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Resolution 2013-289
RESOLUTION NO. 2013 - 2 8 9 A RESOLUTION OF THE BOARD OF COUNTY COMMISSIONERS OF COLLIER COUNTY, FLORIDA AS EX-OFFICIO THE GOVERNING BOARD OF THE WATER-SEWER DISTRICT APPROVING AMENDMENTS TO THE COLLIER COUNTY WATER-SEWER DISTRICT'S UTILITIES STANDARDS MANUAL, WHICH IS AN INTEGRAL PART OF COLLIER COUNTY ORDINANCE NO. 2004-31, KNOWN AS THE COLLIER COUNTY UTILITIES STANDARDS AND PROCEDURES ORDINANCE, WHICH IS CODIFIED IN CHAPTER 134, ARTICLE III OF THE CODE OF LAWS AND ORDINANCES; PROVIDING FOR A DELAYED EFFECTIVE DATE OF JANUARY 1, 2014 FOR THE MANUAL WHEREAS, on May 11, 2004, as Agenda Item 8 D, the Board of County Commissioners as the Ex Officio Governing Board of the Water-Sewer District (Board) concurrently adopted Collier County Ordinance No. 2004-31, entitled the Collier County Utilities Standards and Procedures Ordinance (the "Ordinance"), and the Collier County Water-Sewer District Utilities Standards Manual,"(Manual), including all of the Manual's exhibits, and WHEREAS Ordinance No. 2004-31 is codified in Chapter 134, Article III of the Collier County Code of Laws and Ordinances; and WHEREAS, since the 2004 adoption of the Manual it has become necessary to make updates that reflect current standards in design and preparation of plans and specifications for all utilities construction projects; and WHEREAS, after input from stakeholders staff has recommended that the Board adopt this Resolution to approve amendments to the Manual as identified in the attached Exhibit A; and WHEREAS, Section 134-61 of the Code of Laws and Ordinances requires the Manual to be amended by Resolution of the Board under the scheduled public hearings or the summary agenda section; and WHEREAS, it is in the interest of the health, safety, and welfare that this Resolution be adopted. NOW, THEREFORE, BE IT RESOLVED BY THE BOARD OF COUNTY COMMISSIONERS OF COLLIER COUNTY, FLORIDA AS EX-OFFICIO THE GOVERNING BOARD OF THE WATER-SEWER DISTRICT, that: 6 The amendment of the Collier County Water-Sewer District Utilities Standards Manual as provided in attached Exhibit A is hereby approved and shall take effect on the 1st day of January, 2014. This Resolution adopted after motion, second and majority vote, this 1 C\--k day of December, 2013. ATTEST: • BOARD 0 O TY C,OMMISSIONER$.'OF COLLIER DWIGHT F. BROCT(, COUNTY FL RI A, AS`EX-OFFICIO THE GOVERNING CLERK BOARD F T E ASE -SEWER DISTRICT ( By: \11 #perk GEORGIA A. HILLER, ESQ., CHAIRWOMAN �� tl i r£ a fll"i..• Approval as to tont and legal Sufficiency: &I&L Scott R. 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E E E E E 'aE E �( Eo EE Ev � - y . n (v •c Z 0 Z c cuV u c c m 2o a a o $ E ; o c9 Z Q < m m .c m EP. — m aa) m aa) d .5 • ` o ' rnrn = ( m oy 2 Z 2 E m y c z,m 'g 0 E > E > a o a = •y c Z 8 .c c E 0 = — E a 5 o 0 y j 2j ? m N N N 0 N c n w C m _Z N U (p 1c , m m t � � m m m E o ` m Y (/0 ., u a ya o Q o m m m m m E m m m y c m m o m m m a � xm � o > > > ' > o a Ec Y mai co o o oo .� o c oo my co mm H v Q 0 Q c C -ow -0 -cv N r 2 v m $ E E E E E m E E m " r - -om amTIE v E z 0 a 0com 0o m ? v -0 mmmmmumm "a vv mmm m ° $ p o c Q -) 0 - E n 0 a ¢ o Q o 0 C w C a m x x w v w w < n , 0 2 Q D 0 a S 0 U . w Lc Z (n j H. C o W U o r, fV Q Q C� FJ � m w y '9 �O W c) N M m (Ni M M o m m Q DZ a J DQC ON CoNcO (p (p NN M (V 5 C } 7 c O N $2 N Co N M M M O Of p) M V - W Z M N 0. r .- M r M > O A 0 In K (NA (N N ,- CO (v0) a _ m a N N (O c0 0000 O J a Q Ni N N O Mcc' cci (') CM') m m MQ OccOo 0 = . O ON CCOao w W W LL iii d V .•' N '- .- NMMM MM .- +-- N- NNNN (' (N N NV' - W J m J O co Z UF- UQ = E Proposed Revision to Section 1, Design Criteria Proposed additions in text are noted in bold. Proposed deletions in text are noted in sue. Section 1, Design Criteria, Page 1, text revisions in Part 1 PART 1 POTABLE WATER AND NON-POTABLE IRRIGATION WATER SYSTEMS All potable water, non-potable irrigation(including reclaimed or reuse)water and raw water pipe, material, equipment and appurtenances shall be new, and shall conform to Section 2, Technical Specifications and Section 3, Utilities Detail Drawings. All material and equipment designed or used in connection with a potable (drinking) water system shall conform to the requirements of the National Sanitation Foundation (NSF) Standard 61, "Drinking Water System Components — Health Effects:" and the Reduction of Lead in Drinking Water Act amending the Safe Drinking Water Act. 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Proposed deletions in text are noted in strike-through. Section 1, Design Criteria, Page 4, text revisions in 1.2.1 1.2 Design of Pipeline Size and Location 1.2.1 Water Pipeline Sizing Criteria All water mains to be maintained by the COUNTY shall be a minimum of six inches (6") in diameter. For dead end mains on short (300' or less) single family residential cul-de-sacs, hydraulic calculations shall show the capability of maintaining 750-gpm required fire flow (according to NFPA 1)plus potable demand. Water systems shall be designed to maintain adequate flows and pressures and water quality standards as established by Florida Department of Environmental Protection (FDEP), using the following criteria: A. Designs shall assume a minimum COUNTY source pressure under peak hourly flow conditions of 50 psi and a minimum COUNTY source pressure with fire flow under maximum day conditions of 40 psi, delivered from the closest COUNTY transmission main to the project. Minimum residual node pressure within a proposed project system shall be 20 psi under peak hourly flow and maximum day with fire flow conditions. B. The design Engineer shall model the proposed system, including all dead ends, for chlorine dissipation assuming a chloramine residual of 2.0 mg/I at the entrance point to the project. The following criteria shall be used to analyze model chloramine dissipation unless otherwise approved by the Public Utilities Water Director upon the submittal of specific case data: ab) Average occupancy per dwelling of 2.0 •- • -• ' •=- - •= - = ''-- = - - -. and adjusted for peak with a factor of--1,2 in accordance with the 10 State Standards shall be used when modeling system performance. be) Consumption rate of 170 gallons per capita per day shall be used when establishing loading rates for system performance models. ce) The standard decay rate is - 0.012 ppm per hour. The analysis assumes a static chlorine level of 2.0 ppm at the tapping point in front of a project. Using the decay rate and solving for the elapsed time from the initial chlorine level to the minimum chlorine level residual of 0.6 ppm in the following: 0.6 ppm = 2.0 ppm x e(-1=0.012 ppm x #hours) => time = 100.33 hours. The Project Engineer shall submit an analysis letter t the Growth Management Division as part of the review package, certifying that all points within the proposed system shall maintain a minimum level of 0.6 mg/I chlorine/chbramine residual under the conditions listed above. Page 15 of 42 Systems unable to meet minimum design requirements or maintain minimum chlorine residual levels shall not be eligible for ownership and maintenance by the COUNTY. Water mains not designed to carry fire flows shall not have fire hydrants connected to them. Page 16 of 42 Proposed Revision to Section 1, Design Criteria Proposed additions in text are noted in bold. Proposed deletions in text are noted in strike-through. Section 1, Design Criteria, Page 4, text revisions in 1.2.4 1.2 Design of Pipeline Size and Location 1.2.4 Valve Locations Valves shall be provided at all intersections and branches in sufficient numbers as to allow for zone isolation of distribution areas in order to limit impacts of line breaks and service disruptions to customers. In-line gate valves shall be provided in accordance with AVVWA requirements and at no greater than one thousand foot (1000') intervals when no other valves exist within internal distribution systems. All gate valves twenty inches (20") and smaller shall be of the resilient-seated wedge type, conforming to AWVVA C509 or C515, or latest revisi ons thereof. All gate valves or plug valves thirty inches (30") or larger shall have a concrete slab placed under the valve to help distribute the total weight of the valve and reduce line sagging. See Technical Specifications 331200 2.3.A. All valves shall be furnished with valve boxes extending to finished grade as shown in the Utilities Detail Drawings (G-7). Page 17 of 42 Proposed Revision to Section 2, Technical Specifications Proposed additions in text are noted in bold. Proposed deletions in text are noted in strike thr460. Section 2, Technical Specifications, 331200 "Water Valves and Appurtenances", Pages 2-3, text revisions in 2.3.A. 2.3 DESIGN A. Resilient, Wedge or Gate Valves and Boxes 1. Valves for pipe less than 2 inches in diameter shall conform to the requirements of AWWA C509 or C515 (latest revisions) and shall be cast iron, single wedge, non-rising stem, screwed bonnet, 125 pounds S.P., 200 pounds W.O.G with stuffing box repackable under pressure and all parts renewable. Ends shall be as shown or indicated on the drawings. For approved air release line valves, bacterial sampling station line valves, curb stops, corporation stops, and ball valves see County Approved Product List, Appendix F. 2. Resilient, wedge or gate valves 2 inches in diameter and larger shall be cast or ductile iron body, non-rising stem, bronze mounted gate valves, mechanical joint conforming to requirements of the AWWA Standard C509 or C515 and shall be provided with a 2 inch square operating nut with the word "open" and an arrow cast in the metal to indicate direction. Valves shall be vertical resilient, wedge, or gate type and shall turn to the left (counter clockwise) to open. The wedge or gate shall be cast iron or ductile iron per ASTM A536, minimum 65,000-psi strength and, completely encapsulated with urethane rubber, permanently bonded to the wedge or gate to meet ASTM test for rubber metal bond, ASTM D429. The valve stems for non-rising stem assemblies shall be cast bronze with integral collars in full compliance with AWWA. OS & Y stems shall be on bronze bar stock. The NRS stem stuffing box shall be the 0-ring seal type with two rings located above thrust collar; the two rings shall be replaceable with valve fully open and subjected to full rated working pressure. The minimum safe working pressure shall be 200 psi. All gate valves or plug valves thirty inches (30") or larger shall have a concrete slab placed under the valve to help distribute the total weight of the valve and reduce line sagging. The concrete slab shall have 6"x 6" 10/10 welded wire mesh, have lifting eyes, constructed using 3,000 psi concrete, be six inches (6") thick, and sized according to the following table: Page 18 of 42 VALVE LENGTH WIDTH SIZE 30" 42" 30" 36" 48" 36" 42" 54" 42" 48"— 54" 60" 48" 60"—66" 78" 60" 3. There shall be two low torque thrust bearings located above and below the stem collar. The stem nut shall be independent of wedge and shall be made of solid bronze. There shall be a smooth unobstructed waterway free of all pockets, cavities and depressions in the seat area. The body and bonnet shall be coated with fusion-bonded epoxy both interior and exterior. Each valve shall have the manufacturers name, pressure rating and year manufactured cast on body. The valve shall be designed and tested to be opened and closed under a differential pressure of at least twice the working pressure. Page 19 of 42 Proposed Revision to Section 1, Design Criteria Proposed additions in text are noted in bold. Proposed deletions in text are noted in strike-through. Section 1, Design Criteria, Page 7, text revisions in 1.5 1.5 Connections to Collier County Facilities Connections to existing COUNTY water mains shall be constructed as described in Section 2, Technical Specifications and shown in Section 3, Utilities Detail Drawings. These details shall apply to all connections to existing systems including, but not limited to, hot taps and extensions from existing dead end systems. A section of pipe shall be inserted into the gap to conned the new construction to the existing systems for the purpose of accomplishing line flushing. Immediately upon completion of the flush, the connection shall be removed. TheA jumper shall be feplasedinstalled (see detail W-4) until final connection is authorized by the County Manager or designee and approved by the FDEP at the completion of construction and after satisfactory completion of all test procedures, and bacterial clearance of the new water system or portion(s) thereof. Steam condensate, cooling water from engine jackets, or water used in conjunction with heat exchangers shall not be returned to potable water mains. Page 20 of 42 Proposed Revision to Section 1, Design Criteria Proposed additions in text are noted in bold. Proposed deletions in text are noted in stf+le-through. Section 1, Design Criteria, Page 8, text revisions in 1.8 1.8 Concrete Collars All gate valve boxes, air release assembly and permanent sample points outside paved surfaces shall be provided with a concrete collar set to finish grade. Such collar(s) shall have a minimum thickness of six inches (6") and the outside dimension of the pad awe shall be as shown in the Utilities Detail Drawings. Concrete shall have minimum compression strength of 3000 psi at twenty eight (28) days. Page 21 of 42 Proposed Revision to Section 2, Technical Specifications Proposed additions in text are noted in bold. Proposed deletions in text are noted in ugh. Section 2, Technical Specifications, 330518 "Laying and Jointing Buried Pipe", Page 9, text revisions in 3.2.N.2. 3.2 INSTALLATION N. Valve Box Setting: Install valve boxes vertical and concentric with the valve stem. 2. Build a reinforced collar, as shown in the standard details, 18 inches by 18 inches by 6 inches or 24 inch diameter round by 6 inches with 2, #4 - - - - - -- - - - - - - - - - - --- - - -- - - , flush to grade of top of box. Similar collar shall be poured flush with grade and top of unpaved areas. Page 22 of 42 18' x 18' x 8' CONCRETE COLLAR . - r• • • • • . . • :�, • SPECIFY LETTERING . AS 9RR", 'SEWER', p OR VATER', • DEPENDING ON USE • • • e • PLAN VIEW PROVIDE A 3' DIAMETER BRASS DISC ANCHORED IN CONCRETE COLLAR (WASTEWATER ONLY) 16' MAIN SIZE OF MAIN OR BYPASS 151- TURNS TO NUMBER OF TURNS TO OPEN OPEN - C CW DIRECTION TO TURN TO OPEN DARLING CO VALVE MANUFACTURER 1994 YEAR VALVE INSTALLED NON PAVED AREAS PAVED AREAS PROVIDE A 3' DIAMETER BRASS DISC ANCHORED IN CONCRETE COLLAR 18' x 18' x 8" CONCRETE COLLAR FINISHED GRADE FINISHED PAVEMENT 111 rifewliff-Kill zoil will pckii r Iii-- __ 'P 1I%FI∎�`►5011 I1 VARIES 3 ;11,�'11„` ` .. , "R a TWO PIECE CAST IRON VALVE ` BOX WITH DR 18 PVC PIPE /N, EXTENSION IF NEEDED (C-900 DR 14 PVC PIPE IN PAVED AREAS). VALVE BOX OR PIPE SHALL NOT BEAR ON VALVE 4) `11 1 OR PRESSURE MAIN PRESSURE MAIN ALL VALVES USED IN WATER DISTRIBUTION SYSTEMS SHALL BE OF THE RESILIENT SEAT r REVISION DATE: SHEET N0. • r TYPICAL VALVE JUNE 2013 tiVr r SETTING DETAIL , C.,° CoRHnty G-7 (y NTS NTS Public UubI s v19on -- \ Page 23 of 42 PAVED AREAS NON—PAVED AREAS MJ RETAINER GLAND MJ TAPPED CAP WITH HOSE BIBB WITH RUBBER SEAL 18" x 18" x 6" CONCRETE COLLAR EXTEND BLOWOFF 24" ABOVE FINISHED GRADE :P. FINISHED PAVEMENT FINISHED GRADE ` �i\c,,. ' LINE SIZE '\ — V— GATE VALVE (SEE NOTE 2) VALVE BOX SHALL NOT BEAR ON VALVE OR WATER MAIN FA b II II �� MJ RETAINER GLANDS (TYP) MJ 45' BEND WITH MJ RETAINER GLANDS (TYP) SIDE VIEW NOTES: 1. MJ TAPPED CAP WITH HOSE BIBB IS TO BE REMOVED AFTER INITIAL BACTERIOLOGICAL CLEARANCE AND PRIOR TO WATER MAIN ACCEPTANCE. 2. SEE TECHNICAL SPECIFICATIONS SECTION 331200 FOR GATE VALVE AND VALVE BOX REQUIREMENTS. 3. ALL COMPONENTS THAT COME INTO CONTACT WITH DRINKING WATER SHALL CONFORM TO NSF STANDARD 61. TEMPORARY BLOWOFF REVISION DATE: JUNE 2013 ASSEMBLY WITH BACTERIAL Co ler Cvu—tity LnNtles Dtvsion Page 24 of 42 AUTOMATIC FLUSHING DEVICE (SEE COUNTY APPROVED PRODUCT LIST, APPENDIX F) w z AUTOMATIC 24" 13 18" x 18" x 6" FLUSHING MINIMUM � CONCRETE DEVICE BASE p COLLAR ;57 TONE ~ VALLEY GUTTER METER BOX OR EDGE OF 2" METER PAVEMENT (INSTALLED BY COUNTY) d. #57 STONE `; �- !Wk. 6" MINIMUM o - �i -' T VALVE BOX SHALL NOT a' 1 BEAR ON VALVE OR i1 24" TUBPNGYETHYLENE WATER MAIN DIAMETER WATER MAIN 2" CURB STOP WITH VALVE BOX & COVER P ' 2" POLYETHYLENE TUBING MEGALUG MJ RETAINER GLANDS (TYP) LINE SIZE GATE VALVE MJ TAPPED CAP WITH 2" THREADED TAP NOTES: 1. PIPING SHALL BE INSTALLED UP TO 2" CURB STOP WITH VALVE BOX AND COVER AT TIME OF MAIN INSTALLATION. 2. AUTOMATIC FLUSHING DEVICE SHALL BE SHUT OFF UNTIL MAIN LINE HAS BEEN BACTERIOLOGICALLY TESTED. 3. SEE TECHNICAL SPECIFICATIONS SECTION 331200 FOR GATE VALVE AND VALVE BOX REQUIREMENTS. 4. AT TIME OF ACCEPTANCE, WATER DEPARTMENT WILL INSTALL 2" METER. 5. ALL COMPONENTS THAT COME INTO CONTACT WITH DRINKING WATER SHALL CONFORM TO NSF STANDARD 61. REVISION DATE: SHEET N0. AUTOMATIC WATER MAIN JUNE 2013 FLUSHING DEVICE DETAILS . y W-2 NTS Public tinkles Division Page 25 of 42 0 N z g z = o Z a U 7rt M W U 0 cc J W cc 0 C.) a) 0 0 1 i( • w z0 1 Z a 0 N j (i 1 0 C) ZQ ° > Z ZW 1 O J > W ar 1 x � i a.— a.- 1-- O U U a > C7 ,^ 0 0 N Z 4 a I �� lit C Z `VIII' 0 k_........,..... . ,,,,, L.,„,_, .- � it, V ` - , N 4 mO , .� ZJ `QO • '� J : N I'7aW •.•z' i= Q m 4Z.j.z,,,$'4; a W .. . CD amZ )> N � :•:�� Z >aU z.lr J Q W Li. QQJ _:"*.7� > M VI • O a > H X •.•_• Z } � w U >- U p ;•i:•. ct .�'.!. 0 ..--1 J J ()Z 0 W Z V W I • • r 4 ..* M W Z•O U N UUa. a X UaZ V- Z . *s::Z W O a _ 5:1; > Q V Q tii > ...\. 1 O X O `-' �►1� . ' �••.. ii .. F- a2 . • a"•.r•z• Jai 1 iUIij e~� X cc 0 Z wnwiNiw wog W W W W CI- w cn �Q REMOVABLE PVC THREADED PLUG AT PRELIMINARY EASEMENT, PROPERTY OR UTILITY INSPECTION /RIGHT—OF—WAY LINE TO BE LOWERED TO FINAL GRADE AT TIME --- OF PLUMBER'S TIE—IN 12" MAXIMUM WITHIN IN RIGHT—OF—WAY LINE -H NON—PAVED AREAS A ELECTRONIC MARKER MOM II MIN (SEE COUNTY APPROVED 18" x 18" x 6" CONCRETE PRODUCT LIST, APPENDIX F) N COLLAR Ne PROVIDE CLEAN—OUT ON SEWER �� (\ LATERALS AT UTILITY EASEMENT 7�j'� 4" EXPANSION LIMITS. SEE PLANS AROUND CAP FLUSH WITH SLAB SEWER BRANCH WYE 45' BEND 6" SANITARY LATERAL.___iiV P ---FLOW a i//\/\\\?7,- MINIMUM SLOPE ELEVATION REVISION DATE: SHEET NO. SEWER CLEAN—OUT DETAIL JUNE 2013 Co ler County WW— 1 2 NON PAVED AREAS �---� -ti.�.. ,.. ..� NTS c UnG,ras Dv sion WPINIWIIPIIIMPINIWWWWWWWWWWWWWIIPAOMPIOMP Page 27 of 42 Item 4 Proposed Revision to Section 1, Design Criteria Proposed additions in text are noted in bold. Proposed deletions in text are noted in strike-through. Section 1, Design Criteria, Pages 10, update sub-section 1.10 1.10 Laboratory Testing and Sample Collection All new potable and raw water systems shall be subject to bacteriological sample collection and testing. Sample collection and laboratory analyses shall be performed by COUNTY certified laboratory technicians only. The Contractor or his agent shall provide the equipment required in Section 2, Technical Specifications, to supply a continuous sample at the points indicated on the engineer's construction drawings. Sample points having a one (1) day total of two hundred (200) non-coliform bacteria or greater shall be considered as failed samples. Samples containing one (1) coliform bacteria or greater shall be considered as a failed sample. All potable water systems shall pass bacteriological tests within thirty (30} forty-five (45) days of being placed in service. Sample collection and sample laboratory analyses costs shall be borne by the developer. For Utilities Capital Projects that are run by the COUNTY for the COUNTY, one set of tests (including water costs) are provided by the COUNTY free of charge and the contractor shall pay for any additional tests. Page 28 of 42 Proposed Revision to Section 1, Design Criteria Proposed additions in text are noted in bold. Proposed deletions in text are noted in strike ough. Section 1, Design Criteria, Page 12, text revisions in 2.1.4 2.1 Gravity Sewer Systems 2.1.4 Gravity Sewer Laterals Laterals shall be extended to the property line or easement limit for all installations. Laterals shall be a minimum of six inches (6") in diameter. Lateral shall have a minimum depth of thirty inches (30") and a maximum depth of forty-eight inches (48") below finished grade. In locations where a minimum depth of thirty inches (30") cannot be provided, e-- e.-: _ •= =• - - • • == - _ • -- - - • - laterals shall be C900, DR 14 PVC pipe. At no time shall the depth of a lateral be less than twenty-four inches (24"). At no time shall a lateral be core bored into manholes. Upon installation, all lateral ends shall be plugged. A cleanout shall be provided at the end of each lateral prior to the end plug. Typical lateral and cleanout standards are shown in the Utilities Detail Drawings. The cleanout riser and cap shall be set twenty-four inches (24") above finished grade. All sewer lateral ends shall be provided with an electronic marker (see County Approved Product List, Appendix F). Electronic markers shall be placed twenty-four inches (24") below final grade at the cleanout, for COUNTY inspector to see during final plumbing tie-in inspection. At no time shall the connection to the lateral be made to the cleanout riser or any part of the vertical assembly. Either a single six inch (6") diameter or larger lateral to each property or a single six inch (6") or larger lateral with a double wye shall be provided. Page 29 of 42 Proposed Revision to Section 1, Design Criteria Proposed additions in text are noted in bold. Proposed deletions in text are noted in strike-ttfough. Section 1, Design Criteria, Page 12, text revisions in 2.1.5 2.1 Gravity Sewer Systems 2.1.5 Manholes Precast concrete mManholes shall be installed at the end of each wastewater main, at all changes in grade, size, or horizontal alignment, and at all main pipe intersections, shall be spaced at distances not greater than four hundred feet (400') and shall be placed in roads. For sanitary sewers with a diameter greater than fifteen inches (15"), the recommended maximum distance between manholes is four hundred fifty feet (450'). All gravity collection mains shall terminate in a precast concrete manhole. Minimum inside diameter of all manholes shall be four feet (4'). A drop pipe shall be provided for a sewer entering a manhole at an elevation of twenty-four inches (24") or more above the manhole invert. Drop manholes shall be constructed with an outside drop connection encased in concrete, as shown in the Utilities Detail Drawings. See FDEP Wastewater Checklist Form 62- 604.300(8)(a), "Manholes" section, for further design requirements, as well as Specification Section 333913 and the Detail Drawings. Page 30 of 42 Proposed Revision to Section 2, Technical Specifications Proposed additions in text are noted in italics and underlined. Proposed deletions in text are noted in . Section 2, Technical Specifications, 020500 "Connections to Existing Systems", Page 2, text revisions in 1.3.F. 1.3 GENERAL REQUIREMENTS F. Collier County Damage Prevention Policy: 1. This policy has been put in place to avoid damage to Collier County underground utilities. A minimum distance of five feet (5') horizontally and eighteen inches (18") vertically must be maintained away from Collier County Utilities (in accordance with pipe separation criteria located in the Design Criteria section). Any and all variations from this order must be approved by the Water or Wastewater Department. 2. Before commencement of any excavation, the existing underground utilities in the area affected by the work must be marked by Sunshine One Call, in accordance with State Statute Chapter 556 "Underground Facility Damage Prevention and Safety", after proper notification to them by either calling 811 in Florida or toll free at 1-800-432-4770. Visit www.callsunshine.com for more information. Before commencing excavation for the work, potholing of all potential conflicts must be performed. 3. All lines in conflict must be physically located by the contractor and verified by Collier County Locate Department personnel before performing work. Utilities under concrete or pavement may require soft dig vacuum locates which also is the contractor's responsibility to perform. All utilities will be field marked per Sunshine State One Call's statutes and guidelines. For line verification or any other information concerning locates, please call the Locate Department at 239- 252-5922 during normal business hours. For line verification or emergency locates after hours, call emergency numeric pager at 239-890-0809. In the event the potholing and/or vacuum soft dig does not locate the marked utility, work must be stopped and the affected utility owner contacted. Failure to comply with this policy and obtain required signature(s) may result in delay or denial of permit. Page 31 of 42 Proposed Revision to Section 2, Technical Specifications Proposed additions in text are noted in bold. Proposed deletions in text are noted in strike-thcaugh. Section 2, Technical Specifications, 330502 "High Density Polyethylene (HDPE) Pipe and Fittings", Pages 2-3, text revisions in 2.1.B. 2.1 POLYETHYLENE PIPE AND FITTINGS B. The diameter of DR11 HDPE, casing pipe provided for roadway crossings or other purposes shall conform to the following-table: For HDPE pressure carrier pipes, casing spacers are not required when HDPE DR11 (or DR17 for 42" to 54" or DR21 for 63") casing is used. The casing inside diameter shall be a minimum of two inches larger than the carrier pipe's outside diameter. 1) For PVC DIP, or HDPE Pressure Carrier Pipes: Diameter( shes). 40 4 44 6 46 8 46 40 20 42 24 44 28 46 38 46 34 20 36 24 42 Diameter ches) 8 44 40 46 42 20 4a 24 46 26 24 38 24 32 2,7 36 Page 32 of 42 Proposed Revision to Section 2, Technical Specifications Proposed additions in text are noted in bold. Proposed deletions in text are noted in strke-th-Feug44. Section 2, Technical Specifications, 330523.16 "Jacking, Augering, and Mining", Page 2, text revisions in 2.1.A. 2.1 MATERIALS A. General: Use one-ef the following for casing pipe. 4-} Spiral Weld or smooth wall steel pipe, meeting the requirements of ASTM A 139, Grade B. The minimum casing pipe size shall be determined by maintaining a minimum of a four inch (4") difference between the carrier pipe's largest outside diameter (including restraints) and the casing pipe's inside diameter. The and--wall thickness shall be a minimum of .25 inches for up to twenty inch casings, .312 inches for twenty-four to thirty-six inch casings, and .50 inches for forty-two inch and larger casings. -- - - • - - - - - - - •- -- - - -= For sizes not included therein, or for special design considerations, obtain approval from Collier County Utilities. For PVC and HDPE Pressure Carrier Pipes Casing Pipe s�A�all Diameter(Inches)- 2 48 0.260 4 44 0-260 6 46 _ 0-260 8 — 48 0-260 48 20 0,260 4-2 24 0,342 44 28 0-342 46 30 0,342 4$ 34 0474 20 36 0.375 24 42 0,500 '� For Gravity se, er Carrier Pipes• Diameter(I•nches)- 8 44 40 46 20 4-6 24 48 26 24 30 24 32 36 Page 33 of 42 Proposed Revision to Section 2, Technical Specifications Proposed additions in text are noted in bold. Proposed deletions in text are noted in sough. Section 2, Technical Specifications, 330523.16 "Jacking, Augering and Mining", Pages 2-3, text revisions in 3.1.A.6. 3.1 INSTALLATION A. Casing Pipe: 6. Locate casing pipes crossing under State and County roadways at suitable approved alignments in order to eliminate possible conflict with existing or future utilities and structures with a minimum 39 36 inches depth of cover between the top of the casing pipe and the surface of the roadway. Conduct boring operations in such a manner as not to create hazardous conditions or impede traffic flow. Page 34 of 42 Proposed Revision to Section 2, Technical Specifications Proposed additions in text are noted in bold. Proposed deletions in text are noted in strike h. Section 2, Technical Specifications, 330523.16 "Jacking, Augering, and Mining", Pages 4 to 5, text revisions in 3.1.B. 3.1 MATERIALS B. Casing Spacers: 4- Use Stainless Steel Casing Spacers (see County Approved Product List, Appendix F) being on center and restrained as the preferred method for installing the carrier pipe. Use skids installed with 6 ft to 10 ft spacing as recommended by the manufacturer. After the carrier pipe has been tested for leakage, block the casing ends with either an 8" wall of brick masonry with a weep hole installed near the bottom of each wall or casing spacer end seals (see County Approved Product List, Appendix F) with stainless steel • bands. - - --- - - '- - - • - . - ftip MINIMUM CASING PIPE INSIDE DIAMETER NEEDED FOR RESTRAINED CARRIER PIPE EA R a ;o a Diameter (in.) � g Pipe Size (in.) ID (in.) 1104 4 9:-99 4.3 4406 6 42-09 4-5 1408 8 14.15 4-7 1140 40 46.20 4-9 1112 4-2 48.30 21.5 1114 20.94 23.5 4446 46 22.90 25.5 4448 48 25.00 28 1120 20 2749 30 1124 24 32,64 36 4439 30 38 44 4436 36 45.17 48 1142 42 55.57 68 4448 48 61.87 64 PVC PUSH ON PIPE WITH EBAA RESTRAINED BELLS €BAA Proda� a er e� Mm . Steel Casi+ Pipe Size(in.) ID (in.) 4594 4 10.13 12.5 1506 6 12.63 4-6 4598 8 45.59 4-8 Page 35 of 42 1510 a-0 17.73 20 1512 42 21.25 24 1111 HV 44 24.25 26.5 1116HV 46 26..50 285 1120HV 20 31.00 34 1121 HV 24 35.50 36 -143014-V 30 42.36 45 Page 36 of 42 Proposed Revision to Technical Specification Section 331200 Water Valves and Appurtenances Proposed additions in text are noted in bold. Proposed deletions in text are noted in . Edit text in Part 2 F. on page 6 as noted below: 2.3 Design F. Tapping Valves and Sleeves 1. All tapping sleeve and valve assemblies shall meet the requirements of AWWA Standard C500, latest revision. Cast iron tapping sleeves or stainless steel wrap-around sleeves, and cast iron valves shall be used to make live taps into the existing water mains where shown on the drawings. Sleeve bodies must be of stainless steel. The fFlanges must conform to AWWA C207 Class D ANSI 150# drilling. Mechanical Joint (MJ) tapping sleeves are also acceptable. All bolts and nuts shall be as specified. Page 37 of 42 Proposed Revision to Section 2, Technical Specifications Proposed additions in text are noted in bold. Proposed deletions in text are noted in strikth-Feugh. Section 2, Technical Specifications, 331619 "Hydrants", Page 2, text revisions in 2.1.B. 2.1 FIRE HYDRANTS B. Hydrant shall have break away upper sections capable of ready replacement without loss in the event of traffic damage. Each hydrant shall have a 6" bottom inlet connection and valve opening at least 5-1/4 inches in diameter. Hydrants shall have a national standard pentagon 1.5 inch, point to flat operating nut and turn to the left (counter clockwise) to open. Each hydrant shall be fitted with one 4-1/2-inch pumper connection and two 2-1/2 inch hose connections, both having threads that conform to the Fire Division Standard for the area. Hose caps shall be chained (unless specified without by appropriate fire control district) to the hydrant barrel and fitted with nuts similar to the hydrant operating nuts. Each hydrant shall have a barrel of sufficient length to bring the bottom of the 6" pipe connection 3 feet below the surface of the finished ground. Each hydrant shall have breakaway flanges and be made in at least two sections bolted together. All interior working parts of the hydrant shall be removable from the top of the hydrant to allow repairs without removing the hydrant barrel after it has been installed. Hydrants shall have renewable 0-ring stem seals. Hydrant barrels shall be painted AV VVA Safety Yellow (lead free) or as specified by appropriate fire control district. They shall be designed for a working pressure of 150 psi. Page 38 of 42 Proposed Revision to Section 2, Technical Specifications Proposed additions in text are noted in bold. Proposed deletions in text are noted in sough. Section 2, Technical Specifications, 331619 "Hydrants", Page 3, text revisions in 3.1.B. 3.1 INSTALLATION B. Hydrants shall be located a minimum of 4 feet from the curb in urban areas, and a minimum of 14 feet from the edge of pavement in rural areas, and in accordance with local Fire Department requirements. A gate valve shall be provided - - - - -- - -- - - - - at the connection to the main as shown in the Standard Detail. Page 39 of 42 Item 5 Proposed Revision to Section 2, Technical Specifications Proposed additions in text are noted in bold. Proposed deletions in text are noted in ugh. Section 2, Technical Specifications, 333913 "Sewer Manholes", Page 2, text revisions in 2.1.A. 2.1 MANUFACTURERS A. See County Approved Product List, Appendix F, for acceptable manufacturers of plastic joint sealing compound and sewer manhole from-frames and covers. Page 40 of 42 l — i. ri k DEVIATION INFORMATION SHEET Any request for a deviation from an established Wastewater or Water Department procedure must be submitted on the Utility Deviation Form and include all the required information for a faster and more efficient process. Please deliver or email your request to Nathan Beals (nathanbealsacollier_gov.net) at the Planning and Project Management Department Offices listed above, business hours are 8:00 am — 5:00 pm, M-F. Please maintain one deviation per form and select the appropriate type of deviation (Wastewater, Water, or IQ Water). Ensure to select whether the deviation is on a Privately Owned or County Owned system. Multiple forms may be attached to the twe sets of required elue-print or drawings that has the area(s) of interest highlighted for quick referencing. Provide as much information as possible along with the required Site Development Plan Number (obtained from the Engineer of the Developer). Please include any and all equipment specification information, pressures and velocities of flows, or other pertinent documentation and a cover letter to give additional information that may not be addressed on the form. For Grease Trap Deviations, please include a cover letter giving any relevant information regarding the kitchen and its use, a copy of the Menu of what is to be cooked and served, and a blue print of the floor plan for the kitchen and seating area. Upon receipt of you deviation request the processing procedure begins with a date stamp and routing form. The first review is with the Locates Department for verification that the deviation request is located within the Collier County Water or Wastewater Service Areas. Next, depending on the topic of your request, the routing will either be to the Wastewater Pretreatment Inspector, Wastewater Collection Staff, or Water Distribution Staff and Public Utilities Planning and Project Management Staff for review. At any time there may be a site visit. The director of the Water or Wastewater Department performs the final review and you will thereafter be notified by email or phone of the outcome of your deviation request. If the deviation is denied, a meeting may be requested with the appropriate Director and staff to discuss. If you have any question regarding this procedure, please call (239) 252-2583. Page 41 of 42 ; .fix. . 4.Date: f l Wastewater n Water n IQ Water REQUIRED - Site Development Plan# (SDP#) -or-Subdivision Improvement#(PPL#) Project Name: ❑Privately Owned ❑County Owned Project Address: REQUIRED FORMS For all Deviation Request Petitioners Name & Business Name: unless specified ❑ Cover Letter Business Address: w/Pertinent Information ❑ Blue Prints/Site Drawings Phone # Fax # Email ❑ Detail Specifications(include MFR Maint.Procedures for Reason for request? Grease Trap Deviations) ❑ Menu&Seating only for Grease Trap Deviations How does this request differ from Ordinance? Impact of this request on affected area? Impact of this request on the maintenance of the system? Explain benefits this request will have to the operation/maintenance of the Collier County Utility system: Additional Comments: COUNTY STAFF ONLY Routing for Review: (Initials) Staff Comments: Stake& Locates Approve: Disapprove: WW Pretreatment Inspector Approve: Disapprove: WW Envtl. Compliance Mgr. Approve: Disapprove: WW Collections Manager Approve: Disapprove: Water Distribution Manager Approve: Disapprove: IQ Water Manager Approve: Disapprove: Planning & Project Mgmt. Dept. Approve: Disapprove: Authorizing Signature: Date: Collier County Utility Director C.py to: Engineering Review 09/2013