEM n 1E PROPERTY OF WAVEH-11O RIM • AlotlATM OEC AMD MULL NOT K RULE== IN WHOLE M N PMT IMN= PONO33 / of MAVEN-1fOi9W t AMIOEAIM W— WING MAVEN • IHMMM • M9oEAlm EIC cormuo T amm SECTION 8 — OVERHEAD UTILITY LINES Introduction Overhead utilities, FPL, BellSouth and ATT cable, exist throughout the neighborhood on power poles. The power poles are mainly constructed of concrete with some wooden poles existing. The poles are generally located either at the front edge or back edge of the sidewalks. The majority overhead utilities are proposed to be placed underground as part of the improvements to the neighborhood if costs do not prohibit this activity. The overhead utilities have become an "eye sore" to the City for the purpose of NW 58`h Street this redevelopment project. The utility companies have been contacted in regards to the possibility of relocating the overhead facilities underground. Some of the streets in the neighborhood have two (2) sets of pole lines on each side of the street. NW 58th Street has an existing FPL transmission line located on the south side of the street. This transmission line provides power from one FPL sub -station to another. The power "passes" through the neighborhood and is not necessarily the source of power for the neighborhood. Replacement of the transmission line is not proposed to be relocated to an underground system due to impractical costs and easements required undertaking such an operation. 2/24/01 Revised 9/24/01 01-0030 Preliminary BODR 8-1 03- 286 The FPL facilities visible on almost every other street are mainly distribution lines, which do serve the neighborhood. BellSouth facilities are located on the power poles which are also being considered to be relocated underground along with ATT cable. There are also several cases where redundancy of utility lines on the poles create an aerial "mess" within site of any traversing the neighborhood. These situations would be eliminated if the relocation of the overhead utilities are placed underground. Overhead Wires 8/24/01 Revised 9/24/01 01-0300 Preliminary BODR 8-2 03- 286 r r r i l 1 SECTION 9- COST ESTIMATE Genera! Preliminary construction cost estimates have been developed for all of the recommended improvements. These estimates are based upon previous neighborhood improvement contract unit prices and the applicable inflation applied to reflect 2001 dollars. The construction cost estimate reflects only capital improvements. A construction cost estimate can be found on Table 9-1. Water Distribution The water distribution system cost estimate includes minor costs which may be associated with upgrades to the fire hydrant spacing and miscellaneous improvements, such as replacement of water services, repair of leaks as discovered by WASD, etc. The water distribution system preliminary construction cost estimate for the MCHZP is approximately $287,500. Wastewater Collection and Transmission The wastewater collection and transmission system improvements will consist of minor adjustments to the existing system such as new sanitary sewer laterals, replacement of laterals determined to be leaking, or other incidental repairs to the existing gravity lines. The preliminary construction cost estimate for the wastewater collection and transmission system is approximately $200,000. Stormwater Management System The stormwater management system for the MCHZP has more improvements proposed than both the water system and sanitary sewer system combined. The improvements are not major but only localized additions to the existing surface water management system. The improvements consist of additional exfiltration trenches and possibly connections to the county's or FDOT's trunk line system. The preliminary construction cost estimate for the MCHZP stormwater management system is $680,000. 8/24/01 Revised 10/10/01 01-0030 Preliminary BODR 9 - 1 03— 286 r rRoadways and Sidewalks a+ The preliminary construction cost estimate for roadway work and sidewalks entails clearing and disposal of existing sidewalks, paved parking area and valley gutters, milling and resurfacing the roadways, replacing the sidewalks, parking areas and valley gutters, decorative street lighting and installing landscape planter islands. The preliminary construction cost estimate for roadway and sidewalk improvements within MCHZP is $3,493,550. Landscaping j Preliminary landscaping estimates include street trees, sod, entry features, etc. The preliminary construction cost estimate for the landscaping improvements is $750,000. Overhead Utilities Preliminary costs for the relocation of FPL, BellSouth and Adelphia cable overhead facilities, with the exception of the FPL Transmission line, including reconnection to dwelling units, acquisition of easements and cabinetry for the individual Utility is $9,013,438. Summary Table 9-1 depicts a summary of the total preliminary costs for design, construction and miscellaneous costs associated with providing the proposed infrastructure improvements t for MCHZP. The estimate of costs reflects the recommended design scenarios as presented within this study. There are, however, several variations discussed within the text of this report that may either increase or decrease the overall costs as estimated in Table 9-1. i ME 8/24/01 Revised 10/ 10/01 01-0030 Preliminary BODR 9 - 2 03 - ME r r r r r r r Model City Homeownership Zone Project PRELIMINARY CONSTRUCTION COST ESTIMATE - SUMMARY TABLE 9-1 WATER DISTRIBUTION SYSTEM $ 287,500 WASTEWATER SYSTEM $ 200,000 STORMWATER DRAINAGE SYSTEM $ 680,000 ROADWAYS & SIDEWALKS $ 3,493,550 LANDSCAPE IMPROVEMENTS $ 750,000 OVERHEAD UTILITY RELOCATION $ 9,013,438 SUBTOTAL INFRASTRUCTURE COST $ 14,424,488 ENGINEERING DESIGN AND CONSTRUCTION ADMINISTRATION (25%) $ 3,606,122 SUBTOTAL $ 18,030,610 CONTINGENCIES (10%) $ 1,803,061 TOTAL $ 19,833,671 (1) (1) Cost estimate in 2001 dollars - ENR 20 Cities Index for August 6, 2001 - 6388.64 8/24/01 Revised 10/10/01 01-0030 Preliminary BODR 9-3 03- 286 fModel City Homeownership Zone Pt t rPRELIMINARY CONSTRUCTION COST ESTIMATE rWATER DISTRIBUTION SYSTEM Description Quantity Unit Unit Price Total rNew Water Service 250 EA750.00 $ $ 187,500 New Fire Hydrant 10 EA $2,500.00 $ 25,000 Miscelaneous Repairs 1 LS $75,000.00 $ 75,000 TOTAL WATER DISTRIBUTION SYSTEM $ 287,500 rWASTEWATER SYSTEM Description Quantity Unit Unit Price Total rRelocate/New Sanitary Service Laterals 250 EA $500.00 $ 125,000 Miscelaneous Repairs 1 LS $75,000.00 $ 75,000 rTOTAL WASTEWATER SYSTEM $ 200,000 F STORMWATER MANAGEMENT SYSTEM Description Quantity Unit Unit Price Total Exfiltration Trench 4' x 10' 18' RCP 2,000 LF $125.00 $ 250,000 Solid Pipe OVA 15" RCP 750 LF $40.00 $ 30,000 Clean Existing Drainage System 1 LS $50,000.00 $ 50,000 Remove Existing Inlets, Top Slabs, etc. and Replace with New Inlets, Top slabs, etc. 1 LS $100,000.00 $ 1,00,000 Storm Structures 50 EA $5,000.00 $ 250,000 t Subtotal $ 680,000 1 1 8/24/01 Revised 10/10/01 01-0030 Preliminary BODR 9-4 03- 286 rModel City Homeownership Zone F ct rPRELIMINARY CONSTRUCTION COST ESTIMATE rROADWAYS AND SIDEWALKS Description Quantity Unit Unit Price Total Demolition, Asphalt Parking, Sidewalks, 1 LS $400,000.00 $ 400,000 Valley Gutter, Planter Islands Mill and Resurface Roadway 80,250 SY $7.00 $ 561,750 Asphalt Parking On -Street 44,200 SY $17.00 $ 751,400 Valley Gutter 60,000 LF $12.00 $ 720,000 Type F Curb & Gutter 5,500 LF $10.00 $ 55,000 Type D Curb (Planter Islands) 3,850 LF $10.00 $ 38,500 rDecorative Sidewalks (4" & 6" Thick) Street Lights 36,460 140 SY EA $15.00 $ $3,000.00 $ 546,900 420,000 TOTAL ROADWAY & SIDEWALKS $ 3,493,550 LANDSCAPING Description Quantity Unit Unit Price Total Flowering Trees 80 EA $300.00 $, 24,000 F Small Evergreen Trees 400 EA $500.00 $ 200,000 Solitare Palms 120 EA $400.00 $ 48,000 Shrubs 5,200 EA $15.00 $ 78,000 Entry Feature Signs, Miscellaneous 1 LS $400,000.00 $ 400,000 j Landscaping throughout the Neighborhood $ 750,000 OVERHEAD UTILITIES Description Quantity Unit Unit Price Total FPL Relocation Duct Bank System 1 LS $3,152,500.00 $ 3,152,500 BellSouth Relocation Duct Bank System 1 LS $2,170,938.00 $ 2,170,938 A ATT Cable Relocation 1 LS $1,000,000.00 $ 1,000,000 Easement Acquisitions 1 LS $1,000,000.00 $ 1,000,000 FPL Hookup to customers Upgrade Panel 850 EA $800.00 $ 680,000 BellSouth Hookup to customers 850 EA $400.00 $ 340,000 ATT Cable Hookup to customers 850 EA $200.00 $ 170,000 i jll Restoration of Roadways, Private 1 LS $500,000.00 $ 500,000 Property, etc. for Duct Banks TOTAL OVERHEAD UTILITIES $ 9,013,438 8/24/01 Revised 10/10/01 01-0030 Preliminary BODR 9-5 03- 286