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2013-003 Engineering Standards ManualORDINANCE NO. 2013-003 AN ORDINANCE OF THE CITY OF OCOEE, FLORIDA, RELATING TO MINIMUM STANDARDS FOR THE DESIGN AND CONSTRUCTION OF FACILITIES IN THE CITY; ENACTING A NEW SECTION 6 -1.C. OF ARTICLE VI OF CHAPTER 180 OF THE CODE OF ORDINANCES OF THE CITY OF OCOEE; ADOPTING AN ENGINEERING STANDARDS MANUAL; PROVIDING FOR SEVERABILITY; PROVIDING FOR CODIFICATION; PROVIDING AN EFFECTIVE DATE. WHEREAS, the City Commission of the City of Ocoee has determined that the establishment of minimum acceptable engineering standards for materials, design, construction and layout for improvements is essential to the public health, safety and welfare of the citizens of Ocoee; and WHEREAS, the City Commission has determined that uniformity of acceptable engineering standards is of critical importance to the protection of the public health, safety and welfare; and WHEREAS, the City Commission desires to enact Section 6 -I.C. of Article VI of Chapter 180 of the Code of Ordinances of the City of Ocoee to adopt the City's Engineering Standards Manual attached hereto as Exhibit "A ". NOW, THEREFORE, BE IT ENACTED BY THE CITY COMMISSION OF THE CITY OF OCOEE, FLORIDA AS FOLLOWS: SECTION ONE. Authority The City Commission of the City of Ocoee has the authority to adopt this Ordinance pursuant to Article VIII of the Constitution of the State of Florida and Chapter 166, Florida Statutes, and Section C -8E of the Charter of the City of Ocoee. SECTION TWO. Chapter 180, Article VI, Section 6 -1.C. The following Section 6 -I.C. of Article VI of Chapter 180 of the Code of Ordinances is hereby created and reads as follows: Section 6-I.C. Engineering Standards Manual. The Code of Ordinances is amended by the adoption of the "Engineering Standards Manual," which may be amended from time to time and is available for purchase, or on the City's website. Compliance with the Engineering Standards Manual is hereby required. The requirements of the Engineering Standards Manual shall be superseded by the requirements established for Specially Planned Areas and by the requirements of the Comprehensive Plan. In the event of a conflict between Engineering Standards Manual and the Code of Ordinances, the most stringent and restrictive specification, condition and /or directive shall apply. For any matter not specifically addressed in the Manual, good engineering standards shall be practiced and shall be subject to approval by the City Engineer. SECTION THREE. Severability. If any section, subsection, sentence, clause, phrase, or portion of this Ordinance is for any reason held invalid or unconstitutional by any court of competent jurisdiction, such portion shall be deemed a separate, distinct, and independent provision and such holding shall not affect the validity of the remaining portion hereto. SECTION FOUR. Codification It is the intention of the City Commission of the City that the provisions of this ordinance shall become and be made a part of the Code of Ordinances of the City; and that sections of this ordinance may be renumbered or re- lettered and the word "ordinance" may be changed to "chapter," "section," "article," or such other appropriate word or phrase in order to accomplish such intentions; and regardless of whether such inclusion in the code is accomplished, sections of this ordinance may be renumbered or re- lettered and the correction of typographical errors which do not affect the intent maybe authorized by the City Manager, without need of public hearing, by filing a corrected or re- codified copy of same with the City Clerk. SECTION FIVE. Effective Date This Ordinance shall become effective upon passage and adoption. PASSED AND ADOPTED this th day of `� f 2013. �- - -- - Cam_ APPROVED: ATTEST: CITY OF OCOEE, FLORIDA Be ikenberry, City Clerk s S. Scott Vandergrift, Mayor ADVERTISED -',b =� 2013 READ FIRST TIME FIE 2013 READ SECOND TIME AND ADOPTED nl 2013 UNDER AGEN A ITEM FOR USE AND RELIANCE ONLY BY THE CITY OF OCOEE, APPROVED AS TO FORM AND LEGALITY, THIS tq day of , 2013 SHUFFIELD, LOWMAN & WILSON, P.A. BY: L�D 2 EXHIBIT A ENGINEERING STANDARDS MANUAL City of Ocoee Engineering Standards Manual MISSION This Engineering Standards Manual is a firm technical guideline for engineering materials' design, construction, and layout for all improvements that shall be dedicated, owned, and /or maintained by the City of Ocoee. INTRODUCTION The provisions of this Manual are established in order to effectively carry out the purposes of the Land Development Code of the City of Ocoee, in the interests of public health, safety, and welfare of the citizens and inhabitants of Ocoee, Florida. Should there be any discrepancy or conflict between the Engineering Standards Manual and any applicable City Codes, such as the Land Development Code, the most stringent and restrictive specification, condition and /or directive shall apply. If any item is not specifically addressed in this manual, good engineering standards shall be practiced and is subject to the City Engineer's approval. DISCLAIMER The City of Ocoee, in the form of this manual, its attachments and documents referenced herein, is attempting to provide the best available information in an electronic format. It is the responsibility of the recipient to ensure that this information is the most recent, up to date, and in its entirety, as was originally provided by the City. This information is provided as is, without warranty or guarantee of any kind. The entire risk, as to quality, performance, and accuracy, are with the recipient. In no event, is the City of Ocoee or its Staff liable for any direct, indirect, incidental, special, consequential, punitive or other damages whatsoever (including loss of profit, loss of information, interruptions, or other pecuniary losses) arising from the use of or inability to use this data. I agree to the terms and conditions set forth in this document, take me to the TABLE OF CONTENTS Engineering Standards Manual Table of Contents Article Article 1 General Provisions Underdrains 18 2 Definitions Sidewalk/Bike Paths, Concrete Curb, Etc. 19 3 Design Standards Chain Link Fence 20 4 Right -of -Way Utilization Grassing and Mulching 21 Site Preparation, Surface 5 Removal and Restoration Pavement Markings 22 6 Excavation, Trenching, and Backfilling Medians 23 7 Clearing and Grubbing Turn Lanes and Tapers 24 8 Earthwork Driveways 25 9 Subbase Utility Line Installation Requirements 26 10 Soil Cement Base Wastewater Facilities Design 27 11 Limerock Base Gravity Sanitary Sewers 28 12 Prime and Tack Coats for Base Course Sanitary Sewer Force Mains 29 13 Asphaltic Concrete Surface Course Sanitary Sewer Pump Stations 30 14 Cement Concrete Pavement Potable Water System 31 15 Quality Control Reclaimed Water System 32 16 Culverts and Storm Sewers Horizontal Directional Drilling 33 17 Inlets and Manholes Stormwater Management 34 Approved Manufacturer's List Engineering Details 2/20/2012 1 Of I TABLE OF CONTENTS Index 1.01 GENERAL 1.02 REFERENCE MATERIALS 1.03 PRE- CONSTRUCTION CONFERENCE 1.04 UTILITY COORDINATION 1.05 UTILITY CONSTRUCTION 1.06 START OF CONSTRUCTION 1.07 CONSTRUCTION COMPLETION 1.08 OFF -SITE POLLUTION PROTECTION 1.09 INSPECTION 1.10 TRANSFER OF PRIVATE OWNERSHIP 1.11 PROPERTY OWNERSHIPS 1.12 PLANS AND SPECIFICATIONS BACK 10 1 ;U31,E 01 CON I EN 1 S Section 1.01 GENERAL. The Standards set forth in this Manual are meant to provide minimum Standards for the design and construction of facilities which meet the following conditions: 1) Public and private facilities, to be constructed within the City's corporate limits. 2) Facilities to be dedicated to the City for ownership. 3) Facilities to become future additions to the City's utilities and transportation systems. This Manual is not meant to be totally restrictive in nature; that is, it does not depict the only acceptable method of design. Rather, its purpose is to describe minimum acceptable Standards of construction and to promote uniformity. The individual requirements of the Manual shall be superseded by the requirements established for Specially Planned Areas and the Comprehensive Plan, where applicable. Should any design be submitted which varies appreciably from the Standards set herein or uses materials other than those recommended, it must be accompanied by appropriate supporting documentation or engineering studies for review and is subject to the approval of the City Engineer or his Designee. All plans submitted for review must be in conformance with all Federal, State and City regulations and codes. In no case shall minimum standards be less than those established by recognized governmental agencies, unless stated otherwise in these Specifications. 2/20/2012 1 of 7 ARTICLE 1 Where a certain manufacturer is specified for a particular piece of equipment, non - specified product equals may be approved by the City Engineer or his Designee after submittal of a request in writing and accompanied by supporting documentation. An approved Manufacturer's List is attached as part of this Manual to assist the Engineer and the Contractor. Pre - application meetings are recommended and pre- Construction conferences are mandatory between the Owner/Developer, their Engineer, their Contractor(s), all utilities, and the City Staff when City facilities are involved. Section 1.02 REFERENCE MATERIALS Unless otherwise stated, the most recent publications of the following organizations shall be referred to as required. Other publications may be used in the implementation of the Standards. A) Water Environment Federation (WEF) B) American Society for Testing Materials (ASTM) C) United States Occupational Safety and Health Administration (USOSHA) D) American Association of State Highway and Transportation Officials (AASHTO) E) American National Standards Institute (ANSI) F) American Water Works Association (AWWA) G) National Fire Protection Association (NFPA) H) National Science Foundation (NSF) I) American Society of Civil Engineers (ASCE) J) Florida Department of Transportation (FDOT) K) Institute of Transportation Engineers (ITE) L) Federal Highway Administration (FHWA) M) American Asphalt Institute (AAI) N) Portland Cement Association (PCA) O) American Concrete Institute (ACI) P) Underwriters Laboratories, Inc. (UL) Q) Insurance Services Office (ISO) R) Environmental Protection Agency (EPA) S) National Pollutant Discharge Elimination System (NPDES) T) Sunshine State One Call System Of Florida (SSOCSOF) U) Federal Specification (FS) 2/20/2012 2 of 7 ARTICLE 1 Section 1.03 PRE- CONSTRUCTION CONFERENCE It shall be required that a pre - construction conference between the Owner /Developer, their Engineer, their Contractor, all utilities, and the City Staff be held at least 5 days before commencement of any construction within the corporate limits of the City of Ocoee. All applicable City, State and Federal Agency permits are required to be in the possession of the Owner /Developer prior to the pre - construction meeting. Section 1.04 UTILITY COORDINATION It shall be up to the Owner /Developer to coordinate all utilities concerning development. All utilities shall be given notice prior to commencement of construction in accordance with F.S. 553 and F.S.556 and guidelines of SSOCOF. Section 1.05 UTILITY CONSTRUCTION Utility lines of any kind, including, but not limited to, traffic signal systems, street lighting, those of franchised utilities, electric power and light, telephone and telegraph, cable television, water, sewer, and gas, shall be constructed and installed beneath the surface of the ground unless it is determined by the City Engineer, and approved by the City Commission, that soil, topographical, or any other compelling conditions make the installation of such utility lines as prescribed herein unreasonable or impractical. It shall be the Owner's /Developer's responsibility to make the necessary arrangement with each utility in accordance with the utility's established policies. The underground installation of incidental appurtenances such as transformer boxes, pedestal mounted boxes for electricity, or similar service hardware necessary for the provision of electric and communication utilities may be required at the discretion of the City Engineer. When appropriate, all materials shall be Listed for the purpose for which it is used. Section 1.06 START OF CONSTRUCTION The City Engineer or his Designee shall be notified, in writing, at least 5 days in advance of the proposed date of the beginning of construction. Any time that work is to stop for a period of time in excess of 5 working days, other than stoppage beyond the Contractor's control, and holidays, the City Engineer shall be notified in writing of such interruption. The Engineering Plans, as approved by the City, and all revisions shall be readily accessible to City personnel during all periods of activity. No activity shall be permitted without these documents on- site. Someone of responsible charge must be on -site during all construction activities. 2/20/2012 3 of 7 ARTICLE 1 Section 1.07 CONSTRUCTION COMPLETION All requirements stated in the LDC shall be complied with by the Owner/Developer prior to any occupancy of any private or public improvements. Section 1.08 OFF -SITE POLLUTION PROTECTION It shall be the Owner's /Developer's responsibility to provide, in accordance with the LDC, all associated Ordinances and State and Federal Agencies, and the NPDES regulations, all downstream and offsite water quality and siltation protection required during construction. In any event, it shall be the Owner's/Developer's responsibility to remove any downstream siltation prior to the time of final inspection. Air pollution, such as dust, shall also be controlled at all times. Section 1.09 INSPECTION 1.09.01 Periodic Representatives of the City shall periodically visit the project site to make a visual inspection of the progress of the work and methods of construction. Upon observation of work not done in accordance with the Plans and Specifications, the City will notify the Owner's/Developer's Contractor and the Owner /Developer or his Designee and request that the necessary corrections be made. All inspections shall be scheduled a minimum of 24 hours in advance. Special inspections requested by Owner/Developer. The City can come out at any time without prior notice. 1.09.02 Substantial Completion Substantial Completion inspection may be provided when the project justifies the need for the process prior to the issuance of a Certificate of Completion. The Owner/Developer must submit a written request for a formal Substantial Completion inspection and shall include the following; . a) Exclude wall, landscaping, irrigation, and other amenities. b) Include water, sewer, reuse, storm roads, rough grading and signage (FDEP Water and Sanitary clearances shall have been issued). c) Require a written document from developer requesting formal inspection. d) Reference that developer has already punch listed project and all items completed. e) State that project is built in accordance with plans and specifications and include an initial set of As -Built Drawings. f) Engineering Department will schedule an all department formal inspection with written punch list back to Engineering Department. 2/20/2012 4 of 7 ARTICLE 1 g) Engineering Department will coordinate with OCPW, OCUD and FDOT as applicable. Engineering will review all punch lists and make determination of Substantial Completion. A written response to developer on substantial completion including all punch lists will be provided to the Owner Developer. If deemed to be Substantially Complete the developer can start construction of production homes. 1.09.03 Final The City shall be notified when the project is complete. Upon receiving at least a 48 hour prior request, excluding weekends and holidays, for final inspection of the completed work, the City's representatives, together with the representatives of other interested agencies, shall perform the final inspection. The following submittals shall be required prior to Final Inspection: Payment for any failed material tests, all applicable Certifications of Completion from other agencies, Clearances for Utility Systems and Final Record Drawings, including digital and hard copies. Section 1.10 TRANSFER OF PRIVATE OWNERSHIP When transfer of private facilities to public ownership is desired and the City Engineer concurs, all such private facilities shall be brought up to the current City Standards at no cost to the City, in so far as construction and maintenance are concerned, before the City will accept such facilities. Proof of satisfactory completion of the facilities, approved construction plans as Record Drawings, the 2 year maintenance bond with itemized construction costs, Bill of Sale for improvements dedicated to the City, and the appropriate legal documents shall be furnished to the City Engineer prior to acceptance. Section 1.11 PROPERTY OWNERSHIPS All facilities to be owned and maintained by the City shall be located on City property, within City rights -of -way, or in easements dedicated to the City for the uses intended. Section 1.12 PLANS AND SPECIFICATIONS 1.12.01 General All submitted plans shall be standard size sheet (24" x 36" or 11" x 17 ") with title block. Graphic scale(s) shall be provided on each sheet and all lettering shall be 0.08 x scale (Leroy 80) or larger to permit photographic reproduction. Color aerial photography plan sheet(s) is /are required for the property /project area and shall include an area 100' outside the limits of the proposed project improvements. Submittal of Specifications shall only be required when special facilities outside the scope of this Manual are proposed. All Plan sheets, detail sheets and the title page of submitted and Bound Specifications must be signed, sealed and dated by the Engineer of Record licensed in the State of Florida. 2/20/2012 5 of 7 ARTICLE 1 1. 12.02 Master Plan Whenever possible, the entire water, reuse, and wastewater systems shall be shown on a single Master Plan. The Master Plan shall indicate the general locations of all mains, manholes, valves, hydrants, services and service laterals with respect to the proposed development improvements and the existing water and wastewater systems. Main sizes shall be indicated on the Master Plan. 1. 12.03 Plan and Profile All utilities including gravity sewers, all wastewater force mains, storm sewers and off -site water mains shall be drawn in plan and profile. On -site water and reuse mains may be shown in plan view only. Whenever possible, on -site water and wastewater systems shall be shown on the same Plans sheet. As a minimum, the plan and profile drawings shall include the following information: A) General information such as north arrow, names of Designer and Engineer, revision block with dates, graphic scale(s) and sheet number. B) Plan and profile with elevations at 100 foot intervals, or more frequently if required by good design practice. C) Development layout with horizontal and vertical controls. D) All conflicts with other utility and drainage systems. E) All manhole locations and rim elevations for manholes outside of paved areas. F) Pipe data including size, lengths, material, and slopes. G) Size, type, and locations of fittings, valves, hydrants, air release /vacuum relief, and other related appurtenances. H) Limits of pipe deflection. (Would not recommend allowing — require fittings) I) Limits of special exterior coatings. J) Limits of special bedding requirements. K) Pipe restraint requirements and limits of restrained joints. L) Details of connection to existing systems. M) Location(s) and general layout of wastewater pumping stations. 2/20/2012 6 of 7 ARTICLE 1 N) Construction notes regarding cover, horizontal and vertical control, special construction requirements, and references to standard and special details. O) Point of Service for fire sprinkler system and location of fire department connection. 1. 12.04 Details The Plans shall include all applicable Standards as identified in this Manual with appropriate Details. Special details shall be prepared by the Engineer for aerial and underwater crossings of rivers, streams, canals and ditches. Other special details shall be prepared by the Engineer as required. 1. 12.05 Scale The Master Plan shall be prepared at a scale not to exceed P to 200'. Plan and profile sheets shall not exceed a scale of 1" to 50' horizontally and 1' to 5' vertically. Special details shall be of sufficiently large scale to show pertinent construction information. 1. 12.06 Complete Submittals Plans for any review and submittal shall be complete. The Owner shall be responsible for payment of fees when the City provides reviews more extensive than reasonably expected due to the submittal being incomplete and /or inadequate. 2/20/2012 7 of 7 ARTICLE 1 ARTICLE 2 DEFINITIONS BACK TO TABLE OF CONTENTS Except where specific definitions are used within a specific ARTICLE or Section of this resolution or the purpose of such Sections, the following terms, phrases, words, and their derivation shall have the meaning given herein when not inconsistent with the context. Words used in the present tense include the future tense, words in the plural number include the singular number and words in the singular number include the plural number. The word "shall" is mandatory, and the word "may" is permissive. AASHTO - means American Association of State Highway and Transportation Officials. Any reference to AASHTO Standards shall be taken to mean the most recently published revision unless otherwise specified. ANSI - means American National Standards Institute. Any reference to ANSI Standards shall be taken to mean the most recently published revision unless otherwise specified. ASTM - means American Society for Testing Materials. Any reference to ASTM Standards shall be taken to mean the most recently published revision unless otherwise specified. AWWA - means American Water Works Association. Any reference to AWWA Standards shall be taken to mean the most recently published revision unless otherwise specified. City - means the City of Ocoee, Florida. City Engineer - means the Engineer or his designee or other appointed officer of Ocoee, Florida, acting directly or through an assistant or other appointed representative, acting only within the scope of the particular duties assigned by the Land Development Code. Construction Inspector - means the construction representative of the Engineering Department or other field appointed representative, acting only within the scope of the particular duties assigned by the City Engineer. Contractor -means the person, firm, or corporation with whom the contract for work has been made by the Owner /Developer or the City. Developer - means any person or legal entity who is responsible for any undertaking that requires an administrative or regulatory permit. DIPRA - means Ductile Iron Pipe Research Association. Drawings - means engineering drawings prepared by an ENGINEER to show proposed construction. 2/20/2012 1 of 3 ARTICLE 2 ENGINEER - means a Professional Engineer or engineering firm registered with the Florida State Board of Professional Engineers, other than direct employees of the City of Ocoee, retained to provide professional engineering services for a project. FDOT - means the Florida Department of Transportation. Geotechnical /Soils Engineer - means a Registered Florida Engineer who provides services related to terrain evaluation and site selection, subsurface exploration and sampling, determination of soil and rock properties, foundation engineering, settlement and seepage analysis, design of earth and earth retaining structures; as well as the design of subsurface drainage systems and the improvement of soil properties and foundation conditions; as well as testing and evaluation of construction materials. ISO - means Insurance Services Office. Any reference to ISO Standards shall be taken to mean the most recently published revision unless otherwise specified. Landscape Architect - means a Landscape Architect registered in the State of Florida who provides professional services related to the planning and development of land and incidental water areas, where the purpose of these consulting services is the preservation, conservation, enhancement, or determination of land uses, natural and man -made features, siting of buildings and structures, grounds and approaches, the setting of grades, contouring of land and water forms, determination of stormwater drainage, and irrigation systems. (From Florida Statute Chapter 481, Part II.) LDC - means the Land Development Code of the City of Ocoee, Florida. Listed - means equipment, materials, or services included in a list published by an organization acceptable to the authority having jurisdiction and concerned with evaluation of products or services that maintains periodic inspection of production of listed equipment or materials or periodic evaluation of services, and whose listing states either that the equipment, material, or service meets identified standards or has been tested and found suitable for a specified purpose. Manual - means this City of Ocoee Engineering Standards Manual. MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD) - means the United States Department of Transportation Manual on Traffic Control Devices, latest edition, unless otherwise specified. NEMA - means National Electrical Manufacturers Association. Any reference to NEMA Standards shall be taken to mean the most recently published revision unless otherwise specified. NSF - means National Sanitation Test Laboratory Foundation. Any reference to NSF Standards shall be taken to mean the most recently published revision unless otherwise specified. OSHA - means the Federal Occupational Safety and Health Administration. Any reference to OSHA Standards shall be taken to mean the most recently published revision unless otherwise specified. 2/20/2012 2 of 3 ARTICLE 2 Owner - means any person or legal entity having sufficient proprietary interest to undertake development pursuant to the Land Development Code. Plans - means Drawings as defined herein above. Public Works Director - means the Engineer or other appointed officer of Ocoee, Florida, acting directly or through an assistant or other appointed representative, acting only within the scope of the particular duties assigned by the Land Development Code. Specifications - means the specifications contained in this Manual. Standards - means the minimum design Standards contained in this Manual. Standard Specifications - means the Department of Transportation, State of Florida, Standard Specification for Road and Bridge Construction, latest edition, unless otherwise specified. Substantially Completed - means that date when the work is completed in accordance with this Manual or the Projects Contract Documents, with the exception of the minor items identified during the inspection process. Upon substantial completion, the work can be utilized for the purposes for which it is intended if the public's health, safety, and welfare will not be endangered. Typical City Details - means the detailed drawings in this Manual related to general civil engineering materials and installation. 2/20/2012 3 of 3 ARTICLE 2 Index 3.01 GENERAL 3.02 STREETS AND OTHER PAVEMENTS 3.03 EASEMENTS 3.04 SURVEY MONUMENTS 3.05 CURBS AND GUTTERS 3.06 STORMWATER MANAGEMENT 3.07 DECORATIVE ENTRANCES 3.08 OWNER/DEVELOPER CONTROL DURING CONSTRUCTION 3.09 EROSION CONTROL 3.10 PHASED DEVELOPMENT 3.11 TRAFFIC CONTROL DURING CONSTRUCTION 3.12 RESIDENTIAL. DEVELOPMENT 3.13 TRAFFIC SIGNAL PRE- EMPTION SYSTEM BACK 101" k1i I, E OF CON VEN Is Section 3.01 GENERAL The lands included within the development shall be suitable for the various purposes proposed and shall not be subject to poor drainage, erosion or other conditions detrimental to the health, safety and general welfare of the public. Further, no development plan shall be approved unless the City finds, after full consideration of all pertinent data, that the development can be served adequately with such normal public facilities and services as are suitable in the circumstances of the particular case. The Owner /Developer shall be responsible for the acquisition of all materials, installation and construction costs, and legal documentation for all on -site and off -site activities of the proposed development. A Professional Engineer, registered in the State of Florida and qualified by virtue of training and experience to practice the engineering discipline involved, shall be employed to design all required improvements such as streets, traffic control, drainage structures, bridges, bulkheads, and utility facilities, and to provide such professional services during construction as are generally considered to be part of a complete engineering service. Upon request, the Owner /Developer shall submit to the City Engineer signed documentation to this effect. All plans for improvements shall be prepared and seated by such Engineer and approved by all appropriate regulatory agencies and the City prior to the commencement of the improvements. Street lighting plans for the development shall be prepared by the power company supplying service to the development. Florida Statute shall govern the preparation of all site plans and related engineering drawings submitted to the City. 2/20/2012 1 of 18 ARTICLE 3 3.01.01 Conformance with City Policy The subdividing and /or development of any areas shall conform to the adopted general goals and objectives of the City with respect to the physical development of the City as set forth in various documents including, but not limited to: A) The Ocoee Comprehensive Plan. B) City policies and Services and Facilities as enunciated by applicable City Ordinances. C) The Land Development Code of the City of Ocoee. D) The Engineering Standards Manual. E) Ordinances of the City of Ocoee. 3.01.02 Use of Natural Features The arrangement of structures, stormwater systems, lots and blocks, and the street system shall make the most advantageous use of topography and preserve mature trees, wetlands, and other natural features wherever possible. 3.01.03 Consideration of Soil and Flood Hazards All land intended for use in a development plan for building sites must be able to be used safely for building purposes without danger from flood or other inundation, or from adverse soil or foundation conditions or from any other menace to health, safety, or public welfare, No filling or grade level change shall be permitted which will reduce the flood storage volume available between the base flood elevation and the normal ground water elevation to adversely affect any surrounding area. No development shall be permitted in the 100 year flood plain. The Orange County Soil Survey is to be used as a guideline in identifying soil properties and interpretations for various uses in terms of soil limitations and soil features adversely affecting a particular use. The following Standards shall be followed in areas of low and very low potential soils: A) Soils with either very low potential or low potential for proposed uses, as identified in the Soil Survey, shall not be developed unless such soils are removed or modified to accommodate the intended use, as approved by the City Engineer. B) Public facilities shall not be constructed where the soil performance for said public facility is of low or very low potential, except in cases of overriding public interest. C) Dedication shall not be accepted for public ownership or maintenance of utilities or roads constructed in areas where soil performance for said facilities is of low or very low potential. 2/20/2012 2 of 18 ARTICLE 3 3.01.04 Special Considerations Special consideration shall be given in the layout of streets, lots, blocks, buildings, and easements to the preservation of large and specimen individual trees as identified by the Ocoee Comprehensive Plan. Special consideration shall also be given to preserving natural drainage methods and natural topography and landscape. Special consideration shall be given to providing special screening, landscaped or natural buffers, or landscaped berms where developments abut non - compatible land uses in accordance with the LDC. Special consideration shall be given to conformance with streets and driveway spacing Standards in accordance with the LDC and this document. Special consideration shall be given during the development design process to not only make the site accessible to the public through the use of handicap parking and ramps, off -site sidewalks /bikeways, and interconnection of adjacent sites; but also where possible encourage the use of alternative mode of travel by providing transit stops and shelters, on -site sidewalks /bikeways, bike racks, and signed and marked reserved employee ride share parking spaces. 3.01.05 Record Drawing Requirements All "as- built" information submitted to the engineer shall be sufficiently accurate, clear and legible to satisfy the engineer that the information provides a true representation of the improvements constructed. Upon completion of construction, the contractor shall submit to the engineer of record complete sets of "as- built" construction drawings as required for submittal and approval. These drawings shall be marked to show "as- built" construction changes and dimensioned locations and elevations of all improvements and GPS data table and shall be signed and sealed by a Florida registered land surveyor. The following information shall be included in the "as- built" submittal at a minimum: A) Sanitary Sewer: I . Top elevation of each manhole frame and cover. 2. Invert of each line entering and leaving each manhole /structure. 3. Length of each run of main between manholes (center to center). 4. Actual grade of pipe between manholes. 5. Locate all service wyes from downstream manhole with depth at lot line and distance from the main line. 6. Field measurements for location from permanent visible objects all fitting /accessories not visible from the surface (minimum two point ties) (including clean - outs). B) Storm Drainage: 1. Top elevation of each manhole frame and cover /grate as well as all other structures (headwalls, control structures, etc.). 2. Invert elevation of each line entering and leaving each structure, including underdrain pipes. 3. Inverts of all mitered end sections. 4. Actual grade of pipe between the structures. 2/20/2012 3 of 18 ARTICLE, 3 5. Invert elevation and two horizontal ties from permanent visible objects to all storm stub -outs, underdrain cleanouts, yard drains, etc. C) Water and Reuse System and Force Main 1. Actual lengths between all fittings and valves along the main run. 2. Locate with measurements from permanent visible objects all fittings /accessories not visible from the surface (minimum two point ties). 3. As -built information on water systems shall include locations of all fire hydrants, water services, blow -off assemblies, and top of pipe elevations at all fittings and at a minimum of 100 feet spacing along the length of the mains. 4. All sample points shall be shown in the "as- built" drawings and shall be sequentially numbered throughout the entire project without duplication between plan sheets. The numbering shall conform with those indicated in the samples for fdep clearances. D) Utility Crossing Separation Information for that on the Plans Verifying: 1. Size and material of crossing pipes. 2. Top elevation of bottom pipe. 3. Bottom elevation of top pipe. 4. Finish surface elevation over utility crossing. E) Pavement Grades and Drainage Patterns 1. Pavement profiles and critical points shall have verified elevations indicating the constructed finished grade. 2. Drainage patterns indicated by the design drawings shall have verified spot elevations indicating the finished grade. F) GPS Data: The x, y and (z) location based on the coordinate system Florida east zone state plane coordinate feet NAD 83, of all manholes (rim elevation), lift stations (rim elevation), cleanouts (grade), sample points (grade), fittings (center of pipe) and meter boxes (grade), etc. Shall be clearly shown. Acceptable position accuracy shall be sub -meter or better for compatibility with global positioning system (GPS) equipment. The GPS data shall be provided in an asset table incorporated as a section of the final "as- built" drawings and shall include the headings as follows: Asset #; utility system (water, sewer, reclaimed water, force main, stormwater); description; X- Coord.; Y- Coord.; Z- Coord. Asset # Utility System Feature X- Coordinate Y- Coordinate Z- Coordinate 001 002 003 004 2/20/2012 4 of 18 ARTICLE 3 Section 3.02 STREETS AND OTHER PAVEMENTS 3.02.01 General The design character, width, grade and location of all streets and bridges shall conform to the Standards in this Section and shall be considered in their relation to existing and planned streets, to topographical conditions, to public convenience and safety, and in their appropriate relation to the proposed uses of the land to be served by such streets. Whenever not modified by these Standards, the guidelines of the Manual of Uniform Minimum Standards for Design, Construction and Maintenance for Streets and Highways, (FDOT), and the Standards of the American Association of State Highways and Transportation Officials, referred to therein, shall be the minimum acceptable standard. 3.02.02 Minimum Standards For Right -of -Way Improvement A) Sidewalks /Bikeways: It is the intent of the City that every new residential lot or non - residential development shall construct its portion of the city wide pedestrian /bikeway system. If a variance to these provisions is granted, the Owner /Developer shall execute a sidewalk agreement with the City to ensure the future installation of the facilities. B) Driveway Approaches: Driveway approaches shall be 3,000 psi concrete, at least 6 inches thick, with break and /or expansion joints at property line. Sidewalk/bikepath shall be constructed with the driveway section. Expansion joints shall be installed at the tie -in point with sidewalks and curbing. All installations to maintain a slope of ' / a inch per 1 foot horizontal. C) Streets: Abutting rights -of -way shall be paved as hereinafter specified. 1) Design Specifications Streets shall be classified based on the definitions and with consideration of vehicle trip generation ratios unless superseded by alternative ratios adopted by the City. Where the City has adopted a higher classification than the classification based on projected traffic volumes, the higher classification shall be used. All streets shall be designed in accordance with the Manual of Uniform Minimum Standards for Design, Construction and Maintenance for Streets and Highways (FDOT), LDC, and the following lninimtinn specifications, except that greater requirements must be met when imposed by an agency having jurisdiction of a particular road. Horizontal alignments shall be based on a minimum design speed of 35 MPH except for local residential streets. Local residential streets shall have a minimum back of curb horizontal curvature of 50 feet without superelevation. 2/20/2012 5 of 18 ARTICLE 3 2) Minimum Street Grade Specifications Percent Grade of Roadway Minimum 0.50% 0.50% 0.50% Slopes less than 0.50% shall require special approval by the City Engineer. The minimum cross slope shall be 2% except in necessary transitions. 3) Intersection Design a) Streets and driveways shall be laid out to intersect as nearly as possible at right angles (90) or radial, however, in no case shall the angle of the intersection be less than 60'. Multiple intersections involving the juncture of more than 2 roadways and driveway approaches shall be prohibited. The gradient within 100 feet of the intersection and driveway shall not exceed 3 %. The design shall comply with the Specifications contained in the Manual of Uniform Minimum Standards for Design, Construction and Maintenance for Streets and Highways (FDOT). b) A minimum sight distance of 250 feet from any intersection shall be maintained on the intersecting streets. Greater distances may be required to satisfy FDOT and the Manual of Uniform Minimum Standards for Design, Construction and Maintenance for Streets and Highways (FDOT). In all cases, clear sight distance from any intersection shall be maintained on the adjoining streets. 4) Radii at Intersections The minimum intersection radii of back of curb at all typical intersections approximating a right angle shall be as follows: Local to Local - Residential Local to Local - Non - Residential Local to Collector Local or Collector to Arterial Collector to Collector 2 /20/2012 6 of 18 25' 35' 35' 50' 30' ARTICLE 3 Maximum 10% 10% 10% A deceleration lane and taper shall be required as outlined in ARTICLE 24 of this Manual. A minimum radius of 30 feet shall be provided at all intersecting right -of -way lines. The design and construction of larger or smaller radii maybe required by the City Engineer based upon the type of design vehicles and design speed of the roadway. 5) Pavement Specifications Improvements designed as above shall be provided as required by the following schedule: a) For residential developments, improvements shall conform to STANDARD A., For Standard configuration see, Typical City Details attached as part of this Manual. b) For all other developments, improvements shall conform to STANDARD B., For Standard configuration see, Typical City Details attached as part of this Manual C) Where the proposed development includes or abuts an existing full or half right -of -way street, said street shall also be improved as required to conform to the following Standards. d) When a modification to the width of an existing roadway is necessary, a minimum of 1 1/2 inch of asphaltic concrete overlay with leveling shall be installed the full length and width of the entire affected section of the adjacent roadway. 2/20/2012 7 of 18 ARTICLE 3 M:►IM'I A : =I A B 1) Grading and centerline gradients shall be provided on the plans and as approved by the City. (See Section 3.02) 2) Curb and gutters shall be provided as follows: A a) Standard 24 inch wide Miami Residential or FDOT Type F curb and gutter. B b) Standard 24 inch wide FDOT Type F curb and gutter. A B c) Standard Type A concrete curb shall be used on center medians and islands. A B d) Density under curb and gutter shall be to a minimum density of 98% of the maximum density determined by AASHTO T -180 3) Subbase shall be approved by the City Engineer as being suitable material A B prepared in accordance with Standards established by this Manual. Twelve inches shall be the minimum thickness unless otherwise stated in this ARTICLE. 4) Pavement base shall be improved as follows: A B a) Arterial Streets: 10 inch compacted limerock /soil cement B b) Collector and Commercial Streets: 10 inch compacted limerock /soil cement A c) Local Streets: 8 inch compacted limerock / soil cement Note: an equivalent type or alternate base material may be approved by the City Engineer if field situation dictates. 5) Wearing surface shall be improved as follows: a) Arterial, Collector and Commercial Streets: A B 1-% inch structure course and 1 inch friction course. Non -skid surfaces may be required. FDOT- applicable asphaltic concrete shall be used unless otherwise approved by the City Engineer b) Local Streets: Minimum of 2 inch asphaltic concrete surface course or the equivalent as meeting Standards established by the City. Non -skid A B surfaces may be required. FDOT- applicable asphaltic concrete shall be used unless otherwise approved by the City Engineer. City Engineer may require surface treatment to be applied in two (2) layers with final top layer being installed after build -out. 6) Grassing and mulching of flat areas, or sodding of swales, parkway medians, A B percolation areas, and planting strips shall be in accordance with City Standards. In no case shall mulching of driveways be permitted. 2/20/2012 8 of 18 ARTICLE 3 3.02.03 Additional Right -of -Way and /or Pavement Width Whenever any street shows future need for improvement within the area to be developed, the appropriate right -of -way or pavement width, in conformance with minimum City Standards shall be required to be dedicated as outlined in the LDC. Half streets and substandard rights -of -way and pavement widths shall be prohibited. Where a previously dedicated incomplete or substandard street, improved or unimproved, abuts or is within a tract to be developed, the remainder of the right-of-way shall be dedicated and the full street improved according to City Standards. 2 /20 /2012 9 of 18 ARTIC[_F, 3 7) Street name signs in accordance with City specifications and appropriate block numbers shall be installed on all public streets at all intersections. The street name signs will be installed by the City upon notification from the Developer in A B writing that the roads are complete. The Owner /Developer shall order and pay for all such signage, including installation cost, prior to issuance of any building permits. The signs shall be in place prior to the City's final acceptance of the roadway. 8) Street lighting shall be installed at the expense of the Developer, and includes payment of 2 years worth of up -front fees. All utilities are to be installed underground. Poles shall not be placed in medians or directly adjacent to the roadway or within sidewalks /bikeways. Wherever practical, poles shall not be A B installed immediately adjacent to sidewalks /bikeways. The poles shall be placed either in an easement or adjacent to the right -of -way line to allow a minimum 5 foot clearance from the nearest edge of pavement. Location modification shall be specifically approved by the City Engineer prior to installation. 9) Traffic control devices such as signs and pavement markings and traffic signalization devices shall be installed by the Owner /Developer at the A B Owner's /Developer's expense within the project area and on abutting streets and highways in accordance with the MUTCD and as approved by the City Engineer. Modification requests shall be specifically approved by the City Engineer prior to installation. 10) For two years from City Commission's project acceptance, the A B Owner /Developer shall warranty all constructed facilities in public rights -of -way and easements by Surety document approved by the City being either a Letter of Credit or Cash. 3.02.03 Additional Right -of -Way and /or Pavement Width Whenever any street shows future need for improvement within the area to be developed, the appropriate right -of -way or pavement width, in conformance with minimum City Standards shall be required to be dedicated as outlined in the LDC. Half streets and substandard rights -of -way and pavement widths shall be prohibited. Where a previously dedicated incomplete or substandard street, improved or unimproved, abuts or is within a tract to be developed, the remainder of the right-of-way shall be dedicated and the full street improved according to City Standards. 2 /20 /2012 9 of 18 ARTIC[_F, 3 3.02.04 Access Vehicular access shall be provided as follows and as outlined in the LDC. A) Minimum number of access points to adequately serve the development without decreasing the safety and capacity of the public rights -of -way. Joint -use driveways may be required by the City. All developments shall also be evaluated by the City of Ocoee Fire Rescue Department for emergency access. B) In order to provide ease and convenience for ingress and egress to private property, with maximum safety and the least interference to the traffic flow on public streets, the number and location of driveways for roadways with classification of collector and above, shall be regulated by the dedication of access rights to the City in accordance with the LDC. C) Deceleration and acceleration lanes, left -turn lanes, bypass lanes, and tapers are required on all roads with a classification of collector and above unless exempted by the City Engineer. Median relocations and modifications or other design features may be required at the discretion of the City Engineer to protect and maintain the safe and efficient operation of the public rights -of -way. D) All buildings, when constructed, shall be accessible to fire department apparatus by way of access roadways with an all weather driving surface of not less than 20 feet of unobstructed width and a turning radius of 40 feet capable of supporting the imposed loads of fire apparatus. This access shall also have a minimum vertical clearance of 13 feet 6 inches. All hydrants shall remain serviceable during project construction, unless otherwise approved by the City of Ocoee Fire Rescue Department. E) Driveways shall be installed as depicted in ARTICLE 25 of this Manual. 3.02.05 Paved Access to Nearest Paved Public Road A development shall abut or have as its primary access onto a street designed and paved to standard requirements of the authority having jurisdiction (City, County, State). The Owner/Developer shall install or upgrade the street from the entrance of the development to the nearest public paved road of proper functional classification as determined by the City Engineer. 3.02.06 Commercial /Industrial Driveways and Internal Circulation A) Vehicular circulation must be completely contained within the property. Vehicles located within one portion of the development must have access to all portions without using the adjacent street system and be capable of accommodating the vehicles associated with the development. 2/20/2012 10 Of 18 ARTICLE 3 B) Acceptable plans must illustrate that proper consideration has been given to the surrounding street plan, traffic volumes, proposed street improvements, vehicular street capacities, pedestrian movements, and safety. 1) Driveways directly accessing thoroughfares or accessing local streets adjacent to thoroughfares shall meet the design requirements of the LDC. 2) Driveways accessing other local streets shall not intersect or be nearer than 50 feet (20 feet for residential) to the adjacent driveway without the approval of the City Engineer. Where possible, driveways shall be located a minimum of 200 feet (50 feet for residential) from public intersections. Measurement is based on nearest edge of pavement to nearest edge of pavement. C) Deceleration lane and tapers shall be required as outlined in ARTICLE 24 of this Manual. D) Appropriate special radii shall be designed, subject to the approval of the City Engineer for other than right -angle (90) intersections. Section 3.03 EASEMENTS Easements shall be centered on rear or side -lot lines where necessary. Easements shall be provided as determined by the LDC. "Vehicular Access Easements" shall be located as approved by the City Engineer. Where necessary for safety and convenience, "Construction Easements" of suitable width shall be required as determined by the City. No public easement shall be occupied without first obtaining a Right -of -Way Utilization Permit. When encroachment is desired, the applicant shall contact all utilities doing business within the City, prior to the City granting permit. "Joint -Use Access Easements" shall be required, as necessary, to provide safe and adequate access to a site and for the protection of the capacity and safety of the adjacent roadway. Any off -site easements, needed to make the system function, shall be included in the proposal for development and made a criteria for plan approval. Easements for all facilities must be shown on construction drawings and approved by the City. The easement documents and rights -of -way deeds must be executed, accepted and recorded by the City. All recording fees shall be paid to the City prior to recording in the Public Records or issuance of a building permit. All easements for private developments shall be provided at no expense to the City. 2/20/2012 11 of 18 ARTICLE 3 Section 3.04 SURVEY MONUMENTS Pennanent Reference Monuments (PRMs) and Permanent Control Points (PCPs) shall be placed as required by Florida Statutes. A letter from a Florida registered Land Surveyor certifying that all monuments, PCPs, PRMs are in place as of the date of the project acceptance shall be required of all developments. The Contractor shall be responsible for re- establishing all disturbed survey markers and /or monuments. All survey work shall be performed in accordance with pertinent memoranda and shall comply with Minimum Technical Standards, as adopted by the Florida Board of Land Surveyors, pursuant to Florida Statutes. Section 3.05 CURBS AND GUTTERS All streets shall be paved and drained in accordance with FDOT Standard curb - and -gutter (or Miami curb in residential areas), unless otherwise specifically approved by the City Engineer. Curbing shall be used for stormwater conveyance, traffic control channelization, and the protection of landscaped areas. The width of the curb and gutter shall be a minimum of 24 inches and shall be as outlined by this Manual. Simple vertical curbing within rights -of -way will not be acceptable to the City. Approved mountable median curb, of the FDOT type, may be used, as approved by the City Engineer. All curbing designed to handle water shall incorporate an approved gutter design. No water valve boxes, meters, portions of manholes, or other appurtenances of any kind relating to any underground utilities shall be located in any portion of a curb - and - gutter section. The minimum allowable flow line grade of curbs and gutters shall be 0.40% except in intersections where flatter grades shall be allowable. Cross - street valley gutters shall not be allowed. Section 3.06 STORMWATER MANAGEMENT 3.06.01 General Requirements Protection of water resources is critical to the public health, safety, and welfare. Innovative approaches to stormwater management shall be encouraged and the concurrent control of erosion, sedimentation, and flooding shall be mandatory. No site alteration shall cause siltation of wetlands, pollution of downstream wetlands, or reduce the natural retention or filtering capabilities of wetlands. 2/20/2012 12 of 18 ARTICLE 3 3.06.02 Stormwater Management A complete stormwater management system shall be provided in all areas of the project and for handling stormwater runoff that flows into or across the project area from the outside, without undesired additional flooding of any other land. The system shall be designed for long life, low maintenance cost, and ease of maintenance by normal maintenance methods. Soil types shall be considered and full development of the basin assumed for selection of proper runoff coefficients within the basins involved. Refer to ARTICLE 34 of this Manual for design specifications. Should the proposed development area contain an existing natural watercourse drainageway, channel, etc., such natural watercourse and the vegetation inherent therewith shall be maintained and the proposed development designed so as to preserve same unless otherwise permitted. 3.06.03 Guidelines for Berms Slopes are preferred to be 5:1 or less on berms and other applications. Slopes 3:1 shall be the maximum permissible slope, unless specifically addressed elsewhere in this Manual, but shall be stabilized with sod or other stabilizing material. Retaining walls require the approval of the City Engineer or his Designee and must be signed and sealed by the Engineer for any walls exceeding 2 feet in height. Where berms or slopes are specifically addressed in other ARTICLES of this Manual, they shall conform to that ARTICLE. Section 3.07 DECORATIVE ENTRANCES Where an Owner /Developer is specifically permitted by the City to construct decorative landscaping within the right -of -way of any street, the Owner /Developer shall provide a maintenance agreement acceptable to the City for perpetual maintenance of such landscaping and shall provide for removal of such landscaping on order by the City for cause. The City shall not accept liability or responsibility for maintenance of landscaping in rights -of -way and shall be held harmless for any damage done to same in work performed by the City in such right -of -way. The design and maintenance of the landscaping shall comply with the City's set back regulations for fixed object hazards and for driver clear sight distance. Private signs are prohibited within public rights -of -way. A minimum sight distance per the LDC must be maintained at all public road intersections including those with driveways. Structures are prohibited in the rights -of -way except as permitted by the City Engineer in accordance with the LDC. 2/20/2012 13 of 18 ARTICLE 3 Section 3.08 OWNER/DEVELOPER CONTROL DURING CONSTRUCTION The Owner/Developer shall be required during the entire construction period to control, regulate, and maintain the development in such a manner as to prevent the accumulation of trash and debris, resulting from the Owner's/Developer's construction activities, on both the site and adjacent public and private property, which would detract from the enjoyment and pleasure in the natural scenic beauty of the City, and, in turn, injuriously affect the economic well -being of the public. The use of residential lots in nearby developments or Substantially Completed phases of the same development, under the ownership and control of said Owner/Developer, for the bulk storage of construction materials substantially unrelated to the development of those residential lots is prohibited. A development shall be deemed to be Substantially Completed when 70% of the planned units are completed and ready for occupancy, or are actually occupied. Section 3.09 EROSION CONTROL All development shall follow erosion control methods as described in this section, FDOT Design Standards, and FDEP Stormwater, Erosion and Sediment Control Program and Manual. Seeding, mulching, sodding, and /or other acceptable methods shall be used to prevent erosion during all construction activities per requirements as specified in the LDC. The Owner/Developer of commercial and residential lots shall be required to maintain curbs and gutters free of accumulations of sand and earth. Temporary siltation basins may be required during construction. Maintenance shall be provided by the Owner /Developer for the 2 year period of the maintenance period and for each lot until final inspection is passed. All actions to prevent erosion or pollution shall be done in accordance with this Manual. 3.09.01 Stormwater Pollution Prevention Plan (SWPPP) If required by the City Engineer, the SWPPP, details, and calculations shall document all the measures necessary to limit the transport of sediments outside the limits of the project to the volume and amount that existed prior to the commencement of construction. This condition shall be satisfied for both the total anticipated construction period at a minimum and for the 2.3 year frequency, 6 hour duration storm event. Provisions must be made to preserve the integrity and capacity of check weirs, sediment basins, slope drains, grading patterns, etc. required to meet this provision throughout the life of the construction. Submittal of a Stormwater Pollution Prevention Plan shall comply with the requirements of the FDEP and SJRWMD. 2/20/2012 14 of 18 ARTICLE 3 3.09.02 Stockpiling Material No excavated material shall be stockpiled in such a manner that directs runoff directly off the project site or into any adjacent water body or stormwater collection system. No building construction or landscaping materials shall be stored within public rights -of -way or on the streets. 3.09.03 Exposed Area Limitation The surface area of open, raw, erodible soil exposed by clearing and grubbing operations or excavation and filling operations shall not exceed 10 acres. This requirement may be waived for large projects with an erosion control plan, which demonstrates that opening of additional areas will not significantly affect off -site deposit of sediments. 3.09.04 Inlet Protection Inlets and catch basins shall be protected from sediment laden storm runoff until the completion of all construction operations that may contribute sediment to the inlet. 3.09.05 Temporary Seeding Areas opened by construction operations that are not anticipated to be dressed and receive final grassing treatment within 30 days shall be seeded with a quick growing grass species which will provide an early cover during the season in which it is planted, and will not later compete with the permanent grassing. The rate of seeding shall be a minimum of 30 lb per acre. 3.09.06 Temporary Seeding and Mulching Slopes steeper than 6:1 that fall within the category established in 3.09.05 above, shall be mulched using a minimum of 2 inches, loosely measured, mulch material, cut into the soil of the seeded area to a total depth of 4 inches. 3.09.07 Temporary Grassing The seeded or seeded and mulched area(s) shall be rolled and watered as required to assure optimum growing conditions for the establishment of a good grass cover. 3.09.08 Temporary Regrassing If, after 14 days, the temporary grassed areas have not attained a minimum of 75% good grass cover, the area will be reworked sufficiently to establish the desired vegetative cover. 2/20/2012 15 of 18 ARTICLE, 3 3.09.09 Maintenance All features of the project designed and constructed to prevent erosion and sediment shall be maintained during the life of the construction so as to function as they were originally designed and constructed. 3.09.10 Permanent Erosion Control The erosion control facilities of the project shall be designed to minimize the impact on off -site facilities. All stormwater discharge from the project limits shall be routed through detention basins to trap suspended sediments. Discharge facilities from these basins shall be provided with a skimming device to trap floatable debris. 3.09.11 Permanent Seeding All areas which have been disturbed by construction shall, as a minimum, be fertilized and seeded. The fertilizer shall be of 12 -8 -8 proportions and shall be uniformly spread at a rate of 400 -500 lb per acre and mixed with the soil to a uniform depth of 4 inches. Included with the fertilizing operation will be the application of amendments, if necessary, such as dolomitic limestone of aluminum sulfate to correct the pH factor to within the limits of 6.0 -7.0. The grass seed shall be uniformly spread at the rate of 100 lb per acre while the soil is moist. The grass seed mixture shall be of 20 parts bermuda and 80 parts bahia, with the addition of 30 parts rye in the winter season. 3.09.12 Permanent Seeding and Mulchinsz In addition to the minimum requirements of 3.09.11 above, slopes of from 6:1 to 4:1 inclusive shall be mulched using a 2 inches, loosely measured, mulch material cut into the soil of the seeded area to a total depth of 4 inches. 3.09.13 Permanent Sodding All retention/detention basins shall be solid sodded within their limits. All exposed areas within public rights -of -way shall be solid sodded. Other areas with slopes steeper than 4:1 shall be solid sodded. 3.09.14 Strip Soddin Strip sod shall be placed adjacent to all curbs, walks and pavements to the dimensions indicated in the Typical Cross - section provided in the approved plans. 3.09.15 Re rag ssing All grassed areas shall be maintained to assure a good stand and sufficient ground cover to minimize erosion. If, after 60 days, an adequate ground cover has not been established, the area will be regrassed. 2/20/2012 16 of 18 ARTICLE 3 3.09.16 Additional Fertilization Grassed areas not accepted within 90 days of their completion shall be refertilized at an application rate of 250 lb per acre. Section 3.10 PHASED DEVELOPMENT Each phase of any development shall be capable of standing on its own as if subsequent areas planned for development are not developed. Residential Developers and Builders shall follow the erosion and sediment control principles and practices above and the following during construction on individual lots: A) Silt fences /barriers shall be installed on lot lines adjacent to pond, natural, and conservation areas to minimize erosion. Silt fences /barriers shall also be installed as needed to prevent erosion /flooding of adjacent built -out lots and streets. B) During construction, streets shall be kept free of excessive dirt and construction debris. Hay bales, sand bags or other approved erosion and sediment control devices shall be installed and maintained at stormwater inlets. Streets shall not be used for storage of construction materials. Containers shall be provided for holding trash and construction debris. C) Prior to final acceptance, erosion and sediment control provisions (sodding and seeding /mulching) on adjacent vacant lots shall be restored. Erosion and sediment control precautions shall be taken where erosion and /or washouts can be anticipated, particularly along side lot lines. All construction debris and excess dirt shall be removed from adjacent vacant lots (including those across the street). Section 3.11 TRAFFIC CONTROL DURING CONSTRUCTION The Owner /Developer shall prohibit public traffic from using newly constructed roadways until they are accepted and approved to be opened by the City Engineer or his Designee. Barricades and other safety devices shall remain in place until such time as deemed appropriate to remove them, or until such time as the hazard to health and safety of the general public has been reduced to minimal acceptable standards. The Owner /Developer shall be required to provide work zone traffic control during construction within the public rights -of -way until approval is given by the City Engineer or his Designee to remove the controls as established in accordance with the MUTCD. 2/20/2012 17 of 18 ARTICLE 3 Section 3.12 TRAFFIC SIGNAL PRE - EMPTION SYSTEM All traffic signals shall be equipped with an Opticom Traffic Signal Pre - Emption System. The system shall be usable by an emergency vehicle approaching from all intersection directions. Before installation, the system plans shall be reviewed and approved by the City of Ocoee Fire Rescue Department and Orange County's Traffic Engineering. 2/20/2012 18 of 18 ARTICLE 3 �/ p— .4 '..� 1J_I i i Index 4.01 4.02 4.03 4.04 4.05 4.06 4.07 4.08 4.09 Section 4.01 k?'� . 5 L� ia; J �r t3 j 4 .�_ • ' v �a .c 1 P I 1 t 8 GENERAL DEFINITIONS EXCLUSIONS GENERAL REGULATIONS RESTORATION AND MAINTENANCE UTILITY ACCOMMODATION INSPECTION OPERATIONAL SAFETY EXISTING USES GENERAL The purpose of this ARTICLE, in the interest of public health, safety and welfare of the citizens and inhabitants of the City of Ocoee, Florida, is to control, by the issuance of Right -of -Way Utilization Permits, the utilization of the public rights - of -way and public easements lying within the City of Ocoee. It is the intent of this ARTICLE to promote good engineering practices which will assure the maximum utilization of the public rights -of -way and public easements by all the citizens, with the lowest life cycle cost to all due safety, operation and maintenance. Right -of -way Utilization Permits shall be obtained as prescribed in the City of Ocoee Code of Ordinances. All activities within the jurisdiction of this Manual shall be reported to all Utilities in the area at least 48 hours prior to commencement. Permits from other entities may be required in addition to the City permit. Section 4.02 DEFINITIONS The term "right -of -way" and the term ``easement" as used in this ARTICLE, unless otherwise designated, shall be deemed public rights -of -way and public easements. Section 4.03 EXCLUSION All construction and maintenance performed within the public rights -of -way and public easements lying within the City of Ocoee, Florida, unless specifically exempt, are within the purview of this ARTICLE, regardless of size or extent. Exclusion from any part in this ARTICLE does not provide exclusion (applicability of) of any other provisions. 2/20/2012 1 Of 9 ARTICLE 4 Section 4.04 GENERAL REGULATIONS Pre - application meetings are recommended and pre- Construction conferences are mandatory between the Owner /Developer, their Engineer, all utilities, and the City Staff when City facilities or improvements to be dedicated to the City are involved. In all cases, full consideration shall be given to sound engineering principles and economic factors. Final determination of the types of facilities permitted shall be based on a cost/benefit analysis of the feasible alternatives. Consideration shall be given to aesthetics by all right -of -way users avoiding unnecessary appurtenances. All construction and maintenance shall be performed with proper shoring, barricades, and maintenance of traffic signage in accordance with the MUTCD, the regulations of the Florida Industrial Safety Board, and the FDOT Safety Manual. All street closures will be restricted to the limits of rights -of -way with necessary traffic control devices and markings. A Right -of -Way Utilization Permit shall be required. Shoring shall be required where necessary to protect existing pavement, and must be properly protected and removed. All side drains, side ditches and storm sewers shall be referenced as to grade and location prior to construction. Where direct burial of utilities is not required, only single -pole support systems shall be permitted within the rights -of -way. Any exception must be amply justified and approved by the City Engineer. Where it is necessary to place aerial crossings which may interfere with traffic, careful planning of work with regard to the safety of vehicular traffic is mandatory. No temporary supports shall be allowed closer than the minimum clearance unless they are incorporated with a suitable barrier system. Such temporary construction shall be completed in the minimum time possible as approved in the Permit. Where feasible, all longitudinal underground facilities shall be placed outside of the pavement of main - traveled lanes. Where encasement is used, the encasement pipe shall have strength equal to or exceeding the carrier pipe. Encasement shall be in accordance with ARTICLE 26 of this Manual. PVC pipe used in roadway crossings for use as non - pressure conduit intended for direct burial, or concrete encasement, unless otherwise specified, shall have a minimum pipe stiffness of 120 psi at a deflection of 0.2 inch, when tested in accordance with ASTM D- 2412. Casing shall normally be required for paved roadway crossings of underground utilities where the carrier is of insufficient strength due to composition or depth of cover in accordance with this Manual. 2/20/2012 2 of 9 ARTICLE 4 All gas piping to be maintained by public and private utilities must comply with the Federal Standards as listed in the Florida Public Service Commission Rule 25- 12.05, as amended by Order No. 5221, with any subsequent modifications thereto. All jack and bore crossings shall be a continuous operation at each location at the proper location and depth. Any deviation from the above will be sufficient grounds for work stoppage, plugging the line with concrete, and replacing the line at the proper location. All operations shall be in accordance with ARTICLE 26 of this Manual. Open cutting of existing roadway pavement shall generally not be allowed, but may be considered under one or more of the following conditions upon the City Engineer's approval: A) Subsurface obstructions. B) Limited space for jacking pits. C) Condition of roadway surface, including imminent resurfacing and rebuilding. D) Where facility design prohibits. E) Extreme economic hardship. In any analysis of a request for open cutting, primary consideration shall be given to the safety and convenience of the public. Permitted open cuts shall be in accordance with the Typical City Details attached as part of this Manual. The City Engineer will consider use of other methods where conditions warrant. Where an open cut is considered, a smooth all- weather surface must be provided and maintained all times. Permanent replacements of the temporary patch shall be made within 5 days of completion of the crossing. Proper repairs of open cuts shall be in accordance with this Manual. The City shall establish control of access based upon location, geometric design, and traffic operations controls (in accordance with this Manual), all of which shall encourage safe and efficient operations, as well as provide suitable and sufficient access. Any construction and maintenance performed within the rights -of -way and public easements of the City that encroach or affect in any way a primary drainage canal, lake, drain well, and /or drainage easement or right -of -way under the jurisdiction of Orange County shall also obtain a Right -of -Way Utilization Permit from the County complying with the existing ordinances of Orange County, Florida and its Right -of -Way Utilization Regulations. 2/20/2012 3 of 9 ARTICLE 4 Section 4.05 RESTORATION AND MAINTENANCE All public rights -of -way and public easements shall be restored to their original condition or better, in keeping with this Manual, and in a manner satisfactory to the City Engineer. All excavated material in excess of the quantity required for backfill, and unusable material shall be disposed of at the Permitee's expense, and not placed within the limits of the public right -of -way or easement unless so directed by the City Engineer or his Designee. At such locations where City signs and reflectors will interfere with proposed construction, the Permitee or their Consultant shall notify the City 48 hours in advance of starting work. All signs and reflectors will be removed or relocated only by City forces. Any signs or reflectors damaged, destroyed, removed, or relocated shall be replaced at the expense of the Permitee. No private signs of any type shall be permitted within the right -of -way. Sodding operations are to begin as soon as fine grading and weather conditions permit, as directed by the City. Any private yards or part of the right -of -way in front of private property that has a grass mat shall be resodded with like sod. All debris shall be removed and properly disposed of by the Permitee at the Permitee's expense. Dust control shall be mandatory. All vegetation shall be provided the maximum protection as required by the LDC. The indiscriminate cutting of trees or disfiguring of any feature of scenic value, including methods such as herbicide treatment, shall not be permitted. Trees and /or shrubs destroyed during construction are subject to replacement at the Permitee's expense as directed by the City. The necessary trimming or cutting of trees by utility companies, in the interest of public safety or continuity of utility service, shall not be considered indiscriminate where such utilities cannot bypass the obstruction without violating the clear roadside policy. This shall not be construed to mean that existing pole lines must be relocated to comply with the above. City tree removal permits shall be obtained from the City Building Department. All landscaping within public rights -of -way and public easements shall comply with the following provisions: A) The City Engineer or his Designee may request line of sight calculations and details to determine the permissibility of various landscaping and signage in areas of ingress and egress per the requirements of this Manual. 2/20/2012 4 of 9 ARTICLE 4 B) In order for the City to allow the non -City installation of right -of -way or easement landscaping, a statement in writing as to who will be responsible for the maintenance of the project including watering, fertilizing, pruning, etc., shall be required. This statement shall come from the adjacent property Owner /Developer, the appropriate homeowners association, or civic organization. C) The Permitee shall not hold the City responsible for any damage to the plants during subsequent right -of -way construction. D) Landscaping within State and County rights -of -way within the limits of the City of Ocoee shall comply with Orange County or FDOT highway beautification and planting regulations and the City of Ocoee requirements. E) Plants between 2 and 7 feet above the ground, in a median island within 100 feet of a crossover nose, shall provide a clear drivers sight distance. Conditions may require the above 100 foot length to be extended for safety considerations. F) A 4 foot mowing strip shall be maintained between the plants and the curb or sidewalks /bikepaths. If plants are desired in this mowing strip they shall be kept under 24 inches. G) No rock boulders, utility facilities, stationary signs, or above ground monuments shall be allowed in the medians. H) Persons and equipment maintaining the project are to carry out their work in such a manner as not to obstruct vision or traffic flow. 1) Plantings shall be maintained at all times to prevent being a hazard in the safe operation of a vehicle, which includes the sight distance of drivers. J) Trees planted within the right -of -way on high speed (50 MPH and above) and high volume roadways shall be 30 feet from the edge of the pavement or at the right -of -way line. Each location will be reviewed for any special requirements by the City. K) Sprinkler heads and irrigation systems installed adjacent to public roadways and sidewalks shall be designed to insure public safety and shall not spray water over or on the roadway or sidewalk area. They shall not be operated during high pedestrian or vehicular travel times. On non - curbed streets, the sprinkler heads shall be located adjacent to the right -of- way line or on private property to prevent damage from any vehicles, parked or otherwise. 2/20/2012 5 of 9 ARTICLE 4 Section 4.06 UTILITY ACCOMMODATION 4.06.01 General The placement of utilities within the public rights -of -way and public easements shall be placed in accordance with all applicable Codes, and current industry standards. All accommodations within the FDOT maintained right -of -way shall be in accordance with FDOT's Utility Accommodation Guide. All accommodations within the Orange County maintained roadways shall be in accordance with Orange County regulations. All other installations within the City maintained roadways shalrbe in accordance with this Manual. As far as mechanically possible, the accommodations shall be followed for public right -of -way and public easement utilization within the City with the exception above. All utilities are to be installed in accordance with the latest editions of the Federal Standards, as listed in the Florida Public Service Commission Rule 25.12.05, as amended by Order No. 5221 issued by the Commission on September 17, 1971, with any subsequent modifications thereto, the National Electrical Safety Code, FDOT's Safety Manual, MUTCD, LDC, this Manual, and any City Codes and Ordinances. The criteria identified in this ARTICLE shall not be applied to a minor segment of an existing utility installation in such a manner as to result in misalignment of the installation or adjustment of the entire installation. 4.06.02 Light and Utility Poles Light and utility poles shall be at least 18 feet from edge of pavement or at right - of -way line. Poles are permitted to within 12 feet from edge of pavement, provided a frangible base is used or if poles are placed behind a barrier. A minimum distance of 6 feet shall be required from the edge of pavement on deceleration and acceleration lanes. Where the design permits, a 14 foot clearance from finished grade shall be used. In curb and gutter sections, poles shall be at the right -of -way line with 4 foot minimum from face of non - mountable curb to front of pole. Edge of pavement does not include shoulder pavement. In exposed areas, frangible or breakaway poles and light standards shall be considered to the extent practical. Where location is not exposed, consideration can be given to other type standards. Where feasible and practical, luminaries shall be attached to existing utility poles which meet offset criteria. For the purpose of this ARTICLE, frangible base poles will be accepted as bases in accordance with the FDOT Index Number 9623 (including later revisions), approved slip -type bases, or aluminum poles with an 8 inch outside diameter and 0.188 inch wall thickness, mounted on cast aluminum flange base, alloy 356 -T6 and 356 -F. 2/20/2012 6 of 9 ARTICLE 4 Projects where the 4 foot minimum offset would place the utility or other obstruction in substantial conflict with the sidewalk/bikepath or an unreasonable conflict with requirements of the National Electrical Safety Code would be created (in the case of power poles), and other alternatives are deemed impractical, the minimum may be reduced to 2'/z feet from back of curb. Each case where this deviation is proposed must be supported on an individual basis and approved by the City Engineer or his Designee. 4.06.03 Mailboxes and Newspaper Boxes Non - single family mailboxes, newspaper boxes, etc. shall be placed on private property or at the right -of -way line where possible. Poles may be located up to 6% feet from right -of -way line, provided that they are at least 18 feet from edge of pavement. hi curb and gutter sections, poles shall be at the right -of -way line with 4 foot minimum from face of non - mountable curb to front of pole. Edge of pavement does not include shoulder pavement. Poles shall not be permitted in medians, except for temporary construction purposes where incorporated within a suitable barrier system. Privately owned boxes, etc. are placed at the Owner's expense and liability, and when in City right -of -way shall be removed/relocated if directed to do so by the City Engineer. Single family mailboxes shall be constructed and /or installed in a manner that does not endanger the public. U.S. Postal regulations shall be considered. 4.06.04 Other Structures Devices such as signal- strain poles, above ground enclosures, and other items whose construction and size would cause extensive damage to a vehicle if struck are to be located according to the standards for utility poles. 4.06.05 Underground Installations Underground utility installations shall have a minimum vertical clearance of 36- inches below the top of roadway pavement or top of ground, including ditch grades. 4.06.06 Aerial Crossings Aerial crossings shall be in accordance with the National Electrical Safety Code, and a minimum of 18 feet over roadways and driveways. Crossing shall not interfere with existing or planned signal installation. The roadside clearances for above ground utility facilities shall be consistent with those clearances applicable to other obstacles on the type of highway involved, reflecting good engineering and economic considerations. 2/20/2012 7 of 9 ARTICLE 4 4.06.07 Excavation Where possible, excavation shall not be allowed within 4 feet of the edge of pavement. This shall necessitate that the utility be placed a sufficient distance from the pavement. Where this requirement imposes a hardship on the utility due to a narrow distance between the back of curb and the right -of -way or edge of sidewalk/bikepath, the utility may place their facilities within 2 feet of the back of the curb, but only upon approval from the City Engineer or his Designee. Section 4.07 INSPECTION The City Engineer or his Designee shall inspect work within the scope of this Manual to ensure that the rights -of -way are established and /or restored properly. Upon project completion, a final inspection shall be required. The City's representatives, together with the representatives of other interested agencies, shall perform the final inspection. Provide 48 hour prior request, excluding weekends and holidays, for final inspection. The job shall be inspected against the provisions of the approved plans and the City Engineer shall not recommend acceptance until all such provisions are met, and any required tests are performed and accepted. The Contractor shall have all materials within the scope of this Manual and the right -of -way regulations inspected before being laid, concealed or covered. The Contractor shall inform the City Engineer or his Designee at the time backfill or any other process which should be monitored is occurring, and provide any requested reports. The laying and simultaneous covering of power cables, telephone cables, television cables, and gas mains is allowed outside the pavement. Section 4.08 OPERATIONAL SAFETY The City Engineer may disapprove any curb cut, median opening, or access which will constitute a public hazard or create excessive conflicts in traffic or pedestrian flow, or adversely impact the public safety. The City Engineer or his Designee shall authorize a "stop work" order upon any Permitee who is committing or creating unsafe acts which may create a public hazard, or who is not complying with the provisions of the permit and this ARTICLE. The order shall remain in effect until such time as these matters are corrected. The City Engineer or his Designee shall not be held responsible for any damages as a result of the above actions taken under this ARTICLE. 2/20/2012 8 of 9 ARTICLE 4 Section 4.09 EXISTING USES Any Owner /Developer of property on which there is a roadway access point lawfully in existence, but which is determined by the City to present a hazard to the public safety and welfare due to the location of curb cuts, median openings, or other matters regulated within this Manual, and which does not comply with this Manual and /or the LDC shall be required to reconstruct or alter such hazardous situation at the time of any modifications /permits (use - changes , remodeling, reconstruction, enlargement, alterations, paving). Any curb cut made after the date of this publication, which fails to provide for smooth flow of traffic on and /or off' the right -of -way and traveled way, shall be closed by the City until repaired. The City Engineer or his Designee shall make such closure upon notification to the property Owner /Developer. The closure shall be maintained until the condition has been corrected to the satisfaction of the City Engineer. 2/20/2012 9 Of 9 ARTICLE 4 ARTICLE S SITE PREPARATION, SURFACE REMOVAL AND RESTORATION Index 5.01 GENERAL DEVELOPMENT STANDARDS 5.02 CLEARING AND GRUBBING 5.03 EROSION CONTROL 5.04 DUST CONTROL 5.05 SURFACE REMOVAL 5.06 RESTORATION 5.07 FINISHED FLOOR ELEVATIONS BACK TO TABLE OF CONTENTS Section 5.01 GENERAL DEVELOPMENT STANDARDS 5.01.1 General All land proposed for development within the City of Ocoee shall be suitable for the use proposed, shall be adequately served by public facilities and services, and shall conform to adopted goals, objectives, and policies of the City Commission. All proposed development shall also be consistent with the adopted Comprehensive Plan for the City. 5.01.2 Environmental Considerations Development shall make advantageous use of natural topography and preserve mature trees wherever possible. Special development stipulations may be placed on areas with low and very low potential soils, areas within the 100 year flood plain, wetlands, and other unique environments. Because most environmental problems are site specific, conditions and proposals will be evaluated with permit reviews. Section 5.02 CLEARING AND GRUBBING Clearing and grubbing of property shall conform to ARTICLE 7 of this Manual. Section 5.03 EROSION CONTROL All commercial and residential Developers and Builders shall follow erosion control methods as described in Section 3.09 of this Manual. Erosion Control measures shall comply with the City of Ocoee criteria described in Section 3.09, FDOT Design Standards, and FDEP Stormwater, Erosion and Sediment Control Program and Manual 2/20/2012 1 of 3 ARTICLE 5 Section 5.04 DUST CONTROL Contractor shall control dust resulting from clearing and grubbing operations to prevent nuisance to adjacent property Owners and the general public. Section 5.05 SURFACE REMOVAL Along the proposed pipe lines, as indicated on the plans, the Contractor shall remove the surface materials only to such widths as will permit a trench to be excavated, affording sufficient room for proper efficiency and construction. All applicable City regulations shall be followed under the guides of this Manual and FDOT Standards. Where sidewalks, driveways, pavements and curb and gutter are encountered, caution shall be taken to protect against fracture or disturbance beyond reasonable working limits. All fractured, broken or disturbed surfaces shall be restored to their original condition prior to completion of the work. Section 5.06 RESTORATIO Restoration of all surfaces including road subbase, soil cement, limerock base, asphaltic concrete surface, Portland cement concrete pavement, driveways, sidewalks and concrete curbs shall be in strict accordance with this Manual. All grassing, sodding and mulching shall be done as specified in AR'rICLE 21 of this Manual. In addition, Contactor shall restore all storm drains, culverts, inlets and storm manholes to equal or better condition in accordance with this Manual. Section -5.07 FINISHED FLOOR ELEVATIONS Lots and building sites shall be graded to permit construction utilizing a first floor elevation based on the following: A) At least 2 feet above the 100 year flood plain elevation. B) If a lot or site is reasonably level, or slopes toward a street, the minimum finished floor elevation shall not be less than 18 inches above the highest crown of that portion of the adjacent street, or right -of -way upon which the structure fronts. This applies to grading classified as Type A or B. C) If a lot or site slopes away from a street or road with continuous slope to the rear, the finished floor elevation of any structure shall be at least 1 foot above the finished elevations at the side lot lines nearest the front corners of the dwelling. This requirement applies to grading classified as Type C. D) hl addition to the conditions of paragraphs A, B, and C above, the finished floor elevation shall be a minimum of 6 inches above the rim elevation of the nearest downstream gravity sewer manhole serving the lot. 2/20/2012 2 of 3 ARTICLE 5 E) It is the intent of the City that lots and building sites provide the necessary finished floor elevation without excessive filling of land. Specific grading plans with proposed finished floor elevations and grading shall be submitted for review and approval of the Public Works Department. When a subdivision lot grading plan has been prepared and approved, specified finished floor elevations and grading types shall be observed. Finished floor elevation shall not deviate below that specified in the grading plan, but may be increased up to 6 inches above that specified without approval. Justification shall be provided for raising finished floor elevation more than 6 inches above that specified. An approved plan that specifies individual elevations shall supersede the requirements of (B) and (C) above and this paragraph. F) Swales shall be constructed to carry runoff along side lot lines without allowing unintended runoff to adjacent lots. Grading shall minimize the impact of runoff onto other lots when intended by Type B and C grading. Use of stem wall construction, retaining walls or other techniques shall be considered to improve drainage and aesthetics. Areas adjacent to structures or paved surfaces shall be graded to drain away from structures and pavement. Ponding shall be prevented. G) All slopes of 4:1 or greater shall be sodded. Sodded slopes shall not exceed 4:1 without approval. Where lots adjoin ponds, natural, conservation, or common areas, the lot line elevation specified on the subdivision plans (or natural elevation) shall be maintained and the lot graded at a slope not to exceed 4:1. 2/20/2012 3 of 3 ARTICLE 5 // CLE 6 r «tee .Jars -ar,f! r, — �:t �J/ - SP p k l. T` -- ° Index 6.01 GENERAL 6.02 SOIL BORINGS AND SUBSURFACE INVESTIGATIONS 6.03 EXISTING UTILITIES 6.04 MATERIALS 6.05 SHEETING AND BRACING IN EXCAVATIONS 6.06 DEWATERING, DRAINAGE AND FLOTATION 6.07 EXCAVATION 6.08 BEDDING AND BACKFILL 6.09 COMPACTIOiN 6.10 GRADING 6.11 MAINTENANCE 6.12 INSPECTION AND QUALITY ASSURANCE BACIi'101'AB1,1; Ul- CON I EN'I'`i Section 6.01 GENERAL This ARTICLE covers excavation, backfill, fill and grading associated with utility trench and structural construction. The Contractor shall furnish all labor, materials, equipment and incidentals necessary to perform all excavation, backfill, fill, compaction, grading and slope protection required to complete the work shown on the Drawings and specified herein. The work shall include, but not necessarily be limited to: pump stations, manholes, vaults, conduits, pipes, roadways and paving; all backfilling, fill and required borrow; grading; disposal of surplus and unsuitable materials; and all related work such as sheeting, bracing and water handling. Section 6.02 SOIL BORINGS AND SUBSURFACE INVESTIGATIONS The Contractor shall examine the site and undertake subsurface investigations, including soil borings, before commencing the work. The City will not be responsible for presumed or existing soil conditions in the work area. Section 6.03 EXISTING UTILITIES The Contractor shall locate existing utilities in the areas of work prior to starting construction activities. If utilities are to remain in place, the Contractor shall provide adequate means of protection during earthwork operations. Should uncharted or incorrectly charted piping or other utilities be encountered during excavation, the Contractor shall consult the Owner of such piping or utility immediately for directions. Payment for damage and repair to such piping or utilities is the Contractor's responsibility. 2/20/2012 1 of I I ARTICLE 6 The City shall not be responsible for uncharted or incorrectly charted water and wastewater mains or other utilities. It is the Contractor's responsibility to ensure that such facilities exist at the presumed point prior to commencing construction. Section 6.04 MATERIALS 6.04.01 General Materials for use as bedding and backfill shall be as described under this Section. The Contractor shall, upon request by the City, make an appropriate sample of this material available for testing by the City or its designated representative. 6.04.02 Structural Fill Materials for structural fill shall be bedding rock or select common fill as specified herein or other suitable material as approved by the City. 6.04.03 Common Fill Common fill shall consist of mineral soil, substantially free of clay, organic material, loam, wood, trash and other objectionable material which may be compressible or which cannot be compacted properly. Common fill shall not contain stones larger than 6 inches in any dimension, asphalt, broken concrete, masonry, rubble, or other similar materials. It shall have physical properties such that it can be readily spread and compacted during filling. Additionally, common fill shall be no more than 12% by weight finer than the No. 200 mesh sieve unless finer material is approved for use in a specific location by the City. Material falling within the above Specifications, encountered during the excavation, may be stored in segregated stockpiles for reuse. All material which in the opinion of the City is not suitable for reuse, shall be spoiled as specified herein for disposal of unsuitable materials. 6.04.04 Select Common Fill Select common fill shall be as specified above from common fill, except that the material shall contain no stones larger then 1 %2 inches in largest dimension, and shall be no more than 5% by weight finer than the No. 200 mesh sieve. 6.04.05 Bedding Rock Bedding rock shall be 3 /16 inch to 3 /4 inch washed and graded stone (FDOT #57). This stone shall be graded so that 90% to 100% will pass a 3 /4 inch screen and 95% to 100% will be retained on a No. 8 screen. No stones larger then 1 inch in any dimension shall be accepted. 2/20/2012 2 of 11 ARTICLE 6 "Influence area" shall be considered the area within lines sloped downward at 45' from the outer edges of paving, foundations, and utility lines. 2/20/2012 3 of 11 ARTICLE 6 Table 6-1 Final Ty pe of Fill Trenched Pipe PHO Com % 1) Foundation, Beneath piping 6" 98 Bedding, and Haunching 2) Trenched Pipe Cover Over and/or around piping 6" 98 3) Utilities Trench Backfill "Influence area" beneath other piping 8" 98 or utility lines Influence area beneathrigid paving 6" 98 and railroad tracks Influence area beneath 9 „ 98 non -rigid paving Adjacent to or under 9 „ 98 structures 4) Structural Fill All locations under minor 8" 98 structures (manhole, etc.) Below concrete slabbedding, 5) Granular Fill foundations, rigid paving, and 8" 98 excavated areas adjacent to structures 6) Structural Backfill (See Trench Backfill) 7) General Site Grading Fill in other locations 12" 92 not covered herein Topsoil Placement 12" 92 "Influence area" shall be considered the area within lines sloped downward at 45' from the outer edges of paving, foundations, and utility lines. 2/20/2012 3 of 11 ARTICLE 6 Section 6.05 SHEETING AND BRACING IN EXCAVATIONS 6.05.01 General If required to support the sides of excavations, to prevent any movement which could in any way diminish the width of the excavation below that necessary for proper construction and to protect adjacent structures, existing piping and /or foundation material from disturbance, undermining or other damage, the CONTRACTOR shall construct and maintain sheeting and bracing. Care shall be taken to prevent voids outside of the sheeting, but if voids are formed, they shall be immediately filled and rammed. 6.05.02 Miscellaneous Requirements For trench sheeting for pipes, no sheeting is to be withdrawn if driven below mid - diameter of any pipe and no wood sheeting shall be cut off at a level lower than one foot above the top of any pipe unless otherwise directed by the TWA. If, during the progress of the WORK, the TWA decides that additional wood sheeting should be left in place, it may direct the CONTRACTOR to do so. If steel sheeting is used for trench sheeting, removal shall be as specified above, unless written approval is given by the TWA for an alternate method of removal. All sheeting and bracing not left in place shall be carefully removed in such a manner as not to endanger the construction of other structures, utilities, existing piping or property. Unless otherwise approved or indicated on the Drawings or in the Specifications, all sheeting and bracing shall be removed after completion of the substructure. All voids left or caused by withdrawal of sheeting shall be immediately refilled with. sand by ramming with tools specially adapted to that purpose, by watering or otherwise as may be directed. The right of the TWA to order sheeting and bracing left in place shall not be construed as creating an obligation on its part to issue such orders, and its failure to exercise its right to do so shall not relieve the CONTRACTOR from liability for damages to persons or property occurring from or upon the work occasioned by negligence or otherwise, growing out of a failure on the part of the CONTRACTOR to leave in place sufficient sheeting and bracing to prevent any caving or moving of the ground. The CONTRACTOR shall construct the sheeting outside the neat lines of the foundation unless indicated otherwise to the extent he deems it desirable for his method of operation. Sheeting shall be plumb and securely braced and tied in position. Sheeting, bracing and cofferdams shall be adequate to withstand all pressures to which the structure will be subjected. Pumping, bracing and other work within the cofferdam shall be done in a manner to avoid disturbing any construction already performed. Any movement or bulging, which may occur, shall be corrected by the CONTRACTOR at his own expense so as to provide the necessary clearances and dimensions. 2/20/2012 4 of 11 ARTICLE 6 Section 6.06 D CWATERING, DRAINAGE AND FLOT ATION 6.06.01 General The Contractor shall excavate, construct and place all pipelines, concrete work, fill, and bedding rock, in- the -dry. In addition, the Contractor shall not make the final 24 inches of excavation until the water level is a minimum of 1 foot below proposed bottom of excavation. For purposes of these Specifications, "in- the -dry" is defined to be within 2% of the optimum moisture content of the soil. The City reserves the right to ask the Contractor to demonstrate that the water level is a minimum of 1 foot below proposed bottom of excavation before allowing the construction to proceed. Discharge water shall be clear with no visible soil particles and must be in compliance with all Regulatory Agency Requirements. Discharge from dewatering shall be disposed of in such a manner that it will not interfere with the normal drainage of the area in which the work is being performed, create a public nuisance, or form ponding. The operations shall not cause in to any portion of the work completed, or in progress, or to the surface of streets, or to private property. The dewatering operation shall comply with the requirements of appropriate regulatory agencies. Additionally, where private property will be involved, advance permission shall be obtained by the Contractor. All dewatering activities shall comply with the current standards of SJRWMD and FDEP. 6.06.02 Additional Requirements The Contractor shall, at all times during construction, provide and maintain proper equipment and facilities to remove promptly and dispose of properly all water entering excavations, and keep such excavations dry so as to obtain a satisfactory undisturbed subgrade foundation condition until the fill, structure, or pipes to be built thereon have been completed to such extent that they will not be floated or otherwise damaged by allowing water levels to return to natural elevations. Dewatering shall at all times be conducted in such a manner as to preserve the natural undisturbed bearing capacity of the subgrade soils at proposed bottom of excavation. It is expected that well points or other engineered dewatering systems will be required for pre- drainage of the soils prior to final excavation for some of the deeper in- ground structures, or piping and for maintaining the lowered groundwater level until construction has been completed to such an extent that the structure, pipeline or fill will not be floated or otherwise damaged. Well points shall be surrounded by suitable filter sand and negligible fines shall be removed by pumping. The Contractor shall furnish all materials and equipment and perform all work required to install and maintain the drainage systems for handling groundwater and surface water encountered during construction of structures, pipelines and compacted fills. 2/20/2012 5 of 11 ARTICLE 6 During backfilling and construction, water levels shall be measured in observation wells located as directed by the City. Continuous pumping shall be required as long as water levels are required to be below natural levels. Section 6.07 EXCAVATION 6.07.01 General Excavation consists of removal, storage and disposal of material encountered when establishing required grade elevations and in accordance with the notes shown in the Contract Documents. Authorized earth excavation includes removal and disposal of pavements and other obstructions visible on ground surface, underground structures and utilities indicated to be demolished and removed, and other materials encountered that are not classified as rock excavation or unauthorized excavation. Unauthorized excavation consists of removal of material beyond the limits needed to establish required grade and subgrade elevations without specific direction of the City. Unauthorized excavation, as well as remedial work directed by the City, shall be at the Contractor's expense. Such remedial work shall be performed as directed by the City. If requested by the City, when excavation has reached required subgrade elevations, a Geotechnical /Soils Engineer shall make an inspection of conditions. If the subgrade is unsuitable, Contractor shall carry excavation deeper and replace excavated material with select common fill or bedding rock, as directed by the City. If the Contractor excavates below grade through error, for convenience, or through failure to properly dewater the excavation or disturbs the subgrade before dewatering is sufficiently complete, the Contractor may be directed by the City to excavate below grade and refill the excavation using select common fill or bedding rock. Slope sides of excavations shall comply with Local Codes and Ordinances, and with OSHA requirements. Contractor shall shore and brace where sloping is not possible due to space restrictions or stability of the material excavated. Sides and slopes shall be maintained in a safe condition until completion of backfilling. Contractor shall stockpile satisfactory excavated materials at a location approved by the City until required for backfill or fill. When needed in the work, material shall be located and graded at the direction of a Geotechnical /Soils Engineer. Stockpiles shall be placed and graded for proper drainage. All soil materials shall be located away from the edge of excavations. All surplus and /or unsuitable excavated material shall be legally disposed of by the Contractor. Any permits required for the hauling and disposing of this material shall be obtained by the Contractor prior to commencing hauling operations. 2 /20/2012 6 of 11 ARTICLE 6 6.07.02 Excavation For Structures All such excavations shall conform to the elevations and dimensions shown in the Contract Documents within a tolerance of plus or minus 0.10 foot and extending a sufficient distance from footings and foundations to permit placing and removing form work, installation of services and other construction, inspection or as shown in the Contract Documents . In excavating for footings and foundations, care shall be exercised not to disturb the bottom of the excavation. Bottoms shall be trimmed to required lines and grades to leave a solid base to receive concrete. 6.07.03 Trench Excavation Excavation for all trenches required for the installation of utility pipes shall be made to the depths indicated in the Contract Documents and in such manner and to such widths as will give suitable room for laying the pipe within the trenches, for bracing and supporting, and for pumping and drainage facilities. The bottom of the excavations shall be firm and dry and in all respects acceptable to the City. Excavation shall not exceed normal trench width as specified in the Typical City Details attached as part of this Manual. Any excavation which exceeds the normal trench width shall require special backfill requirements as determined by the City. Where pipes are to be laid in bedding rock, select common fill or encased in concrete, the trench may be excavated by machinery to or just below the designated subgrade, provided that the material remaining in the bottom of the trench is no more than slightly disturbed. Where the pipes are to be laid directly on the trench bottom, the lower part of the trenches shall not be excavated to grade by machinery. The last of the material being excavated shall be done manually in such a manner that will give a shaped bottom, true to grade, so that pipe can be evenly supported on undisturbed material, as specified in the Typical City Details attached as part of this Manual. Bell holes shall be made as required. Section 6.08 BEDDING AND BACKFILL 6.08.01 General Material placed in fill areas under and around structures and pipelines shall be deposited within the lines and to the grades shown on the Drawings or as directed by the City, making due allowance for settlement of the material. Fill shall be placed only on properly prepared surfaces which have been inspected and approved by the City. If sufficient select common or common fill material is not available from excavation on -site, the Contractor shall provide fill as may be required. 2/20/2012 7 of I I ARTICLE 6 Fill shall be brought up in substantially level lifts starting in the deepest portion of the fill. The entire surface of the work shall be maintained free from ruts and in such condition that construction equipment can readily travel over any section. Fill shall be placed and spread in layers by a backhoe or other approved method, unless otherwise specified. The Contractor shall assign a sufficient number of men to this work to insure satisfactory compliance with these requirements. All fill materials shall be placed and compacted "in- the -dry ". The Contractor shall dewater excavated areas as required to perform the work and in such manner as to preserve the undisturbed state of the natural inorganic soils. Prior to filling, the ground surface shall be prepared by removing vegetation, debris, unsatisfactory soil materials, obstructions and deleterious materials. Contractor shall plow strip or break up sloped surfaces steeper than 1 vertical to 4 horizontal so that fill material will bond with the existing surface. When existing ground surface has a density less than that specified for the particular area classification, Contractor shall break up the ground surface, pulverize, moisture - condition to the optimum moisture content and compact to required depth and percentage of maximum density. Before compaction, material shall be moistened or aerated as necessary to provide the optimum moisture content. Material which is too wet shall be spread on the fill area and permitted to dry, assisted by harrowing if necessary, until the moisture content is reduced to allowable limits. If added moisture is required, water shall be applied by sprinkler tanks or other sprinkler systems, which will insure uniform distribution of the water over the area to be treated and give complete and accurate control of the amount of water to be used. If too much water is added, the area shall be permitted to dry before compaction is continued. The Contractor shall supply all hose, piping, valves, sprinklers, pumps, sprinkler tanks, hauling equipment and all other materials and equipment necessary to place water in the fill in the manner specified. Contractor shall compact each layer to required percentage of maximum dry density or relative dry density in accordance with this Manual. Backfill or fill material shall not be placed on surfaces that are muddy, frozen or contain frost or ice. Contractor to Supply all materials and equipment necessary for proper installation. 6.08.02 Bedding and Backfill For Structures Bedding rock shall be used for bedding under all structures as specified in the Latest Typical City Details. The Contractor shall take all precautions necessary to maintain the bedding in a compacted state and to prevent washing, erosion or loosening of this bed. Structural fill shall be used as backfill against the exterior walls of the structures. Fill shall be compacted sufficiently in accordance with these Specifications. If compaction is by rolling or ramming, material shall be wet down as required. 2/20/2012 8 of I I ARTICLE 6 Backfilling shall be carried up evenly on all walls of an individual structure. No backfill shall be allowed against walls until the walls and their supporting slabs, if applicable, have attained sufficient strength. In locations where pipes pass through building walls, the Contractor shall take precautions to consolidate the fill up to an elevation of at least 1 foot above the bottom of the pipes. Structural fill in such areas shall be placed for a distance of not less than 3 feet either side of the center line of the pipe in level layers not exceeding 8 inches in depth. The surface of filled areas shall be graded to smooth true lines, strictly conforming to grades indicated on the Drawings. No soft spots or uncompacted areas shall be allowed in the work. Temporary bracing shall be provided as required during construction of all structures to protect partially completed structures against all construction loads, hydraulic pressure and earth pressure. The bracing shall be capable of resisting all loads applied to the walls as a result of backfilling. 6.08.03 Bedding and Backfill For Pipes Bedding for pipe shall be as shown on the plans and as specified in the Typical City Details attached as part of this Manual. The Contractor shall take all precautions necessary to maintain the bedding in a compacted state and to prevent washing, erosion or loosening of this bed. Backfilling over and around pipes shall begin as soon as practical after the pipe has been laid, jointed and inspected as specified in the Typical City Details attached as part of this Manual. Any space remaining between the pipe and sides of the trench shall be carefully backfilled and spread by hand or approved mechanical device and thoroughly compacted with a tamper as fast as placed, up to a level of 1 foot above the top of the pipe. The filling shall be carried up evenly on both sides. Compaction shall be in accordance with this Manual. The remainder of the trench above the compacted backfill, as just described above, shall be filled and thoroughly compacted in uniform layers. Compaction shall be in accordance with this Manual. 2/20/2012 9 of I 1 ARTICLE 6 Section 6.09 COMPACTION 6.09.01 General The Contractor shall control soil compaction during construction to provide the percentage of maximum density specified. The Contractor shall provide the City copies of all soils testing reports, prepared by a Geotechnical /Soils Engineer, demonstrating compliance with these Specifications. When an existing trench bottom has a density less than that specified under these Specifications, the Contractor shall break up the trench bottom surface, pulverize, moisture - condition to the optimum moisture content, and compact to required depth and percentage of maximum density. 6.09.02 Percentage of Maximum Density Requirements The CONTRACTOR shall control soil compaction during construction to provide the percentage of maximum density specified. When utility work is conducted within FDOT right -of -way or other governing municipality, the more stringent minimum density standards shall apply. Fill or undisturbed soil from the bottom of the pipe trench to one foot above the pipe to the finished grade elevation shall be compacted to a minimum density of 98 percent of the maximum dry density as determined by AASHTO T -180 for all structural areas or right of way or easements with vehicular traffic on top of the pipe. Other non— structural areas may be compacted to a minimum density of 95% of maximum dry density as determined by AASHTO T -180. 6.09.03 Compaction Tests One compaction test location shall be required for each 300 linear feet of pipe and for every 100 square feet of backfill around structures as a minimum. The City may determine that more compaction tests are required to certify the installation depending on field conditions. The locations of compaction tests within the trench shall be in conformance with the following schedule: A) One test at the spring line of the pipe. B) At least one test for each 12 inch layer of backfill within the pipe bedding zone for pipes 24 inches and larger. C) One test at an elevation of 1 foot above the top of the pipe. D) One test for each 2 feet of backfill placed from 1 foot above the top of the pipe to finished grade elevation. If, based on the Geotechnical /Soils Engineer testing reports and inspection, fill which has been placed is below specified density, Contractor shall provide additional compaction and testing prior to commencing further construction. 2/20/2012 10 of I I ARTICLE 6 Section 6.10 GRADING All areas within the limits of construction, including transition areas, shall be uniformly graded to produce a smooth, uniform surface. Areas adjacent to structures or paved surfaces shall be graded to drain away from structures and pavement. Ponding shall be prevented. After grading, the area shall be compacted to the specified depth and percentage of maximum density. No grading shall be done in areas where there are existing pipelines that may be uncovered or damaged until such lines have been relocated. Section 6.11 MAINTENANCE Contractor shall protect newly graded areas from traffic and erosion and keep them free of trash and debris. Contractor shall repair and reestablish grades in settled, eroded and rutted areas. Where completed compacted areas are disturbed by subsequent construction operations or adverse weather, Contractor shall scarify surface and reshape and compact to required density prior to further construction. Section 6.12 INSPECTION AND QUALITY ASSURANCE' 6.12.01 Inspection Contractor shall examine the areas and conditions under which excavating, filling and grading are to be performed, and not proceed with the work until unsatisfactory conditions have been corrected. Contractor shall examine existing grade prior to commencement of work and report to the City if elevations of existing grade vary from elevations shown on Drawings. 6.12.02 Quality Assurance All work shall be performed in compliance with applicable requirements of governing authorities having jurisdiction. The City shall provide quality control testing during construction to ensure compliance with these Specifications. Contractor shall allow the testing service to inspect and approve fill materials and fill layers before further construction is performed. The Contractor shall be given copies of all test results. Contractor shall be financially responsible for all failed and /or substandard material testing. 2/20/2012 11 of 11 ARTICLE 6 ARTICLE 7 CLEARING AND GRUBBING Index 7.01 GENERAL 7.02 CLEARING AND GRUBBING 7.03 DISPOSAL OF UNSUITABLE MATERIALS BACK TO TABLE OF CONTENTS Section 7.01 GENERAL The work covered by this ARTICLE consists of clearing and grubbing and the proper removal and disposal of the resultant products and debris within the areas of the rights -of -way, easements, retention areas, and all other construction areas. Dust control is mandatory. All appropriate permits shall be obtained prior to start of activity. Existing trees and other vegetation that are designated to remain shall be protected in accordance with the LDC. Section 7.02 CLEARING AND GRUBBING Clearing and grubbing shall consist of the removal and proper disposal of all timber, brush, stumps, roots, grass, weeds, sawdust, rubbish, buildings, septic tanks, pipe, foundations, and all other deleterious material resting on or protruding through the surface of the excavated areas. All wells with no future use shall be abandoned in accordance with Florida Department of Environmental Protection and local Water Management District regulations. In all areas of roadway construction and embankment, trees, stumps, roots, and other deleterious materials shall be removed to a depth of not less than 2 feet below the subgrade. Section 7.03 DISPOSAL OF UNSUITABLE MATERIALS Unsuitable material shall be the property of the Owner/Developer, and materials shall be disposed of in accordance with current City, County, State, and Federal Regulations. 2/20/2012 1 of I ARTICLE 7 r 3 n C 8 Index 8.01 GENERAL 8.02 EXCAVATION 8.03 UNSUITABLE MATERIAL 8.04 SUITABLE MATERIAL 8.05 DISPOSAL OF EXCESS MATERIAL 8.06 PLACING EMBANKMENT 8.07 SHOULDERS, DITCHES, AND SLOPES Section 8.01 GENERAL The work covered by this ARTICLE consists of excavation and embankment required for roadway, ditches, channel changes and other works. Unless otherwise provided, this ARTICLE shall include all excavation, shaping, filling, sloping and finishing necessary for the construction, preparation, and completion of all embankments, subgrades, shoulders, ditches, slopes, gutters, intersections, approaches, private entrances, and other works all in accordance with the required alignment, grade, and cross sections shown on the plans or as directed, by the City Engineer or his Designee. All earthwork within the City of Ocoee will comply with FDOT Standard Specifications for Road and Bridge Construction, most current edition. Section 8.02 EXCAVATION While the excavation is being done and until the work is finally accepted, the Contractor shall take the necessary steps to protect the work to prevent loss of material from the construction area due to the action of wind or water. During construction, the area shall be maintained in such condition that it will not constitute a hazard and shall be well drained at all times. Section 8.03 UNSUITABLE MATERIAL Where muck, rock, clay, organic, or other materials within the limits of the construction area is, in the opinion of the City Engineer, unsuitable, the Contractor shall excavate to a depth approved by the City Engineer or his Designee and then backfill with suitable material in an approved manner, shaping to conform to the required cross section. Section 8.04 SUITABLE MATERIAL Suitable material excavated from existing City right -of -way shall be hauled to a designated location within the City. Location to be designated by City Engineer 2/20/2012 1 of 2 ARTICLE 8 Section 8.05 DISPOSAL OF EXCESS MATERIAL Excess material shall be disposed of in accordance with current City, County, State of Florida, and Federal regulations. Section 8.06 PLACING EMBANKMENT Embankments shall be constructed of suitable materials placed in successive level layers not more than 12 inches in thickness, loosely measured, for the full width and the full length of the embankment, and compacted to a minimum density of 98% of the maximum density value as determined by AASHTO T -180. Section 8.07 SHOULDERS, DITCHES, AND SLOPES When the work includes surfacing or paving, the earthwork, including the slopes and all drainage structures, shall be Substantially Completed before the construction of the base course and pavement is started. During the construction of the pavement, a shoulder at least 3 feet wide shall be maintained in place to properly support the edges of the pavement or curb. Before final acceptance by the City, the earth shoulders, slopes, and side ditches shall be completed and shaped to a surface which is within 0.1 foot above or below the true surface shown on the plans; except that, adjacent to pavement, curb, or sidewalk/bikepath, the shoulders shall be shaped to match the edge of the pavement, curb or sidewalk/bikepath. The shoulder line shall not vary more than 0.3 foot horizontally from the true lines shown on the plans. All earth work within 5 feet of the roadway must be compacted to a minimum density of 98% of the maximum dry density as determined by AASHTO T -180. 2/20/2012 2 of 2 ARTICLE 8 Index 9.01 9.02 9.03 9.04 9.05 Section 9.01 DESCRIPTION SUBBASE REQUIREMENTS S "I'ABILIZATION CONSTRUCTION TESTING DESCRIPTION Subbase shall be defined as that portion of the roadbed immediately below the base course or pavement including below the curb and gutter, the limits of which will ordinarily include those portions of the roadbed shown in the plans. The limits of the subbase shall be considered to extend outward to 12 inches beyond the base. On roadways where curbs are utilized, the subbase shall extend to 12 inches beyond the back of curb. All subbase material installed within the City of Ocoee will comply with the FDOT Standard Specifications for the Road and Bridge Construction, most current edition. Section 9.02 SUBBASE REQUIREMENTS Before the following items are constructed, subbase material is required as specified: A) Stabilize top 12 inches to Limerock Bearing Ration (LBR) 40. B) Compact to a minimum density of 98% of the maximum density determined by AASHTO T -180 for top 12 inches. Section 9.03 STABILIZATION The stabilizing material shall be high bearing value soil, sand -clay, limerock, shell, or other material approved by the City Engineer and shall meet the physical requirements of FDOT. Section 9.04 CONSTRUCTION The surface of the subbase shall conform to the lines and grades as defined on the construction plans to a tolerance of 0.05 foot. If surface exhibits plastic deformations during compaction, the existing wet material shall be removed and replaced by dry material. The method of aeration may be used if permitted by the City Engineer. Section 9.05 TESTING Refer to ARTICLE 15 of this Manual for testing and quality control requirements. 2/20/2012 1 of I ARTICLE; 9 ARTICLE 10 SOIL CEMENT BASE Index 10.01 10.02 10.03 10.04 10.05 10.06 10.07 10.08 10.09 DESCRIPTION USE OF SOIL CEMENT APPROVAL DESIGN MIX MATERIALS EQUIPMENT CONSTRUCTION METHODS OPENING TO TRAFFIC MAINTENANCE INSPECTION BACK TO TABLE OF CONTENTS Section 10.01 DESCRIPTION The work specified in this ARTICLE shall consist of the construction of a soil cement base course composed of soil and Portland cement uniformly mixed, moistened, compacted, finished and cured in accordance with these Specifications, and shall conform to the lines, grades thicknesses and typical cross sections shown on the plans. The base shall be designed to have a minimum in -situ strength of 350 psi. Seven day laboratory design compressive - strength shall be a minimum of 500 psi for mixed in -place and 450 psi for plant mixed. Section 10.02 USE OF SOIL CEMENT APPROVAL The use of soil cement is generally not permissible and shall not be used without the City Engineer's permission. The City Engineer shall only consider the use of soil cement under conditions when normal base material functions may fail due to field conditions. Additional information supporting the request for and the use of soil cement may be required. Section 10.03 DESIGN MIX 10.03.01 Minimum Requirements Processing of the base shall not be started until the soil cement design mix, which has been prepared by a registered Geotechnical /Soils Engineer, for the particular soil has been submitted to and approved by the City Engineer or his Designee. The following shall be the minimum items included with the mix design submittal: A) Cement content. B) Optimum moisture content. 2/20/2012 1 of 6 ARTICLE 10 C) Minimum and maximum moisture content. Section D) Seven laboratory compressive strength. E) Anticipated 7 day field compressive strength. F) Method of application and timing (including total time from batching to completion). G) Other information as requested. 10.03.02 Notification Construction of the soil cement base shall not proceed without 72 hour notice to the Engineering Inspection Division of the City of Ocoee. 10.04 MATERIALS 10.04.01 Portland Cement Portland Cement shall be Type I or Type I -P and shall comply with the Standard Specifications for Portland Cement ASTM C -145. Cement which is partially set, lumpy or caked shall not be used. One cubic foot of Portland Cement shall be considered to weigh 94 lbs. 10.04.02 Water Water shall be clean and free from substance deleterious to the hardening of the soil cement. 10.04.03 Soil Only soils which have proven themselves to produce a high quality soil cement base shall be acceptable. New sources of soil cement material must be approved by the City Engineer prior to use. 10.04.04 Soil Cement Mix Types Central mixed plant materials: A) Only a central mixed material from an approved commercial source shall be acceptable for use as a base material for improvements to be dedicated to the City of Ocoee. B) In place mixed materials shall only be an option for an Owner /Developer on private property or for improvements not being dedicated to the City. The Owner /Developer shall provide to the City a certification from the Geotechnical or Project Engineer stating that the results of all testing of the mixed in place materials are satisfactory. 2/20/2012 2 of 6 ARTICLE 10 Section 10.05 EQUIPMENT Soil cement may be constructed with any machine, combination of machines or equipment that will produce the results meeting the requirements for soil pulverization, cement application, mixing, uniform depth control, water application, incorporation of materials, compaction, finishing and curing, as required by these Specifications. Section 10.06 CONSTRUCTION METHODS 10.06.01 Responsibility The Contractor is responsible for completing the project in accordance with plans and Specifications and with experienced competent supervision. 10.06.02 Preparation Before construction operations are begun, the area to be paved shall be graded and shaped as required to construct the soil cement base in conformance with the grades, lines, thicknesses and typical cross section shown on the plans. Additional soil needed, if any, shall be placed as directed. Unsuitable and /or yielding soil or material shall be removed and replaced with acceptable soil. 10.06.03 Delivery of Materials All soil cement deliveries shall be accompanied by a batch time stamped on the delivery ticket by means of a mechanical time clock. Batch time shall be an accurate time of concrete batch and delivery truck departure from the batch plant. 10.06.04 Application of Water and Moist Mixing Immediately after and /or during the mixing of soil and cement, and before beginning the compaction, the moisture content of the soil cement mixture shall be determined by the laboratory and, if required, water shall be applied uniformly in quantities required to obtain proper moisture content. After the final application of water, mixing shall be continued until the water is distributed uniformly through the full depth of the mixture. When water application and mixing has been completed, the percentage of moisture in the mixture and in unpulverized soil lumps, based on oven -dry weights, shall not be more than 2 percentage points above the specified optimum moisture content, and shall not be less than that quantity which will cause the soil cement mixture to become unstable during compaction and finishing. 2/20/2012 3 of 6 ARTICLE 10 10.06.05 Compaction Prior to beginning of compaction, the mixture shall be in a loose condition for its full depth. The loose mixture shall then be uniformly compacted until the entire depth of the mixture is compacted to a minimum density of 98% of the maximum density in accordance with AASHTO T -180 as determined in the field on representative samples of soil cement mixture obtained from the roadway at the time compaction begins. During the compaction operations, shaping may be required to obtain the required grades and cross section. The maximum time allowed between the last moist mixing and compaction shall be 60 minutes. 10.06.06 Finishing After the mixture has been initially compacted, the surface of the soil cement shall be shaped to the required lines, grades and cross section. During the shaping operations, the surface shall be lightly scarified to loosen any imprints left by the compacting or shaping equipment, when deemed necessary. The resulting surface shall then be compacted to the specified density with a pneumatic tire roller. Rolling shall be supplemented by broom - dragging, if required. . The moisture content of the surface material must be maintained at not less than its specified optimum moisture content during finishing operations. Surface compaction and finishing shall be done in such a manner as to produce a smooth, dense surface, free of surface compaction planes, cracks, ridges or loose material. Surface - finishing methods may be varied, provided a smooth, dense surface, free of surface compaction planes is produced. The moisture and density requirements shall be determined by the methods prescribed in AASHTO T -135. 10.06.07 Surface Requirements (Scalping or Hard - Planing) After compaction and finishing have been completed, and not later than the beginning of the next calendar day after the construction of any section of the base, the surface shall be tested with a template cut to the required crown and /or with a 15 foot straight edge laid parallel to the centerline. All irregularities greater than ` / 4 inch shall be immediately corrected with a blade adjusted to the lightest cut, which will insure a surface that does not contain depressions greater than '/4 inch under the template or the straight -edge. The material removed shall be wasted. Additional wetting during and after this final shaping operation shall be required to keep the base continuously moist. 10.06.08 Prime /Curing The curing material shall be applied immediately after the completion of finishing operations. The finished soil cement shall be kept continuously wet until the curing material is placed. After the soil cement has been finished as specified herein, it shall be protected against drying for 7 days by the application of bituminous coating. Prime and curing materials shall conform to ARTICLE 12 of this Manual. Covering the application of bituminous materials, including but not limited to: materials, equipment, cleaning of the base, weather limitations, application of prime coat and application of tack coat. 2/20/2012 4 of 6 ARTICLE 10 10.06.09 Construction Joints Prior to the beginning of each day's construction, a straight transverse construction joint shall be formed by cutting back into the completed work to form a true vertical face. 10.06.10 Thickness During various stages of construction, test holes or trenches shall be dug in the mixture to determine the thickness. After the base is completed test holes shall be dug or cored at intervals of not more than 300 feet, or at closer intervals if necessary, and the thickness of the base shall be determined from measurements made in these test holes. Where the base is deficient in thickness by more than %2 inch, the area of deficient base shall be removed and replaced by base of the required thickness, at the Contractor's expense. Except, at the City Engineer's discretion, such deficient base thickness may be left in place if the deficiency can be made up in asphaltic surface course. Section 10.07 OPENING TO TRAFFIC The Contractor shall not be permitted to drive heavy equipment over the completed sections. Light weight pneumatic -tired equipment may be permitted after the surface has hardened sufficiently to prevent the equipment from marking the surface and provided the protection and curing specified are not impaired. Completed section may be opened to light traffic after 24 hours, provided the surface has hardened sufficiently to prevent marking by traffic and has been inspected by the City Engineer or his Designee. An application of sand shall only be done prior to opening to construction traffic. Section 10.08 MAINTENANCE The Contractor shall maintain the base to a true and satisfactory surface until the wearing surface is constructed. Should any repairs or patching be necessary, they shall extend to the full depth of the base and shall be made in a manner that will assure restoration of a uniform base course conforming to the requirements of these Specifications. The bituminous curing coating shall be maintained until the wearing surface is constructed. 2/20/2012 5 of 6 ARTICLE 10 Section 10.09 INSPECTION After a minimum of 7 days have elapsed and prior to applying the asphalt wearing surface, a detailed engineering inspection of the base shall be performed by the City Engineer or his Designee, Geotechnical /Soils Engineer, and Contractor. This inspection of the hardened soil cement base is required prior to approval for paving, to assure that the soil cement base has set -up satisfactorily and that no soft areas or surface scabs exist which may need repair. Prior to commencing paving operations, all deficiencies shall be corrected and approved by the City Engineer or his Designee. 2/20/2012 6 of 6 ARTICLE 10 ARTICLE 11 LIMEROCK BASE Index 11.01 GENERAL 11.02 MATERIALS 11.03 EQUIPMENT 11.04 TRANSPORTING LIMEROCK 11.05 SPREADING LIMEROCK 11.06 COMPACTING AND FINISHING BASE 11.07 PRIMEXURING 11.08 TESTING SURFACE 11.09 TESTS 11.10 DEFICIENCIES 11.11 OPENING TO TRAFFIC 11.12 MAINTENANCE BACK TO TABLE OF CONTENTS Section 11.01 GENERAL The work specified in this ARTICLE consists of the construction of a base course composed of limerock. It shall be constructed on the prepared subgrade in accordance with these Specifications and in conformity with the lines, grades, notes, and typical cross sections shown on the plans. Where so shown on the plans, the base shall be constructed in 2 courses. Where the plans do not specify double- course base, the base may be constructed in either 1 or 2 courses. All limerock base installed within the City of Ocoee will comply with the MOT Standard Specifications for the Road and Bridge Construction, most current edition. Section 11.02 MATERIALS The material used shall be obtained from a MOT certified mine (pit). Section 11.03 EQUIPMENT This work may be performed with any machine, combination of machines, or equipment that will produce the specified results. Section 11.04 TRANSPORTING LIMEROCK The limerock shall be transported to the point where it is to be used over rock previously placed and dumped on the end of the preceding spread. In no case shall rock be dumped directly on the subgrade. The Contractor may seek relief from this requirement when the subgrade is to be adequately stabilized, as approved by the City Engineer. 2/20/2012 1 of 3 ARTICLE 11 Section 11.05 SPREADING LINIEROCK The limerock shall be spread uniformly. All segregated areas of fine or coarse rock shall be removed and replaced with well - graded rock. For double - course base, the rock shall be spread in 2 courses, and the thickness of the first course shall be approximately % the total thickness of the finished base, or enough additional to bear the weight of the construction equipment without disturbing the subgrade. Section 11.06 COMPACTING AND FINISHING BASE For double course base, the first course shall be bladed if necessary to secure a uniform surface, and shall be compacted to the density specified below, immediately prior to spreading the second course. No other finishing of this course is required. After spreading is completed, the entire surface shall be scarified and shaped so as to produce the exact grade and cross section after compaction. For double course bases, this scarifying shall extend to a depth sufficient to penetrate slightly the surface of the first course. Proper moisture condition shall be maintained uniformly throughout the material during the compaction operation. The material shall be compacted to a minimum density of 98% of the maximum density obtainable under AASHTO T -180. Where the base is being constructed in one course and the specified thickness is more than 6 inches, the density specified above shall be obtained in both the bottom half and top half of the base. During final compacting operations, if blading of any areas is necessary to obtain the true grade and cross section, the compacting operations for such areas shall be completed prior to making the density determinations on the finished base. The surface shall be "hard- planed" with a grader immediately prior to the zn application of the prime coat to remove the thin- glazed or cemented surface, leaving a granular or porous condition that will allow free penetration of the prime material. The materials planed from the base shall be removed from the base area. If, at any time, the subgrade material should become mixed with the base course material, the Contractor, at their cost shall excavate and remove the mixture, reshape and compact the subgrade, and replace the materials removed with clean base material, which shall be shaped and compacted as specified above. Section 11.07 PRINIE /CURING Once limerock has been finished as specified herein, it shall be protected by the application of a bituminous coating. The bituminous material shall be applied as soon as possible after the completion of finishing operations. The Prime /Curing material shall be in accordance with ARTICLE 12 of this Manual. 2/20/2012 2 of 3 ARTICLE I I Section 11.08 TESTING SURFACE The finished surface of the base course shall be checked with a template cut to the required cross section and with a 15 foot straight edge laid parallel to the centerline of the road or other approved testing devices. All irregularities greater than ±'/4 inch shall be corrected by scarifying and removing or adding rock, as may be required, after which the entire areas shall be re- compacted as specified herein. All corrective material and rework is at the contractor's expense. Section 11.09 TESTS Testing shall be done in accordance with ARTICLE 15 of this Manual. Section 11.10 DEFICIENCIES If deficiencies in the density occur, the base shall be reworked and re- compacted until the density tests conform to these Specifications. All work to repair said deficiencies will be at the contractor's expense. Any deficiencies in thickness of base greater than '/z inch shall require that the entire base be reworked to conform to the original line and grade and specifications as shown on the original plans. Except, at the City Engineer's discretion, such deficient base thickness may be left in place if the deficiency can be made up in asphaltic surface course. Section 11.11 OPENING TO TRAFFIC The Contractor shall not be permitted to drive heavy equipment over the completed sections. Light weight pneumatic -tired equipment may be permitted after the surface has hardened sufficiently to prevent the equipment from marking the surface and provided the protection and curing specified are not impaired. Completed section may be opened to light traffic after 24 hours, provided the surface has hardened sufficiently to prevent marking by traffic and has been inspected by the City Engineer or his Designee. An application of sand shall only be done prior to opening to construction traffic. Section 11.12 MAINTENANCE The Contractor shall maintain the base to a true and satisfactory surface until the wearing surface is constructed. Should any repairs or patching be necessary, they shall extend to the full depth of the base and shall be made in a manner that will assure restoration of a uniform base course conforming to the requirements of these Specifications. The bituminous curing coating shall be maintained until the wearing surface is constructed. 2/20/2012 3 of 3 ARTICLE 11 Index 12.01 GENERAL. 12.02 MATERIALS 12.03 EQUIPMENT 12.04 CLEANING THE BASE 12.05 WEATHER LIMITA'T'IONS 12.06 APPLICATION OF PRIME COAT 12.07 APPLICATION OF TACK COAT IIIACK I O I OV ('} 11 I'S Section 12.01 GENERAL The work specified in this ARTICLE consists of the application of bituminous material, on a previously prepared base, in accordance with these Specifications and in conformity with the lines, grades, dimensions, and notes shown on the plans. All prime and tack coats installed will comply with the MOT Standard Specifications for the Road and Bridge Construction, most current edition. Section 12.02 MATERIALS The materials used shall be as follows: 12.02.01 Prime Coat A) Cutback Asphalt, Grade RC -SS -1, SS -1H, Special MS- Emulsion, diluted at the ratio of 6 parts emulsified asphalt to 4 parts water. B) Cutback Asphalt, Grade RC -70. 12.02.02 Tack Coat A) Asphalt Cement, Viscosity Grades AC -20 or AC -30. B) Emulsified Asphalt, Grade RS -2, SS -1, SS -1H, Special MS- Emulsion, diluted at the ratio of 6 parts emulsified asphalt to 4 parts water. For the prime and tack coat, any one of the specified bituminous materials may be used at the option of the Contractor, unless a specific type and grade is called for on the plans. 2/20/2012 1 of 3 ARTICLE 12 Section 12.03 EQUIPMENT This work may be performed with any machine, combination of machines, or equipment that will produce the specified results. Section 12.04 CLEANING THE BASE Before any bituminous material is applied, all loose material, dust, and foreign material, which might prevent proper bond with existing surface, shall be removed for the full width of the application. Particular care shall be taken to clean the outer edges of the strip to be treated in order to insure that the prime or tack coat will adhere. Where the prime or tack coat is applied adjacent to curb and gutter or valley gutter, such concrete surfaces are to be protected and kept free of bituminous materials. Section 12.05 WEATHER LIMITATIONS No bituminous material shall be applied when the temperature of the air is less than 40' F in the shade, or when the weather conditions or the condition of the existing surface is unsuitable. Section 12.06 APPLICATION OF PRIME COAT The surface to be primed shall be clean and free of standing water. For limerock bases the glazed finish shall be removed, leaving a granular or porous condition that will allow free penetration of bituminous material. The temperature of the prime material shall be between 100' F and 150 F. The actual temperature shall be that which will insure uniform distribution. The material shall be applied by means of a pressure distributor. The amount of bituminous material applied shall be not less than 0.10 gallon per square yard for limerock base and not less than 0.15 gallon per square yard for soil cement, or shell base. The amount to be applied will be dependent on the character of the surface and shall be sufficient to coat the surface thoroughly and uniformly, with no excess. Where asphaltic pavement abuts concrete curbing, the vertical abutting edge shall receive a uniform coating of tack applied so as to avoid puddles, etc. A light uniform application of clean sand shall be applied prior to opening the primed base to traffic, in which case the sand shall be rolled with a traffic roller. If warranted by traffic conditions, the application shall be made only on one -half of the width of the base at one time, care being taken to secure the correct amount of bituminous materials at the joint. The base shall be sufficiently moist in order to obtain maximum penetration of the asphalt. 2/20/2012 2 of 3 ARTICLE 12 Section 12.07 APPLICATION OF TACK COAT Where a bituminous surface is to be laid and a tack coat is required, it shall be applied as herein specified. On newly constructed base courses, the application of the tack coat, when required, shall follow the application of the prime coat, immediately prior to placing the wearing surface. In general, a tack coat shall not be required on primed bases, except in areas which have become excessively dirty and cannot be cleaned, where the prime has cured and lost bonding effect, or where the prime coat has worn away. The tack coat shall be applied with a pressure distributor. The bituminous material shall be heated to a suitable consistency as designed or as stated in Section 11.06. The bituminous material shall be applied at the rate between 0.02 gallon and 0.08 gallon per square yard. The tack coat shall be applied sufficiently in advance of the laying of the wearing surface to permit drying, but shall not be applied so far in advance or over such an area as to lose its adhesiveness as a result of being covered with dust or other foreign material and shall be kept free from traffic until the wearing surface is laid. 2/20/2012 3 of 3 ARTICLE 12 ARTICLE 13 Index ASPHALTIC CONCRETE SURFACE COURSE 13.01 GENERAL 13.02 ASPHALTIC CONCRETE MIXES 13.03 MECHANICAL SPREADING and SCREEDING EQUIPMENT 13.04 CONSTRUCTION METHODS 13.05 FINISHED SURFACE REQUIREMENTS 13.06 SUBMITTALS BACK TO TABLE OF CONTENTS Section Section 13.01 GENERAL The work specified in this ARTICLE consists of the application of asphaltic concrete surface course. This course shall be composed of a mixture of aggregates and, if necessary, mineral filler and asphalt cement to produce the desired stability as hereinafter described, properly laid upon a prepared base in accordance with these Specifications and in conformity with the lines, grade, thickness and typical cross section shown on the plans. This work shall include the conditioning of the existing surface or base. Skid resistant surfaces shall be installed as required by the City Engineer. All asphalt pavement installed . will comply with the FDOT Standard Specifications for the Road and Bridge Construction, most current edition. 13.02 ASPHALTIC CONCRETE MIXES All thicknesses mentioned in these Specifications and /or shown on the project Drawing shall be an average thickness computed as follows: The minimum thickness allowed shall be 1 /4 inch less than the required average thickness. Thickness in excess of 1 /4 inch of the required average thickness shall be computed at the design thickness plus '/4 inch in computing the average thickness. The thickness of the pavement shall be determined from the length of core, at least 2 inches in diameter, taken at random points on the cross section and along the roadway. Each core shall represent a section not longer than 250 feet. The average thickness shall be determined from the measured thicknesses. If the Contractor believes that the number of cores taken is insufficient to properly indicate the thickness of the pavement, additional cores can be requested at locations designated by the Contractor. These and any additional costs shall be born by the Contractor. When the deficiency in thickness is in excess of 1 /4 inch, the Contractor shall correct the deficiency either by replacing the full thickness for a length extending at least 50 feet from each end of the deficient area, or (when permitted by the City Engineer or his Designee) by overlaying. Normally an overlay shall not be permitted in a concrete curb section. 2/20/2012 1 of 4 ARTICLE 13 Asphaltic concrete mixes shall meet the following Specifications when called for in the plans and specifications: Type S -2 (S-11) 23/4 2 " S -II) 2 3/4 1,000 lb Wearing Course Type S -3 (S -III) * 1 /Y2 1,500 lb Wearing Course Type FC -5 Current MOT (3 Specification ' °) N/A Friction Course Type FC -9.5 Refer to MOT N/A Friction Course Specification Type FC -12.5 * Refer to MOT N/A Friction Course Specification Type SP -9.5 Current MOT V N/A Structural Course Specification 1 ' /2 " Type SP -12.5 Current MOT 1 '% ;; N/A Structural Course Specification 2 /2 Type SP -19 Current MOT 2 N/A Structural Course Specification 3' htt):/ wwN dotst ate.11.us /ssecificationsoffiec /Implemented/ LAP /Archives /A- ph alt /D ei 'iult.shln) Section 13.03 MECHANICAL SPREADING and SCREEDING EQUIPMENT Bituminous pavers shall be self - contained, self - propelled and steerable. It shall be equipped with a receiving and disbursing hopper capable of holding a minimum quantity of 5 cubic yards of bituminous plant mix material permitting a uniform spreading operation. The hopper shall be equipped with a conveyor distribution system to place the mixture uniformly in front of the screed. The paver shall also be equipped with a heated mechanical screed or strike -off assembly. The screed or strike -off shall be capable of adjustment to regulate the depth of material spread and shall produce a finished surface of the required evenness and texture, without tearing, shoving, or gouging the mixture. 2/20/2012 2 of Q ARTICLE 13 Type S -1 (S -1) * 2 �2„ 1,500 lb Wearing Course Section 13.04 CONSTRUCTION METHODS The mixture shall be spread on the designated surface only when the surface previously prepared is intact, firm, properly cured and dried, and only when the air temperature in the shade and away from artificial heat is above 40 F and rising. The mixture shall be delivered on the road in ample time to permit the spreading, rolling and surface testing during daylight hours. The temperature of the mixture at the time of spreading shall be between 260' and 310 F and shall not exceed 340 F at the plant. Material shall be delivered to the job site with sufficient frequency that the paving operation can continue without interruption. Depressions which may develop after the initial rolling shall be remedied by removing the mixture laid and adding new material to bring such depressions to a true surface. Such portions of the completed course that are defective in surface planeness, compaction or composition, or that do not comply with the requirements of these Specifications shall be removed and replaced with suitable mixture properly laid in accordance with these Specifications. Vertical construction joints shall be constructed prior to the commencement of the ongoing paving operation. All cold joints shall be prepared according to the FDOT Specifications. The vertical surface of all existing asphaltic concrete mixes, at cold joints, shall be mopped with an approved liquid bitumen material so as to provide a water -tight joint at the interface of the two mixes. Section 13.05 FINISHED SURFACE REQUIREMENTS For the purpose of testing the finished surface, the Contractor shall provide a 15 foot rolling straight edge (to include a recent certification of calibration) and standard template cut to the true cross section of the road. These shall be available at all times during construction so that the City may check the finished surface. The Contractor shall provide and designate an employee whose duty it is to use the straight edge and template in checking all rolled surface under the direction of the City. Vertical measurement from a string line between curbs, to determined crown, may be accepted as an alternate. The finished surface shall be such that it will not vary more than '/4 inch from the 15 foot rolling straight edge applied parallel to the centerline of the pavement and shall be of uniform texture and compaction. The lip of the asphalt shall be higher than the gutter by '/4 to %2 inch. The surface shall have no pulled, torn or loosened portions and shall be free from segregation, sand streaks, sand spots, or ripples. Irregularities of the surface, exceeding the above requirements, shall be corrected by the Contractor who has the option of selecting one of the following methods: A) Removing and Replacing - If correction is made by removing and replacing the pavement, the removal must be for the full depth of the course and extend at least 50 feet on either side of the defective area, for the full width of the paving lane. 2/20/2012 3 of 4 ARTICLE 13 B) Overlaying - If correction is made by overlaying, the overlay shall cover the length of the defective area and taper uniformly to a feather edge thickness at a minimum distance of 50 feet on either side of the defective area. The overlay shall extend full width of the roadway. Care shall be taken to maintain the specified cross slope. The mix used for the overlay may be adjusted as necessary for this purpose by the City Engineer. Overlaying shall not be permitted when the finished pavement surface is a friction course or abuts concrete curbs. C) Other Methods - For courses which will not be the final pavement surface, correction of minor straightedge deficiencies by methods other than specified above may be approved by the City Engineer. The City Engineer or his Designee may require in -laid type pavement markings or alkyd thermoplastic pavement markings at the time of the final course application. Section 13.06 SUBMITTALS Prior to the start of the placing of the asphaltic concrete, the job mix formula prepared by a certified material testing laboratory shall be submitted to and be approved by the City Engineer or his Designee. All job mix design formulas shall be current within the last 12 months. The following items may be required by the City Engineer or his Designee: A) Plant inspection and calibration check. B) Aggregate verification. C) Temperature control and verification. 2/20/2012 4 of 4 ARTICLE 13 ARTICLE 14 PORTLAND CEMENT CONCRETE PAVEMENT Index 14.01 GENERAL 14.02 SUBGRADE PREPARATION FOR RIGID PAVEMENT 14.03 MATERIALS, PROPORTIONING AND CONSTRUCTION FOR RIGID PAVEMENTS 14.04 EQUIPMENT 14.05 MIXING AND PLACING FOR RIGID PAVEMENT 14.06 FINISHING 14.07 CURING FOR RIGID PAVEMENTS 14.08 JOINTS IN RIGID PAVEMENTS 14.09 FINAL ACCEPTANCE FOR RIGID PAVEMENTS BACK TO TABLE OF CONTENTS Section 14.01 GENERAL Rigid pavement consists of constructing a specified Portland Cement Concrete Paving on a prepared subgrade. The utilities and other items in and beneath the street must be properly coordinated with the construction of rigid pavement to avoid all conflicts. The work to be done shall include the furnishing of all supervision, labor, materials, equipment and incidentals necessary for the proposed rigid pavement construction in accordance with the approved Drawings and specifications. All rigid pavement installed will comply with the FDOT Standard Specifications for the Road and Bridge Construction, most current edition. Section 14.02 SUBGRADE PREPARATION FOR RIGID PAVEMENT 14.02.01 General The bottom of the excavation for the pavement or top of the earth fill will be known as the pavement subgrade and shall conform to the lines, grade and cross sections shown on the plans. Prior to placing the concrete, the subgrade shall be tested for conformity with the cross section shown on the plans. If necessary, material shall be removed or added as required to bring all portions of the subgrade to the correct elevation. Concrete shall not be placed on any portion of the subgrade which has not been tested for correct elevation. The subgrade shall be cleared of all debris, including tree roots, stumps, and loose material. If at any time trucks, construction equipment or slip forming machines cause rutting or displacement of the subgrade materials, the subgrade shall be reshaped and compacted. The subgrade shall be in a moist condition at the time the concrete is placed. 2/20/2012 1 of 7 ARTICLE 14 14.02.02 Subgrade Material The top 6 inches shall be composed of well drained granular soils that are predominantly sandy, mixed with no more silt or clay than required to obtain a Florida bearing value of 50 plus or minus 5 and be compacted to a minimum density of 98% of maximum density in accordance with AASHTO T -180. Section 14.03 MATERIALS, PROPORTIONING_ AND CO_ NSTRUCTION FOR RIGID PAVEMENTS The materials and proportioning shall be in accordance with ACI Standard 318, latest edition. All construction procedures shall be in accordance with FDOT Standard Specifications for Road and Bridge Construction, latest edition. 14.03.01 Strength Required All concrete shall have a minimum compressive strength of 3,000 psi at 28 days. Conformance to strength requirements shall be determined by ACI Standard 318, latest edition. 14.03.02 Slulnp The mixture shall contain no more water than is necessary to produce concrete which is workable and plastic. The minimum slump necessary to place the concrete satisfactorily shall be used. Slumps shall be maintained so as not to exceed 4' /s inches for non - vibrated placement nor to exceed 5 inches for vibrated placement. The design mix shall be submitted to the City Engineer and Construction Manager for approval prior to paving. Section 14.04 EQUIPMENT 14.04.01 Forms The pavement shall be placed to lines and grades established by the Engineer. The edges of pavement shall be vertical to the subgrade and forms shall be sufficient to support mechanical equipment. 14.04.02 Ready Mixed Plants The plant shall be in accordance with the FDOT Standard Specifications for Road and Bridge Construction, latest edition. All plants must be DOT certified or approved by the City Engineer. 2/20/2012 2 of 7 ARTICLE 14 14.04.03 On -Site Central Mix Plants The plant shall be in accordance with the FDOT Standard Specifications for Road and Bridge Construction, latest edition. The trucks used to transport the concrete shall be so constructed to prohibit segregation of the mix. All plants must be DOT certified or approved by the City Engineer. 14.04.04 Paver All equipment used in the placement of concrete pavements shall conform to FDOT Standard Specifications for Road and Bridge Construction, latest edition. Section 14.05 MIXING AND PLACING FOR RIGID PAVEMENT 14.05.01 General Concrete pavement shall be constructed on the prepared subgrade in accordance with these Regulations and in conformity with the lines, grades, thickness, and typical cross sections shown on the construction plans. Concrete pavement shall meet the following Minimum thickness requirements. Marginal Access and Parking 6" Areas Local Street 8 Minor Collector Street 8 Major Collector Street 8" Marginal Access and Parking 6 Areas Minor Street 8" Collector Street 8 14.05.02 Transporting Concrete Concrete may be transported any distance providing it is discharged on the grade with the slump within the required slump range and meets concrete time limit requirements. If additional water is required to maintain the specified slump of concrete transported in the truck mixers, it may be added with the permission of the City Engineer or his Designee. In this case, a minimum of 25 additional revolutions of the mixer drum at designed mixing speed shall be required before discharging of the concrete. All concrete deliveries shall be accompanied by a batch time stamped on the delivery ticket by means of a mechanical time clock. Batch time shall be an accurate time of concrete batch and delivery truck departure from the batch plant. 2/20/2012 3 of 7 ARTICLE 14 14.05.03 Concrete Time Limit The length of time that the concrete can be held in the truck shall conform to the following: A) Air temperature 45'F to 80'F, 90 minutes. B) Air temperature over 80'F with a retarder added to the mix, 90 minutes maximum. C) Air temperature over 80'F without a retarder added to the mix, 60 minutes maximum. D) The maximum temperature of the concrete at the time of placing shall be 95�F. 14.05.04 Placing Concrete The concrete shall be deposited on the grade in such a manner as to require as little re- handling as possible. It shall be deposited in successive batches in a continuous operation. The concrete shall be consolidated by suitable means so as to preclude the formation of voids or honeycomb pockets. 14.05.05 Placing in Cold Weather Concrete shall only be placed when the temperature is at least 40'F and rising. Any concrete damaged by frost action shall be removed and replaced. Section 14.06 FINISHING 14.06.01 General The concrete shall be struck -off, consolidated, and finished with mechanical equipment in such a manner that after final finishing, it shall conform to the pavement cross section shown on the construction plans. Hand finishing shall be permitted in narrow widths, in areas of irregular dimensions, or in the event of breakdown of the mechanical equipment, only to finish the concrete already deposited on the grade. 14.06.02 Final Surface Finish The final surface of the pavement shall have uniform, skid- resistant texture. The method of texturing shall be approved by the City Engineer or his Designee and may require change in the final finishing procedure as required to produce the desired final surface texture. A burlap drag or transverse broom finish is recommended for local and collector streets. Arterial and rural roads may require an overlapping stiff bristled brook or steel comb finish at the discretion of the City Engineer or his Designee. 2/20/2012 4 of 7 ARTICLE 14 14.06.03 Pavement Exposed to Rain During Construction The Contractor shall always have materials available to protect the surface of the plastic concrete against rain. Areas of the pavement surface that exhibit a smooth, sandy appearance after the rain ceases shall be textured before applying the membrane curing materials. Areas that have suffered surface erosion and have coarse aggregate exposed, and have not yet hardened, shall be reworked by hand methods or with the finishing machine when the form paving method is used. Fresh concrete containing the same materials and properties as the pavement concrete shall be added to maintain an adequate supply in front of the screeds or machine to assure replacement of the concrete eroded from the surface. The surface shall then be textured and cured as specified. If pavement edges have been severely eroded and the concrete has not set, the edges shall be repaired by setting side forms and replacing eroded concrete. After the side forms are set, fresh concrete shall be placed and finished prior to texturing and curing. After the pavement has hardened, remedial work shall not be permitted until after the curing period has terminated. Section 14.07 CURING FOR RIGID PAVEMENTS 14.07.01 General After finishing operations have been completed and immediately after the free water has left the surface, the surface of the slab and the sides of the slab, for slip formed pavement, shall be coated and sealed with a uniform layer of membrane curing compound. The curing compound shall be applied at the rate of not less than 1 gallon per 200 square feet of surface. When the forms are removed, curing compound shall be applied to the sides of the slab. Areas in which the curing membrane is damaged shall be re- sprayed with curing compound within a period of 3 days. Curing compound may be omitted when, in conjunction with protection of pavement from inclement weather, a polyethylene film or other acceptable material is applied over the pavement and maintained intact for 3 days. 14.07.02 Cracks Concrete rigid pavement shall not be accepted with excessive uncontrolled cracks. Shrinkage cracks must be avoided. Uncontrolled cracks 1/16 inch or larger in width shall be repaired. One of the following repair methods shall be used: A) Remove and Replacement. B) Widen with power router and fill with an approved joint sealant. C) Epoxy grout injection. The City Engineer or his Designee shall determine which cracks are to be repaired and the method to be used. 2/20/2012 5 of 7 ARTICLE 14 Section 14.08 JOINTS IN RIGID PAVEMENTS 14.08.01 General Transverse and longitudinal joints shall be constructed to a maximum spacing of 15 feet. Transverse joints shall extend the entire width of the pavement and through the curbs. Sawing of joints shall begin 4 to 6 hours after placing concrete or as soon as the concrete has hardened sufficiently to permit sawing without excessive raveling and before uncontrolled cracking occurs. If necessary, the sawing operations shall be carried on both day and night, regardless of weather conditions. 14.08.02 Construction Joints Longitudinal joints may be construction joints at the discretion of the City Engineer or his Designee. Transverse construction joints shall be installed whenever the placing of concrete is suspended a sufficient length of time for the concrete to begin to harden. 14.08.03 Joint Sealing Joints shall be sealed, if required, before the pavement is exposed to traffic, including construction traffic. Prior to sealing, all foreign material shall be removed from the joints and the joints shall be thoroughly dry. Section 14.09 FINAL ACCEPTANCE FOR RIGID PAVEMENTS 14.09.01 General Acceptance for Rigid Pavements Before the pavement shall be considered for acceptance, all items shall be complete in accordance with the construction plans and these Regulations. Equipment, surplus materials, and construction debris shall be removed from the project. 14.09.02 Opening to Traffic The pavement shall be closed to traffic after the concrete is placed until it reaches a compressive strength of 3,000 psi under ordinary field conditions. This does not include the sawing and sealing equipment or other light miscellaneous equipment. New roadways shall be closed to public traffic until approved by the City Engineer or his Designee. 2/20/2012 6 of 7 ARTICLE 14 14.09.03 Testing of Concrete Concrete pavement shall have a 28 -day compressive strength of 3,000 psi. Portland Cement Concrete control for slump testing, and concrete cylinder samples and testing is required and shall be in accordance with AASHTO and ASTM Specifications, latest editions. Test reports shall be submitted to the City Engineer or his Designee by the Engineer of Record for review of all non - public improvements. All tests on public improvements shall be conducted by a Geotechnical /Soils Engineer under contract to the City. Final acceptance shall be based on testing in accordance with other paving requirements. Failed tests or additional tests are at Contractor's expense. 2/20/2012 7 of 7 ARTICLE 14 A 1-5 Index 15.01 GENERAL 15.02 INSPECTIONS AND TESTS Section 15.01 GENERAL Developments within the City of Ocoee which have improvements to be dedicated (property, utilities, and rights -of -way) or granted (easements) to the City shall require quality control assurances. The cost for these assurances shall be three (3) percent of the total construction cost of the dedicated and /or granted improvements. This is part of the requirements of a Right -of -Way Utilization Permit. Section 15.02 INSPECTIONS AND TESTS Staged inspections during construction are required. It is the responsibility of the Owner /Developer, or their Contractor, to notify the City Engineer or their Designee to arrange for these inspections. All tests shall be the responsibility of the Owner /Developer unless otherwise stated in the following paragraph. Tests which are required under this Manual shall be performed by a competent engineering testing laboratory. This laboratory shall have an Engineer registered in Florida as one of the responsible officials of the firm. All tests on facilities to be dedicated to the public shall be performed by a City contracted or approved engineering firm. All such materials testing costs shall be paid for by the Owner /Developer. In accordance with City Policy, the Contractor shall reimburse the City for any extra costs incurred due to the retesting of failing portions of the project to be dedicated to the public. During construction and upon completion of the following construction stages, the Developer /Contractor shall notify the City that each stage is ready for inspection, and will await clearance by the City Engineer or their Designee before proceeding to the next stage: A) Work zone traffic control. B) Clearing and grubbing. C) Utility systems (sanitary sewer facilities only). D) Storm water facilities. E) Removal of unsuitable material. F) Stabilization of subgrade. 2/20/2012 1 of 3 ARTICLE 15 G) Underdrains. H) Curb and gutter (including backfill behind curbing). I) Inlets, box culverts, and all other concrete structures when steel is in place prior to pouring. J) All underground utilities within right -of -way, including but not limited to water, wastewater, irrigation, electric, street lighting wiring and bases, cable television, telephones, gas, etc. shall be in place and an inspection approval on file with the Construction Manager prior to proceeding. K) Base course during construction or mixing. L) Traffic Signal Systems. M) Finishing base course prior to paving. N) Wearing surface during application. O) Sidewalks, driveway approach, dumpster pads, and other reinforced structures (pre- pour). P) Sodding and /or landscaping. Q) Cleanup and dressing of right -of -way limits. R) Pavement marking and traffic control signage. S) Street name signs. T) Final inspection. The City requires a 24 -hour notice of said scheduled inspections. The purpose of these inspections is to ensure compliance with the approved development plan and to advise the City whether or not the roads, traffic controls, storm drainage, utilities, and other required improvements being constructed appear to qualify for acceptance by the City. The City accepts no responsibility or liability for the work, or for any contractual conditions involving acceptance, payment, or guarantees between the Contractor and the Developer, by virtue of these stage inspections. The City assumes no responsibility or commitment guaranteeing acceptance of the work, or for subsequent failure, by virtue of these stage inspections. However, if any aspect of the work being performed does not comply with acceptable standards, corrections will be required by the City as a condition for City acceptance. All required improvements shall be installed and have the approval of the City prior to acceptance by the City. 2/20/2012 2 of 3 ARTICLE 15 Inspection of Private Facilities Inspections and verifications of private streets and drainage facilities in approved developments shall be conducted by the City to verify that they are being constructed in accordance with the approved plans for the project. 2/20/2012 3 of 3 ARTICLE 1 ARTICLE 16 CULVERTS AND STORM SEWERS Index 16.01 GENERAL 16.02 PIPE 16.03 LAYING PIPE 16.04 BACKFILLING 16.05 PIPE FOUNDATIONS 16.06 TESTS BACK TO TABLE OF CONTENTS Section Section 16.01 GENERAL The work in this ARTICLE shall consist of furnishing and installing culverts and storm sewers with appurtenances in conformance with the Specifications hereafter described and of the sizes and dimensions shown on the plans. Storm sewer pumping stations shall in general conform to the Specifications for sanitary sewer lift stations. All products shall be FDOT approved materials. 16.02 PIPE 16.02.01 Concrete Pipe Concrete pipe shall be of first quality, conforming to the most current ASTM Designation C -76. Pipe requirements shall be shown on the plans. Class III reinforced concrete pipe is the minimum acceptable classification. Lifting holes are prohibited. The joints shall have a continuous O -ring rubber gasket, or approved equal, which fits snugly in the annular space between the beveled surfaces of the tongue and groove ends of the pipe to form a flexible watertight joint under all conditions of service. There shall be no exposed metal in the joint, except that allowed by ASTM and FDOT for "chairs ". All concrete pipe joints shall be wrapped with filter fabric. Filter fabric shall conform to ARTICLE 18 of this Manual. Filter material shall extend a minimum of 1 foot both sides of the joint and a 2 foot overlap on the top. All joints shall prevent soil from infiltration into the pipe. 16.02.02 Alternative Material Pi Alternative pipe materials may be allowed upon the submittal by the Project Engineer and approval by the City Engineer. 2/20/2012 1 of 2 ARTICLE 16 Section 16.03 LAYING PIPE All pipe shall be carefully laid, true to the lines and grades as shown on the plans. For pipe laid with rubber gasket joints, any deviation from true alignment or grade, which would result in a displacement from the normal position of the gasket of as much as Y4 inch, or which would produce a gap exceeding '/z inch between sections of pipe for more than 25% of the circumference of the inside of the pipe, shall not be acceptable. If this occurs the pipe shall be removed and re- laid. Where minor imperfections in the manufacture of the pipe cause a gap greater than ' / 2 inch between pipe sections, the joint will be acceptable provided the gap does not extend more than 25% of the circumference of the inside of the pipe. No mortar, joint compound, or other filler which would tend to restrict the flexibility of the gasket joint shall be applied to the gap. All pipe shall be laid "in- the -dry" unless specifically authorized otherwise by the City Engineer. Section 16.04 BACKFILLING Backfilling shall progress as rapidly as the construction and testing of the work will permit. All backfill material shall be suitable and free of deleterious material. The initial backfill shall be carefully deposited on both sides of the pipe at the same time and uniformly compacted around the barrel of the pipe until enough has been placed to provide a cover of 1 foot above the crown of the pipe. In no case shall backfill material be placed in the trench in a manner that will cause shock to or unequal pressure on the pipe. The backfill shall be placed and compacted to a minimum density of 98% of the maximum density value as determined by AASHTO T -180. Under no conditions shall construction debris, concrete, etc., be included with the backfill. All backfill in existing pavement areas shall be non - shrinkable fill unless this requirement is waived by the City Engineer. Section 16.0.5 PIPE FOUNDATIONS Where the nature of the foundation materials is of poor supporting value, the foundation material shall be consolidated by mechanical methods, replaced with sand or other material by constructing supporting cradles, or as approved by the City Engineer or his Designee. Section 16.06 TESTS Compaction tests shall be required for the first lift around the pipe and one test for each 1 foot lift above that to the subgrade for each 200 linear feet of pipe as a minimum. The City Engineer or his Designee may determine that more or fewer tests are required to certify the installation depending on the field conditions. 2/20/2012 2 of 2 ARTICLE 16 ARTICLE 17 INLETS AND MANHOLES Index 17.01 17.02 17.03 17.04 17.05 17.06 17.07 17.08 17.09 17.10 17.11 17.12 17.13 GENERAL MATERIALS FOUNDATIONS FORMS PLACING AND CURING CONCRETE MASONRY CONSTRUCTION PRECAST INLETS AND MANHOLES PLACING PIPE FLOW CHANNELS INLET PLACEMENT MANHOLE COVERS AND RINGS DIAMETER ACCESS BACK TO TABLE OF CONTENTS Section 17.01 GENERAL The work specified in this ARTICLE shall consist of constructing inlets and manholes. These structures shall be constructed of Portland cement concrete and reinforcing steel with the necessary metal frames and gratings. They shall be constructed in conformity with the detailed plans and in accordance with this Manual and FDOT Standard Specifications. Stormwater and sewer facilities shall be in accordance with this Manual. Section 17.02 MATERIALS Concrete shall be Class I (Class 11 for sanitary sewer) and have a minimum compressive strength of 4,000 psi at 28 days. The mortar for masonry shall be of Portland cement and sand mixed in the proportions of 1 part cement to 3 parts of sand. At the option of the Contractor, high early strength cement may be used. All items shall be wet cast. Dry casting or low slump concrete shall not be allowed. There shall be no penetrating lifting holes on any structures, and no holes will be allowed within 6 inches of any joint on structures. Brick manholes shall not be permitted. Section 17.03 FOUNDATIONS Compaction shall be to a minimum density of 98% of the maximum density determined by AASHTO T -180 for 12 inches, then stabilized using a 9 inch layer of crushed rock in a filter fabric envelope. 2/20/2012 1 of 3 ARTICLE 17 Section 17.04 FORMS Forms shall be built true to line and grade, braced in a substantial and unyielding manner and so designed and constructed that they may be removed without injury to the concrete. Section 17.0.5 PLACING AND CURING CONCRETE The concrete shall be placed in the forms to the depth shown on the plans and thoroughly tamped and spaded. After the concrete has hardened sufficiently, it shall be covered with suitable material and kept moist for a period of 3 days or longer, if necessary, and shall be protected in a satisfactory manner from the elements until thoroughly cured. Section 17.06 MASONRY CONSTRUCTION Masonry construction shall be limited to completion of doghouses around pipes, adjusting manhole covers, etc., or as approved by the City Engineer. It is the intent of this Manual that structures be constructed of precast concrete or cast in place concrete. All clay brick used shall be solid and conform to the current ASTM Designation C -55 Grade P -11. Section 17.07 PRECAST INLETS AND MANHOLES Precast manholes, inlets and junction boxes shall be in accordance with ASTM C- 478. Top elevation adjustment of the manhole top shall be adjustable between 6 inches and 12 inches using precast concrete rings or cast in -place concrete, minimum compressive strength of 3,000 psi. No brick will be accepted for the main structure. Vertical walls of manhole entrances shall not exceed 19 inches in length including the ring and cover. Section 17.08 PLACING PIPE The inlet and outlet pipes shall be flush with the inside face of the wall. Mortar bonding shall be required between pipe and structure wall. Concrete to PVC adapters shall be required when PVC pipes are connected to concrete structures. Section 17.09 FLOW CHANNELS Flow channel to be precast in place or cast in -place concrete, minimum compressive strength of 3,000 psi. Fillers of any other material will not be accepted. A flow channel shall be formed in the invert of all inlets, manholes and junction boxes and shall extend to the spring line of the pipe. The flow channel through manholes shall be made to conform in shape and slope to the lower 0.8 diameter of the inlets and outlets. Flow direction changes in excess of 90" shall not be included in sewer alignments without special consideration. When directional changes exceeding 45" occur, an additional flow line elevation drop of 0.1 foot across manholes shall be provided. Straight- through channels may be formed with pre -cut half pipes. Benching shall be provided with a minimum slope of 2 inches per foot. 2/20/2012 2 of 3 ARTICLE 17 In general, manhole drop connections are not allowed. The City may allow such connections on a case by case basis. These connections shall only be considered when other alternatives are not feasible. If allowed, an outside drop pipe shall be provided for a sewer entering a manhole where its invert elevation is 24 inches or more above the manhole invert. Where the difference in elevation between the incoming sewer invert and the manhole invert is less than 24 inches, the manhole invert shall be filleted to prevent solids deposition. Section 17.10 INLET PLACEMENT Radial inlets are prohibited. All inlets must be placed on tangents. Section 17.11 MANHOLE COVERS AND RINGS Section Section Covers and rings for manholes shall conform to the Approved Manufacturers List for Model Numbers. The cover shall have the wording "City of Ocoee ", "Florida" and either "STORM" or "SANITARY" based on application cast into the face as specified in the Typical City Details. All manhole rings and covers shall be made watertight by means of dovetail grooves and gaskets in the cover. Bolt down and /or gasketed covers shall be provided where manholes are located in areas subject to ponding or flooding. Frames and covers shall be set to conform to the finished grades. All frames shall be set securely in a cement mortar bed and fillet. All covers shall be made flush with existing permanent surfaces except outside the limits of the traveled ways where they shall be set approximately 0.2 feet above the existing ground unless otherwise noted. Covers and rings for storm inlets with cast in -top ring shall conform to the Approved Manufacturers List for Model Numbers. 17.12 DIAMETER For pipe sizes 24 inches in diameter and smaller, the minimum inside diameter of manholes shall be 48 inches. For pipe sizes between 24 and 36 inches, the minimum inside diameter shall be 60 inches. For pipe sizes larger than 36 inches in diameter, a 72 inch inside diameter manhole shall be provided 17.13 ACCESS A 10 foot wide access road and minimum 20 foot easement shall be provided for all structures to be dedicated to the public which are located outside of City roadways. The top 8 inches of the access road shall be stabilized to FBV 50, and compacted to a minimum density of 98% of the maximum density as determined by AASHTO T -180. 2/20/2012 3 of 3 ARTICLE 17 Index 18.01 GENERAL 18.02 MATERIALS 18.03 EXCAVATION TRENCH 18.04 PLACING THE FILTER FABRIC 18.05 LAYING THE PIPE 18.06 PLACING AND COMPACTING FILTER AGGREGATE 18.07 BACKFILL ABOVE FILTER AGGREGATE 18.08 CERTIFICATION 18.09 ACCEPTANCE OF UNDERDRAINS 1t„CK 10 FABIA 0I CON I FA] S Section Section 18.01 GENERAL The work specified in this ARTICLE consists of the construction of underdrains. Underdrain pipe shall have a minimum diameter of 8 inches, unless otherwise approved by the City Engineer. Underdrains shall be required in all cases unless explicitly deleted by the City Engineer. 18.02 MATERIALS The materials used shall conform to the following requirements. 18.02.01 Filter Fabric Filter fabrics for use in underdrains shall conform to the following properties, minimum (use Mirafy 140 or approved equal): Grab Tensile Strength ASTM D -1682 lb 120 Grab Tensile Elongation ASTM D -1682 % 55 Trapezoidal Tear Strength ASTM D -1117 lb 50 Mullen Burst Strength ASTM D -3786 psi 210 Puncture Strength ASTM D -3787 lb 70 Water Flow Rate CEMC -GET -2 gal /min /sf 285 2/20/2012 1 of 4 ARTICLE 18 18.02.02 Pipe Wrap The filter fabric pipe wrap shall be an approved strong, tough, porous nylon, polyester, polypropylene or other approved fabric. It shall be secured to and completely cover the perforated plastic tubing pipe underdrain to prevent infiltration of trench backfill material. The filter envelope shall weigh a minimum of 4 ounces per square yard and shall retain soil particles larger than 212 microns (No. 70 sieve) when tested in accordance with ASTM D -1682. The grab strength (wet) of the filter wrap shall not be less than 100 lbs and the grab elongation shall not be less than 60 %. Storage and handling of filter envelope shall be in accordance with the manufacturer's recommendation. Torn or punctured filter wrap shall not be used. 18.02.03 Filter Aggregate (Fine Aggregate) Sand used for backfilling trenches under, around and over underdrain pipe shall consist of hard, durable, clean quartz and shall be reasonably well graded, from coarse to fine. When tested by means of laboratory sieves, it shall meet the following requirements, in percent of total weight. Total Retained on: No. 4 0 to 5 No. 8 0 to 15 No. 16 3 to 35 No. 30 30 to 75 No. 50 65 to 95 No. 80 18 o 100 18.02.04 Filter Aggregate (Other) A) Stone When stone is used for filter aggregate it shall be composed of clean, durable rock that is non - cementous when exposed to water for extended periods and shall be so certified by a Geotechnical /Soils Engineer. The gradations of stone filter aggregates shall be designed and certified by a Geotechnical /Soils Engineer and approved by the City Engineer. Washed limerock shall not be permitted. 2/20/2012 2 of 4 ARTICLE 18 B) Slag Slag shall be clean, tough and durable. It may be either air- cooled blast - furnace slag or phosphate slag. It shall be reasonably uniform in density and quality, and the gradations of slag filter aggregates shall be designed and certified by a Geotechnical /Soils Engineer and approved by the City Engineer. O) Expanded Shale Expanded shale may be used, but only in the filter material grade that meets the gradations specified above for sand. 18.02.05 Pipe Corrugated Polyethylene Tubing shall be used as underdrain and shall conform to the requirements of AASHTO M -252, latest edition. Polyethylene Tubing shall be delivered in 20 foot lengths (minimum) and shall be fitted, prior to installation, with a filter fabric wrap. PVC Pipe shall satisfy ASTM D -3033 specifications; Aluminum pipe shall satisfy AASHTO M -196 specifications. Section 18.03 EXCAVATION TRENCH The trench shall be excavated carefully, to such depth as is required to permit the pipe to be laid to the grade desired and to the dimensions shown in the plans. The underdrain trench shall be constructed in a dry condition. This shall be accomplished by the use of a well point system or other positive dewatering method. Section 18.04 PLACING THE FILTER FABRIC After the trench has been excavated, the filter fabric shall be rolled out over the trench and walked into the trench. Care shall be taken to prevent the excavated material from entering the trench after the fabric has been installed. Section 18.05 LAYING THE PIPE After the filter fabric has been placed in the trench, approximately 6 inches of filter aggregate shall be placed in the trench. The pipe shall be bedded firmly in the filter aggregate to the correct line and grade. The upper end of the run of pipe shall terminate at a drainage structure or underdrain cleanout to prevent any filter aggregate from entering the pipe. All lateral connections to underdrains shall be made at approved drainage structures. Cleanouts and /or approved drainage structures shall be located along all underdrain systems. The maximum spacing of cleanouts or structures shall be 200 feet, or as directed by the City Engineer or his Designee. 2/20/2012 3 of 4 ARTICLE 18 Section 18.06 PLACING AND COMPACTING FILTER AGGREGATE After the pipe has been laid to grade, the pipe shall be firmly held in place by mechanical means while the filter aggregate is placed to a maximum height of 5 inches plus 1 inch (compacted) above the top of the pipe. After the first lift is placed and compacted to the satisfaction of the City Engineer or his Designee the remainder of the filter aggregate shall be placed. The excavation of the trench, the placement of the filter fabric, the installation of the pipe and the placement and compaction of the first lift of filter aggregate shall be accomplished in a single continuous operation. Special care shall be taken to avoid displacement or damage to the pipe or filter fabric. Section 18.07 BACKFILL ABOVE FILTER AGGREGATE After the filter aggregate has been placed 12 inches above the pipe the filter fabric shall be lapped the full width of the trench from both sides. The portion of the trench above the filter aggregate shall be filled with fine filter aggregate which shall be placed and tamped in layers not thicker than 12 inches to the existing grade. Section 18.08 CERTIFICATION The Contractor shall provide to the City Engineer or his Designee, prior to the final acceptance, a written statement from a Geotechnical /Soils Engineer that all materials installed and that the construction of the underdrain system complies with the approved design. Section 18.09 ACCEPTANCE OF UNDERDRAINS Prior to the acceptance for maintenance, the Owner/Developer shall correct any deficiencies. A mandrel shall be used to insure pipe geometry. Failure of the Contractor to perform the required inspection and repairs will result in the City Engineer or his Designee withholding final acceptance and /or Certificates of Occupancy. 2/20/2012 4 of 4 ARTICLE 18 Index J V Y �i - _3 �a 1 +T 19.01 GENERAL 19.02 MATERIALS 19.03 FORMS 19.04 CONSTRUCTION METHODS 19.05 JOINTS 19.06 FINISHING 19.07 CURING 19.08 BACKFILLING AND COMPACTION 19.09 REQUIREMENTS FOR INJACHINE- LAYING 19.10 HANDICAP RAMPS Section 19.01 GENERAL The work specified in this ARTICLE consists of the construction of curb, curb and gutter, and sidewalks /bikepaths of Portland Cement Concrete. Such work shall be constructed in accordance with this Manual and in conformity with the lines, grades, dimensions, and notes shown on the Plans. Should the Contractor so elect, a curb machine can be used. All concrete shall be finished and supplied as recommended by the PCA and ARTICLE 14 of this Manual. Sidewalks /Bikepaths shall be located at least 2 feet away from walls and fences unless otherwise approved by the City Engineer. Section 19.02 MATERIALS Section Section Unless otherwise shown on the Plans, concrete shall be Class I, 3,000 psi. 19.03 FORMS Forms for this work shall be made of either wood or metal. They shall be straight, free from warp or bends, and of sufficient strength when staked to resist the pressure of the concrete without springing. Forms shall have a depth equal to the plan dimensions for the depth of the concrete being deposited against them. 19.04 CONSTRUCTION METHOD Excavation shall be made to the required depth. Subgrade or base shall be compacted to a minimum density of 98% of the maximum density as determined by AASIdTO T -180 for sidewalks / bikepaths and curbs. 2/20/2012 1 of 3 ARTICLE 19 Sidewalk/bikepath construction shall be similar to street construction. Concrete sidewalks /bikepaths shall be at least 4 inches thick, increasing to at least 6 inches thick at driveway entrances. Sidewalks /bikepaths shall have a maximum longitudinal run of 12:1 and a minimum of '/4 inch, maximum of '/2 inch per foot positive slope across the surface. There shall be a minimum of '/2 inch and maximum of 1 inch per foot positive slope between the top of curb or edge of pavement and the sidewalk/bikepath, unless otherwise specifically approved by the City Engineer. The concrete shall be placed in the forms to the depth specified and tamped and spaded until mortar entirely covers its surface. The top of the curb or gutter shall be floated smooth and the edges rounded to the radius shown on the plans. Section 19.05 JOINTS Where metal templates are used for joint construction, the curb, curb and gutter, etc., shall be constructed in uniform sections 10 feet in length, except where shorter sections are necessary for closures, but no section shall be less than 5 feet. At the option of the Contractor, the sections may be formed by the use of dummy joints (either formed or sawed) or by the use of sheet metal templates. If sheet metal templates are used, they shall be of the dimensions and set to the lines shown on the plans. The templates shall be held firmly during the placing of the concrete and shall be left in place until the concrete has set sufficiently to hold its shape, but shall be removed while the forms are still in place. Contraction joints shall be spaced at 10 foot intervals for curb and intervals equal to the width of the sidewalks/bikepaths. They shall be '/4 the depth of the concrete. Expansion joints, extending to the full depth of concrete, shall be placed in sidewalks/bikepaths at a maximum of 100 feet, at driveways, sidewalks /bikepaths intersections, all inlets, all radius points, all points where operations cease for any considerable time (such as the end of the day's run), etc. A' /2 inch expansion joint shall be installed between all curbs and any abutting structures. Section 19.06 FINISHING 19.06.01 Surface Requirements The gutter or flow -line section or curb shall be tested with a 10 foot straight edge laid parallel to the centerline of the roadway while the concrete is still plastic. Irregularities in excess of /4 inch for curb, curb and gutter, or sidewalks /bikepaths shall be immediately removed. 19.06.02 Repair of Minor Defects The forms shall be removed within 24 hours after the concrete has been placed, and minor defects then filled with mortar composed of one part Portland cement and two parts fine aggregate. Plastering shall not be permitted on the face of the curb or sidewalk/bikepath. Any rejected curb, curb and gutter, or sidewalk/bikepath shall be removed and replaced. 2/20/2012 2 of 3 ARTICLE 19 19.06.03 Final Finish Sidewalk /bikepath surface, top of the curb, and the face from the top to 8 inches below shall be given a surface finish while the concrete is still green. In general, only a brush finish shall be required. Section 19.07 CURING All curbs and sidewalk/bikepath shall be covered with suitable material and kept moist for a period of 3 days or longer, if necessary, and shall be protected in a satisfactory manner from damage by the elements or other causes until acceptance of the work. if curing compound is used, moistening is not required. Section 19.08 BACKFILLING AND COMPACTION After the concrete has set sufficiently, but not later than 3 days after placing, the spaces in front and back of the curb shall be refilled to the required elevation with suitable material, which shall be placed and thoroughly compacted in layers not thicker than 6 inches. Where bases are to be constructed adjacent to the curb, the concrete shall be properly backfilled and shall set for a period of not less than 3 days before any base material is placed against it. Section 19.09 REQUIREMENTS FOR MACHINE- LAYING As a specific requirement for machine -laid curb and gutter, contraction joints shall be sawed unless an alternate method of construction is approved in advance by the City Engineer. Joints on curbs shall be provided at intervals of 10 feet, except where shorter intervals are required for closure, but no joints shall be sawed or constructed at intervals of less than 5 feet. Sidewalks may also be machine laid. Section 19.10 HANDICAP RAMPS Ramps shall be required at all intersections and be in compliance with the most recent edition of the Florida Accessibility Code for Building Construction as prescribed by law and MOT Standard Specifications. At each intersection there must be a sufficient number of handicap ramps to facilitate ingress and egress from both sides of the roadway. The slope of the ramp shall not exceed a ratio of 12 horizontal to 1 vertical. A curb ramp shall have a detectable warning complying with Section 11- 4.29.2. The detectable warning shall extend the frill width and depth of the curb ramp according to Chapter 11 Florida Accessibility Code for Building Construction. 2/20/2012 3 of 3 ARTICLE 19 ARTICLE 20 CHAIN LINK FENCE Index 20.01 GENERAL 20.02 MATERIALS 20.03 INSTALLATION 20.04 ELECTRICAL GROUNDS BACK TO TABLE OF CONTENTS Section Section 20.01 GENERAL The work specified in this ARTICLE consists of furnishing and erecting chain link fence in accordance with this Manual l, and Section 02444 of the Chain Link Manufacturers Institute's Specifications. The placement of any fence shall not interfere with the clear sight distance of intersections or driveways. Driveway gates shall be positioned to allow the length of one standard size vehicle behind the right -of -way line. 20.02 MATERIALS 20.02.01 General The fabric, posts, fastenings, fittings and other accessories for chain link fence shall meet the requirements of AASHTO M -181 with the following changes: A) ANSI/ASTM A -123 - Zinc (Hot Galvanized) Coatings of Products Fabricated from Rolled, Pressed, and Forged Steel Shapes, Plates, Bars and Strips. B) ANSI/ASTM F -567 - Installation of Chain -Link Fence. C) ASTM A -120 - Black and Hot - dipped Zinc - coated (Galvanized) Welded and Seamless Steel Pipe, for Ordinary Uses. D) ASTM C -94 - Ready - mixed Concrete. E) ASTM A -120 - Schedule 40 steel or SS -40 pipe, standard weight, welded joints permitted. Size and weight as specified. F) FS RR -F -191 - Type I: Zinc - coated steel. Type IV(A): Extruded vinyl coated steel. Type IV(B): Fusion bonded vinyl coated steel. 2/20/2012 1 of 5 ARTICLE 20 20.02.02 Concrete Mix Concrete shall meet ASTM C -94 and be of normal sulphate resisting Portland Cement, 3,000 psi minimum at 28 days with a 3 inch slump, and '/2 inch sized aggregate. 20.02.03 Framing Materials Framing Members A) End, Corner and Pull Posts 12 ft and less Over 12 ft Type I Round Size /in(O.D.) Wt/PIf 2.875 5.80 4.50 11.00 B) Line Posts (fabric height) 2.375 3.65 C) Rails and Braces (fabric heights) 1.660 2.27 This includes Horizontal brace, Top Rail, Center and Bottom Rail. D) Gate Posts (width of leaf) 6 ft and less Over 6 ft to 13 ft Over 13 ft to 18 ft Over 18 ft 2.875 5.80 4.50 11.0 6.625 19.0 Design to be approved and certified E) Gate Frame (size of leaf) 8 ft high OR 8 ft wide 2.375 3.65 Over 8 ft high OR 10 ft wide Plus additional structural members Design to be approved and certified Stretcher Bars 3/16 "x3/4" Color coating shall be applied to match fabric 20.02.04 Chain Link Fabric (Fences and Gates) PVC Coated Galvanized Steel shall be of steel wire, conforming to ASTM A -641, a tensile strength 75,000 psi, galvanized (0.30 oz /sf), and coated as follows: A) Coating type I extruded polyvinyl chloride. B) Coating type II FUSION BONDED PVC of 7 mils. The standard material shall be Standard Industrial 2 inch mesh, 9 gauge, 0.148 inch diameter, not including vinyl coating. The color of fabric, gates, and posts shall be as approved by the City Engineer in either medium green, dark green, black, or brown, as applicable. 2/20/2012 2 of 5 ARTICLE 20 20.02.05 Manual Operating_ Gates A) Fabrication Gate frames shall be assembled by welding connections. The same fabric as for the fence shall be used unless otherwise specified. Fabric shall be installed with stretcher bars, or tie wires at the top and bottom if stretcher bars are not used. Stretcher bars shall be attached to the gate frame not more than 14 inches off center. Hardware shall be attached with rivets or by other means which provide security against removal or breakage. 1) For sections over 8 feet in height and 10 feet in width, horizontal and vertical members shall be provided to ensure proper gate operation and for attachment of fabric, hardware and accessories. 2) Diagonal cross - bracing consisting of 3/8 inch diameter adjustable truss rods on gates shall be used where four -sided tension rods are not used. Frame rigidity shall be achieved without sag or twist. B) Gate hardware shall be galvanized per ASTM A -153. 1) Hinges shall be pressed steel or malleable iron to suit gate size, of non lift off type, and offset to permit 180 gate opening. One pair of hinges per leaf, up to 12 feet in height, shall be provided. 2) Latches shall be the forked type to permit operation from either side of gate. A padlock eye shall be provided as an integral part of the latch. 3) The keeper for the gates, which automatically engages the gate leaf and holds it in the open position until manually released, shall be provided. 4) For double gates, a drop rod to hold the inactive leaf shall be provided. A pipe to engage the center drop rod shall be provided in the pavement. Locking devices and padlock eyes shall be provided as an integral part of the latch thereby requiring one padlock for locking both gate leaves. 2/20/2012 3 of 5 ARTICLE 20 20.02.06 Accessories A) All items shall be galvanized to comply with ASTM A -153 (except tie wires) plus finished to match framing. B) Tension and tie wire 1) Tension wire shall be 7 gauge galvanized wire. 2) Fabric to line posts, rails and braces shall be 9 gauge minimum. 3) Fabric to tension wire shall use 11 gauge hog rings. C) Post tops shall be pressed steel, or malleable iron, designed as a drive fit, weather tight closure cap on tubular posts. Where top rails are used, tops shall permit passage of the top rail. D) Stretcher bars shall be one piece lengths to full height of the fabric with a minimum cross section of 3 /16 inch x 3 /4 inch or equivalent fiberglass rod. Stretcher bars shall be provided for each gate, end, corner and pull post. Stretcher bar bands and clips shall be heavy pressed steel or malleable iron. At square posts, special design clips shall be provided. Section 20.03 INSTALLATION A) Framework, fabric, accessories and gates shall be installed in accordance with ANSI /ASTM F -567. B) Fence shall be of the height and length indicated on the approved plans. C) Line posts intervals shall not exceed 10 feet. D) Terminal gate and posts shall be set plumb, in concrete footings with the top of the footing 2 inches below the finished grade. Slope top of concrete for water runoff. Excavate depth as required by ANSI /ASTM F -567. E) Top rail shall pass through line post tops and be spliced with 7 inch long rail sleeves. F) Each gate and corner post shall be braced back to the adjacent line post with horizontal center brace rails and diagonal truss rods. Brace rails shall be installed one bay from end and gate posts. G) Center and bottom brace rails shall be installed on corner and gate leaves. H) Fabric shall be stretched between terminal posts or at intervals of 100 feet maximum, whichever is less. I) The bottom of the fabric shall be positioned 2 inches above the finished grade. 2/20/2012 4 of 5 ARTICLE 20 J) The fabric shall be fastened to the top rail, line posts, braces, and bottom tension wire with wire ties at a maximum of 15 inches on centers. K) The fabric shall be attached to the end, corner, and gate posts with tension bars and bar clips. L) The bottom tension wire shall be stretched taut between terminal posts. M) Gates with fabric overhang shall match fence. Three hinges per leaf, latch, catches, drop bolt, foot bolts and sockets, torsion spring retainer, and locking clamp shall be installed. N) Concrete center drop shall be installed to the depth of the foundation. Drop rod retainers shall be placed at the center of double gate openings. Section 20.04 ELECTRICAL GROUNDS Wherever a power line passes over the fence, a ground shall be installed directly below the point of crossing. The ground rod shall consist of an aluminum or galvanized rod, with connection of similar metal if required, or of other appropriate material, 8 feet in length and at least % inch in diameter. The rod shall be driven vertically until the top of the rod is approximately 6 inches below the ground surface. A No. 6 conductor shall be used to connect the rod and all fence elements. The conductor shall be connected to each fence element and the ground rod by means of electrical -type clamps which will prevent corrosion. Section 20.05 DECORATIVE GATES Where a Developer /Owner proposes decorative entry gates for a "Gated Community" for access control, all conditions required in the City's LDC shall be met including the provisions for "Knox Box' and /or `opticon' control. The Knox Box and all associated appurtenances shall be as approved by the City of Ocoee Fire Department. All automated swing gates shall be installed to provide gate swing in the direction of the vehicular flow. 2/20/2012 5 of 5 ARTICLE 20 r� s 1J / - Index 21.01 GENERAL 21.02 1WATERIALS 21.03 CONSTRUCTION METHODS 21.04 SODDING 21.05 CLEAN -UP BA(K T W I A B1,111 01 CON I EN I'S Section Section Section Section 21.01 GENERAL The work specified in this ARTICLE; shall consist of all grassing efforts on road shoulders, ditches, embankments, and other areas left barren by construction in order to establish a dense stand of grass. 21.02 MATERIALS The grass seed shall be common Bermuda and Bahia, as a minimum. In addition, brown top millet will be included ,during summer months and annual rye in the winter months. The mulch shall consist of thoroughly shredded straw or hay. All seed shall meet the requirements of the State Department of Agriculture. The chemical composition of the fertilizer shall be 8 -8 -8 or other chemical composition specified in the plans. 21.03 CONSTRUCTION METHODS Construction methods shall be in accordance with FDOT Standard Specifications. Seed shall be applied at not less than the following rate: Fertilizer shall be applied at the rate of 1,000 lb per acre. 21.04 SODDING Sodding shall be in accordance with FDOT Standard Specifications. Sod destroyed or damaged by construction shall be replaced with the same existing type of grass in place prior to construction. All disturbed areas in the public right - of -way shall be sodded. 2/20/2012 1 of 2 ARTICLE 21 30 l b per acre Bahia ( Argentina) 1 20 lb per acre Annual R _ _ �� 20 lb per acre (October - March) _ Brown -Top Millet 20 l b per acr (Apri - Sep t e mber) Fertilizer shall be applied at the rate of 1,000 lb per acre. 21.04 SODDING Sodding shall be in accordance with FDOT Standard Specifications. Sod destroyed or damaged by construction shall be replaced with the same existing type of grass in place prior to construction. All disturbed areas in the public right - of -way shall be sodded. 2/20/2012 1 of 2 ARTICLE 21 Section 21.05 CLEAN -UP After each day's work, all materials shall be removed from all sidewalks and roadways used by the general public. Section 21.06 WATERING Watering of seed and installed sod shall be provided in accordance with MOT Standard Specifications as a minimum. Additional watering may be required to provide an acceptable established stand of grass as directed by the City Engineer. 2/20/2012 2 of 2 ARTICLE 21 [ " 1 . 7' Index 22.01 GENERAL 22.02 MATERIALS 22.03 INSTALLATION 13A(CK TO 1 :11,1.1; OF ( ON IT;N"I S Section 22.01 GENERAL The work specified in this ARTICLE shall consist of the design and installation of pavement markings as shown on the plans in accordance with this Manual, Orange County Standards as well as FDOT and the MUTCD. Temporary markings shall be used as required by the City. The City Engineer has approval jurisdiction over ARTICLE 22 and any requests for modifications from these Standards. Section 22.02 MATERIALS All paint and Thermoplastic Compounds used for pavement markings (only alkyd materials shall be used), reflective pavement markers, and glass spheres shall conform to FDOT Standard Specifications. Section 22.03 INSTALLATION All surfaces shall be cleaned prior to the start of installation. 22.03.01 Painted Markings Painted traffic markings shall be installed in accordance with FDOT Standard Specifications and the MUTCD. Paint may be used only on private development improvements or as temporary markings. 22.03.02 Thermoplastic Traffic Markings Thermoplastic traffic markings shall be installed in accordance with FDOT Standard Specifications and the MUTCD. Pre - formed plastic markings may be substituted as permitted by the City Engineer. Alkyd materials may be applied immediately after final compaction of asphaltic concrete. 22.03.03 Reflective Pavement Markers All reflective pavements markers shall be installed in accordance with FDOT Standard Specifications. Blue pavement reflectors shall be installed in the street, in front of fire hydrants, slightly offset from the centerline of the road in the closest lane to the hydrant. 2/20/2012 1 of 2 ARTICLE 22 22.03.04 Striping Design A) Temporary tape to be installed prior to darkness on the day of existing markings removal. No conflicting markings permitted. B) No markings are to be installed prior to layout approval City engineer or designer. C) All markings are to be thermoplastic with raised pavement markers where applicable. D) Centerline and edgeline to extend 15 feet beyond transition point downstream and 15 feet prior to transition point upstream. E) Hash marks spacing to be in accordance with FDOT Standards. F) Gore bullnose to have 25 foot minimum radius. G) Arrow spacing to conform with FDOT Standard Specifications. H) The City Engineer must approve all striping plans. I) During auxiliary lane construction and installation of markings the work zone shall be signed in accordance with the MUTCD. J) When a lane closure is permitted on a road classification of collector or above, the hours of operation shall be limited to 9:00 AM to 4:00 PM. K) Non - Standard Working hours can be requested from the City by submittal of a written request that outlines the need for the Non - Standard Working hours and the specifics of work to be performed. 2/20/2012 2 of 2 ARTICLE 22 A R1 t 1 CAL E 23 Index 23.01 MEDIAN SEPARATION REQUIREMENTS 23.02 MINIMUM WIDTHS 23.03 OPENINGS 23.04 SPECIAL, CONSIDERATIONS BACK ro 1 A1311: OF CON I EN I S Section 23.01 MEDIAN SEPARATION REQUIREMENTS At a minimum, median separations shall be required on all divided streets with four or more travel lanes. Median separations may be required in other areas when deemed appropriate . The City Engineer has approval jurisdiction over ARTICLE 23 and any request for modifications from these Standards. Section 23.02 MINIMUM WIDTHS A) The minimum width of a median containing a left turn lane shall be 16 feet when curbed. If the median is a bi- directional turn lane, the minimum width shall be 12 feet. B) The minimum width of a median intended to shadow a crossing or left turning vehicle (from side street or driveway) shall be 22 feet when curbed. Section 23.03 OPENINGS A) Median openings on all streets shall be spaced at 660 foot intervals or per the Standards of the LDC. B) Correct signal spacing and dedicated public streets are given priority consideration for median opening approvals. C) All median designs and provisions shall be consistent with Standards provided by the Manual of Uniform Minimum Standards for Design, Construction and Maintenance for Streets and Highways (FDOT). D) All median openings and taper shall include a 12 foot wide left turn storage lane and taper. The minimum lengths for the storage lanes and tapers are included in ARTICLE 24 of this Manual. E) The preferred end treatment for median opening is the bullet -nose design rather than the circular design. 2/20/2012 1 of 2 ARTICLE 23 F) The width of median openings shall be a minimum of 40 feet. The design shall be based upon the required turning radii and lane alignment of the intersection. G) No median opening shall be allowed where the median is intended to shadow a crossing or left turning vehicle (from side street or driveway), and is of insufficient width to do so. Section 23.04 SPECIAL CONSIDERATIONS The minimum spacing requirements of this ARTICLE may be modified upon approval by City Commission given the particular conditions of the proposed development, if the minimums cannot be met, and if such reduction will not compromise operational and safety standards of the adjacent roadway. 2/20/2012 2 of 2 ARTICLE 23 fad 1,' �I�CIJL 24 Index Section 24.01 GENERAL 24.02 DEDICATION OF ADDITIONAL RIGHT -OF -WAY 24.03 RIGHT TURN DECELERATION AND STORAGE LANES 24.04 ACCELERATION LANES AND TAPERS 24.05 LEFT TURN DECELERATION AND STORAGE LANES 24.06 ALTERNATE STORAGE LENGTHS FOR LEFT TURN LANES 24.07 BYPASS LANES 24.08 EXCEPTIONS 24.09 REVERSE CURVES B kCK TO "FA 131,F' OF CO N1 L I S 24.01 GENERAL Turn lanes and tapers shall be designed in accordance with this Manual and the Manual of Uniform Minimum Standards for Design, Construction and Maintenance for Streets and Highways (FDOT) and AASHTO Green Book standards. Turn lanes and tapers shall be used to reduce conflict between the traffic on driveways or intersecting streets and the traffic on the through street. This conflict reduction is achieved by providing turning vellicles with a refuge area where acceleration, deceleration, storage, and turning maneuvers may be accomplished. The City Engineer has approval jurisdiction over ARTICLE 24 and any request for modifications from these Standards. Turn lanes and tapers are required for the following conditions: A) The design speed of the accessed street is 35 MPH or greater. B) The parcel of property accessing the street is projected to generate 500 or more vehicle trips per day, or 50 or more vehicle trips in any hour. C) The parcel of property accessing the street is residential and has 50 or more dwelling units. D) The parcel of property accessing the sheet is a development that characteristically experiences peaks in its trip generation pattern, i.e., schools, subdivisions, restaurants, public assembly places. E) At any development as a Traffic Impact Analysis by a registered professional may warrant. F) At any parcel of property where a use changes to one that meets one of the above conditions. 2/20/2012 1 of 3 ARTICLF 24 G) The main street has an average daily traffic count of 500 or more vehicles per day or 50 or more vehicles in any hour. Section H) At any location, where grades or other unusual conditions indicate turn lanes to be desirable, as determined by the City. Turn lanes may be required on local streets at intersections for safety or capacity reasons. I) The street is classified as a thoroughfare. 24.02 DEDICATION OF ADDITIONAL RIGHT -OF -WAY On any arterial or collector street within a minimum of 150 feet (or as required) of its intersection with another arterial or collector, or at any other location where provisions of this Section require additional right -of -way, the right -of -way shall be increased by at least 10 feet, or as required, to permit proper design of auxiliary lanes and tapers. This additional right -of -way shall be dedicated or conveyed as a public right -of -way. Twenty -five foot corner triangles shall be provided as a minimum at street intersections. A larger triangle may be required at the discretion of the City Engineer. Section 24.03 RIGHT TURN DECELERATION AND STORAGE LANES The desirable requirements for lengths of tapers and storage for right turn lanes are based on the speed limit of the road and shall be in accordance with MOT Standards. Section 24.04 ACCELERATION LANES AND TAPERS Section Section The desirable requirements for lengths of acceleration lane and tapers are based on the speed limit of the road and shall be in accordance with MOT Standards. 24.05 LEFT TURN DECELERATI AND STORAGE LANES The desirable requirements for lengths of acceleration lane and tapers are based on the speed limit of the road and shall be in accordance with MOT Standards. 24.06 ALTERNATE STORAGE LENGTHS FOR LEFT TURN LANES Storage lengths for left turn lanes may be calculated in lieu of using the above tables (final approval by the City Engineer or his Designee) by one the of following methods: A) At un- signalized intersections, the storage length, exclusive of taper, may be based on the number of turning vehicles which are likely to arrive in an average 2 minute period within the peak hour, i.e., SL (storage length in feet) = 2 x 25 ft (average vehicle length) x (number of left turning vehicles in peak hour /60). 2/20/2012 2 of 3 ARTICLE 24 B) At signalized intersections, the storage length may be based on the signal cycle length, the signal phasing arrangement, and the rate of arrivals and departures of left turning vehicles that would store per cycle to allow for occasional surges. Section 24.07 BYPASS LANES A bypass lane shall be provided for left turns when a median or adequate pavement width does not exist. The taper shall be based on the formula: turn lane = speed x width of lateral movement. Road sections disturbed by bypass and turn lanes shall be completely overlaid with a minimum of 1 inch of asphaltic concrete. Section 24.013 EXCEPTIONS Turn lane provisions (left and right) may be imposed unless roadway cross section, right -of -way width, or deficient frontage prohibits compliance and no other access location can be provided for the site. The lanes shall be installed by the Owner /Developer, in the future, when the right -of -way becomes available. Section 24.09 REVERSE CURVES Reverse curves shall not be used in place of straight tapers on curb and gutter sections. 2/20/2012 3 of 3 ARTICLE 24 ARTICLE 25 DRIVEWAYS Index 25.01 GENERAL 25.02 REQUIRED SUBMITTALS 25.03 DESIGN CONSIDERATIONS 25.04 DESIGN SPECIFICATIONS 25.05 HANDICAP RAMPS 25.06 EXISTING DRIVEWAYS AND ACCESS POINTS BACK To TABLE of CONTENTS Section 25.01 GENERAL All curb cuts and driveways constructed, altered, or removed within the limits of the City of Ocoee shall be constructed, altered, or removed as provided for in this ARTICLE and the LDC. No person shall make any curb cut for a driveway, walkway or any other purpose within the street right -of -way or connect to an existing curb cut or driveway without first obtaining a permit from the City. Additional permits may be required from the County or FDOT for rights -of -way under their jurisdiction. The City Engineer has approval jurisdiction over the design, location, construction permits, materials, methods, and operational portion of this ARTICLE and any requests for modifications from these Standards. Section 25.02 REQUIRED SUBMITTALS Information required on plans submitted shall include: A) A complete plot plan showing all proposed and /or existing buildings and parking layouts and shall include a north arrow, date, and dimensions. B) Existing and proposed driveway locations and widths on the site and within 150 feet of the site on both sides of the street and in both directions. C) Distances to the nearest public intersection and to the nearest median cut in both directions, if applicable. D) Street pavement types and widths, lane layout and widths, curb types, and right -of -way widths. E) Proposed and /or existing off - street loading and unloading facilities, interior parking arrangements and interior traffic circulating arrangements. (Non- residential requirement only.) F) Retaining walls, drainage, utility poles, trees, fences, and other physical features which affect the driveway location and sight distance. 2/20/2012 1 of 6 ARTICLE 25 Section 2.03 DESIGN CONSIDERATIONS A) The choice of the proper location of driveways must involve consideration of the amount of the conflict which can be expected to occur both within the parking area and on the abutting streets. One primary concept which shall be followed is to reduce the number of driveways to a practical minimum and to promote consolidated driveway usage wherever possible, thus providing fewer locations where conflicts may occur. B) The area to which the driveway provides access shall be of sufficient size and design to allow all necessary functions for ingress, egress, loading, unloading, parking, circulation, and standing to be carried out on private property completely off the street right -of -way. 1) Parking areas shall be so designed and marked as to provide for orderly and safe movement and storage of vehicles and pedestrians. 2) No design shall be permitted which requires any vehicle to back out onto a public right -of -way, i.e., a public street, parkway, or sidewalk, except for single family residences. 3) Facilities with drive -in windows must be so designed that waiting vehicles do not extend into the street or right -of -way. A by -pass lane shall be required for all such facilities. Section 2.5.04 DESIGN SPECIFICATIONS 25.04.01 Location A) Single family residential driveways shall not be permitted in the radius return of an intersection. B) No single family residential driveway, other than duplex or zero lot line, or temporary commercial driveway shall be permitted with its center nearer than 40 feet to the center of the next nearest driveway, except upon special approval of the City Engineer. C) No centerline of a residential driveway, other than duplex or zero lot line, driveway shall be closer to the adjacent property than ' / 2 of the driveway width plus 6 feet. D) The centerline of all other types of driveways shall be no closer to the adjoining property than % the width of the driveway plus the return radius dimension and 3 feet. E) No driveway shall be permitted which includes any facility such as traffic signal standards, trees, utility poles, site sign, catch basins, fire hydrants, or any other similar type structure, unless such facility is relocated at the property Owner's /Developer's expense. All setbacks shall meet the MOT requirements for fixed object hazards. 2/20/2012 2 of 6 ARTICLE 25 D) No curb cut shall be made within 3 feet of a drainage inlet or property line. G) Joint -use driveways shall be used when deemed necessary. The above criteria shall be complied with unless otherwise approved by the City Engineer. 25.04.02 Width A) The minimum width of single family residential driveways shall be 10 feet and the maximum width shall be 18 feet, with 3 foot flares on either side. For driveways longer than 100 feet, the width may be increased at the discretion of the City of Ocoee Fire Rescue Department. C) Non - residential driveways exceeding the maximum width shall only be considered when usage of 40 foot radius cannot be accommodated. D) All driveway widths shall be measured at the throat. E) For all residential driveways, the width of the curb opening shall not exceed the width of the driveway by more than 3 feet on each side. 25.04.03 Angle A) All driveways shall be constructed as nearly to a right angle (90) to the street or roadway as possible. B) This requirement may be waived for one -way driveways, provided that the angle chosen represents improved ingress or egress compared to a right angle driveway and does not adversely affect the driver's sight distance. 2/20/2012 3 of 6 ARTICLE 25 The minimum and maximum widths of commercial driveways, are based upon 12 foot travel lanes for two -way and emergency vehicles for one - way, shall be as specified below: 25.05.04 Radii A) On commercial and multi - family residential driveways, a proper radius which will accommodate the minimum turning radii and off -track of the design vehicle according to AASHTO Standards shall be provided. Normally, the design vehicle will be fire and emergency apparatus requiring a minimum radius of 40 feet based on a 24 foot wide two lane driveway. Consideration may be given to the street speed limit and width of driveway opening. B) Tractor trailer combination shall be the design vehicle, when warranted, with a 55 foot radius as a minimum on all non - single family residential driveways. C) A radius of less than 40 feet may be approved upon the applicant's demonstration to the City Engineer that the smaller radius is more appropriate for the particular parcel of property being served and that the traffic flow on the street being accessed is not impaired. The minimum radii for internal circulation shall be 20 feet. Three foot flares may be utilized on commercial projects where inadequate distance between the property and the road edge prohibits the use of radii, and shall be used on all non - single family residential driveways. D) Contraction joints shall be tied at the radii to prevent uneven settlement. 25.04.05 Grade A) All driveways shall cross the sidewalk/bikepath area at the sidewalk/bikepath grade as approved by the City Engineer. See the Typical City Details attached as part of this Manual. B) In cases where property slopes down from the street, the driveway shall be constructed in such a manner as to raise the driveway to a height equal to the top of the curb at the right -of -way line or at a more appropriate point, as determined by the City Engineer, before the down slope or up slope of the driveway begins. See the Typical City Details attached as part of this Manual. C) The driveway shall be designed so that approach, ramp and departure angles do not exceed the maximum as detennined by the appropriate design vehicle. 2/20/2012 4 of 6 ARTICLE 25 Single Family Residential Driveway - Design Vehicle - Passenger Car All Other Driveways - Design Vehicle - Emergency Fire Apparatus D) All curb cuts shall consist of a 6 inch raised or flush header curb for non - concrete approaches from the point of curvature to the point of tangency on each side of the driveway, except in locations where the accessed road is constructed with an existing swale, then a flush concrete header curb shall be provided. 25.04.05 Construction Specifications A) All driveways shall be constructed in conformance to the plans and specifications approved by the City Engineer. B) Concrete for the construction of the driveway approaches (the portion of the driveway in the right -of -way) shall be at least 3,000 psi concrete and at least 6 inches in thickness and shall utilize 6 x 6 WWF installed on proper benching. Fiber reinforced concrete mixture conforming to the standards of ASTM C1116 may be used in addition to the WWF if desired. Break and expansion joints shall be installed at the property line. C) Concrete for the construction of curbs shall be at least 3,000 psi concrete. D) Subgrade of driveways, driveway approaches, and curbs shall be compacted to a minimum density of 98% of ,the maximum density as determined by AASHTO T -180. Section 25.05 HANDICAP RAMPS Handicap ramps shall be constructed for all sidewalks /bikepaths at their intersection with a driveway. All handicap ramps shall be constructed in accordance with ARTICLE 19 of this Manual. Section 25.06 EXISTING DRIVEWAYS AND ACCESS POINTS A) Existing driveways shall not be relocated, altered, or reconstructed without a permit approving the relocation, alteration, or reconstruction, and such driveway shall be subject to the provisions of this Section. B) When the use of any driveway is discontinued, the Owner /Developer(s) of the abutting property shall, at the Owners'/Developers' own expense, remove the driveway and replace all curbs, gutters, sidewalks /bikepaths, swales, and grass areas: 2/20/2012 5 of 6 ARTICLE 25 C) When the use, building size or ownership of any property with a driveway(s) is changed, the Owner /Developer(s) of the subject property shall reconstruct the driveway in conformance with City Standards. D) If an existing driveway becomes a hazard to the driving or pedestrian public using the public facilities within the public right -of -way, the City Engineer may require reconstruction, relocation, or removal of said driveway. Proper notice shall be made to the property Owner as required by law. 2/20/2012 6 of 6 ARTICLE 25 ARTICLE 26 UTILITY LINE INSTALLATION REQUIREMENTS Index 26.01 JACK AND BORE OPERATIONS 26.02 PRESSURE PIPE RESTRAINT 26.03 PRESSURE CONNECTION BACK TO TABLE Or CONTENTS Section 26.01 JACK AND BORE OPERATIONS 26.01.01 General The installation of a casing pipe by the method of jacking and boring shall be covered by these Specifications. The overall work scope shall include, but not be limited to, jacking and boring pits and equipment, sheeting, steel casing pipe, skids, steel straps, coatings, location signs as required, miscellaneous appurtenances, and restoration to complete the entire work as specified in the Typical City Details attached as part of this Manual. Jack and bore operations shall be performed within the right -of -way and /or easements shown on the Drawings. 26.01.02 Pipe Material A) Steel Casing 4 11 14" .Lulu" 6" 16 11 .250° 811 1811 .250" 10" 20" .250" 12" 24" .250" 16" 28" .312" 18" 30" .312 20 11 34" .375" 24" 36 11 . Field and shop welds of the casing pipes shall conform with the American Welding Society (AWS) standard Specifications. Field welds shall be complete penetration, single -bevel groove type joints. Welds shall be airtight and continuous over the entire circumference of the pipe and shall not increase the outside pipe diameter by more than 3 /4 inch. 2/20/2012 1 of 7 ARTICLE 26 Steel casings shall conform to the requirements of ASTM A -139 (straight seam pipe only) Grade `B" with a minimum yield strength of 35,000 psi. The casing pipes shall have the minimum nominal diameter and wall thickness as shown on the following table: B) Carrier Pipe The carrier pipe shall be minimum pipe as described in sequential ARTICLES per the appropriate application with all joints restrained. Ductile iron pipe shall comply with the specification outlined in this Manual. 26.01.03 hispection All casing pipe to be installed may be inspected at the site of manufacture for compliance with these Specifications by an independent laboratory selected and paid for by the City. The manufacturer's cooperation shall be required in these inspections. All casing pipe shall be subjected to a careful inspection prior to being installed. If the pipe fails to meet the Specifications it shall be removed and replaced with a satisfactory replacement at no additional expense to the City. 26.01.04 Other Jurisdictions For casing pipe crossings under roadways, railroads, or other installations not within the jurisdiction of the City, the Contractor shall comply with the regulations of said authority in regard to design, specifications and construction. 26.01.05 Workmanship A) The jack and bore operations shall be done simultaneously with continuous installation until the casing pipe is in final position. Correct line and grade shall be carefully maintained. Add -on sections of casing pipe shall be full -ring welded to the preceding length, development water- tight total pipe strength joints. The casing installation shall produce no upheaval, settlement, cracking, movement or distortion of the existing roadbed or other facilities. Following placement of the carrier pipe within the steel casing, masonry plugs are to be installed at each open end. Casing pipe and welds shall be asphaltic coated using Koppers 300M or equal with a minimum final dry thickness of 20 mils. B) Casing pipe holes shall be mechanically bored through the soil by a cutting head on a continuous auger mounted inside the pipe. The auger shall extend a minimum distance beyond the end of the pipe casing to preclude formation of voids outside of the pipe shell. C) Required jacking and boring pits or shafts shall be excavated and maintained to the minimum dimension. Said excavations shall be adequately barricaded, sheeted, braced and dewatered as required. 2/20/2012 2 of 7 ARTICLE 26 26.01.06 Pipe Handling Care shall be taken in loading, transporting and unloading to prevent injury to the pipe or coatings. Pipe shall not be dropped. All pipe shall be examined before laying, and no piece shall be installed which is found to be defective. Any damage to the pipe or coatings shall be repaired to the satisfaction of the City. 26.01.07 Work Coordination It shall be the Contractor's responsibility to perform the jack and bore work in strict conformance with the requirements of the agency in whose right -of -way or easement the work is being performed. Any special requirements of the agency, such as insurance, flagmen, etc., shall be strictly adhered to during the performance of work. The special requirements shall be performed by the Contractor at no additional cost to the City. 26.01.08 Dewatering Dewatering through the casing during construction shall not be permitted. All dewatering methods shall be approved by the City before construction work begins. 26.01.09 Carrier Pipe Support The carrier pipes shall be supported within the casing pipes so that the pipe bells do not rest directly on the casing. The load of the carrier pipes shall be distributed along the casing by casing spacers. Casing spacers shall be bolt on style split shells made of either T -304 stainless steel or fusion coated steel (a minimum 0.010 inch thick coating of PVC shall be provided over the entire band). The shell shall be lined with a PVC liner 0.090 inch thick with 85 -90 Durometer. All nuts and bolts shall be high strength, low alloy meeting AWWA C -111. Runners shall be made of a high molecular weight polymer with inherent high abrasion resistance and a low coefficient of friction. 26.01.10 Jacking Pits Excavation adjacent to the roads shall be performed in a manner to adequately support the roads. Bracing, shoring, sheeting or other supports shall be installed as needed. Contractor shall install suitable reaction blocks for the jacks as required. Jacking operations shall be continuous and precautions shall be taken to avoid interruptions which might cause the casing to "freeze" in place. Upon completion of jacking operations, the reaction blocks, braces, and all other associated construction materials shall be completely removed from the site. Adjust to the roads creating a drop -off hazard as described in the MOT PPM or Greenbook — Jacking Pits shall be adequately protected meeting MOT standards. 2/20/2012 3 of 7 ARTICLE 26 26.01.11 Miscellaneous Requirements Correct line and grade shall be carefully maintained. Earth within the casing shall not be removed too close to the cutting edge in order to prevent the formation of voids outside the casing. If voids are formed, they shall be satisfactorily filled with grout by pumping. The sections of steel casing shall be field welded in accordance with the applicable portions of AWWA C -206 and AWS D -7.0 for field welded pipe joints. Contractor shall wire brush the welded joints and paint with a primer. After completion of jacking, Contractor shall clean the interior of the casing of all excess material. Refer to Approved Manufacturer's List for acceptable products. The annular space between the carrier pipe and casing shall be filled with clean sand, if required. Masonry plugs are to be installed at each open end of the casing. Plugs shall be suitable for restraining the earth load while allowing drainage of the casing. Section 26.02 PRESSURE PIPE RESTRAINT 26.02.01 General Pressure pipe fittings and other items requiring restraint shall be braced with restraining assemblies as specified in this Manual. All pressure pipe and fittings shall be restrained as specified in this Manual, preventing movement of lines under pressure at bends, tees, caps, valves, hydrants etc. Use of thrust blocks for pressure pipe and fittings 16 inches and larger shall not be allowed. Ductile iron pressure pipe and fittings 12 inches and smaller may be restrained following the criteria established in this Manual. 26.02.02 Thrust Block Construction Thrust blocks shall not be typical and shall only be used when the City Engineer deems it a hardship or good engineering standards deem it necessary because restraining assemblies are impractical or insufficient. If thrust blocks are used, a thrust block table meeting City standards shall be provided by the Design Engineer. Where undisturbed trench walls are not available for thrust blocking, the Contractor shall furnish additional concrete or install suitable pipe harnesses or ties designed and manufactured specifically for this purpose. Additional concrete, harnesses and /or ties shall be approved by the Engineer and the City. Fittings shall be protected by polyethylene film, minimum 8 mil thick, prior to placing concrete for thrust block. Concrete for thrust blocking shall have a minimum compressive strength of 3,000 psi. Concrete shall be placed against undisturbed material and shall not cover joints, bolts or nuts, or interfere with the removal of any joint. Wooden side forms shall be provided for thrust blocks where trench conditions require. Thrust blocks shall be properly set and adequately cured prior to pressurizing the system. 2/20/2012 4 of 7 ARTICLE 26 26.02.03 Restrained Joint Construction Sections of piping requiring restrained joints shall be constructed using pipe and fittings with restrained "Locked- type" joints manufactured by the pipe and fitting manufacturer and the joints shall be capable of holding against withdrawal for line pressures 50% above the normal working pressure. Mechanical joint ductile iron pipe retainer glands shall not be permitted. Any restrained joints that allow for elongation upon pressurization will not be allowed in those locations where the pipe comes out of the ground. The minimum number of restrained joints required for resisting forces at fittings and changes in direction of pipe shall be determined from the length of restrained pipe on each side of fittings and changes in direction necessary to develop adequate resisting friction with the soil. The required lengths of restrained joint ductile iron pipe shall be determined by the Engineer and shown in a tabular form as depicted on the "Restrained Pipe Table" in the Typical City Details attached as part of this Manual. All calculations shall be based on the method outlined in the publication entitled "Thrust Restraint Design for Ductile Iron Pipe ", latest edition (DIPRA). Wherever two 45' bends are used in place of a 90' bend and the minimum restrained joints required from one 45' bend extend beyond the other 45' bend, the two 45' bends will be considered as though a 90' bend were located midway between the two 45 bends. 26.02.04 Mechanical Restraining Devices Mechanical restraining devices as specified herein may be substituted for the restrained "Locked- Type" joints manufactured by the ductile iron pipe and fitting manufacturer. The required lengths of restrained joint ductile iron pipe shall be determined by the Engineer and shown in a tabular form as depicted on the "Restrained Pipe Table" in the Typical City Details attached as part of this Manual. Mechanical joint restraint shall be incorporated in the design of the follower gland and shall include a restraining mechanism which, when actuated, imparts multiple wedging action against the pipe, increasing its resistance as the pressure increases. Flexibility of the joint shall be maintained after burial. Glands shall be manufactured of ductile iron conforming to ASTM A -536. Restraining devices shall be of ductile iron heat treated to a minimum hardness of 370 BHN. Dimensions of the gland shall be such that it can be used with the standardized mechanical joint bell and tee -head bolts conforming to ANSI A -21.11 and ANSI/AWWA C- 153/A- 21.53. Twist -off nuts shall be used to insure proper actuating of the restraining devices. The mechanical joint restraint device shall have a working pressure of at least 250 psi with a minimum safety factor of 2 to 1. 2/20/2012 5 of 7 ARTICLE 26 Section 26.03 PRESSURE CONNECTION 26.03.01 General Installations of pressure connections 4 inches and larger shall be made in accordance with this Section. 26.03.02 Tapping Sleeves Tapping sleeves shall be mechanical joint sleeves or fabricated steel sleeves as specified below. All pressure connections to asbestos cement pipe and all "size on size" taps shall utilize full body mechanical joint sleeves. A) Mechanical Joint Sleeves Sleeves shall be cast of gray -iron or ductile -iron and have an outlet flange with the dimensions of the Class 125 flanges shown in ANSI B -16.1 properly recessed for tapping valve. Glands shall be gray -iron or ductile iron. Gaskets shall be vulcanized natural or synthetic rubber. Bolts and nuts shall comply with ANSI/AWWA C- 111 /A- 21.11. Sleeves shall be capable of withstanding a 200 psi working pressure. B) Steel Tapping Sleeves Sleeves shall be fabricated of stainless steel. Outlet flange shall meet AWWA C -207, Class "D" ANSI 150 lb drilling and be properly recessed for the tapping valve. Bolts and nuts shall be high strength low alloy steel to AWWA C -111 (ANSI A- 21.11). Gasket shall be a full circumferential gasket be vulcanized natural or synthetic rubber. 26.03.03 Tapping Valves Tapping valves shall meet the requirements of this Manual except that units shall be flange by mechanical joint ends. Valves shall be compatible with tapping sleeves as specified above and specifically designed for pressure connection operations. 26.03.04 Notification and Connection to Existing Mains All connections to existing mains shall be made by the Contractor only after the connection procedure and work scheduling has been reviewed and approved by the City. The Contractor shall submit a written request to the City a minimum of 5 working days prior to scheduling said connections. In this request, the Contractor shall outline the following: A) Points of Connection, fittings to be used, and method of flushing and disinfection if applicable. 2/20/2012 6 of 7 ARTICLE 26 B) Estimated construction time for said connections. All connections shall be made only on the agreed upon date and time. If the Contractor does not initiate and complete the connection work in the agreed upon manner, the Contractor shall be required to reschedule the said connection by following the procedure outlined above. The Contractor shall not operate any valves in the system. 26.03.05 Construction Details Sufficient length of main shall be exposed to allow for installation of the tapping sleeve and valve and the operation of the tapping machinery. The main shall be supported on concrete pedestals or bedding rock at sufficient intervals to properly carry its own weight, plus the weight of the tapping sleeve, valve and machinery. Any damage to the main due to improper or insufficient supports shall be repaired at the Contractor's expense. Adequate restrained joint fittings shall be provided on the existing main as well as the new main to prevent movement of the installation when test pressure is applied. Provisions of this Manual shall apply. The inside of the tapping sleeve and valve, the outside of the main, and the tapping machine shall be cleaned and swabbed or sprayed with 10% liquid chlorine prior to beginning installation for water system pressure connections. After the tapping sleeve has been mounted on the main, the tapping valve shall be bolted to the outlet flange, making a pressure tight connection. Prior to beginning the tapping operation, the sleeve and valve shall be pressure tested at 150 psi to ensure that no leakage will occur. For pressure connections through 12 inch diameter or less the minimum diameter cut shall be %2 inch less than the nominal diameter of the pipe to be attached. For 14 inch through 20 inch installations the minimum diameter shall be 1 %2 inches less; for larger taps the allowable minimum diameter shall be 2 to 3 inches less than the nominal diameter of the pipe being attached. After the tapping procedure is complete the Contractor shall submit the coupon to the City. For pressure connections to wastewater force mains the tapping valve shall be placed horizontally. After the tapping procedure is complete a plug valve shall be attached to the tapping valve. The tapping valve shall be left in the open position prior to backfilling. 2/20/2012 7 of 7 ARTICLE 26 Section 27.03 MANHOLES 27.03.01 General Manholes shall be in accordance with ARTICLE 17 and per the latest revision of the City's Typical City Details. Manholes shall be precast concrete with integral slab and lower ring, or be poured -in -place concrete slab with precast ring wall, or be of all fiberglass construction meeting ASTM D -3753 standards. 27.03.02 Location Manholes shall be installed at the end of each gravity sewer; at all changes in grade, size or alignment; at all sewer intersections; and at distances not greater than 400 feet. When Private sewer systems must be separated from the City sewer system, a manhole shall be required at change of ownership. 27.03.03 Manhole Base Bottom slabs for fiberglass and poured -in -place manholes shall be a minimum of 8" thick and reinforced with No. 4 bars at 9" on centers. Precast manholes shall be in accordance with FDOT Standard Specifications. All bases shall have proper lifting hooks in the bottom slabs (minimum of 3). There shall be no penetrating lifting holes on any structures, and no holes shall be allowed within 6" of any joint on structures. 27.03.04 Rings and Covers See Atricle 16 Section 16.11 for more rings and covers details 27.03.05 Top Elevation Precast manhole tops shall be adjustable between 6" and 12" by means of solid clay bricks or precast grade rings laid in mortar. Vertical walls of manhole entrances shall not exceed 18" in length, including the ring and cover. 27.03.06 Coating Typical coating for concrete sanitary manholes shall be coated, at a minimum, with coal tar epoxy. All manholes with drop connections, force main connections, receiving manholes and large manholes shall be coated with spray on Green Monster TM Liner at a 90 to 110 mil thickness or approved equal. This work shall be accomplished prior to TV inspection. 27.03.07 Joint Sealer A pre - formed plastic joint sealer shall be required. All exterior joints shall be sealed with approved rapid seal tape with a minimum of 8" width. 2/20/2012 3 of 5 ARTICLE 27 27.03.08 Connections to Manholes Connections shall be as specified in the Typical City Details attached as part of this Manual. Connections shall be made with a wall penetration boot. The specific manufacturer and model are as listed in the approved materials list. Space between boot and pipe OD shall be filled with appropriately sized cavity O -ring. Clay pipe shall have a short nipple (18" or 24 ") between the manhole fitting and the first full length of pipe. All openings for pipes into existing structures shall be made by cutting with a power driven circular coring machine. 27.03.09 Non - Shrink Mortar All holes in manholes and wet wells shall be thoroughly plugged with an approved non - shrinking mortar, applied and cured in strict conformance with the manufacturer's recommendations. The mortar shall be finished smooth and flush with the adjoining interior and exterior manhole and wet well wall surfaces. When mortar is set, coat with an approved coating as listed in the approved materials list. 27.03.10 Stubs and Stoppers Pipe stoppers shall be installed in all manhole stubs. When connecting to an existing stub and prior to removing the existing stopper, brick the inside opening to prevent any flow until the new system has been tested and cleaned. The brick shall not be removed until the final inspection. 27.03.11 Bulkheading Stub Channels The downstream end of all outlets in the manholes of sub - out - channels not in use shall be bulkheaded to prevent the creation of a septic condition resulting from ponding of sewage or debris. Section 27.04 SERVICE CONNECTIONS 27.04.01 General Service connections connecting the gravity sewer to the house or establishment being served, shall be through a lateral and miscellaneous appurtenances, all as specified in the Typical City Details attached as part of this Manual. 27.04.02 Size and Length Service laterals and fittings shall be a minimum of 6" in diameter and shall be less than 100' in length. 27.04.03 Slope Service laterals shall have a minimum slope of 1%. 2/20/2012 4 of 5 ARTICLE 27 27.04.04 Connection In general, service laterals shall not be allowed to discharge into sanitary manholes, except at terminal manholes. A case -by -case exception to this requirement may be allowed if the lateral discharges at the same elevation as the manhole invert. Section 27.0 LINE LOCATIONS A) Mains shall be installed in the center of paved right -of -way on new construction. B) Where sewers are to be installed in existing paved areas, mains may be installed in unpaved portions of the right -of -way. All utility lines to be dedicated to the public, located outside of dedicated rights -of -way, shall require a minimum 20' easement. If a utility line to be dedicated to the public is located adjacent to a road right -of -way, a minimum 10' easement shall be provided. Additional easement widths shall be provided if the pipe size or depth of cover so dictates. C) Mains shall not be allowed inside of back lot easements unless approved by the Engineering Department prior to construction. D) Mains shall not be installed beneath canals, retention areas, or swales without prior approval of the Engineering Department. Any lines in these areas must be installed within a pipe casing that extends the full length of the body being crossed. 2/20/2012 5 of 5 ARTICLE 27 ARTICLE 28 Index 28.01 28.02 28.03 28.04 28.05 28.06 28.07 28.08 28.09 28.10 GRAVITY SANITARY SEWERS GENERAL DESIGN CRITERIA MATERIALS INSTALLATION CONNECTIONS TESTING TESTING PRIOR TO RESURFACING FINAL INSPECTION GREASE INTERCEPTORS IDENTIFICATION BACK TO TABLE OF CONTENTS Section 28.01 GENERAL This ARTICLE shall govern the design and construction of gravity sewer mains, service laterals, manholes, stoppers, and other appurtenances. Pipe used in gravity sewer construction shall be polyvinyl chloride (PVC) or ductile iron pipe with an approved interior coating /lining (DIP). Alternate pipe material use may be allowed if prior approval is obtained from the City Engineer. Where reference is made to an ASTM, ANSI or AASHTO designation, it shall be the latest revision. The Contractor shall be responsible for all materials furnished and storage of same until the date of substantial completion. At the Contractor's expense, all materials found to be defective or damaged in handling or storage shall be replaced. The Contractor shall, if requested by the City, furnish certificates, affidavits of compliance, test reports, or samples for check analysis for any of the materials specified herein. All pipe delivered to project site for installation is subject to random testing for compliance with the designated Specifications. Section 28.02 DESIGN CRITERIA A) Design Flow: Sewers of 15" in diameter and less shall be designed to not exceed 1 /2 pipe depth full at peak design flow. Sewers greater than 15" shall be designed to not exceed 3 /4 pipe depth full at peak design flow. B) Minimum diameter 1) Main Sewer - 8 inches. 2) Single lateral - 6 inches. 3) Commercial user lateral - 6 inches. 4) Multi- Family user lateral - 6 inches. 2/20/2012 1 Of 19 ARTICLE 28 X11, 1'ICLE 27 Index \�r'l�.i l i4 L"L __J _I S1J 41 1 .lam 1 �M �. 27.01 GENERAL 27.02 DESIGN STANDARDS 27.03 MANHOLES 27.04 SERVICE CONNECTIONS 27.05 LINE LOCATIONS 27.06 GREASE. TRAPS 13ACh F0 LkIlLF1 of CO\ ENA S Section 27.01 GENERAL The following design criteria shall pertain to the general requirements of all sanitary manholes, gravity sanitary sewers, lift stations, and force mains. Additionally, the Water Environmental Federation (WEF), Manual of Practice No. 9, entitled "Design and Construction of Sanitary and Storm Sewers ", latest edition, may generally be used as a design guide, if not in conflict with State, local, or other regulatory agency requirements or with any material presented herein. 27.01.01 Type of Sewers The City will approve Plans for new sewer systems and extensions only when designed as separate systems in which precipitation, runoff and groundwater are excluded. 27.01.02 Design Period Sewer systems shall be designed for the estimated ultimate tributary population as derived for the City's approved future land uses or as delineated in the approved City of Ocoee Wastewater Master Plan, latest edition, except when considering parts of the systems that can be readily increased in capacity. 27.01.03 Location Gravity sewers shall be located in dedicated rights -of -way or utility easements. Whenever possible, sewers shall be located under pavement in dedicated rights - of -way. All sewers located outside of dedicated rights -of -way shall require a minimum 20' easement. If a gravity sewer is located adjacent to a road right -of- way, a minimum 10' easement shall be provided. Additional easement widths shall be provided if the pipe size or depth of cover so dictate. No gravity sewers shall be placed under retention ponds, tennis courts, or other structures. In general, gravity sewers shall not be located alongside of rear lot lines. Placement of a gravity sewer alongside a rear lot line may be allowed on a case -by -case basis if such a sewer configuration results in efficient placement and utilization of the sewer system. These criteria shall also apply to sewer placement in retention pond berms. In any event, no manholes shall be placed alongside of rear lot lines. 2/20/2012 1 of 5 ARTICLE 27 27.01.04 Design Calculations Design Engineer shall submit signed, sealed and dated design calculations with the plans for all sewer projects. Calculations shall show that sewers will have sufficient hydraulic capacity to transport all design flows. In lieu of calculation, the Design Engineer may submit design computer model and associated information including inputs, assumption, model run result(s) that indicate system is designed to comply with City requirements and signed and sealed design report. Model shall be integrated into City model for simulations. Section 27.02 DESIGN STANDARDS Sanitary sewer force mains and gravity design shall specifically be in accordance with ARTICLE 28 and ARTICLE 29 of this Manual. 27.02.01 Average Daily Flow (ADF) The average daily flow is the standard base reference in the design of all wastewater systems. It represents the annual average daily flow of wastewater generation. All service area generators such as domestic, commercial, institutional, and industrial shall be included in the determination of the total average daily flow. Either per capita unit flows, fixture unit methods, and /or historical flows shall be used by the designer in determining the ultimate project flow in accordance with those rates currently in effect and available at the City of Ocoee. 27.02.02 Peak Flow The peak flow is used in the design of all wastewater systems. It is the product of a peaking factor and the average daily flow. The peaking factor is a ratio of the average daily flow and the peak discharge, occurring during the maximum daily flow of the year. The selection of the peaking factor is based upon the following table for flows (ADF) up to 3.0 MGD. Peaking factors for flows with larger average daily flows will be evaluated by the Engineer on an individual basis. 0.000 -0.100 4.0 0.101 -0.300 3.5 0.301 -0.900 3.0 0.901 -3.000 2.5 2/20/2012 2 of 5 ARTICLE 27 C) Velocity in pipes 1) Minimum - 2 feet per second. (At the design flow) 2) Maximum - 7 feet per second. D) Minimum Cover The minimum cover over gravity sewers shall be no less than 3 feet, calculated from the finished grade. Exceptions to this requirement may be made for a short length of pipe where structural considerations are incorporated in the design. E) Roughness Coefficient: For Manning's formula use an "n" value of 0.012 for PVC and 0.013 for other pipe materials. F) Slopes slightly less than those required for the velocity of 2.0 feet per second may be permitted under special conditions, when pipe is flowing full, if detailed justifiable reasons are given. Such decreased slopes shall only be considered where the depth of flow will be 0.3 of the diameter or greater for design average flow. Whenever such decreased slopes are selected, the Developer's Engineer must furnish computations of the depths of flow in such pipes at minimum, average, and peak rates of flow. Sewers shall be laid with uniform slope between manholes. G) Size and Alignments Size conversion between manholes shall not be allowed. All sewers shall be laid with straight alignments between manholes. 2/20/2012 2 of 19 ARTICLE 28 Minimum Slope versus Pipe Diameter H) Additional Requirements Main drain and back wash systems for pools, spas and storm drain systems shall not connect to the gravity sewer system. In general, all sewer extensions for future connections shall terminate at a manhole. The City may allow such extensions without a terminal manhole on a case -by -case basis subject to all of the following conditions: A) Total sewer extension length shall be limited to 50 feet. B) Sewer extension location at the initiating manhole shall be plugged to the satisfaction of the City. C) Such sewer extensions shall not be a part of the accepted sewer facilities. This shall be clearly delineated on the plans. D) All such sewer extensions shall be inspected and accepted as part of the future construction phase. Section 28.03 MATERIALS 28.03.01 PVC Gravity Sewer Pipe PVC Gravity Sewer Pipe (4" to 15 "), ASTM D -3034, SDR 35. Uniform minimum "pipe stiffness" at 5% deflection shall be 46 psi. When the average depth of cover of the gravity sewer pipe is 12' or greater, SDR 26 PVC pipe shall be installed. The joints shall be integral bell elastomeric gasket joints manufactured in accordance with ASTM D -3212 and ASTM F -477. Applicable UNI -Bell Plastic Pipe Association standard is UNI -13-4. PVC Gravity Sewer Pipe (18" to 27 "), ASTM F -679, SDR 35. Uniform minimum "pipe stiffness" at 5% deflection shall be 46 psi. When the average depth of cover of the gravity sewer pipe is 12' or greater, SDR 26 PVC pipe shall be installed. The joints shall be integral bell elastomeric gasket joints manufactured in accordance with ASTM D -3212 and ASTM F -477. Applicable UNI -Bell Plastic Pipe Association standard is UNI -13-7. All PVC pipe shall bear the NSF -DW seal. The minimum standard length of pipe shall be 13 feet. 2/20/2012 3 of 19 ARTICLE 28 28.03.02 DIP Gravity Sewer Pipe The use of Ductile Iron Pipe (DIP) shall be limited to specific uses and shall be approved by the City Engineer. DIP shall conform to ANSI /AWWA A- 21.51/C- 151, class thickness designed per ANSI /AWWA A- 21.50/C -150, with mechanical or push -on joints. An interior protective lining of Protecto 401 shall be provided with a minimum dry thickness of 40 mils or equivalent. DIP gravity sewers, where called for by the City, shall be wrapped with polyethylene film, AWWA C- 105. (See approved Manufacturer's List attached as part of this Manual.) The minimum standard length of pipe shall be 18 feet. 28.03.03 Coatings and Linings (Iron Pipe) All ductile iron pipe and fittings shall have an interior protective coating of Protecto 401 in accordance with the manufacturers recommendations. Interior coating shall be holiday free and holiday tested in accordance with ASTM G -62 and ASTM D5162. Polyethylene Encasement, where required, shall be per ANSI A -21.5 (AWWA C- 105). If Exterior polyethylene encasement is not required, the pipe exterior shall be bituminous coated. 28.03.04 Non - Shrink Mortar All holes in manholes and wet wells shall be thoroughly plugged with an approved non - shrinking mortar, applied and cured in strict conformance with the manufacturer's recommendations. The mortar shall be finished smooth and flush with the adjoining interior and exterior manhole and wet well wall surfaces. When mortar is set coat with an approved coating material. For manholes and wet wells with sprayed on liners, treatment of exposed mortar shall follow manufacturer's recommendations. 28.03.05 Sanitary Manholes Sanitary manholes shall be in accordance with ARTICLES 17 and 27 of this Manual. Section 28.04 INSTALLATION 28.04.01 General Trench excavating and backfill including sheeting and bracing, dewatering, bedding and foundation, and furnishing and disposal of materials shall be performed in such a manner as to promote the safe and expedient execution of the work and in all cases shall conform to the requirements of OSHA CFR 1926 Subpart P for trench safety. 2/20/2012 4 of 19 ARTICLE 28 28.04.02 Pipeline Trenching A) Excavation of trenches shall not advance more than 50 feet ahead of completed pipe installation, except as approved by the City Engineer or his Designee. B) Excavation in close proximity to existing utilities shall be performed in a manner to prevent damage. Representatives of utilities shall be contacted for assistance in locating buried lines. C) All excavations should be made by open cut unless otherwise indicated in this Manual. See the Typical City Details attached as part of this Manual. 28.04.03 Sheeting, Shoring and Bracing Furnish, install, and maintain sheeting, bracing, and shoring support required to keep excavations within the easement or right -of -way, to support the sides of the excavation, and to prevent any movement which may damage adjacent pavements or structures, damage or delay the work, or endanger life and health. Voids outside the supports shall be immediately filled and compacted. Sheeting, bracing, and shoring to be used shall be designed by a Florida Registered Professional Engineer. 28.04.04 Dewatering and Drainage At all times during construction keep excavations free from standing water. Sumps, if required, shall be located outside of load bearing areas so the bearing surfaces will not be disturbed. Water pumped from the excavation shall be discharged to prevent re -entry into the soil strata being dewatered. Water containing material such as silt in suspension or solids shall not be pumped into sewer lines or adjacent streams. The method of disposing of water pumped from the excavation shall be approved by the City Engineer or his Designee prior to actual disposal. Dewatering discharges shall comply with all Regulatory Agency Requirements. 28.04.05 Stabilization If portions of the bottom of trenches or excavations consist of material unstable to such a degree that, in the opinion of the City Engineer, it cannot adequately support the pipe or structure, the bottom of the trench or excavation shall be over - excavated and stabilized with approved coarse granular stabilization material. Depth of stabilization shall be sufficient to provide unyielding Surface or a min thickness of 6 as directed by the City Engineer or his Designee. 2/20/2012 5 of 19 ARTICLE 28 28.04.06 Bedding of Piping A) General 1) Haunching is defined as the shaped and tamped granular material which extends from the pipe bedding to the spring line of the pipe. Cover is defined as the compacted material which protects and covers piping, and which extends from the top of haunching material to a point F above the top of the pipe. Backfill, as specified hereafter, is defined as the material extending above the top of pipe cover to topsoil, paving subgrade, or foundation level. 2) All buried piping shall be continuously bedded and covered, except where concrete encasement, concrete cradles, or jack and bore are indicated. B) Pipe Bedding Any part of the trench bottom that is excavated below the pipe grade shall be backfilled to grade with a minimum of 6 inches of granular material and compacted as required in Section 26.04.07. Bedding materials shall be limited to Class I or Class II materials. C) Pipe Cover All cover materials shall be clean fill with no debris and carefully deposited to avoid damage to the pipe and shall be compacted as specified hereafter. 28.04.07 Trench Backfilling Backfill shall be granular material or suitable previously excavated pipe trench material approved for use by the City Engineer. The granular backfill shall be carefully deposited in uniform lifts as specified below and each lift shall be wetted adequately as needed to obtain the required compaction density with vibratory compactors, as specified hereafter. Unless otherwise indicated or approved by the City Engineer or his Designee, fills shall be placed in the loose lift thicknesses indicated hereafter and compact to a dry density, not less than the following percentage of maximum dry density, determined by the Modified Proctor Test, ASTM D -1557, unless otherwise noted. 2/20/2012 6 of 19 ARTICLE 28 28.04.08 Pipe Laving and Jointing Gravity sewers shall be laid in the dry to the elevations and slopes shown on the approved construction drawings. Laser equipment shall be used to provide line and grade. Surveying equipment shall be used to set the laser. The laser equipment shall have a slope indicator to facilitate checking by both the pipe - laying foreman and the City Engineer. Since most gravity sewers are laid with extremely flat slopes, zero tolerance for errors in line and grade will be allowed. Upon completion of the work, the lines shall be cleaned, with all debris removed at downstream manhole. Each section of pipe shall be TV inspected to indicate any pipe defects such as bellies or other deformities, and, if necessary, shall be taken up and re -laid to provide the correct line and grade. Special attention shall be given to the requirement that the pipe be laid in a dry trench with properly compacted bedding and backfill. The pipe shall be laid with the spigot ends pointing in the direction of flow, starting at the lowest point. Joint contact surfaces shall be cleaned immediately prior to jointing. Lubricants, primers, or adhesives shall be used as recommended by the joint manufacturer. The minimum allowable cover for gravity sewers shall be 3 feet from the top of the pipe to the finished grade. However, should this depth not be feasible, where grade depressions along the alignment are unavoidable, ductile iron pipe shall be provided within the limits of the lesser cover. In no case shall the pipe cover be less than 18 inches, and any deviations from 3 feet of cover shall be approved in writing by the City Engineer. Pipes shall be installed to the alignment and grade as shown on the approved plans. 28.04.09 Branches Wye branches are to be installed in conjunction with the laying of sewer pipe. Wyes to serve all existing and future dwelling units shall be installed. The longitudinal barrel of branch fittings shall conform to the line and grade, diameter, and quality of the sewer main. All service laterals shall be perpendicular to the longitudinal axis of the pipe. 28.04.10 Laterals Laterals shall be extended to and located between 3 and 4 feet below the right -of- way line's finished grade, with a 6" clean out as near to right -of -way line as permitted. No double service laterals allowed for single or duplex homes. Laterals shall run in the most direct route and perpendicular to the sewer main at a minimum grade of 1% from the main to the right -of -way line. A wye branch fitting for each service line shall be provided. Double wyes are not acceptable. All laterals and service wyes at the last joint shall be plugged and securely sealed to withstand the internal pressure of leakage or air pressure testing. The plug shall be capable of removal without injury to the socket. An S shall be saw cut and painted green in the top of the curb directly over the lateral location. If curbing is not part of the work, a 4" x 4" x Y wooden stake shall be painted green and installed at the end of the connection. Clean -out caps shall be of the inverted hex -nut type. If required by the City Engineer or his Designee, the terminal ends of laterals shall be marked by electronic location devices that are compatible with City owned equipment. Cleanouts shall not be permitted in driveways. 2/20/2012 7 of 19 ARTICLE 28 28.04.11 Protection of Water System Crossings 1. Separation of Water Mains and Sewers: A. Separation of potable water, reclaimed water, storm and sewer systems shall comply with FDEP regulations and STANDARD DRAWINGS S. Water pipes shall not pass through any part of a storm sewer or manhole. A three -foot minimum separation from storm water structures shall be maintained to facilitate maintenance and operation. 2. Compliance with F.A.C.Rule 62- 555.314 shall be met as a minimum. 3. If required by the City Engineer, cathodic protection shall be provided. 28.04.12 Downstream Protection Dirt and debris collected in the pipe during construction shall not be flushed downstream. The open end of pipe shall be closed daily to prevent foreign matter from entering. Section 28.05 CONNECTIONS 28.05.01 Transition Connections Where pipes of alternate materials (VC to Cl, etc.) are to be connected between manholes, suitable approved transition couplings shall be installed. Specially designed units may be submitted for approval. Concrete collars are not acceptable. 28.05.02 Connections to Existing Lines A collar wye saddle for 4 inch and 6 inch diameter connections to existing sewer lines shall be used. The existing line shall be cut using a template to accomplish a true and clean opening for the saddle. Gasketed saddles with stainless steel straps shall be used, where available from the manufacturer. The sewer main shall be protected and cleaned of debris. 28.05.03 Tall Riser Connections Connections shall be provided, as specified in the Typical City Details attached as part of this Manual, where the depth of the sewer main invert exceeds 10 feet below the finished grade of the street, unless otherwise required by the City Engineer or his Designee. Lateral connections shall be made by individual single wyes. Double wyes for connection are not permitted. One tall riser connection may service no more than 2 connections, 1 to each side. 2/20/2012 8 of 19 ARTICLE 28 28.05.04 Connections to Manholes Connections shall be as specified in the Typical City Details attached as part of this Manual. Connections shall be made with a Kor -N- Seal /A -Lock type or equal wall penetration boot. Space between boot and pipe OD shall be filled with appropriately sized cavity O -ring. Clay pipe shall have a short nipple (18 inch or 24 inch) between the manhole fitting and the first full length of pipe. All openings for pipes into existing structures shall be made by cutting with a power driven circular coring machine. 28.05.05 Connections to Wet Wells One joint (18 -20 feet) of ductile iron pipe shall extend outward from the structure. Perform connections as for manholes. 28.05.06 Conflicting Structures and Protection of Sanitary Sewer at Utility Crossing Where it becomes necessary to extend sewers through structures, such as conflicting manholes, junction boxes, etc., the pipe shall be ductile iron within a casing pipe with no joints inside the conflicting structure. Where the vertical separation between sanitary sewer and storm sewer is less than 18 inches, the sanitary sewer shall be installed as polyethylene lined ductile iron pipe. Section 28.06 TESTING 28.06.01 PVC Ring Deflection Maximum diameter ring deflection shall not exceed 5% of the internal pipe diameter throughout the warranty period when tested by a mandrel. The mandrel shall be a GO -NO -GO type with an unequal number of runners, minimum of 9, and a maximum distance between the runners of 2 inches. A gauging ring certified for each size of pipe inside diameter and the mandrel size shall be as follows: 10" 9.22 12" 10.98 15" 13.43 Should the test fail, necessary repairs shall be accomplished by the Contractor and the test repeated until within the established limits. The Contractor shall furnish the necessary labor, water, and all other items necessary to conduct the required testing and perform the necessary system repairs required to comply with the specified test. On pipes determined to have excessive deflection, the length in question shall be relayed or replaced. 2/20/2012 9 of 19 ARTICLE 28 8" 7.37 28.06.02 Infiltration /Exfiltration There shall be no detectable level of infiltration or exfiltration from the system at the time of inspection. Any evidence of exceeding the limits of 28.07.02 must be corrected prior to acceptance by the City. This includes both line and manholes. Section 28.07 CCTV INSPECTION STANDARDS 28.07.01 PART 1— GENERAL 28.07.01.01 Scope of Work A) These specifications cover the testing and inspection for acceptance of wastewater and storm -water collection and transmission systems. B) Requests for testing and acceptance of wastewater and storm -water collection and transmission systems shall be executed in accordance with Article 26 and Article 32. C) Gravity Mains: Shall be inspected with CCTV for alignment, grade variations, separated pipes, leaks, deflection, cracked, broken or otherwise defective pipe to ensure overall pipe integrity. The CCTV inspection contractor shall perform the CCTV inspection(s) and submit the electronic files and report(s) to the City Engineer as required. 28.07.02 PART 2 - PRODUCTS 28.07.02.01 CCTV Inspection Equipment A) Closed Circuit Television Camera: The television camera used for the inspection shall be color and one that is specifically designed and constructed for sanitary sewer inspection. Lighting for the camera shall be suitable to allow a clear picture of the entire periphery of the pipe. The camera shall be operative in 100 percent humidity /submerged conditions. The CCTV camera equipment will provide a view of the pipe ahead of the equipment and of features to the side of the equipment through turning and rotation of the lens. The camera shall be capable of tilting at right angles along the axis of the pipe while panning the camera lens through a full circle about the circumference of the pipe. B) Lateral Video Camera Lateral cameras may be push type or launched from the sewer main line. Lateral cameras shall be color, shall be self leveling, and equipped with a footage counter to provide on screen display of footage measurement. 2/20/2012 10 of 19 ARTICLE 28 C) Video Capture System: The video recordings of the sewer inspections shall be made using digital video equipment. The digital recording equipment shall capture sewer inspection on DVD disks or hard drive, with each sewer reach inspection recorded as an individual movie file (.MPEG, .MPG, or .WMV) or approved equal. 1. The video file names will be referenced in the inspection database and in an inspection report generated in PDF format. The pipeline collection and real time video capture and data acquisition systems shall be provided. 2. The system shall use the most current PACP compliant application software and shall be fully object oriented or approved equal. It shall be capable of printing pipeline inspection reports with captured images of defects or other related significant visual information on a standard color printer. 3. The imaging capture system shall store digitized color picture images and be saved in digital format on a DVD, hard drive or approved equal. Also, this system shall have the capability to supply the City of Ocoee with inspection data reports for each line segment. 4. The contractor shall have the ability to store the compressed video files in industry standard and approved the City of Ocoee format and be transferable with the PACP compliant inspection database. 5. The contractor's equipment shall have the ability to "Link ". "Linking" is defined as storing the video time frame code with each observation or defect with the ability to navigate from /to any previously recorded observation or defect instantaneously. 6. The system shall be able to produce data reports to include, at a minimum, all observation points and pertinent data. All data reports shall match the defect severity codes in accordance with PACP naming conventions 7. The data - sorting program shall be capable of sorting all data stored using generic sort key and user defined sort fields. 8. Camera footage, date & manhole numbers shall be maintained in real time and shall be displayed on the video monitor as well as the video character generators illuminated footage display at the control console. 9. Depth gage: The camera shall have a depth gage or approved method to measure deflection in the pipe and joint separation approved by the City of Ocoee. 2/20/2012 11 of 19 ARTICLE 28 28.07.02.02 Gravity Main Inspection CCTV Data A) CCTV data shall be recorded and saved in MPEG format or Windows Media video format. B) CCTV inspections shall use unique identification numbers established and provided by the City of Ocoee in pipe segment reference, upstream manhole number and the downstream manhole number fields. C) The video files will be named in accordance with the City of Ocoee file naming convention: Upstream MH ID _ Downstream MH ID _ Inspection Date (year — month _day).wmv. Example: 39540008 _39540007_2009_08_05.wmv D) Reports shall be submitted in an electronic version (.pdf) generated by the computer software and shall be consistent with PACP requirements, observation report with still images; and CCTV inspection results. 1. PACP export pipe inspection database (.mdb) saved on CD -R's, DVD, or portable hard drives 2. Inspection digital photographs in JPEG format saved on CD -Rs, DVD or portable hard drives E) The video file names will be referenced in the inspection database and in an inspection report generated in PDF format. The pipeline collection and real time video capture and data acquisition systems shall be provided F) The system shall use the most current PACP compliant application software and shall be fully object oriented or approved equal. It shall be capable of printing pipeline inspection reports with captured images of defects or other related significant visual information on a standard color printer. G) The imaging capture system shall store digitized color picture images and be saved in digital format on a DVD, hard drive or approved equal. Also, this system shall have the capability to supply the City of Ocoee with inspection data reports for each line segment. H) The CONTRACTOR shall have the ability to store the compressed video files in industry standard and approved the City of Ocoee format and be transferable with the PACP compliant inspection database. I) The CONTRACTOR'S equipment shall have the ability to "Link ". "Linking" is defined as storing the video time frarne code with each observation or defect with the ability to navigate from /to any previously recorded observation or defect instantaneously. 2/20/2012 12 of 19 ARTICLE 28 J) The system shall be able to produce data reports to include, at a minimum, all observation points and pertinent data. All data reports shall match the defect severity codes in accordance with PACP naming conventions K) The data - sorting program shall be capable of sorting all data stored using generic sort key and user defined sort fields. L) Camera footage, date and manhole numbers shall be maintained in real time and shall be displayed on the video monitor as well as the video character generators illuminated footage display at the control console. 28.07.03 PART 3 — EXECUTION 28.07.03.01 Gravity Main Requirements Before CCTV Inspection A) All manhole flow channels and benching per specifications shall be constructed and coated (if applicable) prior to CCTV inspection. B) CCTV inspections shall be received, reviewed and approved by the City of Ocoee prior to installation of pavement. C) The CONTRACTOR shall clean gravity mains to remove debris and stains from the pipe prior to televising. Flushing water or debris will not be allowed to enter pump station wet wells. Water will be pumped from the sewer system during flushing to an acceptable discharge location. A visual inspection shall be made and all obstructions removed. D) Gravity Mains /Pipes that are dirty (dirty walls and/or debris in the inverts) shall be re-:flushed and cleaned before rescheduling a CCTV inspection. If necessary, swabbing may be required of specific sections of pipe. E) The CONTRACTOR shall pass a mandrel through the PVC pipe to confirm if ring deflection is in excess of five percent (5 %). The base inside diameter shall be used to determine mandrel size as per ASTM D 3034 and /or ARTICLE 28. F) Dewatering systems shall not be operated within 48 hours prior to CCTV inspection. G) Backfill from the gravity main to the subgrade shall be compacted and stabilized for inspection and cleaning vehicle access prior to CCTV. 28.07.03.02 Notification A) Contractor shall notify the City of Ocoee a minimum of 48 hours prior to performing any CCTV gravity main inspection work. 2/20/2012 13 of 19 ARTICLE 28 28.07.03.03 Televising of Gravity Mains A) Wherever possible, gravity mains shall be televised in the downstream direction. B) Sufficient water shall be run through each section of main until water runs through each downstream manhole no more than 24 hours prior to televising. Lines that are dry or that enough water has not run through to reach the downstream manhole shall not be televised. C) Gravity mains shall be televised from manhole to manhole utilizing a 360 - degree pan and tilt color camera driven through at a moderate rate of speed not more that 30 feet per min. The camera shall be of the self - propelled tractor type with a measuring device mounted to the front capable of being read as the tractor moves and capable of accurately measuring depth of standing water up to, and including, three inches. D) Begin video recording at the top of the manhole to see the condition of the manhole and any pipe that is connected to the manhole. Record going down into the manhole all the way to the preset footage with continuous recording until the down stream manhole. E) Lighting should be set to allow for clear visibility without excessive reflection and should allow realistic colors to be visible. F) The iris of the camera should be adjusted to allow for a sharp focused image and the lens should be kept clean and free of obstructions. G) The operator should follow the manufacturer's instructions to achieve the proper color correction. H) All notes or coded references shall have footages recorded with them 1) The camera should be centered within the pipe. J) The distance between manhole centers shall be accurate within 0.5 percent. K) The camera shall be stopped at all laterals adjusted for a clear picture and an orbital scan of the lateral taken pausing at the invert at the service lateral to detect dirt or infiltration. L) All laterals shall be televised when reaching the lateral if a launch type camera is utilized. M) The camera shall also be stopped at any suspected or confirmed defects, the focus properly adjusted and a clear digital video taken. N) Areas suspected of leaking shall be paused long enough to determine if a leak exists currently or if deposits have occurred. 2/20/2012 14 of 19 ARTICLE 28 O) A digital photo shall be taken of all areas noted on the report including laterals and any confirmed or suspected defects. P) Manholes upstream and downstream shall be measured from rim to invert and the depth recorded on the inspection header in feet and inches. Q) Manhole material and defects shall be noted. R) Manholes that have laterals tied into them shall have sufficient water run through them and then a CCTV inspection to the property line will be conducted. 28.07.03.04 CCTV OA/QC Inspection Procedures and Causes for Rejection of CCTV Work A) The CONTRACTOR shall submit their Quality Assurance Plan and Quality Control procedures to the City of Ocoee. The CONTRACTOR shall ensure data quality and submit the results of the internal quality control checks performed on submitted data. 28.07.03.05 Gravity Main Inspection CCTV Report A) The CONTRACTOR will be required to submit the following deliverables on a weekly basis. 1. Inspection Reports are to include: a) Inspection session header information (see required fields in Section 2.02 above) b) Defect log report including photo captures from CCTV video c) Schematic drawing of pipe showing defects d) Format: Adobe Acrobat PDF files — 1 report PDF per pipe with the following e) File name format: <upstream MH ID >_< downstream MH ID >_ <Date f) (year mo_day format) >.PDF g) Example: 30060002 _30060001_2010_02_16.pdf B) The CONTRACTOR shall submit quality control forms that include a hard copy print out of the inspection reports checked with errors and omissions clearly marked C) Inspection video files on DVD or portable hard drive, labeled as follows: DVD/Hard drive Labels - Typed labels shall be attached to the face of each DVD. The typed index labels shall include the following information: 1. Content (CCTV) 2. Contractor name 2/20/2012 15 of 19 ARTICLE 28 3. Purpose of Survey 4. Tributary Pump station number 5. Reaches included (from Manhole Number ## to Manhole Number # #) 6. Date of survey 7. Contract Number / Delivery Order Number (if applicable) a) Electronic Inspection Data stored and exported in a NASSCO Pipeline b) Assessment and Certification Program (PACP) compliant Microsoft Access c) database (.MDB) version 4.4 delivered on DVD or portable hard drive. d) Inspection photograph digital files Opeg) indexed to NASSCO PACP e) compliant database. 28.07.03.06 Causes for Rejection of Gravity Mains A) The CONTRACTOR shall be required to replace the pipeline if the CCTV inspection reveals cracked, broken or defective pipe, and /or in the case of PVC pipe if a ring deflection is in excess of five percent (5 %). B) Joint separation shall be no greater than one inch between the spigot and bell of the pipe or as required by the pipe manufacture. C) No evidence of leakage will be acceptable for private gravity mains connecting to the City of Ocoee's collection system. D) Misalignment resulting in vertical sags in excess of 3 /4 will require replacement of the gravity main. E) The following NASSCO PACP codes or notes shall be cause for rejection of gravity sewer systems PACP coding of "Line" (L) shall be accompanied by a measurement of the line, grade or angular deviation. Variance of established line and grade at any point along the length of the pipe shall not be greater than 1 inch, provided such variation does not result in a level or reverse sloping invert. An approved method shall be used to determine this deviation. A PACP coding of MWLS with a percentage of pipe greater than 12.5% on 8 -inch sewer, 15% on 10 -inch sewer etc. will be corrected by excavation and repair. 2. PACP coding of "Infiltration" (I) for pipe joints shall be replaced or the pipe joint shall be reseated at the joint. Grouting shall not be considered a method of repair and will not be accepted. Replace the leaking gravity main segment if there is visible infiltration at any point other than the pipe joint. 3. Any PACP coding in the category of "Structural Family ". 2/20/2012 16 of 19 ARTICLE 28 4. PVC pipe having ID tears will be rejected. 5. PACP condition grading of "OB" (obstruction) in pipe shall be rejected, the obstruction shall be removed and the line cleaned and re- televised. 28.07.03.07 Acceptance A) Successful passage of both the leakage test and CCTV inspection is required before acceptance by the City of Ocoee. B) Prior to repair or replacement of failed sewer pipe, the method of repair or replacement shall be submitted to the City of Ocoee for approval. Pressure grouting of pipe or manholes shall not be considered as an acceptable method of repair. Section 28.08 TESTING PRIOR TO SURFACING 28.08.01 ' General All tests shall be completed and accepted by the City Engineer before any trench or pavement is asphalted. Contractor shall provide all testing equipment and material. Lines shall be televised to determine if they were acceptably constructed. Lines to be dedicated to the City and private lines shall be televised by a reputable company experienced in sewer examination. The Contractor shall be present to note required corrections, if any, and schedule remedial action prior to acceptance by the City. In all cases, a stabilized driving surface shall be prepared to allow access to all manholes by TV inspection trucks. The cost of the TV inspections shall be borne by the Contractor installing the line. 28.08.02 Test Procedure A) All gravity sanitary sewer collection lines and manholes, public and private, which are directly connected to the City collection system shall be tested to insure the minimal exfiltration of wastewater and infiltration of groundwater and stormwater. Lines and manholes shall be tested by either exfiltration and /or infiltration. In the event the exfiltration and/or infiltration test cannot be taken or is inconclusive, the City Engineer at his sole discretion may require a low pressure air test of all or portions of the gravity sewer to be put in service. B) Line and manholes must be cleaned of all material and meet all other conditions as described by this ARTICLE before proceeding with a test. C) Exfiltration Test: Where groundwater at the time of testing is near the lowest invert of gravity system to be tested, a passing exfiltration test is required. Exfiltration loss shall not exceed 100 gallons per inch of diameter of pipe per mile tested after a two (2) hour duration. 2/20/2012 17 of 19 ARTICLE 28 D) Infiltration Test: Test sewer system when piping is submerged in groundwater above crown of pipes. Infiltration loss shall not exceed 100 gallons per inch diameter of pipe per mile tested after two (2) hours duration. E) Measured Loss: Exfiltration or infiltration loss shall be measured by summing the volumes lost in all test sections of the manholes and pipe. F) The low pressure air test method shall be in accordance with ASTM F1417 -90 (most current version). Line must be slowly pressurized to four (4) psig (10 psig relief valve required) and hold for two (2) minutes and then slowly release to obtain a pressure to 3.5 psig. Line pressure must not experience a pressure drop greater than 1 psi during the specified testing interval per the following table. 8 7:34 298 1.520 x Length 10 9:26 239 2.374 x Length 12 11:20 199 3.418 x Length 15 14:10 159 5.342 x Length 16 15:10 149 6.282 x Length 18 17:00 133 7.692 x Length In the event no pressure loss is experienced within half the test interval specified, the test can be discontinued. G) Test Sections: Test sections shall be divided to ensure proper testing method. In test sections where groundwater influence cannot be determined, the City Engineer may require both exfiltration and infiltration tests. Section 28.09 FINAL INSPECTION After all manholes are raised to grade and paving operations are completed, a final visual inspection shall be made by the City Engineer or his Designee. All manholes shall be examined for proper grade and water tightness. The Contractor shall assist the City Engineer or his Designee by providing all labor as required. The Contractor shall make note of any corrections required and shall perform all remedial actions prior to the acceptance by the City. Section 28.10 GREASE INTERCEPTORS The City of Ocoee has a pretreatment program that requires all new sewer usages to comply with all applicable requirements and regulations. 2/20/2012 18 of 19 ARTICLE 28 Section 28.11 IDENTIFICATION For connections of gravity sewer smaller than 12" to pipes larger than 12 ", the connecting shall be made using a manhole. The crown elevation of the smaller pipe will be required to match the crown elevation of the larger pipe. 2/20/2012 19 of 19 ARTICLE 28 J�1 *- ", ° rte j Index 29.01 GENERAL 29.02 DESIGN CRITERIA 29.03 MATERIALS 29.04 VALVES 2 9. 055 INSTALLATION 29.06 IDENTIFICATION 29.07 HYDROSTATIC TESTING 11M'N TO "1'ABIIV' OF CON I EN IS Section Section 29.01 GENERAL This ARTICLE shall govern the design and construction of force mains including valves, fittings, and other appurtenances. Pipe used in wastewater force main systems shall be either Polyvinyl Chloride (PVC). Ductile Iron Pipe (DIP) or HDPE /Directional Drill may be allowed if prior approval is obtained from the City. The Contractor shall be responsible for all materials furnished and storage of the same until the date of substantial completion. At the Contractor's expense, all materials found to be defective or damaged in handling or storage shall be replaced. The Contractor shall, if requested by the City, furnish certificates, affidavits of compliance, test reports, or samples for check analysis for any of the materials specified herein. All pipe delivered to project site for installation is subject to random testing for compliance with the designated Specifications. 29.02 DESIGN CRITERIA 29.02.01 Design Period Force main systems shall be designed for the estimated ultimate tributary population, as derived from the City's approved future land uses and /or historical flows. In the event the approved City of Ocoee Wastewater Master Plan, latest edition, identifies components of the force main under consideration, the largest capacity consideration shall be required. 29.02.02 Design Calculations Owner's /Developer's Engineer shall submit signed, sealed and dated design calculations with the plans for all force main projects. Calculations shall show that force mains will have sufficient hydraulic capacity to transport all design flows. The Design Flow shall be the Peak Flow Rate. 2/20/2012 1 of 1 I ARTICLE 29 29.02.03 Sanitary Sewer Collection System Hydraulic Modeling The City of Ocoee maintains a sanitary sewer collection hydraulic model (Bentley SewerCAD) which is used for but not limited to determining system performances, pump runtimes and efficiencies, and offsite impacts. For developments that may substantially add to or impact the City sanitary sewer collection system, the Owner /Developer shall cause the incorporation of the development elements into the City's model and the simulation /analyzing of the model. Unacceptable operating conditions and /or offsite impacts created by the proposed development shall be remediated by the Owner/Developer. This effort to be undertaken by Owner/Developer can be done by either the developer's engineer performing the model work with a City review or by electing to have the City undertake the work. The election for the City to perform the work shall require City approval. All costs incurred by the incorporation and outside reviews by the City shall be at the Owner/Developer's expense. All final products shall become the property of the City. 29.02.04 Velocity and Diameter At design pumping rates, a cleansing velocity of at least 2 feet per second shall be maintain/Achieve. Maximum velocity at design pumping rates shall not exceed 5 feet per second. The minimum force main diameter shall be 4 inches with the exception of 2" sleeved applications in conjunction with the application of a minor lift station. Only 4 ", 6 ", 8 ", 10 ", 12 ", 16 ", 20 ", 24 ", 30 ", 36 ", 42 ", 48" and 54" diameter force mains shall be permitted. 29.02.05 Design Friction Losses Friction losses through force mains shall be based on the Hazen - Williams formula. In the use of Hazen - Williams formula, the value for "C" shall be 100 for ductile iron pipe, 120 for PVC pipe and HDPE pipe. When initially installed, force mains may have a significantly higher "C" factor. The higher "C" factor shall be considered only in calculating maximum power requirements and duty cycle time of the motor. 29.02.06 Design Pressure and Restraint The force main and fittings, including all restrained joint fittings and thrust blocking, shall be designed to withstand pump operating pressures and pressure surges, but not less than 150 psi. The required lengths of restrained joints shall be determined by the Engineer and shown in a tabular form as depicted on the "Restrained Pipe Table" in the Typical City Details attached as part of this Manual. Thrust blocks shall not be typical and shall only be used when the City Engineer deems it a hardship or good engineering standards deem it necessary because restraining assemblies are impractical or insufficient. If thrust blocks are used, the bearing area of thrust blocks shall be adequate to prevent any movement of the fitting. The sizes and dimensions of the thrust blocks shall be shown in a thrust block table. 2/20/2012 2 of 1 1 ARTICLE 29 29.02.07 Termination Force mains shall not terminate directly into a gravity sewer line. Force mains shall enter the terminal facility, gravity sewer manhole, pumping station wet well or other, at a point equal to the operational water level of said receiving unit and not more than 1 foot above the flow line. Should an elevation drop be required to obtain the outlet connection, the prior down -slope of the force main shall not exceed 45'. Adequate air venting shall be provided at the profile break- point. 29.02.08 Air Release and Vacuum Relief Valves Where the force main profile is such that air pockets or entrapment could occur, resulting in flow blockage, provisions for air release shall be provided. Automatic air release assemblies shall be installed, where venting is required, on all major force mains and at critical points on lesser mains. At profile break points on major force mains, such as tops of hills, etc., where free flow will occur during operation or after pumping stops, combined air release and vacuum valve assemblies shall be provided. Air and vacuum valves and /or air release valves shall be as capacity requires and, if in an open area, they shall be suitably housed in a properly vented, underground chamber (vault /manhole). All such valves shall be clearly delineated on the force main profile in the detail sheets. The Owner's /Developer's Engineer shall submit calculations to the City justifying the valve sizing. 29.02.09 Aerial Crossings A) Structural Support Support shall be provided for all joints in pipes utilized for aerial crossings. The supports shall be designed to prevent overturning and settlement. B) Expansion Protection Expansion joints shall be provided between the aerial and buried sections of the pipe. C) Flood Clearance For aerial stream crossings, the impact of flood waters and debris shall be considered. The bottom of the pipe shall be placed no lower than 1 foot above the 100 year flood elevation. D) Pipe Material and Joints Flanged joints shall be used. Pipe and flange material shall be a lined ductile iron, minimum class 53. All aboveground pipe shall be painted as specified in ARTICLE 29 of this Manual for aboveground wastewater force mains. Use of epoxy coated steel pipe may be allowed on a case -by -case basis. 2/20/2012 3 of 11 ARTICLE 29 E) Valves Underground valves shall be provided at both ends of the crossing so that the section can be isolated for testing or repair. The valves shall be easily accessible and not subject to flooding. An air release /vacuum relief valve shall be installed at the high point of the crossing. F) Guards Appropriate guards shall be installed at both ends of the crossing to prevent pipe access to the public. G) Permits and Requirements of Other Agencies It shall be the responsibility of the Owner /Developer to obtain all applicable regulatory permits. When the Aerial Crossing is accomplished by attachment to a bridge or drainage structure, the Owner /Developer shall meet all requirements of the Agencies who own or have jurisdiction over such structures. 29.02.10 Underwater Crossings A) Pipe Material and Cover Underwater Crossings shall be directional drilled with HDPE pipe. Fusible PVC may be used with Specific Approval. The Owner/Developer shall provide, for City approval, a signed, sealed and dated design report. Report shall include but not be limited to a geotechnical report with installation recommendations. Both design and geotechnical reports must be signed, dated and sealed by a Florida licensed Professional Engineer. B) Valves Valves shall be provided at both ends of the water crossings so that the section can be isolated for testing or repair. The valves shall be easily accessible and not subject to flooding. Both valves shall be provided in a manhole or a valve vault. C) Permits It shall be the responsibility of the Owner /Developer to obtain all applicable regulatory permits, including dredge and fill permits and /or sovereign lands. 29.02.11 Additional Requirements While designing force main systems, consideration shall be given to possible future connecting pumping stations. If applicable, this requirement shall be reviewed with the City prior to finalization of the design. 2/20/2012 4 of 11 ARTICLE 29 Section 29.03 MATERIALS 29.03.01 PVC Pipe All PVC pipe of nominal diameter 4" through 12 inches shall be manufactured in accordance with AWWA standard C -900. The PVC pipe shall have a minimum working pressure rating of 150 psi and shall have a dimension ratio (DR) of 25. Pipe shall be the same OD as ductile iron pipe. PVC pipe shall be AWWA Standard C -900, DR 18. 29.03.02 PVC Joints PVC pipe shall have integral bell push -on type joints conforming to ASTM D- 3139. 29.03.03 Fittings for PVC Pipe Fittings used with PVC pipe shall conform to Section 27.03.05. 29.03.04 Ductile Iron Pipe All ductile iron pipe of nominal diameter 4 through 54 inches shall conform to ANSI /AWWA A- 21.51/C -151. A minimum of Pressure Class 350 pipe shall be supplied for all sizes of pipe unless a higher class pipe is specifically called out or required by the City. 29.03.05 Fittings All fittings shall be mechanical joint ductile iron or gray iron conforming to ANSI /AWWA A- 21.10 /C -110, 250 psi minimum pressure rating, or ductile iron compact fittings 4 through 12 inches in accordance with ANSI /AWWA A- 21.53/C -153. 29.03.06 Joints for DIP Joints for ductile iron pipe and fittings shall be push -on or mechanical joints conforming to ANSI /AWWA A- 21.11 /C -111, unless otherwise specifically called out or required by the City. Where called for on the Drawings, restrained or flanged joints shall be provided. Flanged joints shall conform to ANSI Standard B- 16.1 -125 lb restrained joints shall conform to ARTICU 26 of this Manual. 2/20/2012 5 of I I ARTICLE 29 29.03.07 Coatings and Linings for DIP Where ductile iron pipe and fittings are to be below ground or installed in a casing pipe the coating shall be a minimum 1.0 mil thickness in accordance with ANSUAWWA A- 21.51/C -151. Where ductile iron pipe and fittings are to be installed above ground, the pipe, fittings and valves shall be thoroughly cleaned and given one field coat (minimum 1.5 mils dry thickness) of rust inhibitor primer. Intermediate and finished field coats of Alkyd shall also be applied by the Contractor (minimum 1.5 mils dry thickness each coat). Primer and field coats shall be compatible and shall be applied in accordance with the manufacturer's recommendations. (See approved Manufacturer's List attached as part of this Manual.) Final field coat color shall be green for raw wastewater. All ductile iron pipe and fittings shall have interior protective lining of Protecto 401 shall be provided with a minimum dry thickness of 40 mils or equivalent applied by the pipe manufacturer. 29.03.08 Polyethylene Encasement The pipe shall be polyethylene encased (8 mil) where shown in the Typical City Details or required by the City in accordance with ANSUAWWA A- 21.51/C -105. 29.03.09 Directional Drill/HDPE HDPE pipe shall be used for directional drill application. See ARTICLE 33 for requirements. Section 29.04 VALVES Sufficient valves shall be provided on force main systems to facilitate effective isolation of the pipe system for repairs and maintenance. On straight runs of force mains, valve spacing shall not exceed 1,000 feet. Additional valves shall be provided where force mains intersect to facilitate isolation of pipe segments. 29.04.01 Plug Valves Plug valves shall have a semi -steel body, non - lubricated, eccentric type, 100% port opening with resilient faced plugs capable of drip- tight, bi- directional, shut- off at the full rated pressure. Exposed valves shall have flanged connections. Buried valves shall have mechanical joint connections. Gear actuators for valves 8 inches or larger shall be provided. 29.04.02 Check Valves Check valves shall have an iron body, bronze - mounted, stainless steel hinge pin, outside spring operated, swing non -slam type, equipped with removable inspection covers. Units shall be rated for 150 psi minimum working pressure and permit full flow area equal to that of the connecting pipe. 2/20/2012 6 of 11 ARTICLE 29 29.04.03 Air Release Valves Air release valves shall have a polirner or stainless steel body, minimum 150 psi working pressure, equipped with a vacuum ball to prevent air return and a properly sized blow off valve. All pipe, hardware, and isolation ball valves shall be per Standard Manufacturer's List Detail. 29.04.04 Tapping Sleeves and Valves Tapping Sleeves shall be a joint type with flanged outlet per ANSI B -16.1, Class 125. Valves shall be gate valves specially designed for wet tapping and compatible with the connecting sleeve. 29.04.05 Valve Boxes Valve boxes shall be adjustable, cast iron and suitably sized to the valve with a minimum diameter of 5 inches. The cover shall have the word "SEWER" legibly cast into the face. Boxes shall be suitable for H -20 loading. Section 29.05 INSTALLATION 29.05.01 General Excavation and backfill including sheeting and bracing, dewatering, bedding and foundation, and furnishing and disposal of materials shall be as required in ARTICLE 6 Table 6-1 of this Manual. 29.05.02 Pipe Laying All pipe shall be laid "in- the -dry" along straight lines and grades between fittings, manholes, or other defined points, unless definite alignment deflections or grade changes are necessary. The standard minimum cover for sewage force main systems shall be 3 feet from the top of the pipe to finished grade. Where waterways, canals, ditches, or other cuts are crossed, either jack and bore, or directional drill shall be required. Additionally, approved utility crossing signs shall be placed on the pipe alignment at each side of the canal, etc. All materials shall be maintained and all coatings shall be protected from damage and kept clean. The interior of the pipe shall be maintained clean and free of dirt and debris. When work is not in progress, plug all open ends. Underground piping shall not be driven to grade by striking it with an unyielding object. Bell holes in the bedding shall be provided to allow uniform load bearing along the pipe barrel. 29.05.03 Push -on Joints The pipe bell and spigot shall be thoroughly cleaned immediately prior to inserting the gasket and jointing. The gasket shall be properly faced and positioned. Lubrication shall be in accordance with the manufacturer's recommendations. Pipe shall be protected against damage from jointing equipment by using timber headers, etc. 2/20/2012 7 of 1 1 ARTICLE 29 29.05.04 Mechanical Joints The socket and plain end shall be wiped clean. The plain end, socket, and gasket shall be washed with a soap solution immediately prior to jointing. The joint shall be kept straight during assembly with the gasket pressed firm and even into the recess. Bolts shall be tightened such that the gland remains reasonably parallel to the flange by alternating from bolt to bolt in cycles. The required bolt size (pipes 4 inches to 24 inches in diameter) shall be 3 /4 inches, torqued to 75 -90 ft -lbs. 29.05.05 Flange Joints Make all flanged joints tight, without applying undue strain upon the joint or other appurtenances. Joints shall be fitted such that contact surfaces bear uniformly on the gasket with relatively uniform bolt stresses. 29.05.06 Connections at Structures Where pipes are to extend into or through structures, Link Seal -Type penetration seals shall be provided at the wall face. Openings in existing structures shall be made with a circular core boring machine. 29.05.07 Pipe Cutting Cutting of pipes for the insertion of valves, fittings, or closure pieces shall be done in a neat, workmanlike manner without damaging pipe coatings or linings. The pipe shall be cut with an abrasive pipe saw, rotary wheel cutter, guillotine pipe saw, or milling wheel saw. Cut ends and rough edges shall be ground smooth and, for push -on joint connections, the cut end shall be beveled. Where castings or linings have been damaged, apply two coats of a Coal TarBitumastic Coating. Where protective linings are provided within the interior of the pipe, repair of the lining shall be completed in accordance with the lining manufacturer's recommendations. All coatings and lining materials shall be in accordance with the Approved Manufacturer's List. 29.05.08 Pipe Restraint All plugs, caps, tees, and bends, unless otherwise specified, shall be restrained by the use of approved restraint glands, and /or restrained joints. Components of dissimilar metal shall be protected against corrosion by hand application of a bituminous coating. Backfilling over pipe restraints shall not proceed until inspected by the City Engineer or his Designee. Thrust blocks shall not be typical and shall only be used when the City Engineer deems it a hardship or good engineering standards deem it necessary because restraining assemblies are impractical or insufficient. If thrust blocks are used, the bearing area of thrust blocks shall be adequate to prevent any movement of the fitting. The sizes and dimensions of the thrust blocks shall be shown in a thrust block table. 2/20/2012 8 of I I ARTICLE 29 29.05.09 Polyethylene Encasement Extra protection shall be provided for underground cast or ductile iron pipe and fittings within areas of severe corrosive conditions. This shall be accomplished by the installation of polyethylene encasement through the area of concern. The soil -test evaluation to determine the necessity for extra protection in suspect areas shall be as set forth in ANSI Standard A -21.5. 29.05.10 Aboveground Pipe Support Support exposed systems, as necessary, to hold the piping and appurtenances in a firm substantial manner to the required lines and grades with no undue piping stresses transmitted to the equipment. All above ground pipe, outside of buildings, shall be supported by concrete supports. 29.05.11 Connections Tapping shall be by tapping sleeve and valve installed with a tapping device designed for the pipe material. 29.05.12 Valve Installation Valves shall be installed on all subsidiary force mains at the point of connection to the major main, in order to isolate said pipeline for maintenance. Where force mains are to be extended, valves shall be placed at the future connection points so as to preclude line shut -down at the time of extension. All valves shall be opened wide and then tightly closed. Nuts and bolts shall be inspected for tightness. Special care shall be taken to prevent joint materials, stones, and other substances from becoming lodged in the valve seat. Any valve that does not operate correctly shall be replaced. Unless otherwise noted, set valve stems vertically above the center -line of the pipe. Where extension stems are required within valve boxes, insert stems shall be provided. 29.05.13 Valve Boxes All valve boxes shall be centered over the operating nut of underground valves to permit a valve wrench to be easily fitted to the nut. Top of boxes shall be set to final grade. The valve box shall not transmit surface loads directly to either the pipe or valve. Excessive care shall be used to prevent earth and other materials from entering the boxes. Any valve box that becomes out of alignment or is not to grade shall be dug out and adjusted. A concrete collar shall be provided as specified in the Typical City Details attached as part of this Manual. 2/20/2012 9 of I I ARTICLE 29 29.05.14 Air and Vacuum Valves Where the force main profile is such that air pockets or entrapment could occur, resulting in flow blockage, provisions for air release shall be provided. Automatic air release assemblies shall be installed, where venting is required, on all major force mains and at critical points on lesser mains. At profile break points on major force mains, such as tops of hills, etc., where free flow will occur during operation or after pumping stops, combined air release and vacuum valve assemblies shall be provided. Air and vacuum valves and /or air release valves shall be as capacity requires and, if in an open area, they shall be suitably housed in a properly vented, underground chamber (manhole). 29.05.15 Terminal Discharge Force mains shall not terminate directly into a gravity sewer line. Force mains shall enter the terminal facility, gravity sewer manhole, pumping station wet well or other, at a point equal to the operational water level of said receiving unit and not more than 1 foot above the flow line. The receiving manhole shall be either lined with an approved liner or be constructed of an approved material that prevents degradation due to the creation of gas in the structure. Should an elevation drop be required to obtain the outlet connection, the prior down -slope of the force main shall not exceed 45'. Adequate air venting shall be provided at the profile break - point. Section 29.06 IDENTIFICATION In order to preclude possible domestic water tapping, all installed underground PVC sanitary sewer force mains shall be green in color. DIP or HDPE pipe shall be marked with a continuous stripe painted in accordance with 62- 655 -320 (21) (b) 3 F.A.C. Said stripe shall be a minimum 2 inches in width and shall be green in color. Backfill shall not be placed for 30 minutes following paint application. In addition, all pipe shall be buried with non - metallic warning /identification tape above the top of the pipe, see the Typical City Details. The tape shall indicate the presence of a sanitary force main plainly on the tape face. PVC pipe shall be buried with a locating wire properly affixed to the main. 2/20/2012 10 of 11 ARTICLE 29 Section 29.07 CROSS CONNECTION CONTROL In order to protect the public water supply system from contamination due to cross connections, the Developer shall install City approved backflow prevention devices where there is the potential of a non - potable substance coming into contact with the public water system. All backflow prevention devices shall comply with the City of Ocoee's Manual of Cross Connection Control and the Foundation for Cross Connection Control and Hydraulic Research, University of Southern California (FCCCHR) Section 29.08 HYDROSTATIC TESTING This test shall be performed by the Contractor, with the Contractor's labor and equipment, in the presence of the City Engineer or his Designee. No testing shall proceed until all restraining devices are installed or thrust blocks have cured. Clean and flush all piping thoroughly prior to testing. The amount of water to be used shall be twice the volume of the pipe being tested and the velocity of flow shall be a minimum of 3 fps. During filling of water, all air shall be carefully permitted to escape through release cocks installed as required. The hydrostatic test shall be performed at 150 psi for a period of 2 hours per AWWA C -600. The maximum allowable leakage shall not exceed that determined by the following formula: L = (N (P) = Allowable leakage in gals per 2 hr 3700 L = 0.00270 ND; for 100 psi test for 2 hours N = Number of joints in the section tested D = Nominal pipe diameter in inches P = Average test pressure maintained during the leakage test in psig (gauge) During the 2 hour period of the test, the Contractor shall maintain a continuous pressure of 150 psi by means of a pump taking supply from a container suitable for the measurement of water loss. Should the test fail, the leak shall be located and repaired and the test performed again until it meets the above specified limits. 2/20/2012 11 of 1 I ARTICLE 29 ARTICLE 30 SANITARY SEWER PUMP STATION Index Section Section 30.01 GENERAL 30.02 SITE 30.03 BUOYANCY 30.04 EXCAVATION AND BACKFILL 30.05 GRADING 30.06 HANDLING 30.07 WET WELLS 30.08 PIPE, VALVES AND FITTINGS 30.09 PUMPS 30.10 MOTORS 30.11 SHOP PAINTING 30.12 TELEMETRY SYSTEMS 30.13 ELECTRICAL POWER AND CONTROL SYSTEM 30.14 LIGHTS AND ALARMS 30.15 ELECTRICAL GROUNDING SYSTEM 30.16 STANDBY POWER GENERATOR SYSTEM 30.17 FENCING 30.18 TOOLS AND SPARE PARTS 30.19 PUMP STATION WATER SYSTEM 30.20 INSPECTION AND TESTING 30.22 LIFT STATION SERVICES 30.21 REQUIRED SUBMITTALS 30.22 MINOR LIFTSTATION 30.01 GENERAL BACK TO TABLE OF CONTENTS This ARTICLE shall govern the design, construction and application of all wet pit sewage pumping stations, typical and minor, to include the wet well, influent piping from receiving manhole, effluent piping (to the wye), valves, valve boxes and covers, pumps and motors, hatches, bypass pumping appurtenances, control panel, flow meter, telemetry system, electrical service and wiring, and testing for a complete installation ready to operate. Design and layout of the system must be approved by the City Engineer or his Designee prior to construction. The system shall be designed and sized for peak flow. 30.02 LIFT STATION STANDARDS AND THIS ARTICLE The City maintains both Major and Minor Lift Station Standards and Details that shall be used in conjunction with ARTICLE 30 to establish the requirements for any lift stations to be dedicated to or constructed by the City. Any conflicts between ARTICLE 30 and the standard details shall be resolved in the more stringent criterion and /or requirement. 2/20/2012 1 of 24 ARTICLE 30 Section 30.03 SITE Pump station sites shall be sized as delineated in the Typical City Details attached as part of this Manual. Owner /Developer shall dedicate pump station site by warranty deed or plat to the City. Dedicated easements shall also be required around the site as delineated in the Typical City Details attached as part of this Manual. In general, the site for the paved access road shall also be dedicated to the City by warranty deed or plat. Exceptions to this requirement may be allowed by the City Engineer or his Designee on a case by case basis in the form of an ingress /egress easement for the access road. The pumping station shall be readily accessible by maintenance vehicles during all weather conditions. All access to the pumping station shall be paved. The facility shall not be located in road rights - of -way. In a phased development, a stabilized access road may be accepted during the initial phase with paving to be accomplished in the later phase. Wastewater pumping station structures and electrical and mechanical equipment shall be protected from physical damage by the 100 year flood by setting the top slab elevation a minimum of one foot above the 100 year flood elevation determined for the site and shall not be located within the flood way. Wastewater pumping stations shall remain fully operational and accessible during the 100 year flood event. Regulations of Local, State and Federal agencies regarding flood plain obstructions shall be considered. Section 30.04 BUOYANCY Buoyancy of the pump station structures shall be considered and adequate provisions shall be made for protection. Signed and sealed calculations shall be provided to the City by the Design Engineer. Section 30.05 EXCAVATION AND BACKFILL Excavation and backfill (including sheeting and bracing), dewatering, bedding and foundation, and furnishing and disposal of materials shall be as required in ARTICLE 6, Table 6 -1. Section 30.06 GRADING The site shall be graded so as to direct runoff away from structures and appurtenances and electrical system. Pavement slopes shall not be less than 0.6% or exceed 2% within station confines. Earth grading extending from pavement for the first 10 feet shall not exceed 10: 1 cross slope and thereafter not exceed 3:1. 2/20/2012 2 of 24 ARTICLE 30 Section 30.07 HANDLING All parts and equipment shall be properly protected so that no damage or deterioration will occur during a prolonged delay from the time of shipment until installation is completed and the units and equipment are ready for operation. Finished surfaces of all exposed pump openings shall be protected by wooded planks, strongly built and securely bolted thereto. Finished iron or steel surfaces not painted shall be properly protected to prevent rust and corrosion. Section 30.08 WET WELLS Wet wells shall be to the same requirements as sanitary sewer manholes with the following additional requirements: A) The base shall be monolithic with lower ring. B) The base slab and top slab shall be constructed to the dimensions specified in the Typical City Details attached as part of this Manual. The wall thickness and inside diameter of the wet well shall be constant over its full depth. Generally, the minimum acceptable inside diameter for a wet well shall be 6 feet, however sufficient space for installed equipment, required suction pipe submergence and spacing shall be provided. A minimum of 24 inches between shut off and lead pump start levels shall be provided. Low water level shall provide adequate submergence to prevent pump inlet from vortexing, air binding, or other operational problems. C) A minimum 5 foot depth from the lowest invert and the off Float shall be provided. D) The maximum high water level shall be less than the low pipe influent invert, with the high water alarm no higher than the mid -depth point of said pipe. E) Brick construction shall not be acceptable. F) Wet well shall be free from all detectable leaks. Any leaks detected shall be corrected prior to acceptance by the City. G) Coating per the Approved Manufacturer's List. H) All concrete sanitary wetwells shall be lined with spray on Green Monster Tm Liner at a 90 to 110 mil thickness or approved equal approved by the City. 2/20/2012 3 of 24 ARTICLE 30 Section 30.09 PIPE, VALVES AND FITTINGS 30.09.01 General All exposed pipe shall have flanged joints with 316 stainless steel bolts with stainless steel plastic inserted nylock nuts. All buried pipes shall have restrained joints. All exposed metallic piping shall be coated with an approved material refer to Approved Manufacturer's List. The riser pipe from the pump base to the valve vault shall be fusion welded HDPE and shall be joined to the equipment with the proper fusion welded flange adapters and shall include support as specified in the Typical City Details attached as part of this Manual. 30.09.02 Pipe Material All piping from valve box to one (1) joint past wye including bypass pumping extension shall be ductile iron pipe. Pipe material from receiving manhole to wetwell shall be HDPE of equal inside diameter to pipe entering receiving manhole. Section 30.10 PUMPS 30.10.01 General The equipment covered by these Specifications is intended to be standard pumping equipment of proven ability as manufactured by a reputable firm having at least 5 years experience in the production of such equipment. The equipment furnished shall be designed, constructed, and installed in accordance with the best practices and methods, and shall operate satisfactorily when installed as specified in the Typical City Details attached as part of this Manual. Pumps shall be submersible and of a dual rail system - dual rail pumps with dual rails. Pump station shall be capable of pumping the peak design flow with any one pumping unit out of service. Pumps shall be capable of meeting all system hydraulic conditions without motors overloading. In addition, a minimum 5 HP motor shall be required. Head - capacity (performance) curves shall verify that pumps are operating at peak efficiency for application. The system head - capacity analysis shall provide the following and be subject to review by the City Engineer or his Designee: A) System operation under peak flow conditions, with one pump or multiple parallel pumping, as designed. If the receiving force main system is interconnected to additional pumping stations, hydraulic modeling conditions shall also include said pumping systems operating at rated capacity. B) Pumping capability with one pump running, all units operating in parallel and other combinations, if applicable. 2/20/2012 4 of 24 ARTICLE 30 C) Design engineer shall provide Hydraulic Analysis for peak, average and low pressure conditions and verify that new station will not adversely impact existing stations. All parts shall be so designed and proportioned as to have liberal strength and stiffness, and to be especially adapted for the work to be done. Ample space shall be provided for inspection, repairs, and adjustment. All necessary foundation bolts, plates, nuts, and washers shall be furnished by the equipment manufacturer, and shall be of Type 316 stainless steel. Brass or stainless steel nameplates giving the name of the manufacturer, voltage, phase, rated horsepower, speed, and any other pertinent data shall be attached to each pump. The nameplate rating of the motors shall not be exceeded. Two pumps shall be required for all stations discharging 2,000 gallons per minute or less. Additional pumps shall be required as necessary for larger flows. A minimum 5 minutes run time and no more than 8 successive starts of pumps must be maintained for peak flow conditions. Pumps shall alternate operation automatically. The pumps shall be capable of handling raw unscreened domestic wastewater and minimum 3 inch diameter solid spheres. Pump operation shall be controlled automatically by means of a SCADA Control System with a float back- up system. Pumps shall be mounted in the wet well as specified in the Typical City Details attached as part of this Manual. See approved Manufacturer's List attached as part of this Manual. For approved pumps and SCADA equipment. 3 0.10.02 Installation Equipment shall be installed in accordance with approved shop drawings and manufacturer's instructions to operate as intended by the manufacturer. Shop drawings shall be sent to the Engineering Department for review prior to installation of equipment. Upper guide rail holders shall be located exactly as required. A) Shaft The pump shaft shall be of Series 300 or 400 series stainless steel or carbon steel. When a carbon steel shaft is provided, the manufacturer shall demonstrate that any part of the shaft which will normally come in contact with the wastewater has proven to be corrosion resistant in this application. The shaft and bearings shall be adequately designed to meet the maximum torque required for any start-up or operating condition and to minimize vibration and shaft deflection. As a minimum, the pump shaft shall rotate on 2 permanently lubricated bearings. The upper bearing shall be a single row ball bearing. The lower bearing shall be a 2 row angular contact ball bearing, if required, to minimize vibration and provide maximum bearing life. 2/20/2012 5 of 24 ARTICLE 30 B) Impeller The impeller shall be constructed of gray cast iron, ASTM A -48, class 30. All external bolts and nuts shall be of Type 304 stainless steel. Each pump shall be provided with a replaceable metallic wear ring system to maintain pump efficiency. As a minimum, one stationary wear ring provided in the pump volute or one rotating wear ring provided on the pump impeller shall be required. A two part system is acceptable. C) Mechanical Seal Each pump shall be provided with a tandem double mechanical seal running in an oil reservoir, composed of two separate lapped face seals, each consisting of one stationary and one rotating tungsten carbide ring with each pair held in contact by a separate spring, so that the outside pressure assists spring compression in preventing the seal faces from opening. The compression spring shall be protected against exposure to the pumped liquid. Silicone carbide may be used in place of tungsten carbide for the lower seal. The pumped liquid shall be sealed from the oil reservoir by one face seal and the oil reservoir from the air -filled motor chamber by the other. The seals shall require neither maintenance nor adjustment, and shall be easily replaceable. Conventional double mechanical seals with a single spring between the rotating faces, requiring constant differential pressure to effect sealing and subject to openings and penetration by pumping forces shall not be considered equal to tandem seal specified and required. 2/20/2012 6 of 24 ARTICLE 30 D) Guides A sliding guide bracket shall be an integral part of the pump casing and shall have a machined connecting flange to connect with the cast iron discharge connection, which shall be bolted to the floor of the wet well with stainless steel anchor bolts and so designed as to receive the pump discharge flange without the need of any bolts or nuts. Sealing of the pumps to the discharge connection shall be accomplished by a simple linear downward motion of the pump with the entire weight of the pumping unit guided by no less than 2 Type 316 seamless tubular stainless steel guides per pump, which will press it tightly against the discharge connection. No portion of the pump shall bear directly on the floor of the wet well and no rotary motion of the pump shall be required for sealing. Sealing at the discharge connection by means of a diaphragm or similar method of sealing shall not be accepted as an equal to a metal to metal contact of the pump discharge and mating discharge connection specified and required. Approved pump manufacturers, if necessary to meet the above specification, shall provide a sliding guide bracket adapter. The design shall be such that the pumps shall be automatically connected to the discharge piping when lowered into place on the discharge connection. The pumps shall be easily removable for inspection or service, requiring no bolts, nuts or fastenings to be removed for this purpose, and no need for personnel to enter the wet well. Each pump shall be fitted with a minimum i /4 inch 316 stainless steel cable, air craft rating, to remove the pumps from the wet well. The cable shall be of sufficient size to accommodate removal of the pump without breaking. 30.10.03 Pump Warranty The pump manufacturer shall warrant the units being supplied to the City against defects in workmanship and material for a period of 5 years or 10,000 hours. Section 30.11 MOTORS 30.11.01 General Requirements All motors shall be built in accordance with latest NEMA, IEEE, ANSI and AFBMA Standards and be UL listed where applicable. Pump motors shall be housed in an air - filled, water -tight casing and shall have Class F insulated windings which shall be moisture resistant. Motors shall be NEMA Design B, rated 155'C maximum. Pump motors shall have cooling characteristics suitable to permit continuous operation, in a totally, partially or non - submerged condition. The pump shall be capable of running continuously in a non - submerged condition under full load without damage, for extended periods. The motor shall be capable of a minimum of 10 starts per hour. If required by the City, and before final acceptance, a field running test demonstrating this ability, with 24 hours of continuous operation under the above conditions, shall be performed for all pumps being supplied. Motors below 20 horsepower shall be rated 240/480 volt, 3 phase. Motors 20 horsepower and greater shall be 480 volt, 3 phase. 2/20/2012 7 of 24 ARTICLE 30 30.11.02 Heat Sensors Each motor shall incorporate a minimum of 1 ambient temperature compensated overheat sensing device. This protective device shall be wired into the pump controls in such a way that if excessive temperature is detected the pump will shut down. This device shall be self - resetting. 30.11.03 Cables Cables shall be designed specifically for submersible pump applications and shall be properly sealed. The cable entry junction chamber and motor shall be separated by a stator lead sealing gland or terminal board, which shall isolate the motor interior from foreign material gaining access through the pump top. Sealing systems utilizing epoxy potting compounds may be used. All cables shall be continuous without splices from the motor to the control panel, unless otherwise approved by the City. The junction chamber, containing the terminal board, shall be perfectly leak proof. Section 30.12 SHOP PAINTING Before exposure to weather and prior to shop painting, all surfaces shall be thoroughly cleaned, dry and free from all mill - scale, rust, grease, dirt and other foreign matter. All pumps and motors shall be shop coated with a corrosion resistant paint proven to withstand an environment of raw wastewater. All nameplates shall be properly protected during painting. Gears, bearing surfaces, and other similar surfaces obviously not to be painted shall be given a heavy shop coat of grease or other suitable rust - resistant coating. This coating shall be maintained as necessary to prevent corrosion during periods of storage and erection and shall be satisfactory to the City up to the time of the final acceptance test. Section 30.13 TELEMETRY SYSTEMS Telemetry systems shall be provided on all public stations. The system shall be the newest version of the radio transmission unit Hyper Server Module from Data Flow Systems. System shall be able to monitor /calculate such information as flow rates, cycle times and ambient /run system pressures as well as proving control for the station. 2/20/2012 8 of 24 ARTICLE 30 Section 30.14 ELECTRICAL POWER AND CONTROL SYSTEM 30.14.01 General This Section specifies the electrical power and control system requirements for wastewater pump stations. These requirements apply to duplex pump panels. Similar requirements shall apply when more than 2 pumps are involved except for the quantity of control equipment and panel size shall be increased accordingly. The manufacturer of the control panel shall provide data to indicate that the manufacturer has a minimum of 3 years experience in the building of pump control panels. Lightning arrester, surge suppressor, pump disagree sensors, emergency disconnect switch, telemetry system, flow meter and totalizer, emergency generator plug, red alarm light, and convenience outlet shall be provided as specified in the Typical City Details attached as part of this Manual. 30.14.02 Control Panel A pump station control panel shall be provided for each wastewater pump station. (See approved Manufacturer's List attached as part of this Manual.) The control panel shall be factory assembled and tested prior to installation at the pump station. Contractor shall provide for coordination between pump manufacturer and panel manufacturer to assure that the control panel as a whole, as well as the individual components, comprise a system which is intimately compatible with the pumps. The following equipment shall be included in the panel for duplex pump stations: Main breakers (2), pump circuit breakers (2), 20 amp panel circuit breaker, starters (2), alternator, elapsed time meter for each pump, run lights (2), HOA switches (2), pump disagree timer, phase voltage monitor relay, SCADA RTU with a radio telemetry unit, and an Auto - dialer. All switches, main circuit wiring, breakers and other devices shall be clearly and neatly labeled inside the control panel. Quantities will be required to be increased for stations with more than two pumps. See the Typical City Details attached as part of this Manual. A single line wiring diagram shall be included within the panel with a copy provided for the City's records. 30.14.03 Pump Alternator An 8 pin plug -in solid state alternator (see approved Manufacturer's List attached as part of this Manual) shall be provided to change the pump starting sequence on each pumping cycle. A 3 position alternator test switch shall be provided to control the alternation operation. Switch positions to include the "Auto" to provide normal automatic sequence, "Off' position to disable alternator, and "Test" position with a spring return to allow the alternating of the pump sequence to check alternator operation. 2/20/2012 9 of 24 ARTICLE 30 30.14.04 Motor Starter and Selector Switches The panel shall contain 2 motor starters. The motor starter shall be across the line magnetic starter with individual overload protection on each power leg with reset installed through the inner door unit. (See approved Manufacturer's List attached as part of this Manual.) Local Power Company Regulations shall govern. Selector switches shall be installed on the face of the inner door unit. Selector switch shall be a heavy duty oil tight "Hand- Off - Auto" 3 position switch to control the operation mode of each pump motor starter. 30.14.05 Motor Circuit Prote Each pump motor shall be protected by a 3 pole motor circuit protector. (See approved Manufacturer's List attached as part of this Manual.) The Motor Circuit Protector shall be operated by a toggle -type handle and shall have a quick -make, quick - break, over center switching mechanism that is mechanically trip -free from the handle so that the contacts cannot be held closed against a short circuit and abnormal current, causing the Motor Circuit Protector to trip. Tripping shall be clearly indicated by the handle automatically assuming a position midway between the normal ON and OFF positions. All latch surfaces shall be ground and polished. All poles shall be so constructed that they open, close, and trip simultaneously. Motor Circuit Protector must be completely enclosed in a high - strength, glass polyester molded case. Ampere ratings shall be clearly visible. Contacts shall be of non - welding silver alloy. Arc extinction must be accomplished by means of arc chutes. A manual push -to -trip button shall be provided for manual exercising of the trip mechanism. Each pole of these Motor Circuit Protector's shall provide instantaneous short circuit protection by means of an adjustable magnetic -only element. 30.14.06 Power Supply and Main Disconnect Power supply to the control panel shall be either 240 volt, 3 phase, 4 wire or 480 volt, 3 phase, 4 wire. Minimum service shall be 100 amp. Single phase power shall not be accepted. Non - fusible safety service main disconnects shall be installed at all stations. In all 240 volt systems, disconnects shall be installed between the meter and the panel and on all 480 volt systems disconnect shall be installed ahead of the meter. LED power available indicators shall be supplied on all legs. 30.14.07 Circuit Breakers A) General The control -panel shall include main circuit breakers and generator breaker with mechanical interlock, a circuit breaker and magnetic starter for each pump motor, and 20 amp, 120 volt circuit breakers as required. 2/20/2012 10 of 24 ARTICLE 30 B) Main Breakers The panel shall have an inter -lock system between the normal power main breaker and the emergency breaker to ensure only one breaker is in the "on" position at a time. Both breakers shall be equal in size. (See approved Manufacturer's List attached as part of this Manual.) C) Circuit Breakers All circuit breakers shall be heavy duty molded case breakers. The handle on the circuit breakers shall be operational through the inner door. (See approved Manufacturer's List attached as part of this Manual.) D) Padlock Attachment A Square D HPAFK (or approved equal) handler padlock attachment shall be installed on all motor circuit breakers. 30.14.08 Emergency Power Receptacle This item shall only be required on stations that do not have a permanent standby generator system. The panel shall have an external mounted generator receptacle of the required size. (See approved Manufacturer's List attached as part of this Manual.) 30.14.09 Wirm All power wires shall be THW or THWN 75C insulated stranded copper conductors, and shall be appropriately sized for the given load application. All control circuit wire shall be type THW, size 14, stranded type. All wiring within the enclosure shall be neatly routed by the use of slotted type wiring duct with snap on type covers. Wiring on the rear of the inner door shall be neatly bundled with nylon ties and include sufficient loop across the hinges to prevent wire damage, with each end of conductor marked (I.D.). Colors shall be red for 24 volt, white for neutral, black for 120 volts. 30.14.10 Terminal Points Terminal points of all terminal strips shall be permanently identified. All terminal numbers and identifying nomenclature shall correspond to and be shown on electrical diagrams. All wiring shall be permanently shown on electrical schematic diagrams. 30.14.11 Engraved Nameplates All circuit breakers, control switches, indicator pilot lights, and other control devices shall be identified with permanently affixed legend plates and lamicoid- type engraved nameplates where applicable. 2/20/2012 11 of 24 ARTICLE 30 30.14.12 Sure Protector A surge protector shall be included and wired to protect motors and control equipment fro►n lightning induced line surges. All surge protectors shall be UL approved and installed per respective power company requirements and manufacturers' specifications, surge protectors shall be attached to the main disconnects. 30.14.13 Elapsed Time Meters Elapsed tine meters shall be 115 volt non -reset type and shall totalize pump running time in hours and tenths of hours to 99999.9 hours. 30.14.14 Convenience Receptacle On the face of the inner door unit, there shall be installed a 20 amp, 120 volt, duplex convenience receptacle. It shall be provided with it's own single pole, 20 amp circuit breaker for protection. Ground fault interrupt type shall be required. 30.14.15 Control Terminal Blocks Control terminal blocks shall be of the clamp screw type, rated for 600 volts. Amperage rating shall accommodate the control circuit amperage. An additional 10 space terminal strip shall be installed in the cabinet for future use, in addition to the required number of terminals for alarms or signals as specified in the Typical City Details attached as part of this Manual. 30.14.16 Control Power Transformers There shall be a control power transformer with a minimum size of 500 volt (AC) to provide 120 volt (AC) power for: coils for starters, 20 amp duplex receptacle, indicator pilot lights, alarm horn, alarm light, pump alternator, elapsed time meters etc. The secondary side shall have one leg fused and the other grounded. This control power transformer is required only on 480 volt control panels. The signal required by the float switches and relays shall be 24 volt (AC). This shall be provided by a 24 volt (AC) control power transformer properly sized with a fused secondary. 30.14.17 Control Relav The level control relays shall operate from 24 volt (AC). They shall be enclosed, plug -in 8 pin type with octal -style screw terminal sockets. 2/20/2012 12 of 24 ARTICLE 30 30.14.18 Electrical Schematic There shall be permanently affixed to the interior side of the exterior enclosure door an electrical schematic diagram and a copy supplied to City personnel at start-up. The schematic diagram shall include the rated amperage and voltage for all components. 30.14.19 Phase Monitor For all 240 volt stations an eight pin plug -in type phase monitor shall be provided for protection of electrical components due to phase loss. Adequate dummy pin protection shall be provided to prevent accidental interchanging of the eight pin phase monitor with the eight pin alternator. All 480 volt stations shall have surface mount type phase monitors. 30.14.20 Battery Backup A 12 volt (DC) battery shall be supplied on all lift stations to insure operation of the SCADA system in the case of a power outage. Refer to the Typical City Details attached as part of this Manual. 30.14.21 Operation The control panel shall respond to a pressure transducer coupled with SCADA control system as well as redundant liquid level float switches to automatically start and stop pumps as well as sound an alarm upon high or low wet well levels. The control panel shall operate 2 electrical submersible pumps at the power characteristics stipulated. The control function shall provide for the operation of the lead pump under normal design conditions. If the incoming flow exceeds the pumping capacity of the lead pump, the lag pump shall automatically start to handle this increased flow. As the flow decreases, pumps shall be cut off at elevation as shown on the plans. Pumps shall alternate positions as lead pump at the end of timing cycle. A failure of the alternator shall not disable the pumping system. The alternator shall include a safe, convenient method of manual alternation and also have provisions to prevent automatic alternation without disturbing any wiring. Should the "pump off' regulator fail, the system shall keep the station in operation and provide a visual indication of the regulator failure. Normal operations shall be governed by the pressure transducer coupled with the SCADA control system. Upon abnormal wet well levels all pump control operations shall automatically revert to the redundant float type liquid level control system. These control components shall be mounted in one common enclosure. Control switches shall provide means to operate each pump manually or automatically. When operated in the automatic mode, the control assembly shall provide means to manually select or automatically alternate the position of the "lead" and "lag" pumps after each pumping cycle. A float type liquid level control system shall continuously monitor wet well liquid level and control 2/20/2012 13 of 24 ARTICLE 30 operation of the low -level cutoff for the pumps and shall operate off a 24 volt circuit. Alternate methods of liquid level measurement in the wet well may be considered on a case by case basis. 30.14.22 Housin The duplex pump panel shall be housed in a NEMA 3R, Type 304, 14 Gauge stainless steel enclosure. Enclosure shall have provisions for padlocking the door and a dead front inner door unit for mounting controls. All exterior hardware and hinges shall be stainless steel. The outer door shall include a 3 -point latch and stainless steel door handle as manufactured by Hoffman or approved equal. There shall be, permanently affixed to the interior side of the exterior enclosure door, both a nameplate and a 10 inch x 12 inch pocket for log sheet storage. The nameplate shall contain the following information: voltage, phase, rated horsepower, speed, date manufactured and pump and control panel manufacturer's name, address and telephone number, pump data, including impeller data, operating point and head, KW input, and amperes at the operating point and at least 2 other points on the pump curve. The control panel enclosure shall be Underwriters Laboratories (UL) 50 type 4X Listed. 30.14.23 Testing and Warranty After fabrication in the control panel manufacturer's plant, an operational test shall be performed to check out the entire panel before delivery. Three phase source voltage to which the panel is intended for shall be used for the testing. The control panel manufacturer shall maintain a service organization in the State of Florida that is available for service. The manufacturer shall furnish a 5 year warranty against defects in materials and workmanship covering parts and labor on all items supplied under this Section. Section 30.15 LIGHTS AND ALARINIS 30.15.01 Indicator Lights Heavy duty, oil tight, indicator lights as specified in the Typical City Details attached as part of this Manual shall be installed on the face of the inner door unit. 2/20/2012 14 of 24 ARTICLE 30 30.15.02 High Level Alarm Two mercury float ball switches shall be provided as high and low level backup alarm switches to the telemetry system and to the red alarm signal light. A vapor proof red light and horn shall be mounted on top of the control panel enclosure for high level alarm. Also, there shall be an alarm silence push button on the inner door and a silence relay which will silence the horn and automatically reset when these signals are restored to normal. The push button shall be heavy duty oil tight. The red globe shall be the screw -on type. Section 30.16 ELECTRICAL GROUNDING SYSTEM 30.16.01 General A grounding system shall be installed as per National Electrical Code, Local Codes and Ordinances. The Drawings shall clearly show the Electrical Grounding System. An underground perimeter cable grounding system shall be installed with connections to at least the following equipment: A) Wet well cover. B) Valve vault cover. C) Control panels. D) Generator. E) Utility company transformer. F) Main disconnect switch. G) Fence. 30.16.02 Material and Installation The Drawings shall show details of material and installation to construct a completely functional and operational Electrical Grounding System. Section 30.17 STANDBY POWER GENERATOR SYSTEM 30.17.01 General A standby power generator system shall be installed at pump stations as required by this Manual for electrical power during the loss of normal power. Standby power generators shall be provided at all stations having the following characteristics: A) 35 or greater total combined brake horsepower. B) Peak design capacity of 1,000 gpm or more. 2/20/2012 15 of 24 ARTICLE 30 C) Arterial stations receiving flow from at least one other service area. D) Service area includes critical users as determined on a case by case review. E) Station with three or more pumps. Generators shall be complete with all controls, automatic switchgear and shall produce 240 volts (AC), or 480 volts (AC), 3 phase, 4 wire power. Generator and controls shall be installed in an approved enclosure. 30.17.02 Generator Set General The generator set shall consist of a diesel engine directly coupled to an electric generator, together with the necessary controls and accessories to provide continuous electric power to the lift station for the minimum duration of a 48 hour failure of the normal power supply. A complete engine generator system shall be furnished and installed with fuel transfer pump, fuel day tank, battery, battery charger, muffler, radiator, control panel, remotely mounted automatic transfer switch (part of the control panel), and all other accessories required for an operational system. All materials and parts of the generator set shall be new and unused. Each component shall be of current manufacture from a firm regularly engaged in the production of such equipment. The set shall be of a standard model in regular production at the manufacturer's place of business. Units and components offered under the Specifications shall be covered by the manufacturer's standard warranty on new machines. 30.17.03 Requirements The emergency generator set and accessories shall be of a type that complies with the latest edition of the National Electrical Code and all applicable state and local building codes. The material and workmanship used in the manufacture of this equipment shall be of the highest quality consistent with the current standards for like equipment, and the equipment shall be manufactured in such a manner sous to conform to the latest applicable IEEE, ANSI, ISA, NEMA, and EEIA Standards. The equipment supplier shall be liable for any latent defects due to faulty materials or workmanship in the equipment which may appear within 1 year from the date of equipment start -up. 30.17.04 Tests Equipment shall be completely assembled and tested at the factory prior to shipment. Certified copies of the data obtained during these tests shall be submitted to the City. 2/20/2012 16 of 24 ARTICLE 30 Final tests, in the presence of the City's representative, shall be conducted at the site after installation has been completed. The emergency generator manufacturer shall furnish a service representative to operate the engine during the tests, to check all details of the installation and to instruct the City's representatives in proper equipment operation. Field tests shall include operating the diesel generating set for 8 hours, carrying normal lift station loads. The Contractor shall refill the main fuel tank at the completion of the tests. 30.17.05 Ratings The rating of the generator shall be as specified in the Typical City Details attached as part of this Manual. These ratings must be substantiated by the manufacturer's standard published curves. Special ratings shall not be acceptable. The set shall be capable of supplying the specified usable KW for the specified duration, including the power required for the pump start-up, without exceeding its safe operating temperature. 30.17.06 Engine The engine shall be water cooled, four stroke cycle, compression ignition diesel, LP or natural gas. The engine shall be equipped with fuel, lube oil and intake air filters; lube oil coolers, fuel transfer pump, fuel priming pump, and gear- driven water pump, where applicable. The engine and generator shall be torsionally compatible to prevent damage to either engine or generator. An engine instrument panel shall be installed on the generator set in an approved location. The panel shall include oil and fuel pressure and water temperature gauges. A mechanically driven engine hour meter shall also be provided. The engine governor shall be of the isochronous electronic type. Frequency regulation shall not exceed ±0.25% under steady state conditions. The engine shall start and assume its rated load within 10 seconds, including transfer time. 30.17.07 Generator The generator shall be a 3 phase, 60 hertz, single bearing, synchronous type, built to NEMA Standards. Epoxy impregnated Class F insulation shall be used on the stator and the rotor. The excitation system shall employ a generator- mounted, volts - per -hertz type regulator. Voltage regulation shall be f2% from no load to full load. Readily accessible voltage drop, voltage level and voltage gain controls shall be provided. Voltage level adjustment shall be a minimum of f5 %. 2/20/2012 17 of 24 ARTICLE 30 30.17.08 amine Generator Control Panel A generator mounted NEMA 3R type 304, vibration isolated, 14 gauge stainless steel control panel shall be provided. Panel shall contain, but not be limited to, the following equipment: A) Control Equipment Control equipment shall consist of all necessary exciter control equipment, generator voltage regulators, voltage adjusting rheostat, speed control equipment, and automatic starting controls, as required to satisfactorily control the engine /generator set. In addition, an automatic safety shut down shall be provided for low oil pressure and /or high temperature conditions in the engine. An emergency shut down lever switch shall be provided on the air intake. B) Metering Equipment Metering equipment shall include 3'/z inch meters (dial or digital type frequency meter, 2% accuracy voltmeter, and ammeter and ammeter - voltmeter phase selector switch). The control panel shall also include the engine water temperature, lube oil pressure and hour meter. C) Fault hldicators Individual press -to -test fault indicator lights for low oil pressure, high water temperature, low water level, over speed, over crank, and for day tank high and low fuel level shall be provided. D) Function Switch A four position function switch marked "Auto', "Manual ", "Off /Reset ", and "Stop" shall be provided. 30.17.09 Battery Charger The battery charger shall be so designed that it shall not be damaged and shall not trip its circuit protective device during engine cranking or it shall be automatically disconnected from battery during cranking period. The charger shall be mounted in the emergency generator control panel. The charger shall have a 7 day /24 hour timer control. 2/20/2012 18 of 24 ARTICLE 30 30.17.10 Battery The battery shall be lead -acid type with sufficient capacity to provide 90 seconds total cranking time without recharging. The battery shall be adequately rated for the specific generator set. The battery shall be encased in hard rubber or plastic and shall be furnished with proper cables and connectors, together with rack and standard maintenance accessories. The battery shall be provided with a 48 month warranty for replacement if found to be defective. 30.17.11 Base and Mounting A suitable number of spring -type vibration isolators with a noise isolation pad shall be provided to support the set and its liquids. 30.17.12 Utility Connections All connections to the generator set shall be flexible. 30.17.13 Cooling System The generator set shall be equipped with an engine mounted radiator sized to maintain safe operation at I IOT maximum ambient at the pump station altitude. A blower type fan shall be used directing the air flow from the engine through the radiator. The entire cooling system shall be filled with 50% glycol -water solution. 30.17.14 Fuel System An above ground, vaulted, main fuel oil storage tank with float switch, and fuel level indication, LP or natural gas tank shall be furnished and installed by the Contractor. The emergency system shall include low fuel level contacts for remote alarm. If necessary to guard against loss of prime to pump, a check valve shall be mounted on pump intake. The emergency system shall include a float switch, fuel level gauge and standard control panel. Above ground vaulted fuel oil tanks shall be equipped with an overfill containment system supplied by the tank manufacturer. Fuel oil piping, including mounting of any required fuel tanks, shall be furnished and installed by the Contractor and shall have double wall containment for all piping. The Contractor shall be required to permit the fuel system through the County and FDEP. 2/20/2012 19 of 24 ARTICLE 30 30.17.15 Exhaust Svstem The generator set supplier shall provide a critical -type silencer, with flexible exhaust fittings, properly sized and installed, according to the manufacturer's recommendation. The silencer shall be mounted so that its weight is not supported by the engine. The exhaust system shall not exceed residential noise limit requirements. Exhaust pipe size shall be sufficient to ensure that measured exhaust back pressure does not exceed the maximum limitations specified by the generator set manufacturer. The exhaust system shall include a flexible, seamless, stainless steel connection between the engine exhaust outlet and the rest of the exhaust system. The exhaust system shall be a part of generator enclosure. 30.17.16 Weatherproof Enclosure Enclosure and all other items shall be designed and built by engine manufacturer as an integral part of the entire generator set, and shall be designed to perform without overheating in the ambient temperature specified. Enclosure shall be constructed of 14 or 16 gauge sheet metal suitably reinforced to be vibration free in the operating mode. Four hinged doors shall be provided to allow complete access without their removal. Each door shall have at least 2 latch- bearing points. Side and rear panels shall be completely and simply removable for major service access. Roof shall be peaked to allow drainage of rain water. Baked enamel finish with primer and finish coat shall be painted before assembly. All fasteners shall be rust resistant. Unit shall have sufficient guards to prevent entrance by small animals. Padlocks shall be provided. Batteries shall be designed to fit inside enclosure and alongside the engine. Batteries under the generator are not acceptable. Unit shall have coolant and oil drains outside the unit to facilitate maintenance. Each drain line shall have a high quality valve located near the fluid source. Fuel filter shall be inside the base perimeter and located so spilled fuel cannot fall on hot parts of engine or generator. A cleanable primary fuel strainer shall be used to collect water and sediment between tank and main engine fuel filter. Crankcase fumes disposal shall terminate in front of the radiator to prevent oil from collecting on the radiator core and reducing cooling capacity. 30.17.17 Automatic Transfer Switch The automatic transfer switch shall be part of the control panel. The transfer switch shall be provided with the following features: A) Complete protection, close differential voltage sensing relays monitoring all 3 phases (pick -up set for 95% of nominal voltage, drop -out set for 85% nominal voltage). B) Voltage sensing relay on emergency source (pick -up set for 95% of nominal frequency). 2/20/2012 20 of 24 ARTICLE 30 C) Time delay on engine starting -- adjustable from 1 second to 300 seconds (factory set at 3 seconds). D) Time delay normal to emergency transfer -- adjustable from 0 second to 300 seconds (factory set at 1 second). The Contractor shall request time delay settings in accordance with the priority rating or their respective loads. E) Time delay emergency to normal transfer -- adjustable 30 seconds to 30 minutes (factory set at 5 minutes), and time delay bypass switch shall be provided on door of the switch cabinet. F) Unload running time delay for emergency engine generator cooling down - adjustable from 0 to 5 minutes (factory set at 5 minutes) unless the engine generator control panel includes the cool down timer. 30.17.18 Warranty Products shall be guaranteed to be free from defects in material and workmanship under normal use and service for a period of 1 year after start-up. Section 30.18 FENCING All pump station sites shall be fenced. However, exception to this requirement on a case by case basis and subject to sufficient landscape screening. The Contractor shall furnish and erect the chain link fence and gate in accordance with these Specifications and in conformity with the lines, grades, notes and typical sections as specified in ARTICLE 20 and the Typical City Details attached as part of this Manual. Chain link fence shall be 6 feet high, in accordance with this Manual. One 12 foot double swing drive gate (two 6 foot leaves),hinged to swing through 180 from open to close to open, with center drop rod assembly latch (no post) and gate hold backs for both leaves shall be installed, complete with latches, locking device, stops keeper, hinges, fabric and braces. Gate shall open outward from station. Gates shall be the same height as the fence and the gate fabric shall be the same as the fence fabric. Gate leaves less than 8 feet wide shall have truss rods or intermediate braces and gate leaves 8 feet or more in width shall have intermediate braces and diagonal truss rods or shall have tubular members as necessary to provide rigid construction, free from sag or twist. All posts shall be set 3 feet deep in concrete footings, 12 inches in diameter for line posts, gate and corner posts. After the post has been set, aligned and plumbed, the hole shall be filled with 3,000 psi concrete. The concrete shall be thoroughly worked into the hole so as to leave no voids. The exposed surface of the concrete shall be crowned to shed water. 2/20/2012 21 of 24 ARTICLE 30 Section 30.19 TOOLS AND SPARE PARTS One set of all special tools required for normal operation and maintenance shall be provided. All such tools shall be furnished in a suitable steel tool chest complete with lock and duplicate keys. The pump and control panel manufacturer(s) shall provide a suggested list of spare parts for the equipment being supplied for the pump station. The cost of the spare parts shall not be less than $5,000.00 based upon the manufacturers published suggested list price for the parts. The City will review the recommended list and will either approve or modify the list as they deem necessary. Any modifications made to the list will be made so that the cost remains within the above required limit. All spare parts are required to be provided to the City prior to final inspection and start -up of the station. Section 30.20 PUMP STATION WATER SYSTEM All wastewater pump stations shall be provided with a water system with adequate capacity and pressure for station wash down and other requirements. The station water system shall be completely separated from the potable water supply by means of a metered, reduced pressure type backflow preventer Section 30.21 INSPECTION AND TESTING A factory representative knowledgeable in pump operation and maintenance shall inspect and supervise a test run at the pumping station in the presence of the City Engineer or his Designee. The City shall be provided 24 hour notice before this inspection is to commence. A minimum of 1 working day shall be provided for the inspections. Additional time made necessary by faulty or incomplete work or equipment malfunctions shall be provided as necessary to meet the requirements in this Manual at no additional cost to the City. Upon satisfactory completion of the test run, the factory representative shall issue the required manufacturer's certificate. The test run shall demonstrate that all items of this Manual have been met by the equipment as installed, and shall include, but not be limited to, the following tests: A) That all units have been properly installed. B) That the units operate without overheating or overloading any parts and without objectionable vibration. C) That there are no mechanical defects in any of the parts. D) That the pumps can deliver the specified pressure and quantity. E) That the pumps are capable of pumping the specified material. F) That the pump controls perform satisfactorily. 2/20/2012 22 of 24 ARTICLE 30 Section 30.22 LIFT STATION SERVICES The necessary utility services (electrical power, telephone, water) shall be provided by the Owner /Developer and accounts for such services shall be transferred to the City of Ocoee prior to issuance of a Certificate of Completion for facilities that are to be dedicated to the City. Section 30.23 REQUIRED SUBMITTALS 2/20/2012 Submittals shall be provided to the City, for any lift stations to be taken over by the City, in triplicate and include the following: A) As -Built Drawings providing a detail showing fencing, gates, all important details of construction, dimensions, anchor bolt locations, and the flow meter and valve pit relative to the lift station, including but not limited to all elevations, such as inverts, floor elevations and finished grades, etc. All the above improvements shall be included inside the fenced -in area. The approach road and driveway shall also be shown. The Drawing shall be fully dimensioned and in State Plane coordinates. B) Descriptive literature, bulletins, and/or catalogs of the equipment, both hard copy as well as electronic "PDF" files. C) Data on the characteristics and performance of each pump. Data shall include guaranteed performance curves, based on actual shop tests of similar units, which show that they meet the specified requirements for head, capacity, efficiency, NPSHR, submergence and horsepower. Curves shall be submitted on 8'/2" by 11" sheets, at as large a scale as is practical. Curves shall be plotted from no flow at shut off head to maximum manufacturer recommended pump capacity. Catalog sheets showing a family of curves will not be acceptable. D) Complete layouts, wiring diagrams, telemetry or control schematics, including coordination with other electrical control devices operating in conjunction with the pump control system. Suitable outline drawings shall be furnished for approval before proceeding with manufacture of any equipment. Standard preprinted sheets or drawings simply marked to indicate applicability will not be acceptable. E) A drawing showing the layout of the pump control panel shall be furnished. The layout shall indicate all devices mounted on the door and the panel shall be completely identified. F) The weight of each pump. G) Complete motor data shall be submitted including: 1) Nameplate identification. 2) No -load current. 23 of 24 ARTICLE 30 3) 4) 5) 6) 7) Section 30.24 Full load current. Full load efficiency. Locked rotor current. High potential test data. Bearing Inspection report. MINOR LIFT STATION The City has developed a minor wastewater pump station for small service areas to promote the City's effort to extend centralized sewer and mitigate certain impacts to development for land owners. This application of this station is limited as stated below and is only applicable to stations that will be dedicated to the City. The City established the application of a minor lift station, by specifically specifying pump make, model, and size, wetwell type and size, and all the stations applicable appurtenances. The modification and /or substitution of any critical element of the minor station shall not be allowed. The approved application of the Minor Lift station shall be subject to all of the following conditions: 1. Developments that cannot feasibly gravity flow to an existing City sewer collection manhole or pump station; and. 2. Developments provide an acceptable lift station site with collection and discharge routing access to either be by fee simple dedication(s) or granted easement(s); and 3. Developments connecting to a manhole or existing forcemain where pumping from the minor lift station discharge is not less than (4) feet per second at peak system pressures and ultimate service shall not require runtime of greater than 60% during peak hour; and 4. Station shall ultimately realize service to three (3) or more developments; and 5. Ultimate volume- metric service to the station shall be 10 or greater equivalent residential units (ERU) but no more than 40 ERUs. 2/20/2012 24 of 24 ARTICLE 30 ARTICLE 31 POTABLE WATER SYSTEMS Index Section 31.01 GENERAL CONSIDERATIONS 31.02 DESIGN BASIS 31.03 DETAILS OF DESIGN AND CONSTRUCTION 31.04 WATER METERING 31.05 WATER SERVICES AND CONNECTIONS 31.06 SERVICE PIPE, STOPS, FITTINGS, AND SERVICE SADDLES 31.07 WATER MAIN MATERIALS 31.08 WATER MAIN INSTALLATION 31.09 VALVE INSTALLATION 31.10 IDENTIFICATION 31.11 SEPARATION OF WATER MAINS AND SEWERS 31.12 TRENCH PREPARATION AND PIPE BEDDING 31.13 HYDROSTATIC TESTS 31.14 DISINFECTION OF WATER MAINS 31.15 FIRE HYDRANTS 31.16 CROSS CONNECTION C ONTROL BACK TO TABLE OF CONTENTS 31.01 GENERAL CONSIDERATIONS 31.01.01 Type of Water Mains The City will approve plans for potable water supply mains and extensions (herein this ARTICLE as water main) only when such mains are designed and constructed in accordance with the criteria set forth in this Manual. 31.01.02 Design Period Water mains shall be shall be designed for the estimated ultimate tributary population, as derived for the City's approved future land uses and /or historical flows. Potable water main shall also consider flows for fire protection demand. In the event the approved City of Ocoee Water Master Plan or Study, latest edition, identifies components of the watermain under consideration, the largest capacity consideration shall be required. 2/20/2012 1 of 18 ARTICLE 31 31.01.03 Location Water mains shall be located in dedicated rights -of -way or utility easements. When installed in rights -of -way, water mains shall, in general, maintain a consistent alignment with respect to the centerline of the road. All water mains located outside of dedicated rights -of -way shall require a minimum 20 foot easement. Additional easement widths shall be provided when the pipe size or depth of cover so dictate. If a water main is located adjacent to a road right -of- way, a minimum 10 foot easement shall be provided. Additional easement widths shall be provided if the pipe size or depth of cover so dictate. Water mains shall not be placed under retention ponds, tennis courts, or other structures. In general, water mains shall not be located along side or rear lot lines. Placement of a water main along side or rear lot line may be allowed on a case by case basis if such a water main configuration results in efficient placement and utilization of the water main network. The criteria shall also apply to water mains in retention pond berms. Section 31.02 DESIGN BASIS 31.02.01 Average Daily Flow and Peak Flow Average daily water flow shall be calculated by referencing the Equivalent Residential Unit (ERU) flow rates as outlined below. Peak flow, at a minimum, shall be the average daily flow times a peaking factor of 4. The average daily flow for domestic use shall be calculated at the minimum rate of 100 gallons per day per capita, with 3.5 persons per single family residence, and 2.5 persons per multi- family or mobile home dwelling unit. Maximum hour demand to be used for design shall be 1.0 gallons per minute (gpm) per single family residence and 0.7 gpm per dwelling unit for each multi - family or mobile home unit. Flow demands for commercial, industrial or other special developments shall be established from the estimates provided in current City Ordinance. At the discretion of the City Engineer, existing records of like facilities or estimated projections, using the best available data, may be considered. 31.02.02 Fire Flow Requirements Fire flow requirements shall be determined in accordance with applicable City Codes. As a minimum, the requirements outlined in the ISO. "Guide to Determining Needed Fire Flow ", latest edition, shall be met. In no case shall needed fire flow be less than 750 gpm. Maximum daily flow with fire flow shall not exceed 10 fps. Maximum daily flow, at a minimum, shall be the average daily flow times a factor of 2. 2/20/2012 2 of 18 ARTICLE 31 31.02.03 Design Calculations Owner's /Developer's Engineer shall submit signed, sealed and dated design calculations with the Plans for all water distribution projects. Calculations shall show that the water mains will have sufficient hydraulic capacity to transport: A) Peak hourly flows. B) A combination of maximum daily flows and fire flows. All calculations shall meet the requirements of Section 29.03.01. Head losses through meters and backflow devices shall also be included in calculations. The Owner's/Developer's Engineer, at the request of the City, shall perform a nodal analysis of the proposed project along with its effects upon the City's entire system. The City's nodal model shall be obtained and used for this purpose. 31.02.04 Potable Water System Hydraulic Modeling The City of Ocoee maintains a potable water hydraulic model (Bentley WaterCAD) which is used for but not limited to determining system performances and offsite impacts. For developments that may substantially add to or impact the City's potable water distribution system, the Owner/Developer shall cause the incorporation of the development elements into the City's model and the simulation/analysis of the model. Unacceptable operating conditions and /or offsite impacts created by the proposed development shall be remediated by the Owner/Developer. This effort to be undertaken by Owner /Developer can be done by either the developer's engineer performing the model work with a City review, or by electing to have the City undertake the work. The election for the City to perform the work shall require City approval. All costs incurred by the incorporation and outside reviews by the City shall be at the Owner/Developer's expense. All final products shall become the property of the City. The Owner/Developer may request the City to develop the project's nodal model, with input from the Owner's/Developer's Engineer, but this will be performed at the availability of City Staff and at a rate to cover City's cost. 2/20/2012 3 of 18 ARTICLE 31 Section 31.03 DETAILS OF DESIGN AND CONSTRUCTION 31.03.01 Pressure All water mains shall be designed in accordance with Section 29.02.03 above. The system shall be designed to maintain a minimum pressure of 20 psi at all points in the distribution system under all conditions of flow. Higher pressures may be required at commercial, industrial and high density residential areas. The normal working pressure in the distribution system should be approximately 55 psi, but in no case less than 35 psi on the downstream side of a meter. For pressures greater than 90 psi special provisions may be required. Design Friction Losses for water mains shall be determined using the Hazen - Williams friction coefficient of C =100. Peak hourly flow shall not exceed 5 fps. Maximum daily flow with fire flow shall not exceed 10 fps. 31.03.02 Diameter Only 4 ", 6 ", 8 ", 12 ", 16 ", 20 ", 24 ", 30 ", 36 ", 42 ", 48" and 54" diameter water mains shall be permitted. Four inch water mains shall be permitted only in cul-de- sac areas with a maximum length of 500 feet of pipe. In cul -de -sac areas only, 4 inch looped connections are required to prevent dead ends. As a minimum, 6 inch looped systems shall be required in low density residential projects. Where looping of mains is not practical, minimum 8 inch mains shall be required, unless detailed calculations are submitted to substantiate the sufficiency of a 6 inch main. In commercial, industrial, and high density residential areas, minimum 8 inch looped mains shall be required. Larger size mains shall be required if necessary to allow the withdrawal of the required fire flow while maintaining the minimum residual pressure specified in Section 29.03.01. 31.03.03 Dead Ends In order to provide increased reliability of service and reduce head loss, dead ends shall be minimized by making appropriate tie -ins wherever practical, as determined by the City. System looping is required wherever possible to increase overall capacity, service and to maintain quality. Where dead -ends occur, they shall be provided with a fire hydrant or blow -off for flushing purposes. Blow offs shall be sized to provide flows which will give a velocity of at least 2.5 feet per second in the water main being flushed. Where routine and continuous flushing is predicted or determined based on water quality issues, an automatic flushing appurtenance shall be required. No flushing device shall be directly connected to any sewer. 2/20/2012 4 of 18 ARTICLE 31 31.03.04 Valves Valves shall be provided for all branch connections, loop ends, fire hydrant stubs, or other locations as required to provide an operable, easily maintained, and repaired water distribution system. Valves are to be placed so that the maximum allowable length of water main required to be shutdown for repair work shall be 500 feet in commercial, industrial or multi - family residential areas, or 800 feet in other areas. 31.03.05 Air Relief Valves At high points in water mains where air can accumulate, provisions shall be made to remove the air by means of hydrants or automatic air relief valves. Automatic air relief valves shall not be used in situations where flooding of the manhole or chamber may occur. Refer to the Typical City Details attached as part of this Manual. 31.03.06 Fire Hydrants Fire Hydrants shall be considered and designed in accordance with this ARTICLE. 31.03.07 Chamber Drainage Chambers, pits or manholes containing valves, blow -offs, meters, or other such appurtenances to a distribution system shall not be connected directly to any storm drain or sanitary sewer, nor shall blow -offs or air relief valves be connected directly to any sewer. 31.03.08 Disinfection Following Repair or Replacement Any part of the City water system which has direct contact with finished water and has been out of service for repair, alteration, or replacement shall be disinfected as outlined in this Manual or AWWA C -651. Section 31.04 WATER METERING 31.04.01 General All water service connections shall be metered. In general, the method of metering shall follow • the guidelines listed below. However, the Owner's/Developer's Engineer must obtain approval before finalizing the design of the metering system. Master metering for irrigation for common grounds shall be reviewed and approved by the City Engineer on a case -by -case basis. 2/20/2012 5 of 18 ARTICLE 31 31.04.02 Single Family, Duplex and Multi- Family Subdivisions Each unit shall be individually metered. However, a variance ►nay be requested for multi - family subdivisions. Single and Double services shall be installed at property lines as specified in the Typical City Details attached as part of this Manual. 31.04.03 Commercial, Industrial, and Institutional Projects In general, each building shall be individually metered. Meter(s) shall be located in the public rights -of -way at the property line. 31.04.04 Shopping Centers Each unit shall be individually metered. The meters shall be located either in the right -of -way or within a Utility Easement. The meters shall be located within an unpaved area to facilitate removal, repair and /or replacement without damage to paved surfaces. 31.04.05 Meter Installation All meter boxes shall be installed by the Contractor at finished grade and level. All meters 2 inches and smaller will be installed by the City after payment of applicable fees and charges. All meters 2 inches in size and smaller shall be installed underground in an approved meter box. Meters larger than 2 inches shall be installed above ground. in general, meters larger than 2 inches shall be located in a meter easement located adjacent to the public right -of -way. 31.04.06 Meter Sizing head - losses through metering device when designing the water system. Size of all meters shall be determined by the Owner's /Developer's Engineer and approved by the City Utilities Division. The Owner's /Developer's Engineer shall provide sufficient information on estimated peak flows and low flows so that meter size can be evaluated. The Owner's /Developer's Engineer shall include Section 31.05 WATER SERVICES AND CONNECTIONS Water services and connections shall conform to the applicable provisions of this Manual and the Typical City Details attached as part of this Manual. Only 1 ", 1 ' /2 " , 2 1 , 3 11 , 4 11 , 6 ", 8 ", 10" and 12" services shall be permitted. Where water services greater than 12 inches are required dual services shall be provided. New services and connections to the water system, either new or existing, shall be made by the Contractor. Water service piping and connection shall be installed as specified in the Typical City Details attached as part of this Manual. The location of all service lines shall be as specified in the Typical City Details attached as part of this Manual and shall be either single or dual service. On curbed streets, the exact location for each installed service shall be marked by etching or cutting a "W" in the concrete curb. Where no curb exists, locations shall be adequately marked by a method approved by the City. 2/20/2012 6 of 18 ARTWLE 31 Section 31.06 SERVICE PIPE, STOPS, FITTINGS, AND SERVICE SADDLES 31.06.01 Service Pipe All service lines shall be 1 ", 1 ' /z" or 2" polyethylene tubing conforming to specifications in AWWA C -800 and AWWA C -901. 31.06.02 Stops Corporation stops shall be 1 ", 1 %" or 2" brass, equipped with connections compatible with the polyethylene tubing and threaded in accordance with specifications in AWWA C -800 and AWWA C -901. Curb stops shall be sized to match the meter size and conform to the specifications in AWWA C -800 and AWWA C -901. 31.06.03 Fittings Fittings shall be brass, cast and machined in accordance with specifications in AWWA C -800 and AWWA C -901, with compatible polyethylene tubing connections. 31.06.04 Service Saddles A service saddle may be used for all service line taps. Service saddles shall be double strap, anchored by a minimum 4 bolt pattern on a ductile iron saddle body. The City may require a stainless steel strap and fusion epoxy or nylon coated ductile iron body with stainless steel hardware in areas designated as corrosive. Section 31.07 WATER MAIN MATERIALS 31.07.01 General These Specifications cover the pipe, fittings, and accessory items used for water distribution systems. Pipe used in water distribution systems shall be ductile iron pipe (DIP). The Contractor shall be responsible for all materials furnished and storage of same, until the date of substantial completion. The Contractor shall replace, at the Contractor's expense, all materials found to be defective or damaged in handling or storage. The Contractor shall, if requested by the City, furnish certificates, affidavits of compliance, test reports, or samples for check analysis for any of the materials specified herein. All pipe delivered to project site for installation is subject to random testing for compliance with the designated specifications. 2/20/2012 7 of 18 ARTICLE 31 31.07.02 Ductile Iron Pipe All ductile iron pipe of nominal diameter 4 through 54 inches shall conform to ANSI /AWWA A- 21.51/C -151. A minimum of Pressure Class 350 pipe shall be supplied for all sizes of pipe unless specifically called out in the detail sheets, or required by the City. 31.07.03 Fittings Any fittings required shall be mechanical joint ductile iron or gray iron conforming to ANSI /AWWA A- 21.10 /C -110, 250 psi minimum pressure rating, or ductile iron compact fittings 4 through 12 inches in accordance with ANSI /AWWA A- 21.53/C -153. 31.07.04 Joints Joints for ductile iron pipe and fitting joints shall be push -on or mechanical joints conforming to ANSI /AWWA A- 21.11/C -111. Where called for in the plans, restrained or flanged joints shall be provided. Flanged joints shall conform to ANSI Standard 13 -16.1 -125 lb. Restrained joints shall conform to ARTICLE 26 of this Manual. 31.07.05 Coatings and Linings Where ductile iron pipe and fittings are to be below ground or installed in a casing pipe the exterior coating shall be a minimum 1.0 mil thick in accordance with ANSI /AWWA A- 21.51/C -151. Where ductile iron pipe and fittings are to be installed above ground, pipe, fittings and valves shall be thoroughly cleaned and given one field coat (minimum 1.5 mils dry thickness) of rust inhibitor primer. hrtermediate and finished field coats of Alkyd shall also be applied by the Contractor (minimum 1.5 mils dry thickness each coat). Prinler and field coats shall be compatible and shall be applied in accordance with the manufacturer's recommendations. (See approved Manufacturer's List attached as part of this Manual.) Final field coat shall be dark blue for raw water and blue for finished water. All ductile iron pipe and fittings shall have an interior protective lining of cement - mortar with an NSF approved seal coat material in accordance with ANSI /AWWA A- 21.4/C -104. 31.07.06 Polyethylene Encasement The pipe shall be polyethylene encased (8 mil) where shown on the detail sheets or required by the City in accordance with ANSI /AWWA A- 21.51/C -105. 2 /20 /2012 8 of 18 ARTICLE 31 31.07.07 Resilient Seat Gate Valves All gate valves 12 inches and smaller shall be resilient seat gate valves. Such valves shall be resilient seated, manufactured to meet or exceed the requirements of AWWA C -515, latest revision, and in accordance with the following Specifications. Valves shall have an unobstructed waterway equal to or greater than the full nominal diameter of the Connecting Pipe. (See approved Manufacturer's List attached as part of this Manual.) The valve body, bonnet, and bonnet cover shall be ductile iron. All ferrous surface inside and outside shall have a fusion - bonded epoxy coating. A 2 inch wrench nut shall be provided for operating the valve. All valves are to be tested in strict accordance with AWWA C -515. The valve shall be operated opening counterclockwise. The valves shall be non - rising stem with the stem made of cast, forged, or rolled bronze as specified in AWWA C -515. Two stem seals shall be provided and shall be of the O -ring type. The stem nut must be independent of the gate. The resilient sealing mechanism shall provide zero leakage at the water working pressure when installed with the line flow in either direction. All shut -off valves 16" and larger shall be resilient seat gate with horizontal mechanical gearing and clear passage for pigging devices. Valve shall be as listed in the Approved Manufacturer's List. 31.07.08 Butterfly Valves Butterfly valves are not allowed. 31.07.09 Valve Boxes All buried valves shall have cast -iron three piece valve boxes. Valve boxes shall be provided with suitable heavy bonnets and shall extend to such elevation at, or slightly above, the finished grade surface as directed by the City. The barrel shall be 2 piece, sliding type, having 5' /a inch shaft. The upper section shall have a flange at the bottom having sufficient bearing area to prevent settling and shall be complete with cast iron covers. Covers shall have "WATER" cast into the top for all water mains. The actuating nuts for deeper valves shall be extended to come up to 4 foot depth below finished grade. Care shall be taken while constructing valve boxes to ensure that valve stems are vertical and the cast iron box has been placed over the stem with base bearing on compacted fill and top flush with final grade. Boxes shall have sufficient bracing to maintain alignment during backfilling. Contractor shall remove any sand or undesirable fill from valve box prior to final inspection. 2/20/2012 9 of 18 ARTICLE 31 31.07.10 Air Release Valves The air release valves for use in water mains shall be installed as specified in the Typical City Details attached as part of this Manual and the make and model per the approved Manufacturer's List. Valves shall be provided with a vacuum check to prevent air from reentering the line. The fittings shall be threaded. Section 31.08 WATER MAIN INSTALLATION 31.08.01 General Pipe shall be installed in accordance with the manufacturer's specifications and instructions for the type of pipe used and applicable AWWA Standards, such as C -600 and C -603, unless otherwise stated in these Specifications. A 2" jumper connection shall be provided for purposes of filling and testing the installed water line prior to clearance for use. The jumper is to be installed per the Typical City Details attached as part of this Manual. 31.08.02 Pipe Handling All types of pipe shall be handled in such manner as will prevent damage to the pipe or coating. Accidental damage to pipe or coating shall be repaired to the satisfaction of the City or be removed from the job. When not being handled, the pipe shall be supported on timber cradles or on properly prepared ground, graded to eliminate all rock points and to provide uniform support along the full length. When being transported, the pipe shall be supported at all times in a manner which will not permit distortion or damage to the lining or coating. Any unit of pipe that, in the opinion of the City, is damaged beyond repair by the Contractor shall be removed from the site of the work and replaced with another unit. Joint gaskets shall be stored in clean, dark, dry location until immediately before use. Dirt or other foreign material shall be prevented from entering the pipe or pipe joint during handling or laying operations, and any pipe or fitting that has been installed with dirt or foreign material in it shall be removed, cleaned and relaid. At times when pipe laying is not in progress, the open ends of the pipe shall be closed by a water -tight plug or by other means approved by the City to ensure absolute cleanliness inside the pipe. 2/20/2012 10 of 18 ARTICLE 31 Section 31.09 VALVE INSTALLATION All valves shall be inspected upon delivery in the field to insure proper working order before installation. They shall be set and jointed to the pipe in the manner as set forth in the AWWA Standards for the type of connection ends furnished. All valves and appurtenances shall be installed true to alignment and rigidly supported. Any damage to the above items shall be repaired to the satisfaction of the City before they are installed. Valves shall be installed in a vertical position and be provided with a standard valve box so arranged that no shock will be transmitted to the valve. The box shall be vertically centered over the operating nut, and the cast iron box cover shall be set flush with the road bed or finished surface. After installation, all valves shall be subjected to the field test for piping as outlined in these Specifications. Should any defects in materials or workmanship appear during these tests, the Contractor shall correct such defects to the satisfaction of the City. Flanged joints shall be made with hot dipped galvanized bolts, nuts and washers. Mechanical joints shall be made with mild corrosion resistant alloy steel bolts and nuts. All exposed bolts shall be painted the same color as the pipe. Section 31.10 IDENTIFICATION In order to preclude possible domestic water tapping, all installed underground DIP or HDPE water mains shall be marked in accordance with 62.555.320 (21) (b) 3. Florida Administrative Code. Said stripe shall be a minimum 2 inches in width and shall be light blue in color. Backfill shall not be placed for 30 minutes if field painting is required. In addition, all pipe shall be buried with non - metallic warning /identification tape above the top of the pipe, see the Typical City Details. The tape shall indicate the presence of the water main plainly on the tape face. All PVC pipe shall be buried with a locating wire properly affixed to the main. Section 31.11 SEPARATION OF WATER MAINS AND SEWERS 31.11.01 General No water pipe shall pass through or come in contact with any part of a sanitary or storm sewer manhole. Extreme caution shall be exercised when locating water mains at or near certain sites such as sewage treatment plants or industrial complexes. Individual septic tanks must be located and avoided. Water mains that are laid in the vicinity of pipe lines designated to carry raw wastewater or reclaimed water (wastewater effluent) shall meet the horizontal and vertical separations specified below. Compliance with all separation requirements of F.A.C. Rule 62- 555.314 shall be met as a minimum. 2/20/2012 11 of 18 ARTICLE 31 31.11.02 Horizontal Separation Under normal conditions, water mains shall be located at least 10 feet horizontally from pipes carrying raw wastewater, and 3 feet horizontally from pipes carrying stormwater or reclaimed water. The distance shall be measured from inside edge of pipe to inside edge of pipe. 31.11.03 Vertical Separation Under normal conditions, water mains shall be laid to provide a separation of at least 18 inches between the bottom of the water main and the top of the wastewater or storm sewer. Under unusual conditions, when construction conditions prevent a vertical separation of 18 inches, a lesser separation in accordance with 62.555.314 may be allowed. 31.11.04 Crossing of Water Mains and Sewers Water mains shall be above the sewer whenever they cross. A vertical separation shall be maintained as described above. Adequate structural support for both the water main and sewers shall be provided to prevent excessive deflection of joints and settling. Section 31.12 TRENCH PREPARATION AND PIPE BEDDING 31.12.01 Trench Preparation and Pipe Bedding Applicable provisions of ARTICLE 6 of this Manual shall apply. Also refer to the Typical City Details attached as part of this Manual. 31.12.02 Pipe Preparation, Handling and Laying All pipe and fittings shall be inspected prior to lowering into trench to insure no cracked, broken, or otherwise defective materials are being used. Contractor shall clean ends of pipe thoroughly and remove foreign matter and dirt from inside of pipe and keep clean during and after laying. Contractor shall use proper procedures tools, and facilities for the safe and proper protection of the work. Contractor shall lower pipe into the trench in such a manner as to avoid any physical damage to the pipe and shall remove all damaged pipe from the job site. Care shall be taken to not drop or dump pipe into trenches under any circumstances. Contractor shall prevent foreign material from entering the pipe while it is being placed in the trench. Contractor shall remove all foreign material from the pipe or joint ring before the next pipe is placed. If the pipe laying crew cannot put the pipe into the trench and in place without getting earth into the pipe, the City may require that snugly - fitted, tightly -woven canvas bags be placed over each end before lowering the pipe. The bags shall be left in place until the connection is to be made to the adjacent pipe. During laying operations, Contractor shall keep debris, tools, clothing, or other materials out of the pipe. 2/20/2012 12 of 18 ARTICLE 31 All ductile iron pipe shall be installed in accordance with AWWA C -600 unless such Standards conflicts with this Manual, in which case this Manual shall apply. Contractor shall cut pipe only as necessary to comply with alignment shown on the plans. Flame cutting of pipe shall not be allowed. Contractor shall provide special tools and devices, such as special jacks, chokers, and similar items required for proper installation. Lubricant for the pipe gaskets shall be furnished by the pipe manufacturer, and no substitutes shall be permitted under any circumstances. The pipe shall be polyethylene encased (8 mil) where shown on the detail sheets in accordance with ANSI /AWWA A- 21.51/C -105. 31.12.03 Trench Dewatering and Drainage Control Contractor shall prevent water from entering the trench during excavation and pipe laying operations to the extent required to properly grade the bottom of the trench and allow for proper compaction of the backfill. Pipe shall not be laid in water. 31.12.04 Survey Line and Grade Pipe shall be laid to the lines and grades shown on the plans. The Contractor shall provide line and grade stakes at a 100 foot maximum spacing and at all line and /or grade change locations. Contractor shall provide Temporary Bench Marks at maximum 1,000 foot intervals. The minimum pipe depth shall be 3 feet below the finished grade surface or 3 feet below the elevation of the edge of pavement of the road surface, whichever is greater. 31.12.05 Laying of Pipes on Curves Pipe installed on long radius curves, either horizontal or vertical, may be installed with standard pipe by deflections at the joints. Maximum deflections at pipe joints, fitting and laying radius for the various pipe lengths shall not exceed 75 percent of the pipe manufacturer's recommendation. The maximum allowable tolerance in the joint due to variances in installation is 0.75 degrees (3- inches per joint per 20 ft stick of pipe). No bending tolerance in the pipe barrel shall be accepted. Alignment change shall be made only with sleeves and fittings. 31.12.06 Pipe Restraining and Thrust Block Requirements specified in ARTICLE 26 of this Manual shall apply. 31.12.07 Bedding and Backfill for Pipes Requirements specified in ARTICLE 6 of this Manual shall apply. 2/20/2012 13 of 18 ARTICLE 31 Section 31.13 HYDROSTATIC TESTS 31.13.01 General Hydrostatic tests shall consist of pressure test and leakage test. Hydrostatic tests shall be conducted on all newly laid pressure pipes, joints and valves including all service lines to the curb stops. Air testing of pressure pipes shall not be permitted under any circumstance. Tests shall not be made on sections exceeding 2,000 feet. Contractor shall furnish all necessary equipment and material, make all taps, and furnish all closure pieces in the pipe as required. Equipment to be furnished by the Contractor shall include graduated containers, pressure gauges, hydraulic force pumps, and suitable hoses and piping. The City will monitor and approve a satisfactory test. The Contractor may conduct hydrostatic tests after the trench has been partially backfilled with the joints left exposed for inspection for informational purposes only. The hydrostatic tests for acceptance shall only be conducted after the trenches have been completely backfilled and compacted as specified. Where any section of pipe is provided with concrete thrust blocking, pressure test shall not be made until at least 5 days have elapsed after the thrust blocking is installed. If high -early cement is used for the concrete thrust blocking, the time may be reduced to 24 hours if the City concurs that the concrete has cured and reached adequate strength. 31.13.02 Testin Criteria All pipe sections to be pressure tested shall be subjected to a hydrostatic pressure of 150 psi. The duration of each pressure test shall be for a period of 2 hours. If during the test, the integrity of the tested line is in question, the City may require a 6 hour pressure test. The basic provisions of AWWA C -600 shall be applicable. 31.13.03 Procedure for Pressure Test Each section of pipe to be tested, as determined by the City, shall be slowly filled with water and the specified test pressure shall be applied by means of a pump connected to the pipe in a satisfactory manner. Before applying the specified test pressure, all air shall be expelled from the pipe. To accomplish this, taps shall be made and appropriate valves installed to ensure bleeding of all air from the main. If defective pipes, fittings, valves, or hydrants are discovered in consequence of this pressure test, all such items shall be removed and replaced by the Contractor with sound material and the test shall be repeated until satisfactory results are obtained. Provisions of AWWA C -600, where applicable, shall apply. 2/20/2012 14 of 18 ARTICLE 31 31.13.04 Procedure for Leakage Test After completion of the pressure test, a leakage test shall be conducted to determine the quantity of water lost by leakage under the specified test pressure. Applicable provisions of AWWA C -600 shall apply. Allowable leakage in gallons per hour for pipeline shall not be greater than that determined by the formula: L = SD V� 133,200 Note: L = Allowable leakage in gallons per hour. S = Length of pipe tested, in feet. D = Nominal diameter of the pipe in inches. P = Average test pressure during leakage test in pounds per square inch gauge. Leakage is defined as the quantity of water to be supplied in the newly laid pipe or any valved section under test, which is necessary to maintain the specified leakage test pressure after the pipe has been filled with water and the air expelled. Should any test of pipe laid disclose leakage greater than that allowed, Contractor shall locate and replace or repair the defective joints, pipe or valve until the leakage from subsequent testing is within the specified allowance. Section 31.14 DISINFECTION OF WATER MAINS 31.14.01 General Before being placed in service, all new water mains shall be chlorinated in accordance with the Specifications below and the procedures outlined in AWWA C -651 "Standard Procedure for Disinfecting Water Mains ". 31.14.02 Flushin Sections of pipe to be disinfected shall first be flushed to remove any solids or contaminated material that may have become lodged in the pipe. If no hydrant is installed at the end of the main, then a blow -off valve shall be provided large enough to develop a velocity of at least 2.5 feet per second in the main. All taps required for chlorination or flushing purpose, or for temporary or permanent release of air shall be provided for by the Contractor as a part of the construction of water mains. After the disinfection, all such taps shall be sealed to the satisfaction of the City. 2/20/2012 15 of 18 ARTICLE 31 31.14.03 Disinfection Criteria Before being placed into service, all new mains and repaired portions of, or extensions to existing mains shall be chlorinated so that the initial chlorine residual is not less than 50 mg /I and that a chlorine residual of not less than 25 mg /l remains in the water after standing 24 hours in the pipe. 31.14.04 Form of Applied Chlorine Chlorine may be applied as a liquid chlorine (gas -water mixture), or a mixture of water and high -test calcium hypochlorite. Contractor shall assume responsibility for safe handling of chlorine and shall meet requirements of OSHA and other regulatory agencies for safe handling of chlorine. 31.14.05 Point of Application The preferred point of application of the chlorinating agent is at the beginning of the pipe line extension or any valved section of it, and through a corporation stop inserted in the pipe. The water injector for delivering the chlorine- bearing water into the pipe shall be supplied from a tap made on the pressure side of the gate valve controlling the flow into the pipe line extension. Alternate points of applications may be used when approved or directed by the City. 31.14.06 Chlorinating Valves and Hydrants In the process of chlorinating newly laid pipe, all valves or other appurtenances shall be chlorinated while the pipe line is filled with the chlorinating agent and under normal operating pressure. 31.14.07 Operation of City Valves Valves shall be manipulated by the City personnel so that the strong chlorine solution in the line being treated shall not flow back into the line supplying the water. 31.14.08 Retention Period Treated water shall be retained in the pipe at least 24 hours. After this period, the chlorine residual at pipe extremities and at other representative points shall be at least 25 mg /l. 31.14.09 Final Flushing and Testing Following chlorination, all treated water shall be thoroughly flushed from the newly laid pipe at its extremity instil the replacement water throughout its lengths shows upon test, a free chlorine residual not in excess of that normally carried in the system. Flushed chlorinated water shall be de- chlorinated by an approved method before or during discharge. 2/20/2012 16 of 18 ARTICLE 31 After flushing, water samples collected on 2 successive days from the treated piping system, as directed by the FDEP permit, shall show acceptable bacteriological results. All bacteriological testing shall be performed by a certified laboratory or City and paid for by the Contractor. All such bacteriological analysis must be performed by a laboratory certified by the State of Florida. Proper chain of custody procedures must be followed and samples shall only be collected by certified laboratory personnel in the presence of City personnel. Copies of testing results and all related correspondence with the FDEP shall be submitted to the City. 31.14.10 Repetition of Flushing and Testing Should the initial treatment result in an unsatisfactory bacterial test, the original chlorination procedure shall be repeated by the Contractor until satisfactory results are obtained. Section 31.15 FIRE HYDRANTS 31.15.01 Material Fire hydrants shall have a minimum 5'/4 inch valve opening and shall comply with AWWA Standard C -502 for fire hydrants for water works service, unless in conflict with Manual, in which case this Manual shall apply. Each hydrant shall have 6 inch mechanical joint ends with harnessing lugs ( "dog ears ") and shall open by turning to the left (counter - clockwise). Fire hydrant shall be of ample length for a minimum 3%2 foot depth of bury. It shall be provided with two 2 inch hose nozzles and one 4%2 inch pumper nozzle, all having National Standard hose threads. Nozzles shall have caps attached by chains. Operating nuts shall be AWWA Standard (pentagonal, measuring 1%2 inch point to flat). Fire hydrants shall be equipped with O -Ring packing. (See approved Manufacturer's List attached as part of this Manual.) 31.15.02 Painting All iron parts of the hydrant, both inside and outside, shall be painted in accordance with AWWA C -502. All inside surfaces and outside surfaces below the ground line shall be coated with asphalt varnish. They shall be covered with 2 coats, the first having dried thoroughly before the second is applied. The outside of the hydrant above the furnished ground line shall be thoroughly cleaned and thereafter painted with 1 coat of paint of a durable composition, Hydrant Green for bonnet and Hydrant Yellow for body. Products shall be as identified in the Approved Manufacturer List. 2/20/2012 17 of 18 ARTICLE 31 31.15.03 Construction Details Hydrants shall be plumb and shall be set so that the lowest hose connection is, at least, 18 inches above the surrounding finished grade. All hydrants shall be inspected in the field upon delivery to the job to insure proper operation before installation. The resetting, moving, and reconnecting of existing hydrants shall be handled in a manner similar to a new installation. Hydrant shall be constructed as specified in the Typical City Details attached as part of this Manual. Fire hydrants shall be required to have approved restraint glands. 31.15.04 Location and Spacing Fire hydrants shall be as specified in the Typical City Details attached as part of this Manual. The Fire Chief or his Designee shall review the actual placement locations and final field locations of all hydrants. Hydrants shall be located no less than 5 and no more than 10 feet from the edge of pavement of the adjacent roadway and no less than 5 feet away from any physical feature which may obstruct access or view of any hydrant unless otherwise approved by the City. Hydrants shall not be placed on private distribution systems unless specifically approved in writing by the City of Ocoee Fire Rescue Department. Hydrants shall be within a right -of -way or an easement. Hydrants shall be spaced and installed according to the following schedule in all buildings falling under the LDC regulations, unless specifically permitted by City to do otherwise A) Single - Family Residential sprinklered and non- sprinklered: 1) 500 feet between hydrants. 2) No building further than 250 feet from a hydrant. B) All other non - sprinklered and sprinklered (commercial, multifamily or industrial areas) 1) 350 feet between hydrants. 2) No building further than 200 feet from a hydrant. C) These areas may require additional hydrants due to required fire flows. Section 31.16 CROSS CONNECTION CONTROL In order to protect the public water supply system from contamination due to cross connections, the Developer shall install City approved backflow prevention devices where there is the potential of a non potable substance or contamination coming into contact with the public water system. All backflow prevention devices shall comply with the City of Ocoee's Manual of Cross Connection Control and the Foundation for Cross Connection Control and Hydraulic Research, University of Southern California (FCCCHR). 2/20/2012 18 of 18 ARTICLE 31 ARTICLE 32 RECLAIMED WATER SYSTEM Index 32.01 GENERAL CONSIDERATIONS 32.02 DESIGN BASIS 32.03 DETAILS OF DESIGN AND CONSTRUCTION 32.04 RECLAIM METERING 32.05 RECLAIM SERVICES AND CONNECTIONS 32.06 SERVICE PIPE, STOPS, FITTINGS, AND SERVICE SADDLES 32.07 RECLAIM MAIN MATERIALS 32.08 RECLAIM MAIN INSTALLATION 32.09 VALVE INSTALLATION 32.10 IDENTIFICATION 32.11 SEPARATION OF WATER MAINS AND SEWERS 32.12 TRENCH PREPARATION AND PIPE BEDDING 32.13 HYDROSTATIC TESTS 32.14 FINAL FLUSHING 32.15 SYSTEM BLOWOFFS AND SUPPLY HYDRANT BACK TO TABLE OF CONTENTS Section 32.01 GENERAL CONSIDERATIONS 32.01.01 Types of Reclaim Water Supply Mains The City will approve plans for reclaim water supply mains and extensions (herein this article referred to as "reclaim mains ") only when such mains are designed and constructed in accordance with the criteria set forth in this Manual. 32.01.02 Design Period Reclaim mains shall be designed for the estimated ultimate tributary population, as derived for the City's approved future land uses and /or historical flows. Reclaim mains shall not include considerations for flows for fire protection demand and shall be subject to system or area shut downs. In the event the latest edition of an approved City of Ocoee Reclaim Master Plan or Study identifies components of the reclaim system that are under consideration, the largest capacity consideration shall be used in the design. 2/20/2012 1 of 14 ARTICLE 32 32.01.03 Location Reclaim mains shall be located in dedicated rights -of -way or utility easements. When installed in rights -of -way, reclaim mains shall, in general, maintain a consistent alignment with respect to the centerline of the road. All reclaim mains located outside of dedicated rights -of -way shall require a minimum 20 -foot easement. If a reclaim water main is located adjacent to a right -of -way, a minimum 10 -foot easement shall be provided. Additional easement widths shall be provided when the pipe size or depth of cover so dictates. Reclaim mains shall not be placed under retention ponds, tennis courts, and other structures or within 75 feet of public or private potable water supply wells. hi general, reclaim mains shall not be located alongside rear lot lines or pond berms unless approved by the Cit Section 32.02 DESIGN BASIS 32.02.01 Average Daily Flow and Peak Flow Reclaim peak hourly flow shall be used as the design basis for the neighborhood and commercial (local) reclaim systems. Reclaim peak -hour flow shall be based on the application of a 1" depth of irrigation per week applied over two days a week from 5 P.M. to 7 A.M. (15 hours), multiplied by a factor of safety. The factor of safety shall be 3 divided by any alternating irrigation days per address for the area to be serviced. 32.02.02 Reclaim System Hydraulic Modeling The City of Ocoee maintains a reclaim hydraulic model (Bentley WaterCAD) which is used for but not limited to determining system performances, offsite impacts and residual times. For developments that may substantially add to or impact the City's reclaim system, the Owner/Developer shall initiate the incorporation of the development's elements into the City's model, and the simulation /analysis of the model. Unacceptable operating conditions and /or offsite impacts created by the proposed development shall be remediated by the Owner /Developer. This effort to be undertaken by the Owner /Developer can be accomplished by either the developer's engineer performing the model work with a City review or by electing to have the City undertake the work. Electing to have the City to perform the work shall require City approval. All costs incurred by the incorporation of and outside reviews by the City shall be at the Owner/ Developer's expense. All final products shall become property of the City. 2/20/2012 2 of 14 ARTICLE. 32 Section 32.03 DETAILS OF DESIGN AND CONSTRUCTION 32.03.01 Pressure All reclaim mains shall be designed in accordance with Section 30.02.01 above. The system shall be designed to maintain a minimum pressure of 40 psi 98% of the time. The normal working pressure in the distribution system should be approximately 60 psi. For pressures points greater than 90 psi, special provisions may be required. Design Friction Losses for reclaim mains shall be determined using the Hazen - Williams friction coefficient of C =120. Peak flow shall not exceed 5 fps. 32.03.02 Diameter Only 4 ", 6 ", 8 ", 12 ", 16 ", 20 ", 24 ", 30 ", 36 ", 42 ", 48" and 54" diameter reclaim mains shall be permitted. Reclaim mains with a 4" diameter shall be permitted in cul -de -sac areas with a maximum length of 800 feet of pipe. As a minimum, 6" looped systems shall be required in low density residential projects. Where looping of mains is not practical, 8" minimum mains shall be required, unless detailed calculations are submitted to substantiate the sufficiency of a 6" main. In commercial, industrial, and high density residential areas, minimum 8" looped mains shall be required. 32.03.03 Dead Ends In order to provide increased reliability of service and reduce head loss, dead ends shall be minimized by making appropriate tie -ins wherever practical, as determined by the City. System looping is required wherever possible to increase overall capacity and service. Where dead -end mains occur, they shall be provided with a hydrant or if approved blow -off for flushing purposes. Flushing devices shall be sized to provide flows which will give a velocity of at least 2.5 feet per second in the reclaim main being flushed. No flushing device shall be directly connected to any sewer. 32.03.04 Valves Valves shall be provided for all branch connections, loop ends, fire hydrant stubs, or other locations as required to provide an operable, easily maintained, and repairable reclaim distribution system. Valves are to be placed so that the maximum allowable length of reclaim main required to be shut down for repair work shall be 500 feet in commercial, industrial or multi - family residential areas, or 800 feet in other areas. 2/20/2012 3 of 14 ARTICLE 32 32.03.05 Air Relief Valves At high points in reclaim mains where air can accumulate, provisions shall be made to remove the air by means of hydrants or automatic air relief valves. Automatic air relief valves shall not be used in situations where flooding of the manhole or chamber may occur. Refer to the Typical City Details attached as part of this Manual. 32.03.06 Chamber Drainage Chambers, pits or manholes containing valves, blow -offs, meters, or other such appurtenances to a distribution system shall not be connected directly to any storm drain or sanitary sewer, nor shall blow -offs or air relief valves be connected directly to any sewer. Section 32.04 RECLAIM METERING 32.04.01 General All reclaim service connections shall be metered. In general, the method of metering shall follow the guidelines listed below. However, the Owner's /Developer's Engineer must obtain approval before finalizing the design of the metering system. Master metering for irrigation for common grounds shall be reviewed and approved by the City Engineer on a case -by -case basis. 32.04.02 Single Family, Duplex, and Multi - Family Subdivisions Each unit's private irrigation areas shall be individually metered. Joint common irrigation areas shall be master metered. Single and double services shall be installed at property lines as specified in the Typical City Details attached as part of this Manual. 32.04.03 Commercial, hldustrial, and Institutional Projects In general, each building shall be individually metered. Meter(s) shall be located in the public rights -of -way at the property line. 32.04.04 Shopping Centers Common irrigation areas shall be master metered. Each unit's private irrigation area shall be individually metered. The meters shall be located either in the right - of -way or within a Utility Easement. The meters shall be located within an unpaved area to facilitate removal, repair and /or replacement without damage to paved surfaces. 2/20/2012 4 of 14 ARTICLE 32 32.04.05 Meter Installation All meter boxes shall be installed by the Contractor at finished grade and level. All meters 2" in size and smaller will be installed by the City after payment of applicable fees and charges. All meters 2" in size and smaller shall be installed underground in an approved meter box. Meters larger than 2" shall be installed aboveground. In general, meters larger than 2" shall be located in a meter easement located adjacent to the public right -of -way. 32.04.06 Meter Sizing Size of all meters shall be determined by the Owner's/Developer's Engineer and approved by the City Engineer. The Owner's /Developer's Engineer shall provide sufficient information on estimated peak flows and low flows so that meter size can be evaluated. The Owner's/Developer's Engineer shall include head - losses through metering device when designing the reclaim system. Section 32.05 RECLAIM SERVICES AND CONNECTIONS Reclaim services and connections shall conform to the applicable provisions of this Manual and the Typical City Details attached as part of this Manual. Only 1 ", 1 1 /2 " , 2 11 , 3 11 , 4 1 , 6 11 , 8 11 , 10" and 12" services shall be permitted. Where reclaim services greater than 12" are required, dual services shall be provided. New services and connections to the reclaim system, either new or existing, shall be made by the Contractor. Reclaim service piping and connection shall be installed as specified in the Typical City Details attached as part of this Manual. The location of all service lines shall be as specified in the Typical City Details attached as part of this Manual and shall be either single or dual service. On curbed streets, the exact location for each installed service shall be marked by etching or cutting a "W" in the concrete curb. Where no curb exists, locations shall be adequately marked by a method approved by the City. Section 32.06 SERVICE PIPES, STOPS, FITTINGS, AND SERVICE SADDLES 32.06.01 Service Pipes All service lines shall be 1", 1 '/2 or 2" standard AWWA C- 901 -88 PE 3406 (purple) polyethylene tubing, 200 psi rating. Single and double residential service lines shall be 1" diameter. Double service lines shall use 1" x 1" x 1" wye branch (Ford No. Y44 -264) or equivalent. 2/20/2012 5 of 14 ARTICLE 32 32.06.02 Stops Corporation stops shall be 1", 1 ''/2" or 2" brass, equipped with connections compatible with polyethylene tubing and threaded in accordance with specifications in AWWA C -800 and AWWA C -901. Curb stops shall be sized to match the meter size and conform to the specifications in AWWA C -800 and AWWA C -901. 32.06.03 Fittings Fittings shall be brass, cast and machined in accordance with specifications in AWWA C -800 and AWWA C -901, with compatible polyethylene tubing connections. 32.06.04 Service Saddles A service saddle may be used for all service line taps. Service saddles shall be double strap, anchored by a minimum 4 bolt pattern on a ductile iron saddle body. The City may require a stainless steel strap and fusion epoxy or nylon coated ductile iron body with stainless steel hardware in areas designated as corrosive. Section 32.07 RECLAIM MAIN MATERIALS 32.07.01 General These Specifications cover the pipe, fittings, and accessory items used for reclaim distribution systems. Pipe used in reclaim distribution systems shall be generally Polyvinyl Chloride Pipe (PVC) with direct burial applications. For directional drill applications High Density Polyethylene Pipe (HDPE) shall be required. The Contractor shall be responsible for all materials furnished and storage of same, until the date of substantial completion. The Contractor shall replace, at the Contractor's expense, all materials found to be defective or damaged in handling or storage. The Contractor shall, if requested by the City, furnish certificates, affidavits of compliance, test reports, or samples for check analysis for any of the materials specified herein. All pipe delivered to project site for installation is subject to random testing for compliance with the designated specifications. 32.07.02 Pipe Material All PVC mains of nominal diameter 4" through 12" shall be AWWA C900 SDR18 and mains greater than 12" shall be C905 SCR18. Refer to ARTICLE 33 Horizontal Directional Drilling for HDPE material requirements. 2/20/2012 6 of 14 ARTICLE 32 32.07.03 Fittings Any fittings required shall be mechanical joint ductile iron or gray iron conforming to ANSI/AWWA A- 21.10/C -110, 250 psi minimum pressure rating, or ductile iron compact fittings 4" through 12" in accordance with ANSI /AWWA A- 21.53/C -153. 32.07.04 Joints Joints for ductile iron pipe and fitting joints shall be push -on or mechanical joints conforming to ANSI /AWWA A- 21.11 /C -111. Where called for in the plans, restrained or flanged joints shall be provided. Flanged joints shall conform to ANSI Standard B -16.1 -125 lb. Restrained joints shall conform to ARTICLE 26 of this Manual. 32.07.05 Resilient Seat Gate Valves All gate valves 12" and smaller shall be resilient seat gate valves. Such valves shall be resilient seated, manufactured to meet or exceed the requirements of AWWA C -509, latest revision, and in accordance with the following Specifications. Valves shall have an unobstructed waterway equal to or greater than the full nominal diameter of the valve. (See approved Manufacturer's List attached as part of this Manual.) The valve body, bonnet, and bonnet cover shall be cast iron ASTM A -126, Class B. All ferrous surfaces inside and outside shall have a fusion - bonded epoxy coating. A 2" wrench nut shall be provided for operating the valve. All valves are to be tested in strict accordance with AWWA C -509. The valve shall be operated opening counterclockwise. The valves shall be non - rising stem with the stem made of cast, forged, or rolled bronze as specified in AWWA C -509. Two stem seals shall be provided and shall be of the O -ring type. The stem nut must be independent of the gate. The resilient sealing mechanism shall provide zero leakage at the working pressure when installed with the line flow in either direction. All shut -off valves 16" and larger shall be resilient seat gate with horizontal mechanical gearing and clear passage for pigging devices. Valve shall be American Flow Control Series 2500 NRS "Bevel Gearing Dimensions" or equal. 32.07.06 Valve Boxes All buried valves shall have cast -iron three -piece valve boxes. Valve boxes shall be provided with suitable heavy bonnets and shall extend to such elevation at, or slightly above, the finished grade surface as directed by the City. The barrel shall be a 2- piece, sliding type, having 5'/4 shaft. The upper section shall have a flange at the bottom having sufficient bearing area to prevent settling and shall be complete with cast iron covers. Covers shall be 5 square and shall have "RECLAIM" cast into the top for all reclaim mains. The actuating nuts for deeper valves shall be extended to come up to a 4' depth below finished grade. 2/20/2012 7 of 14 ARTICLE 32 Care shall be taken while constructing valve boxes to ensure that valve stems are vertical and the cast iron box has been placed over the stem with base bearing on compacted fill and top flush with final grade. Boxes shall have sufficient bracing to maintain alignment during backfilling. Contractor shall remove any sand or undesirable fill from valve box prior to final inspection. Section 32.07.07 Air Release Val The air release valves for use in reclaim mains shall be installed as specified in the Typical City Details attached as part of this Manual and the make and model per the approved Manufacturer's List. Valves shall be provided with a vacuum check to prevent air from reentering the line. The fittings shall be threaded. 32.08 RECLAIM MAIN INSTALLATION 32.08.01 General Pipe shall be installed in accordance with the manufacturer's specifications and instructions for the type of pipe used and applicable AWWA Standards, such as C -600 and C -603, unless otherwise stated in these Specifications. A 2" jumper connection shall be provided for purposes of filling and testing the installed reclaim line prior to clearance for use. The jumper is to be installed per the Typical City Details attached as part of this Manual. 32.08.02 Pipe Storage and Staging All types of pipe shall be handled in such a manner as will prevent damage to the pipe or coating. Accidental damage to pipe or coating shall be repaired to the satisfaction of the City or be removed from the job. When not being handled, the pipe shall be supported on timber cradles or on properly prepared ground, graded to eliminate all rock points and to provide uniform support along the full length. When being transported, the pipe shall be supported at all times in a manner which will not permit distortion or damage to the lining or coating. Any unit of pipe that, in the opinion of the City, is damaged beyond repair by the Contractor shall be removed from the site of the work and replaced with another unit. Joint gaskets shall be stored in a clean, dark, dry location until immediately before use. Dirt or other foreign material shall be prevented from entering the pipe or pipe joint during handling or laying operations, and any pipe or fitting that has been installed with dirt or foreign material in it shall be removed, cleaned and re -laid. At times when pipe - laying is not in progress, the open ends of the pipe shall be closed by a water -tight plug or by other means approved by the City to ensure absolute cleanliness inside the pipe. 2/20/2012 8 of 14 ARTICLE 32 Section 32.09 VALVE INSTALLATION All valves shall be inspected upon delivery in the field to insure proper working order before installation. They shall be set and jointed to the pipe in the manner as set forth in the AWWA Standards for the type of connection ends furnished. All valves and appurtenances shall be installed true to alignment and rigidly supported. Any damage to the above items shall be repaired to the satisfaction of the City before they are installed. Valves shall be installed in a vertical position and be provided with a standard valve box so arranged that no shock will be transmitted to the valve. The box shall be vertically centered over the operating nut, and the cast iron box cover shall be set flush with the road bed or finished surface. After installation, all valves shall be subjected to the field test for piping as outlined in these Specifications. Should any defects in materials or workmanship appear during these tests, the Contractor shall correct such defects to the satisfaction of the City. Flanged joints shall be made with hot dipped galvanized bolts, nuts and washers. Mechanical joints shall be made with mild corrosion - resistant alloy steel bolts and nuts. All exposed bolts shall be painted the same color as the pipe. All buried bolts and nuts shall be heavily coated with 2 coats of bituminous paint. Section 32.10 IDENTIFICATION In order to preclude possible interconnections and/or improper use of reclaim water, all reclaim lines, tubing, meter boxes and locate wire /tape shall be purple Pantone 522c in color. PVC or HDPE reclaim mains shall be marked with a continuous stripe within the top 90' of the pipe. Said stripe shall be a minimum of 2" in width and shall be light purple in color. Backfill shall not be placed for 30 minutes if field painting is required. In addition, all pipe shall be buried with identification tape above the top of the pipe, see the Typical City Details attached as part of this Manual. The tape shall indicate the presence of the reclaim main plainly on the tape face. Indicator tape buried with PVC pipe shall be able to be detected by standard metal detection equipment. All new reclaim usages shall include the proper placement of signage notifying the public of the use of reclaim. Subdivisions shall require signs located at each entrance and all common /landscape areas. Commercial sites shall have signs located where public could come in contact with reclaim water. See Typical City Details as part of this Manual for sign details. Section 32.11 SEPARATION OF WATER MAINS AND SEWERS 32.11.01 General No reclaim main shall pass through or come in contact with any part of a sewer manhole. Individual septic tanks must be located and avoided. Reclaim mains shall be laid such as to ensure no cross - connection, line confusion and /or improper connection will occur with potable water mains and facilities. Water main shall have a minimum of 3' vertical and 18" horizontal separation, outside to outside, or the separation requirements of F.A.C. Rule 62- 555.314 shall be met as a minimum, whichever is greater. 2/20/2012 9 of 14 ARTICLE 32 Section 32.12 TRENCH PREPARATION AND PIPE BEDDING 32.12.01 Trench Preparation and Pipe Bedding Applicable provisions of ARTICLE 6 of this Manual shall apply. Also refer to the Typical City Details attached as part of this Manual. 32.12.02 Pipe Preparation, Handling and Laying All pipe and fittings shall be inspected prior to lowering into trench to ensure no cracked, broken, or otherwise defective materials are being used. Contractor shall clean ends of pipe thoroughly and remove foreign matter and dirt from inside of pipe and keep clean during and after laying. Contractor shall use proper implements, tools, and facilities for the safe and proper protection of the work. Contractor shall lower pipe into the trench in such a manner as to avoid any physical damage to the pipe and shall remove all damaged pipe from the job site. Care shall be taken to not drop or dump pipe into trenches under any circumstances. Contractor shall prevent foreign material from entering the pipe while it is being placed in the trench. Contractor shall remove all foreign material from the pipe or joint ring before the next pipe is placed. If the pipe laying crew cannot put the pipe into the trench and in place without getting earth into the pipe, the City may require that snugly -fitted, tightly -woven canvas bags be placed over each end before lowering the pipe. The bags shall be left in place until the connection is to be made to the adjacent pipe. During laying operations, Contractor shall keep debris, tools, clothing, or other materials out of the pipe. All pipe shall be installed in accordance with AWWA C -600 unless such Standards conflicts with this Manual, in which case this Manual shall apply. Contractor shall cut pipe only as necessary to comply with alignment shown on the plans. Flame cutting of pipe shall not be allowed. Contractor shall provide special tools and devices, such as special jacks, chokers, and similar items required for proper installation. Lubricant for the pipe gaskets shall be furnished by the pipe manufacturer, and no substitutes shall be permitted under any circumstances. 32.12.03 Trench Dewatering and Drainage Control Contractor shall prevent water from entering the trench during excavation and pipe laying operations to the extent required to properly grade the bottom of the trench and allow for proper compaction of the backfill. Pipe shall not be laid in water. 2/20/2012 10 of 14 ARTICLE 32 32.12.04 Survey Line and Grade Pipe shall be laid to the lines and grades shown on the plans. The Contractor shall provide line and grade stakes at a 100' maximum spacing and at all lines and /or grade change locations. Contractor shall provide Temporary Bench Marks at maximum 1,000' intervals. The minimum pipe depth shall be 3' below the finished grade surface or 3' below the elevation of the edge of pavement of the road surface, whichever is greater. 32.12.05 Laying of Pipes on Curves Long radius curves, either horizontal or vertical, may be laid with standard pipe by deflections at the joints. Maximum deflections at pipe joints and laying radius for the various pipe lengths shall be as recommended by the pipe manufacturer. 32.12.06 Pipe Restraining and Thrust Block Requirements specified in ARTICLE 26 of this Manual shall apply. 32.12.07 Bedding and Backfill for Pipes Requirements specified in ARTICLE 6 of this Manual shall apply. Section 32.13 HYDROSTATIC TESTS 32.13.01 General Hydrostatic tests shall consist of pressure test and leakage tests. Hydrostatic tests shall be conducted on all newly laid pressure pipes, joints and valves including all service lines to the curb stops. Air testing of pressure pipes shall not be permitted under any circumstances. Tests shall not be made on sections exceeding 2,000'. Contractor shall furnish all necessary equipment and material, make all taps, and furnish all closure pieces in the pipe as required. Equipment to be furnished by the Contractor shall include graduated containers, pressure gauges, hydraulic force pumps, and suitable hoses and piping. The City will monitor and approve a satisfactory test. The Contractor may conduct hydrostatic tests after the trench has been partially backfilled with the joints left exposed for inspection for informational purposes only. The hydrostatic tests for acceptance shall only be conducted after the trenches have been completely backfilled and compacted as specified. Where any section of pipe is provided with concrete thrust blocking, pressure tests shall not be made until at least 5 days have elapsed after the thrust blocking is installed. If high -early cement is used for the concrete thrust blocking, the time may be reduced to 24 hours if the City concurs that the concrete has cured and reached adequate strength. 2/20/2012 11 of 14 ARTICLE 32 32.13.02 Testing Criteria All pipe sections to be pressure tested shall be subjected to a hydrostatic pressure of 150 psi. The duration of each pressure test shall be for a period of 2 hours. If during the test, the integrity of the tested line is in question, the City may require a 6 hour pressure test. The basic provisions of AWWA C -600 shall be applicable. 32.13.03 Procedure for Pressure Test Each section of pipe to be tested, as determined by the City, shall be slowly filled with water and the specified test pressure shall be applied by means of a pump connected to the pipe in a satisfactory manner. Before applying the specified test pressure, all air shall be expelled from the pipe. To accomplish this, taps shall be made and appropriate valves installed to ensure bleeding of all air from the main. If defective pipes, fittings, valves, or hydrants are discovered in consequence of this pressure test, all such items shall be removed and replaced by the Contractor with sound material and the test shall be repeated until satisfactory results are obtained. Provisions of AWWA C -600, where applicable, shall apply. 32.13.04 Procedure for Leakage Test After completion of the pressure test, a leakage test shall be conducted to determine the quantity of water lost by leakage under the specified test pressure. Applicable provisions of AWWA C -600 shall apply. Allowable leakage in gallons per hour for pipeline shall not be greater than that determined by the formula: L = 5P ---(P-) 133,200 Note: L = Allowable leakage in gallons per hour. S = Length of pipe tested, in feet. D = Nominal diameter of the pipe in inches. P = Average test pressure during leakage test in pounds per square inch gauge. Leakage is defined as the quantity of water to be supplied in the newly laid pipe or any valved section under testing, which is necessary to maintain the specified leakage test pressure after the pipe has been filled with water and the air expelled. Should any of the test pipe laid disclose leakage greater than that allowed, Contractor shall locate and replace or repair the defective joints, pipe or valve until the leakage from subsequent testing is within the specified allowance. 2/20/2012 12 of 14 ARTICLE 32 Section 32.14 FINAL FLUSHING AND TESTING 2/20/2012 All material, sediment and debris shall be thoroughly removed from the newly laid pipe at its extremity until the replacement water throughout its length is clear, including all mains and services. Repeating of the cleaning procedures shall be required in the event that material, sediment and /or debris is observed or system continuity is interrupted. 32.14.01 Pigging /Swabbing Procedures a. All new reclaimed water mains shall be hydraulically or pneumatically cleaned with a polypropylene swabbing device to remove dirt, sand, and debris from main. b. If swabbing access and egress points are not provided in the design drawings, it will be the responsibility of the CONTRACTOR to provide temporary access and egress points as required for the cleaning. C. Passage of cleaning poly swabs through the system shall be constantly monitored, controlled and all poly swabs entered into the system shall be individually marked and identified so that the exiting of the poly swabs from the system can be confirmed. d. Cleaning of the system shall be done in conjunction with the initial filling of the system for its hydrostatic test. e. The CONTRACTOR shall insert flexible polyurethane foam "swabs" (2 pounds per cubic foot density) complete with rear polyurethane drive seal, into the first section of pipe. The "swabs" shall remain there until the pipeline construction is completed. f. The line to be cleaned shall only be connected to the existing distribution system at a single connection point. g. Locate and open all new in -line valves beyond the point of connection on the pipeline to be cleaned during the swabbing operation. h. At the receiver or exit point for the poly swab, the CONTRACTOR is responsible for creating a safe environment for collection of debris, water and the swab. Considerations shall be made for protecting surrounding personnel and property and safe retrieval of the swab. i. Only City personnel shall operate the supply valve from the existing distribution system. Cleaning and flushing shall be accomplished by propelling the swabbing swab down the pipeline to the exit point. Flushing shall continue until the water is completely clear and swab is retrieved. 1. Re -apply a series of individual swabs in varying diameters and /or densities as required, to attain proper cleanliness of pipeline. 13 of 14 ARTICLE 32 2. Swabbing speed shall range between two and five feet per second. j. After the swabbing process, pressure testing of the pipe shall be completed in accordance with this ARTICLE. Section 32.15 SYSTEM 13LOWOFFS AND SUPPLY HYDRANT 32.15.01 Spacing System blow offs shall be required on each reclaim main run with a maximum spacing of 3,000'. Where reclaim mains are 12" or greater, or system blow offs are at extreme ends of the reclaim system, the system blow off shall be replaced with supply hydrants. The City Engineer shall approve the replacement of a system blow off with supply hydrant. Fire hydrants as specified in ARTICLE 31 shall be used as supply hydrants and shall be painted purple. 2/20/2012 14 of 14 ARTICLE 32 ARTICLE 33 Index HORIZONTAL DIRECTIONAL DRILLING 33.01 GENERAL CONSIDERATIONS 33.02 DESIGN BASIS 33.03 DETAILS OF DESIGN AND CONSTRUCTION 33.04 PRODUCTS 33.05 EXECUTION BACK TO TABLE OF CONTENTS Section 33.01 GENERAL CONSIDERATIONS 33.01.01 Type of Horizontal Installation The City will approve plans for horizontal directional drill installation of pipe and /or casing pipe for utility extensions as required for crossing under roadways, rail lines, streams, or other vertical conflicts as necessary in accordance with approved design and recommendation of the Engineer of Record. Such installations may be required to meet minimum standards as set forth by other jurisdictions having authority over the feature being crossed including Orange County, FDOT, or Railroad. The utility mains and extensions shall be installed in conjunction with the horizontal drilling only when such mains are designed and constructed in accordance with the criteria set forth in other Articles of this Manual. Section 33.02 DESIGN BASIS 33.02.01 General A. Horizontal directional drilling is a method of installation commonly referred to as directional drilling or guided horizontal boring. B. Refer to applicable water, reclaimed water and force main design standards in ARTICLE 29, ARTICLE 31, and ARTICLE 32. 33.02.02 Location A. Directional drilling is allowed for pressurized mains and is not allowed for gravity mains. B. Directional drilling of restrained PVC and ductile iron is allowed in City of Ocoee right -of -way. Ductile iron shall only be utilized for water and reclaimed water mains. 2/20/2012 1 of 10 ARTICLE 33 C. Directional drilling of HDPE pipe shall be limited to wetlands, canal crossings and road crossings as approved by the City Engineer. The City will consider allowing directional drilling for other circumstances with specific approval, such as limited R/W or easement areas that conventional open cut cannot be performed due to other utilities or conflicts. A written request must be submitted to the City that outlines the need for directional drilling. Section 33.03 DETAILS OF DESIGN AND CONSTRUCTION 33.03.01 General A. Horizontal alignment shall be as shown on the PLANS. The pipe shall have a minimum 36 inches of cover. B. The maximum depth shall be determined based on the size of the drill and the necessary clearance from the existing or proposed utilities or feature being crossed. C. For subaqueous crossings, a minimum cover of five feet shall be maintained over the pipe measured from the lowest part of the stream bed at the point of crossing. D. Compound curvatures may be used, but shall not exceed the maximum deflections, as set forth by the pipe manufacturer or AWWA Standards, whichever is more stringent. E. Entry angle shall not exceed 15 degrees. Exit angle shall be 6 to 12 degrees to facilitate pullback. Entry angle and exit angle shall not exceed manufacturer recommendations on deflection, angle or radius of curvature. F. A cross section drawn to scale shall be provided on the PLANS showing the proposed bore path and all existing utilities within the directional drill corridor. 33.03.02 Scope of Work The WORK specified in this section consists of furnishing and installing underground utilities using the horizontal directional drilling (HDD) method of installation, also commonly referred to as directional boring or guided horizontal boring for pressure pipe. This WORK shall include all piping services, equipment, materials and labor for the complete and proper installation testing, restoration of underground utilities and environmental protection and restoration. 2/20/2012 2 of 10 ARTICLE 33 33.03.03 Quality Assurance A. Qualifications: 1. Directional drilling CONTRACTOR (or SUBCONTRACTOR) shall have a minimum of four years experience constructing water, wastewater, or reclaimed water experience to include pipelines of the same or larger diameter and the same or greater lengths. All pipe and appurtenances of similar type and material shall be furnished by a single manufacturer. 2. The CONTRACTOR's operations shall be in conformance with the Directional Crossing Contractors Association (DCCA) published guidelines (latest edition) and pipe manufacturer's guidelines and recommendations. Section 33.04 PRODUCTS 33.04.01 General A. The directional drilling equipment shall consist of the following: 1. A directional drilling rig of sufficient capacity to perform the bore and pull -back of the pipe; 2. A drilling fluid mixing, delivery and recovery system of sufficient capacity to complete the crossing; 3. A drilling fluid recycling system to remove solids from the drilling fluid so that the fluid can be reused; 4. A magnetic guidance system to accurately guide boring operations, 5. A vacuum truck of sufficient capacity to handle the drilling fluid volume; and 6. Trained and competent personnel to operate the system. B. All equipment shall be in good, safe operating condition with sufficient supplies, materials and spare parts on hand to maintain the system in proper working order. 2/20/2012 3 of 10 ARTICLE 33 33.04.02 Drilling System The directional drilling machine shall consist of a hydraulically powered system to rotate, push and pull hollow drill pipe into the ground at a variable angle while delivering a pressurized fluid mixture to a guidable drill (bore) head. The machine shall be anchored to the ground to withstand the pulling, pushing and rotating pressure required to complete the crossing. The hydraulic power system shall be self contained with sufficient pressure and volume to power drilling operations. Hydraulic system shall be free of leaks. Rig shall have a system to monitor and record maximum pullback pressure during pullback operations. The rig shall be grounded during drilling and pullback operations. There shall be a system to detect electrical current from the drilling string and an audible alarm that automatically sounds when an electrical current is detected. 33.04.03 Pipe A. Pipe shall be HDPE pipe with ductile iron pipe outside diameters in accordance with AWWA C900 (C905) or C906 respectively. The dimension ratio shall be verified by the CONTRACTOR based on the pipe, joint and material pull strength required for the directional drilling. Alternate material such as PVC or DIP may be allowed in special cercumstances and must be approved by the City Engineer. Alternate material shall comply with specification as outlined by this manual and other conditions as required by approval by the City Engineer. B. HDPE Pipe 2. HDPE pipe 4 -inch and larger nominal diameter shall be joined by means of zero leak -rate butt (thermal heat) fusion welds and /or approved flanged joints. Joints shall provide axial pullout resistance. Compression style fittings shall not be allowed. Pipe shall meet the requirements of ANSI /AWWA C906, and have an outside diameter dimension of ductile iron pipe. Flanged joints shall not be used below finished grade for horizontal directional drilling applications. 2/20/2012 4 of 10 ARTICLE 33 1. HDPE pipe and related fittings shall be made with prime virgin resins exhibiting a minimum cell classification as defined in ASTM D3350 and meeting the PE 3408 code designation with maximum dimension ratios equal to the following. 3. HDPE pipe shall have been continuously marked by the manufacturer with permanent printing indicating at a minimum the following. a. Nominal size (inches); b. Dimension ratio (DR); C. Pressure rating (psi); d. Trade name; e. Material classification (PE 3408); f. Plant, extruder and operator codes; g. Resin supplier code; h. Date produced; and i. HDPE pipe used for portable water mains shall bear the NSF Seal of Approval. 4. HDPE pipe shall be black in color with permanent colored stripes extruded into the pipe length or shall be one solid color, per the applicable service. 5. Installation Curvature: The pipeline curvature shall not have a radius less than as shown in Table 33 -3, or exceed the manufacturers suggested minimum bending radius. Pipe Diameter (inches) Table 33.3. HDPE Pipe Deflection Information. Minimum Radius of Curvature (feet) Offset per 20 -ft Length (inches) I - _ 33.04.04 Drilling Fluids luids Drilling fluids shall consist of a mixture of potable water and gel- forming colloidal material, such as bentonite or a polymer surfactant mixture producing slurry of a consistency sufficient to expedite the pull -back installation within the standards of practice detailed in the DCCA guidelines, (latest edition). 2/20/2012 5 of 10 ARTICLE 33 Section 33.05 EXECUTION 33.05.01 Personnel Requirements A. Responsible representatives of the CONTRACTOR and SUBCONTRACTOR(s) shall be present at all times during directional drilling operations. A responsible representative as specified herein is defined as a person experienced in the type of WORK being perfornled and who has the authority to represent the CONTRACTOR in a routine decision making capacity concerning the manner and method of carrying out the WORK. B. The CONTRACTOR and SUBCONTRACTOR(s) shall have sufficient number of competent workers on the project at all times to ensure the utility placement is made in a timely, satisfactory manner. Adequate personnel for carrying out all phases of the directional drilling operation (where applicable: tunneling system operators, operator for removing spoil material, and laborers as necessary for various related tasks) must be on the job site at the beginning of WORK. A competent and experienced supervisor representing the CONTRACTOR or SUBCONTRACTOR that is thoroughly familiar with the equipment and type of WORK to be perfonned, must be in direct charge and control of the operation at all times. In all cases, the supervisor must be continually present at the project site during the directional drilling operation. 33.05.02 Work Plan A. Work Plan: Prior to beginning WORK, the CONTRACTOR must submit a Work Plan to The City Engineer detailing the procedure and schedule to be used to execute the project. The WORK plan should include the following. 1. A description of all equipment to be used; 2. Down -hole tools; 3. A list of personnel and their qualifications and experience; 4. List of SUBCONTRACTORs; 5. A schedule WORK activity; 6. A safety plan, traffic control plan (if applicable); 7. An environmental protection plan and; 8. Contingency PLANS for possible problems. WORK plan should be comprehensive, realistic and based on actual working conditions for this particular project. Plan should document the requirements to complete the project. 2/20/2012 6 of 10 ARTICLE 33 B. Equipment: 1. The CONTRACTOR will submit specifications on directional drilling equipment to be used to ensure that the equipment will be adequate to complete the project. Equipment shall include but not be limited to the following. a. Drilling rig; b. Mud system; C. Mud motors (if applicable); d. Down -hole tools; e. Guidance system and; f. Rig safety systems. 2. Calibration records for guidance equipment shall be included. Specifications for any drilling fluid additives that the CONTRACTOR intends to use or might use shall be submitted. 33.05.03 Coordination of the Work A. The CONTRACTOR shall notify the City Engineer at least three days in advance of starting WORK. In addition, the actual crossing operation shall not begin until An engineering representative is present at the project site and agrees that proper preparations for the crossing have been made. City Engineer's approval for beginning the crossing shall in no way relieve the CONTRACTOR from the ultimate responsibility for the completion of the WORK. B. The CONTRACTOR and the City Engineer shall select a mutually convenient time for the crossing operation to begin in order to avoid schedule conflicts. 33.05.04 Procedure The installation of appropriate safety and warning devices in accordance with the "FDOT Manual on Traffic Control and Safe Practices" shall be completed prior to beginning WORK. 33.05.05 Installation A. Erosion and sedimentation control measures and on -site containers shall be installed to prevent drilling mud from spilling out of entry and /or exit pits. Drilling mud will be disposed of off -site in accordance with local, state and federal requirements and /or permit conditions. 1. No other chemicals or polymer surfactant shall be used in the drilling fluid without written consent of the City Engineer and after a determination is made that the chemicals to be added are not harmful or corrosive to the facility and are environmentally safe. 2/20/2012 7 of 10 ARTICLE 33 B. Pilot Hole: Pilot hole shall be drilled on bore path with no deviations greater than two percent of depth over a length of 100 feet. In the event that pilot does deviate from bore path more than two percent of depth in 100 feet, the CONTRACTOR will notify ENGINEER. The ENGINEER may require the CONTRACTOR to pull -back and re -drill from the location along bore path before the deviation. C. Reaming: Upon successful completion of pilot hole, the CONTRACTOR will ream borehole to a minimum of 25 percent greater than outside diameter of pipe using the appropriate tools. CONTRACTOR will not attempt to ream at one time more than the drilling equipment and mud system are designed to safely handle. D. Pullback: After successfully reaming borehole to the required diameter, CONTRACTOR will put the pipe through the borehole. In front of the pipe will be a swivel and barrel reamer to compact bore hole walls. Once pullback operations have commenced, operations must continue without interruption until pipe is completely pulled into borehole. During pullback operations, the CONTRACTOR shall not apply more than the maximum safe pipe pull pressure at any time. A break away head rated at the maximum safe pull pressure shall be utilized. E. As -built variance from the designed bore path shall not exceed plus or minus one foot in the vertical plane and plus or minus two feet in the horizontal plane. The CONTRACTOR shall submit any proposed deviations from the design bore path by submittal to the City Engineer for approval. F. The pipe entry area shall be graded to provide support for the pipe to allow free movement into the borehole. The pipe shall be guided in the borehole to avoid deformation of, or damage to, the pipe by the use of support rollers, etc. G. If unexpected subsurface conditions are encountered during the bore, the procedure shall be stopped. The installation shall not continue until the OWNER and ENGINEER have been consulted. H. The pipe shall be pulled back through the borehole using the wet insertion construction technique. The pipe shall be installed full of water. I. The pipe shall be installed in a manner that does not cause upheaval, settlement, cracking, movement or distortion of surface features. 2/20/2012 8 of 10 ARTICLE 33 J. A boring log shall be kept with horizontal and vertical location every 10 feet. In addition, horizontal location of the bore shall be marked in the field during the bore. The SURVEYOR shall locate these marks and include this information with the bore depths in the Record Drawings. The Surveyor may make a note on the drawing page containing the directional drill and provide an exception for the directional drill only, as the directional drill route cannot be uncovered and physically located. Log should also contain drilling fluid pressure and drilling advancement and pull back rates. K. Locating wire shall be attached to the pipe. A minimum of three (3) locating wires shall be attached at different radial locations around the pipe to ensure continuity in at least one wire subsequent to installation. Failure of continuous continuity in the locating wire, at the discretion of the engineering representative, shall result in abandonment and reinstallation of the directional drill. 33.05.06 Field Testing A. PVC Pipe: Perform hydrostatic testing for leakage following installation in accordance with the applicable test sections. B. HDPE Pipe: 1. After installation the pipe shall be tested in accordance with the MANUAL with the following modifications: a. Test Duration: The total test time including initial pressurization, initial expansion and time at test pressure, must not exceed eight hours. If the test is not completed due to leakage, equipment failure, etc., the test section shall be depressurized and allowed to "relax" for a minimum of eight hours before it is brought back up to test pressure. The test procedure consists of initial expansion phase and leakage test phase. b. Initial Expansion Phase: During the initial expansion phase, the test section is pressured to the test pressure and enough make -up liquid is added each hour for three hours to return to test pressure. 2/20/2012 C. Leakage Test Phase: The leakage test phase follows immediately and shall be either two or three hours in duration. At the end of the time test, the test section shall be returned to test pressure by adding a measured amount of liquid. The amount of make -up liquid added shall not exceed the values provided in Table 33 -4 plus allowable leakage. 9 of 10 ARTICLE 33 Contractor shall be required to pressure test the HDPE main prior to installation of the main. C. Pressure Testing: The test pressure for the pipe shall be 150 psi for water and reclaimed water and 150 psi for wastewater. D. Mandrel Testing: Perform mandrel testing through the entire length of the installed pipe. The mandrel size shall be 90 percent of the inside diameter of the pipe. 2/20/2012 10 of 10 ARTICLE 33 *Applies to test period and not to initial expansion phase ARTICLE 34 STORMWATER MANAGEMENT Index 34.01 34.02 34.03 34.04 34.05 34.06 GENERAL DESIGN STANDARDS DESIGN STORM (minimum) DRAINAGE AREA GEOMETRY MATERIAL AND DESIGN SPECIFICATIONS FLOOD PRONE AREAS BACK TO TABLE OF CONTENTS Section 34.01 GENERAL The purpose of this ARTICLE is to provide design criteria for proposed stormwater management systems within the City of Ocoee. The proposed stormwater management system shall comply with this ARTICLE, the City of Ocoee Comprehensive Plan and City of Ocoee Land Development Code. In addition, while this ARTICLE is intended to be the minimum standard, guidelines and criteria for the design of stormwater management systems in the City of Ocoee, other regulatory agencies and /or government entities by the State statutes or by political boundaries also have jurisdiction. Most of these agencies or government entities have established design criteria for stormwater management. In some cases, established design parameters of those agencies contain conflicting standards or criteria. In the case of conflicting criteria, it is the intent of this ARTICLE to have the most stringent regulations govern. The following agencies and government entities may have jurisdiction within the City of Ocoee: • St. Johns River Water Management District • Florida Department of Transportation • Florida Department of Environmental Protection • Orange County Environmental Protection Department • U.S. Army Corps of Engineers • Federal Emergency Management Agency Section 34.02 DESIGN STANDARDS To comply with the foregoing performance Standards, the proposed stormwater management system shall conform to the following design Standards: A) Side slopes and bottoms of all retention areas shall have grass or other landscape material cover. The maximum side slopes of retention areas are given within this ARTICLE. Landscaping of maintenance berms is prohibited unless approved by City Engineer. B) Spillways or other entrance channels to retention areas shall be designed to prevent scouring and flushing of these retention areas by heavy rains. 2/20/2012 1 of 7 ARTICLE 34 C) Dry retention systems shall be designed and function such that the water quality volume shall be recovered within 3 days (72 hours) in accordance with the SJRWMD criteria. If this is not accomplished by percolation and /or evaporation, the retention area must be improved and approved by the City Engineer to meet the performance is requirements. 2/20/2012 D) Wet Detention/Retention systems shall be designed to meet the SJRWMD design and performance criteria. If the design CRITERIA is not accomplished following construction, the system must be improved and approved by the City Engineer to meet the performance requirements. E) Closed Basin or Land Locked Lake Criteria: Proposed stormwater management systems located within a closed basin and /or land locked lake system with no positive outfall to a stream or river that ultimately discharges to the ocean, the proposed design shall retain the total volume of runoff from the 100 -year; 24 -hour storm event (10.6- inches) for the post - developed site. The total recovery of the 100 -year; 24 -hour retention volume should occur within 14 days after the storm event. If the infiltration credit during the storm event is included in the recovery analysis, seepage and infiltration rates will have to be certified by a geotechnical engineer licensed to practice in the State of Florida. For pre- existing developed conditions, the Developer /Owner will only need to retain and recover 100 percent of the runoff generated from the increase in impervious area or the pre - development verse post- development net increase of runoff volume, whichever is greater. F) Hydraulic design criteria: The design engineer must submit drainage computations for the hydraulic design of the proposed secondary drainage systems. Specifically, storm sewer systems shall be designed and analyzed to provide sufficient conveyance capacity for the ten -year storm event (Rational method) to prevent upstream surcharging even when the downstream outlet is experiencing tailwater submergence. Roadway spread of water should also be analyzed with inlet spacing based upon both allowable spread width and inlet capacity for the ten -year storm event (Rational method). G) The proposed stormwater management system shall be designed to accommodate the stormwater that originates within the development and stormwater that flows onto or across the development from adjacent lands. H) The proposed stormwater management system shall be designed to function properly for a minimum 20 year life. I) The design and construction of the stormwater management system shall be certified as meeting the requirements of this ARTICLE by a Professional Engineer registered in the State of Florida. J) No surface water may be channeled or directed into a sanitary sewer. K) Dredging, clearing of vegetation, deepening, widening, straightening, stabilizing or otherwise altering natural surface waters shall be minimized. 2 Of 7 ARTICLE 34 L) Natural surface water shall not be used as sediment traps during or after development. M) For aesthetic reasons and to increase shoreline habitat, the shorelines of detention and retention areas shall be sinuous rather than straight. N) Water reuse and conservation shall, to the maximum extent practicable, be achieved by incorporating the stormwater management system into irrigation systems serving the development. (If Water Management District allows.) O) Vegetated buffers of sufficient width to prevent erosion shall be retained or created along the shores, banks or edges of all natural or man -made surface waters. P) Littoral zones for wet detention ponds shall meet the Saint Johns River Water Management District requirements. Q) In phased developments the stormwater management system for each integrated stage of completion shall be capable of functioning independently as required by this ARTICLE. R) All detention and retention basins shall be adequately accessible for maintenance from streets or public rights -of -way. S) Inlets shall be spaced in such a manner as to accept 100% of the design runoff. The maximum allowable gutter run shall be 600 feet. The actual required inlet spacing shall depend on the characteristics of each particular site. Manholes, in accordance with ARTICLE 17, shall be required at the end of each line, and at all changes in grade, size and alignment. T) Specifications shall include a section outlining the proposed method of controlling soil erosion during construction. Prior to approval of the Development Plan a Stormwater Pollution Prevention Plan must be submitted to the City Engineer for review and approval in accordance with the City's LDC. U) All drainage plans shall be subject to approval by the City Engineer or his Designee. Plan submission shall include clear engineering calculations showing the method of design, including soil information as required by the City Engineer, and existing, as well as proposed, topography. V) The required amount of treatment volume for each development shall be based on the Saint Johns River Water Management District regulations. W) Discharge from new development shall remain the same as pre - developed flow patterns. X) The City Engineer, at his discretion, may require additional requirements when a project discharges into areas currently under drainage distress. 2/20/2012 3 of 7 ARTICLE 34 Y) All non - conventional retention /detention systems, such as but not limited to exfiltration systems, are not acceptable unless reviewed and approved by City Engineer. Exfiltration type systems must meet the SJRWMD design criteria. Design parameters must be accompanied with signed and sealed Geotchnical Subsurface Investigation with design parameters demonstrating successful recovery of required water quality and quantity volumes. Section 34.03 DESIGN STORM (minimum) A) Retention /Detention basins 25 year, 24 hour Attenuate peak to with positive outfall flows (8.5 ") pre- developed rate (to Lake Apopka) B) Retention /Detention basins 100 year, 24 hours Retain increased (within Closed Basins (10.6 ") volume, attenuate and /or Land Locked Lakes) peak flow to pre- developed rate C) Stormwater Management 100 year, 96 hours Retain increased Systems within FEMA (14.4 ") volume, attenuate Flood Prone Areas peak flow to pre- developed rate D) Collection and conveyance 10 year, 1 hour systems (residential streets) E) Collection and conveyance 25 year, 1 hour systems (collection and arterial roads) F) Canals 25 year, 24 hour 2/20/2012 4 of 7 ARTICLE' 34 Section 34.04 DRAINAGE AREA GEOMETRY A) Ponds Maximum side slope: 5:1 - Dry pond 5:1 to 2 -ft below normal water level, then 2:1 to pond bottom - Wet pond B) Fenced Ponds Not allowed C) Maintenance Berms Minimum width: 10' D) Easement Widths Minimum width: 20' All pond and swale side slopes shall be sodded, and bottoms shall be seeded and mulched, except areas designed and approved as littoral zones. Shorelines shall be sinuous rather than straight, so that the length of the shoreline is maximized for growth of littoral vegetation and pollution attenuation. Section 34.05 MATERIAL AND DESIGN SPECIFICATIONS A) Conveyance Pipe 1) Minimum diameter for conveyance pipe shall be 15 inches. 2) Conveyance pipe shall be of reinforced concrete, unless otherwise approved by City Engineer or his Designee. 3) Minimum slope shall be that which produces a minimum flow of 2 ft/sec at low flow. 4) Maximum run between structures or terminating ends shall be 500 feet. B) Underdrain Pipe 1) Minimum diameter for underdrain pipe shall be 8 inches. 2) Material a) Polyethylene tubing, satisfying AASHTO M -252 (ADS with drain guard or approved equal. b) PVC, satisfying ASTM D -3033. C) Aluminum, satisfying AASHTO M -196. 3) Filter aggregate: FDOT 902 -4. 4) Filter fabric: Mirafi 140 or approved equal. 2/20/2012 5 Of 7 ARTICLE 34 C) Design pipe velocity shall nonnally be less than 10 fps. D) Maximum hydraulic grade line shall be one (1) foot below finished edge of pavement elevation for 10 year storm, 0.5 feet below finished edge of pavement elevation for 25 year storm in sump locations.. E) See ARTICLE 17 of this Manual for Inlet and Structure Specifications. F) Fencing of stormwater management areas shall not be allowed. Section 34.06 FLOOD PRONE AREAS The floodplain is that area subject to inundation during the 100 year; 24 hour storm event (rainfall depth in accordance with jurisdictional agency). The floodway is that portion of the floodplain that must remain clear of encroachment and shall not exceed the 100 year base flood elevation established on the effective floodplain maps and /or as determined by the City Engineer. Encroachment may be allowed within the one hundred (100 year floodplain, with compensating storage. All development within the areas of the 100 year floodplain as delineated on the official Flood Insurance Rate Maps (FIRM) or as determined by the City Engineer, shall comply with the following requirements: 1) The lowest floor elevation shall be at least 2 feet above the elevation of the 100 year, 24 hour storm, or at the maximum stage for the 100 year, 4 day storm event (rainfall depth in accordance with jurisdictional agency), whichever is higher. 2) For commercial or industrial developments, flood proofing may be substituted in lieu of elevating the lowest floor. 3) Compensating storage must be provided for all floodwater displaced by the proposed development below the 100 year 24 hour base flood elevation established by FEMA. Generally, compensating storage must be calculated between the existing 100 year base flood elevation and wet season groundwater /water table elevation. The latter elevation must be determined by a qualified geoteclmical engineer, and his report shall identify the historical wet season groundwater /water table; recommend bottom elevations for compensating storage areas; and address the ability of said areas to remain dry and available for floodwater storage. 4) Special attention must be given to the project area relationship with the floodplain. An "active" site contributes a pre - development runoff volume in excess of that which is stored on the site during the 100 year storm. A "passive" site contributes a runoff volume less than that which is stored on the site during the 100 year storm. Passive sites must provide special assurances that encroachment is not occurring due to the construction of the 2/20/2012 6 of 7 ARTICLE 34 development or its ponds. Compensating storage may be claimed in the retention/detention pond system provided it is above the maintained water elevations, and berm elevations are such that the pond system can be inundated during the 100 year storm and still provide the required flood protection, as determined by the City Engineer. 5) No development will be permitted in any Area of Special Flood Hazard designation as unnumbered A Zone (no base flood elevation established) until a Conditional Letter of Map Revision is approved by FEMA. 6) No development will be permitted in the designated floodway 2/20/2012 7 of 7 ARTICLE 34 copy ©. Ve osem ° nt (hat ran in the precut media Date Published and Media Name RC E Thursday, February 7, 2013 Orlando Sentinel I Orange Extra I G9 Advertisement ®r Artide CITY OF OCOEE NOTICE OF PUBLIC HEARING FOR AN AMENDMENT TO THE OCOEE LAND DEVELOPMENT CODE NOTICE IS HEREBY given that the 'City of Ocoee City Commission will consider a proposed Amendment to the City of Ocoee Land Development Code relating to Article 6 Subsection 6 -1, incorporating an Engineering Design Standards Manual by reference. The CITY COMMISSION will hold a public hearing on the proposed amendment on TUESDAY, FEBRUARY 19, 2013, AT 7:15 PM or as soon thereafter as practical. The public hearing will be held in the City Hall Commission Chambers located at 150 North Lakeshore Drive, Ocoee. AN ORDINANCE OF THE CITY OF OCOEE, FLORIDA, RELATING TO MINIMUM STANDARDS FOR THE DESIGN AND CONSTRUCTION OF FACILITIES IN THE CITY; ENACTING A NEW SECTION 6 -1.C. OF ARTICLE VI OF CHAPTER 180 OF THE CODE OF ORDINANCES OF THE CITY OF OCOEE; ADOPTING AN ENGINEERING STANDARDS MANUAL; PROVIDING FOR SEVERABILITY; PROVIDING FOR CODIFICATION; PROVIDING AN EFFECTIVE DATE. nterested parties may appear at the public hearing and )e heard with respect to the proposed actions above. Fhe complete case file may be inspected at the Ocoee development Services Department/Planning Division ocated at 150 North Lakeshore Drive, Ocoee, Florida )etween the hours of 8:00 a.m. and 5:00 p.m., Monday hrough Friday, except legal holidays. Fhe City Commission may continue this public searing to other dates and times, as it deems iecessary. Any interested party shall be advised )f the dates, times, and places of any continuation )f these or continued public hearings shall be announced during the hearing and no further iotices regarding these matters will be published. 'ou are advised that any person who desires to ippeal any decision made at the public hearings vill need a record of the proceedings and for this ►urpose may need to ensure that a verbatim record )f the proceedings is made which includes the estimony and evidence upon which the appeal is ►ased. Persons with disabilities needing assistance D participate in any of these proceedings should :ontact the City Clerk's Office 48 hours in advance ►f the meeting at 407 - 905 -3105. leth Eikenberry, City Clerk Run Date: February 7, 2013