STAYBRIDGE LELY ENGINEERING REPORT

Transcription

1 CIVIL ENGINEERING PLANNING ENVIRONMENTAL LAND DEVELOPMENT SERVICES STAYBRIDGE LELY ENGINEERING REPORT LOCATED IN SECTION 34, TOWNSHIP 50 SOUTH, RANGE 26 EAST COLLIER COUNTY, FLORIDA PREPARED FOR: Stacey Development, LLC 3188 Lexham Lane Rochester Hills, MI PREPARED BY: Davidson Engineering, Inc Radio Road, Suite 201 Naples, FL August 30, 2017 Revised: October 20, 2017 Revised: November 28, 2017 JEFF L. DAVIDSON, P.E., Registration No RYAN A. WHITE, P.E., Registration No ANDREW E. RATH, P.E., Registration No Radio Road, Suite 201 Naples, Florida Phone: Fax:

2 TABLE OF CONTENTS General... 1 Plan of Construction... 2 Potable Water Supply... 2 Domestic... 2 Irrigation... 2 Fire Protection... 3 Sanitary Sewer... 3 General and Lift Station Capacity... 3 Sanitary Lateral Hydraulics... 4 Grease Trap Calculations... 5 Storm Water Management... 5 Site Design... 5 Quantity... 5 Quality... 5 Storm Drainage Hydraulics... 6 Appendix A: Appendix B: Appendix C: Appendix D: Appendix E: Appendix F: Appendix G: Appendix H: Water Meter Sizing Worksheet Utility Availability Letter NFPA Required Fire Flow Worksheet Greater Naples Fire District Hydrant Flow Results WaterCAD Modeling Results Johnson Engineering pump station capacity summary and ed Correspondence regarding Downstream Capacity HydroCAD Modeling Results StormCAD Modeling Results

3 General Staybridge Lely (Staybridge Suites) is a proposed hotel located at 9205 Celeste Drive on the north corner of Celeste Drive and Triangle Boulevard. The subject property is known as Tract 2R within the C 2 commercial/professional district of Lely Resort Planned Unit Development (Ordinance 92 15; as amended). It is bounded by an existing SFWMD Jurisdictional Preserve to the north (Tract 17 of Celeste Drive Replat, P.B. 22, Pages 9 & 10), Celeste Drive to the east, and Triangle Boulevard to the west. The site was previously permitted by Collier County in 2010 through a Site Development Plan application SDP PL The site was cleared under this permit but never developed. Furthermore, there is an existing South Florida Water Management District approved master ERP ( S; App. #04228 D) for this site and an expired ERP modification (App. # ). The site features existing utility stub outs for service connection within an existing 32.5 x30 County Utility Easement adjacent to the east boundary, off Celeste Drive right of way as well as an existing 15 Utility Easement along the western Triangle Boulevard boundary. Lastly, there is an existing storm structure in the northwest corner of the site for project connection to the master drainage system. Staybridge Suites Figure 1: Site Location Map Page 1

4 Plan of Construction The project proposes a ±69,647 square foot, 103 room, four story hotel with associated parking, connection to existing utility stub outs, connection to the master storm water management system, and landscaping as required by Collier County land development code. The submitted application herein is a site development plan amendment (SDPA). As previously mentioned, the subject property is within a master ERP and is required to provide one half inch of water quality on site prior to discharging into the existing drainage stub out within Triangle Boulevard right of way. A minor modification is being reviewed concurrently and will be provided upon receipt. Lastly, the project is proposing two access points one on Celeste Drive and the other on Triangle Boulevard; both are limited to right in/right out maneuvers. Per pre application discussion with Collier County Transportation department, the County is currently preparing construction plans to convert the intersection of Celeste Drive and Triangle Boulevard into a round a bout. At the same time, the County is proposing to install right turn lanes at both entrances into Staybridge Suites. Construction will commence upon Collier County and SFWMD approval. A construction schedule will be provided to all interested parties prior to or at the time of pre construction meeting. Potable Water Supply Domestic Potable water will be provided by Collier County Utilities via the existing 8 inch potable water stub out on site within the existing County Utility Easement (CUE) adjacent to Celeste Drive. Staybridge is proposing to tap the existing 8 inch main, within the CUE, provide an 8 x3 tee followed by a 3 inch gate valve and 3 inch domestic meter assembly within a proposed CUE. The 3 inch domestic meter is proposed based on fixture count calculations. Collier County will verify the meter size and the contractor will install the domestic meter. The meter is preliminarily sized in Appendix A. Lastly, 3 inch HDPE DR9 pipe will extend ±164 linear feet to the building and ±133 linear feet to the courtyard area for potable service. See water/wastewater letter of availability from Collier County Utilities in Appendix B. Irrigation Irrigation for the site is privately served by an existing 6 inch reuse main within Celeste Drive right of way. The private utility is provided per Ordinate 5286, Page A letter of service confirmation is provided in Appendix B. The project is proposing connection to the existing stub out and to install a 6 inch gate valve at the existing on site utility easement (UE) line, adjacent to Triangle Boulevard, followed by a 1 inch irrigation only meter for service to the site. Please refer to the proposed landscape plans for line size and design. Page 2

5 Fire Protection Water for fire protection will also be provided by Collier County Utilities via the existing 8 inch main within the existing CUE adjacent to Celeste Drive. The project is proposing to remove the existing blow off assembly and extend the 8 inch main to the northeastern line of the CUE where an 8 inch gate valve is proposed. The line will then extend northeast and feature an 8 inch compact detector check assembly to designate the line as a dedicated fire main. The remaining fire equipment, including a combination of 8 inch and 6 inch PVC DR14 CL200, C900 pipe and four hydrant assemblies, are proposed around the site for fire service. The building s fire riser, check valve, PIV, and FDC will be designed and permitted separately by a fire protection contractor. Using the NFPA fire flow table, the required fire flow for the proposed building type is as follows (see Appendix C for full table): Construction FBC Type: IIIB [NFPA 220 III(200)] Building Fire Area: 80,760 SF Required Fire Flow: 6,000 GPM (Building is sprinkled; 75% reduction allowed) Reduced Fire Flow: 1,500 GPM Based on the hydrant test conducted by Greater Naples Fire District, provided in Appendix D, the nearest existing off site hydrant will provide 4,556 GPM at 20 PSI. Furthermore, the fire main was modeled with watercad and the results are provided in Appendix E. The minimum flow rate for the hydrants on site is 1,566 GPM thereby meeting the NFPA1 minimum requirement. Sanitary Sewer General and Lift Station Capacity Sanitary service will be provided by Collier County Utilities. The project is proposing an additional three manholes and 333 linear feet of 8 inch gravity main on site to serve the project. The proposed manholes will outfall in to the existing 8 sanitary manhole on site that is within the existing CUE adjacent to Celeste Drive. This existing manhole connects to the Lely Resort PUD gravity system which was designed to accept flow from select nearby Tracts and outfall into County pump station PS A recent pump station capacity report prepared by Johnson Engineering indicates the peak flow capacity is GPM (Appendix F). Therefore, the proposed demand from the Staybridge Suites project plus the existing vested demand must be within this capacity to function as is. Per discussion with County staff, in lieu of receiving a downstream capacity letter from Collier County Utilities Department, the engineer of record can provide calculations to prove the lift station has sufficient capacity for the proposed plus existing sanitary demand. Please refer to Appendix F for the ed correspondence between Davidson Engineering and Eric Fey, Public Utilities Engineering. Page 3

6 The existing sanitary demand for pump station includes one bank and six restaurants (a.k.a. Restaurant Row ) located on the north corner Tamiami Trail and Collier Boulevard. Table 1 represents existing and proposed demand for pump station The peak factor used is calculated using the Ten States Standards peak flow equation shown below. Where: P = Avg. Daily Flow / Level of Service Standard / 1,000 P = 47,429 GPD / 100 GPD / 1,000 P = Description Table 1: Proposed Sanitary Demand GPD/Unit # Units Average Daily Demand, GPD Peak Factor Peak Daily Demand, GPM Proposed Hotel/Motel¹ Per Room , Existing Restaurant² Seats , Existing Bank³ 1, Total: 47, ¹Based on FAC Chapter 64E System Size Determination. ²Based on number of seats approved with development permit PL ³Based on pump station capacity report prepared by Johnson Engineering on 5/12/2016; see Appendix F. As previously mentioned, the peak flow of existing County station is GPM. The proposed plus existing sanitary demand is within this capacity; therefore, the station will continue to function properly with the additional proposed demand. Sanitary Lateral Hydraulics The following hydraulic analysis was used to size the 8 inch sanitary gravity main for this project. The diameter, flow, friction factor and slope were input to calculate the depth of flow and mean velocities based on average flow demands per a 24 hour day. The sanitary gravity main has been designed to provide the minimum velocities of 2 fps when flowing half full and full. Table 2: Hydraulic Analysis of Gravity Flow Pipe Diameter = 8 inches Average Daily Flow = 10,300 GPD = CFS Peak Flow = 40,582 GPD = CFS Lateral Slope = Manning n value = Average Depth = feet Page 4

7 Average Velocity = fps Peak Depth = feet Peak Velocity = fps Grease Trap Calculations The project is not proposing gray water service at this time. However, the developer was informed by Corporate standards that future use may be required. Therefore, two 750 gallon tanks are proposed to tie in to the sanitary lateral for future use. A stub out will be provided at the building for future connection. The grease traps will be permitted separately. Storm Water Management Site Design As previously mentioned, the proposed project is within the existing Lely Resort PUD master stormwater management system permitted by SFWMD (ERP # S; App #04228 D). There is also an expired ERP modification for this site under application # The site is within Drainage Basin A1 of the Lely Resort PUD. The overall concept of the water management design for the Staybridge Suites project is dictated by the master permit criteria as shown in Table 3. Quantity Table 3: Site Design Criteria Ft NGVD Ft NAVD Control Elevation Minimum Road Crown /Perimeter Berm Elevation (25yr, 3day) Minimum Finish Floor Elevation (100yr, 3day) NOAA s National Geodetic Survey website determines Datum Conversion: NGVD 1.3 = NAVD The proposed project is within Basin A1 of the Lely Resort PUD; therefore, water quantity is provided in the master storm water management system and storm discharge on Staybridge Suites site is not limited. Quality Staybridge Suites is required to provide 1/2 inch of water quality pretreatment on site prior to discharging into the existing storm structure in the northwest corner of the site. This structure is connected to the master system and outfalls into US41 right of way ,283 Page 5

8 The project is proposing a combination of above ground and below ground water quality. There are two dry detention areas on site with an invert of 5.0 ft NAVD and top of bank at 7.0 ft NAVD. The project is also proposing a 2.5 Hx5.0 W underground gravel trench which encompasses 18 inch HDPE perforated pipe with sock at invert 4.5 ft NAVD. Stormwater sheetflow will be collected through a series of curb inlets and conveyed into the onsite equalizing system via the pipe network. The control structure is designed as a FDOT Type J manhole featuring a 3 inch diameter bleeder at 3.50 ft NAVD. Water quality is achieved at 6.10 ft NAVD, where the weir is set. The grate is set at elevation 8.30 ft NAVD. Please refer to Appendix G for water quality calculations. Storm Drainage Hydraulics To ensure the proposed interconnected pipes are of the appropriate size, StormCAD was utilized. The StormCAD program analyzes the storm sewer systems using the Rational Method and recommends pipe sizes. Each catchment basin was assigned a conservative runoff coefficient ( C value) of 0.9 for impervious areas and 0.3 for pervious areas. The design storm used is the 10 year, 10 minute recurrence interval that provides a rainfall intensity of 6.9 inches per hour. Based on the storm event modeled above, the size and slope of the storm drainage pipes were designed to produce velocities that will minimize sedimentation and provide flushing of the culverts. The results from the program indicate that the proposed pipe sizes throughout the property will provide adequate volume for conveyance off site. The full results of the StormCAD Storm Sewer model is in Appendix H. Page 6

9 APPENDIX A Water Meter Sizing Worksheet

10 Preparer's Information: Project Information: Date ====> Name ============> Permit or AR Number Title ==============> Name of Project ===> Company=========> Project Address ===> Address ==========> JENNA WOODWARD PROJECT MANAGER DAVIDSON ENGINEERING 4365 RADIO ROAD, SUITE 201 Water Meter Sizing Form One Form Per Meter Please call Public Utilities Engineering (239) with any questions /04/17 STAYBRIDGE LELY 9205 CELESTE DRIVE Phone ============> Address =====> NAPLES, FL jenna@davidsonengineering.com Please Note: 1. All commercial facilities must be metered separately from residential facilities with the exception of those commercial facilities that are within a master metered residential development and designed for the exclusive use of the residents within such development. 2. The Design Engineer/Architect must submit signed and sealed documentation supporting meter sizing. For meters 4-inch and smaller the sizing shall be based upon Fixture Flow Values as shown on the following page and sized as per the Table on page 3 unless approved otherwise by the Collier County Public Utilities Planning and Project Management Department. For all meters the Engineer/Architect must consider all relevant factors before selecting the final meter size. 3. For remodeling projects this form must be submitted only if there is a net increase in Fixture Flow Value. This Section to be filled out by Engineer/Architect of Record: Demand in accordance with the Fixture Flow Value Worksheet and the Table for Estimating Demand (Engineer/Architect must attach a completed Fixture Flow Value Worksheet) Demand Range (GPM) Meter Size 0 to 30 3/4" 30.1 to 50 1" Meter Size in Inches (If the meter is existing, Engineer/Architect must identify the meter manufacturer and model number) 50.1 to /2" to 160 2" to 450 3" to " Type or Print Name of Engineer/Architect of Record for Project Signature of Engineer/Architect of Record for Project and Date [Affix Engineering/Architect Stamp Here] Effective: January 1, 2015

11 Fixture Flow Value Worksheet Supporting Documentation Please call Public Utilities Engineering (239) with any questions. Enter # of Fixtures of each Fixture Type, per unit, then multiply by appropriate Flow Rate to get Fixture Value Fixture Flow Rate # of Fixtures Per Unit Fixture Flow Value Automatic clothes Washer Commercial 3 x = Residential 2 x = Bathroom group Bathtub Bidet Dental unit or cuspidor Dishwasher, residential Drinking fountain Shower Sillcock, hose bibb Sink (per faucet) Urinal As defined in FL Plumbing Code Section 202 (1.6 gpf water closet) Kitchen, residential Laundry tray Lavatory Service Wash 5 x = 4 x = 2 x = 1 x = 2.75 x = 0.75 x = 3 x = 5 x = 2 x = 4 x = 2 x = 3 x = 2 x = Standard 4 x = Flushless 0 x = Valve* Gallons/Flush = x10 x = Water Closet Flushometer valve* Gallons/Flush = x10 x = Flushometer tank 1.6 x = Tank 4 x = For any fixtures not listed, submit manufacturer's data sheets and enter appropriate description and value: Other: x = Other: x = Other: x = Other: x = Other: x = Total Fixture Value Per Unit =====> Number of Units with this Fixture Count =====> Grand Total of Fixture Flow Value (Per Unit Total x Number of Units)** =====> *Valves are calculated using a flush rate of 10 flushes per minute (according to Florida Plumbing Code). The flow rate is 10 times the gallons per flush. The fixture flow value is calculated as follows: Number of Valves Calculation 1-2 Flow Rate times Number of Fixtures Flow Rate times two plus two times the Number of Fixtures. 11 or more Flow Rate times Number of Fixtures divided by two. **Use total Fixture Flow Value on "Table for Estimating Demand" to estimate water meter demand. Effective: January 1, 2015

12 Table for Estimating Demand Supporting Documentation Please call Public Utilities Engineering (239) with any questions. SUPPLY SYSTEMS PREDOMINANTLY FOR FLUSH TANKS SUPPLY SYSTEMS PREDOMINANTLY FOR FLUSH VALVES Load Demand Load Demand Fixture Flow Value Gallons per minute Fixture Flow Value Gallons per minute , , , , , , , , , , , , , , , , , , Effective: January 1, 2015

13 APPENDIX B ed Request for Utility Availability Letter

14 October 10, 2017 Tocia Hamlin-Rosa Davidson Engineering 4365 Radio Rd #201 Naples, FL VIA: Subject: Water, Wastewater, and IQ Water Service Availability Project: Staybridge Lely Celeste Drive Parcel #: Dear Tocia: The subject project is within the Collier County Water-Sewer District s (CCWSD) water and wastewater service areas. Water service is readily available to the project via an existing 8 water main stub-out within a 30 x32.5 County Utility Easement (CUE) midway along the property frontage on Celeste Drive. The water main stub-out is approximately 230 feet from the centerline of Triangle Blvd. Potable water is available for domestic use and fire protection only. Wastewater service is readily available to the project via an existing 8 sanitary sewer and manhole located in the aforementioned CUE, approximately 10 feet northeast of the water main stub-out. IQ water service is readily available to the project via an existing 6 private irrigation main stub-out to the southwest property line, approximately 250 feet from the centerline of Celeste Drive. Irrigation quality water is available for landscape irrigation in accordance with the Major User Agreement for Delivery and Reuse of Irrigation Quality (IQ) Water recorded at OR 5286, PG Connection to the CCWSD s water distribution and wastewater collection systems will be permitted only after the GMD Development Review Division s approval of hydraulic calculations prepared by the Developer s Engineer of Record in accordance with the Design Criteria found in Section 1 of the Collier County Water-Sewer District Utilities Standards Manual. Source pressure assumptions for water distribution system design are prescribed in the Design Criteria. Adequate capacity to this project is not guaranteed until the project receives a commitment for service.

15 See the attached GIS screen shot and sheets 47 and 48 of the attached 1994 record drawings for Lely A Resort Community Phase One C Infrastructure by Wilson, Miller, Barton, Soll & Peek for approximate utility locations. If you have any questions, you may contact me at (239) or EricFey@colliergov.net. Respectfully, Eric Fey, P.E., Senior Project Manager CC: Steve Messner, Division Director Water, PUD/WD; Beth Johnssen, Division Director Wastewater, PUD/WWD; Brett Rosenblum, Principal Project Manager, GMD/DRD; Dan Roman, Site Plans Reviewer, GMD/DRD.

16 APPENDIX C NFPA Required Fire Flow Worksheet

17 CROSS-REFERENCE OF BUILDING CONSTRUCTION TYPES NFPA 220 I(442) I(332) II(222) II(111) II(000) III(211) III(200) IV(2HH) V(111) V(000) IBC ---- IA IB IIA IIB IIIA IIIB IVHT VA VB

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19 APPENDIX D Greater Naples Fire District Hydrant Flow Results

20 GREATER NAPLES FIRE RESCUE DISTRICT FIRE AND LIFE SAFETY 2700 N Hotseshoe Dr. ' Naples,FL Phone: Q39) Fax: Q39) Hydrant Flow Test X 1- \1 rime: I : t f /n rested ", {. f bk Location: 9205 Celeste Dr Staybridge Suites at Lely Requested By: Tocia Hamlin. Davidson Engineerine Date: 8lll20l7 Comments: Phone: Static Pressure: f C Hydrant Flow Discharge Residual Pressure: 7a Port Size:!]Z Frow PSI: 11- GPM: Port Size: Flow PSI: GPM: Port Size: Flow PSI: GPM: Total Flow: 2tlo Fire 20 PSI Residual: '/ { gb Inspector comments: Fire Official's Signature lnspection fee: St5O Paid By: ocredit Card XCheck Check#:13061 Date Received: 8lt/2O77 Professionalism - In tegrity - Compassion

21 Tocia Hamlin To: Subject: Tocia Hamlin RE: Fire Flow Test Request Celeste Drive, Naples, FL From: Tocia Hamlin Sent: Tuesday, August 01, :01 AM To: 'Fire & Life Safety' <I!S@gd!LqeIg> Request Celeste Drive, Naples, FL Tracey, Attached is a hydrant location map showing the flow and residual. This is for a project known as "Staybridge Lely". can you please schedule a fire hydrant flow test and the results to me? The S150 check will be delivered to your office this afternoon. Thank you, Tocia Hamlin-Rosa Senior Project Coordinator Davidson Engineering, lnc. Main: tocra@davidsonenqineerinq.com gineeri n g.com Naples, FL Naples, FL Sarasota, FL Sarasota, FL eeb- Bobl

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24 MobileEyes Page 1 of I Greater Naples Fire Rescue District 2700 Horseshoe Drive North Naples, FL Invoice # lnvoice Date 8t Balance Due $0.00 Due Date 8t22t2017 Staybridge Suites at Lely 9205 Celeste Drive Naples FL34112 Greater Naples Fire Rescue District Fire & Life Safety 2700 Horseshoe Drive North Naples, Florida Phone: (239) Fax: (239) Staybridge Suites at Lely 9205 Celeste Drive lnvoice # FL34112 Description Amount Amount Date Owed Paid Paid Hydrant - Fire Flow Test & Retesting $ $ t07t17 *Payment received via check number(s): Subtotal: $ $ Balance Due: $0.00 file : I I I C : ltrademaster,%o2}inc lly'robileeyes/invoicereport.htm 8/7120t7

25 APPENDIX E WaterCAD Modeling Results

26 P-8 P-2 P-3 P-4 Scenario: Base P-6 P STAYBRIDGE WATERCAD.wtg 8/24/2017 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT USA Bentley WaterCAD V8i (SELECTseries 5) [ ] Page 1 of 1

27 file:///c:/users/krystle.weems/appdata/local/temp/bentley/watercad/rss04xnu.xml Page 1 of 1 8/29/2017 Scenario: Base Current Time Step: 0.000Hr Fire Flow Node FlexTable: Fire Flow Report Label Is Active? Fire Flow (Needed) (gpm) Fire Flow (Available) (gpm) Satisfies Fire Flow Constraints? H-1 True 1,000 2,711 True H-2 True 1,000 1,796 True H-3 True 1,000 1,566 True H-4 True 1,000 1,942 True J-1 True 1,000 2,830 True J-2 True 1,000 2,587 True J-3 True 1,000 1,885 True Z:\Active Projects\S\STAYBRIDGE SUITES - LELY \SDPA\1ST REVIEW\REPORTS & CALCS\WATERCAD\ STAYBRIDGE WATERCAD.wtg

28 file:///c:/users/krystle.weems/appdata/local/temp/bentley/watercad/atonfjrg.xml Page 1 of 1 8/29/2017 Scenario: Base Current Time Step: 0.000Hr FlexTable: Reservoir Table Label Elevation (ft) Hydraulic Grade (ft) Is Active? R True Z:\Active Projects\S\STAYBRIDGE SUITES - LELY \SDPA\1ST REVIEW\REPORTS & CALCS\WATERCAD\ STAYBRIDGE WATERCAD.wtg

29 file:///c:/users/krystle.weems/appdata/local/temp/bentley/watercad/zym5qxfz.xml Page 1 of 1 8/29/2017 Scenario: Base Current Time Step: 0.000Hr FlexTable: Pipe Table Label Length (Scaled) (ft) Diameter (in) Material Hazen- Williams C Minor Loss Coefficient (Local) P PVC P PVC P PVC P PVC P PVC P PVC P PVC P PVC Z:\Active Projects\S\STAYBRIDGE SUITES - LELY \SDPA\1ST REVIEW\REPORTS & CALCS\WATERCAD\ STAYBRIDGE WATERCAD.wtg

30 Model 450DA Double Check Detector Assembly Application Designed for installation on water lines in fire protection systems to protect against both backsiphonage and backpressure of polluted water into the potable water supply. Assembly shall provide protection where a potential health hazard does not exist. Standards Compliance (Unless otherwise noted, applies to sizes 4 thru 10") ASSE Listed 1048 CSA Certified (4" & 6") AWWA Compliant C 510, and C550 UL Classified C-UL Classified FM Approved NYC MEA M VOL 3 Approved by the Foundation for Cross Connection Control and Hydraulic Research at the University of Southern California NSF Listed-Standard 61, Annex G* *(0.25% MAX. WEIGHTED AVERAGE LEAD CONTENT) Materials Main valve body Ductile Iron ASTM A 536 Grade 4 Access covers Ductile Iron ASTM A 536 Grade 4 Coatings FDA Approved fusion epoxy finish Fasteners Stainless Steel, 300 Series Elastomers EPDM (FDA approved) Buna Nitrile (FDA approved) Polymers NORYL, NSF Listed Springs Stainless steel, 300 series Features Sizes: 4", 6", 8", 10" Maximum working water pressure 175 PSI Maximum working water temperature 140 F Hydrostatic test pressure 350 PSI End connections (Grooved for steel) AWWA C606 (Flanged) ANSI B16.1 Class 125 Dimensions & Weights (do not include pkg.)!! # $ / 0 1 $ 2 3 / 0 1 $ 2 3 / 0 1 $ 2 3 / 0 1 $ 2 3 / 0 1 $ 2 3 % % & +, % ) + * % % + ) % * *, % ) (, ( % % * *, * + % * & % + ( + & % % + & + + % & + & * & ), & & + ) *, + + (, ( + & % + + %, % % * ( & & % % & ( + (, ) % ( ) ( + & & Options (Suffixes can be combined) - with OS & Y gate valves (standard) L - less shut-off valves (grooved body connections) LM - less water meter - with remote reading meter - with gpm meter (standard) - with cu ft/min meter G - with groove end gate valves FG - with flanged inlet gate connection and grooved outlet gate connection FS - with cast iron wye type strainer (flanged only) FSC - with epoxy coated wye type strainer (flanged only) BG - with grooved end butterfly valves with integral supervisory switches BF - with flanged end butterfly valves with integral supervisory switches PI - with Post Indicator Gate Valve Accessories Repair kit (rubber only) Thermal expansion tank (Model XT) Valve setter (Model FLS or MJS or MJFS) Gate valve tamper switch (OSY-40) Flange by groove adapter (FLA) QT-SET Quick Test Fitting Set! "! # $ # $ # $ # $ # $ # $ # $ # $ # $ % % & ' % ( ( ) * ( + + * ) ' * + % ) ) + + ) ' * & % & % ' (, + +, & + ) ( % % & % % ' % ( * ) % ' +, + ) + % ' & & % ( + ( ) ) % ' & * ( + ) ) ' ( ) % % ' + ( % + & + +, * ) * ( % % ( & +, ' % ( % & % ) * ' % ( & ) * ) ',, +, % ' * ) % + ) % ) ) ) % + +, * ) * * % ' + % + * * % ' + % + * ) * ' % ( & ) ' % % ( + ) ) ' & &,, % ) ) ) % ) ) ) C D A B Zurn Industries, LLC Wilkins 1747 Commerce Way, Paso Robles, CA U.S.A Ph , Fax In Canada Zurn Industries Limited 3544 Nashua Drive, Mississauga, Ontario L4V 1L2 Ph , Fax Rev. C Date: 7/15 Document No. BF-450DA Product No. Model 450DA Page 1 of 2

31 Ê Ñ Í Ð Ï Ì Ë Î Í Ì Ë Ê v y x u t w v u t s µ ` _ } µ œ š ó ï ò ñ î í ð ï î í ì Flow Characteristics : ; < = 7 > 6 5? > A 7 8? B 5 C C D ; E 5 : 5 F 7 G 7 > I ª «ª ± «± ² ³ Þ ß à á â ã ä å æ ç èé ê ë Ø Ù Ú Ø Ù Ú Ø Ú Û Ú Ø Û Ü Ø Ý ÓÔ µ Õ ÍÒ A B C D E E F F G H B C D I E F F G ôõ ö { vz s v µ µ µ µ ¹ µ µ º µ µ» µ µ ¼ ½ ¾ À Á Â Ã Ä Å Æ Ç È É J K L M N O P Q L R S T U V Q T W X Y R Z L R [ L U J M Y [ \ ] ^ ˆ Š Œ Ž } ƒ } ~ ƒ ƒ ƒ ~ ƒ a ` } ~ J B C K E E F F G D E B C K I E F F G ž Ÿ a a _ b _ c _ d _ e f g h i j k l m n o p q r» Ö Õ ~ Typical Installation Local codes shall govern installation requirements. To be installed in accordance with the manufacturer s instructions and the latest edition of the Uniform Plumbing Code. Unless otherwise specified, the assembly shall be mounted above adequate drains with sufficient side clearance for testing and maintenance. The installation shall be made so that no part of the unit can be submerged. PROTECTIVE ENCLOSURE 6" MIN. ø ù ú ù û ü ý þ ý ÿ û ÿ ü ú ü ú ü ý û ý û ý û ý û WILKINS VALVE SETTER MJFS DIRECTION OF FLOW A1 OUTDOOR INSTALLATION! #! # $ % & & ' ( ) * + %, -.! " / / # 1 # 1 # # 3 4 * * * : ; 0 < = > :? > = 7 : < 0 : ? 6 = = 0 0 > <? : ? : 8 : 0 0? > : 7 = 0 0 > 7 Specifications The Double Check Detector Backflow Preventer shall be ASSE Listed 1048 and supplied with full port OS & Y gate valves. The main body and access cover shall be epoxy coated ductile iron (ASTM A 536 Grade 4), the seat ring and check valve shall be NORYL, the stem shall be stainless steel (ASTM A 276) and the seat disc elastomers shall be EPDM. The checks shall be accessible for maintenance without removing the device from the line. The Double Check Detector Backflow Preventer shall be a ZURN WILKINS Model 450DA. Zurn Industries, LLC Wilkins 1747 Commerce Way, Paso Robles, CA U.S.A Ph , Fax In Canada Zurn Industries Limited 3544 Nashua Drive, Mississauga, Ontario L4V 1L2 Ph , Fax Page 2 of 2

32 APPENDIX F Johnson Engineering pump station capacity summary and ed Correspondence regarding Downstream Capacity

33 Report prepared on 5/12/2016 at 11:13 AM Pump Station Pump Make/Model Diameter (ft) 2 PUMPS 6 FLYGT CP 3127 W/ 483 IMP 10 HP Analysis from 1/11/2016 to 4/21/2016. PARAMETER (units) Value Total Pump Run Time (minutes) 1,252.3 Run Time Per Day (minutes) 12.4 Run Time Per Day (hours) 0.2 Pump Starts Per Day 4.8 Pump Rate (GPM) Average Influent Rate (GPM) 1.2 Average Daily Flow (GPD) 1,729 Pump Station Feature Measured Down NGVD Elevation NAVDᵈ Elevation (From Rim) (ft) (ft) ᵃ Top of Wetwell ᵇ High Water Float ᵇ Lag #2 Float ᵇ Lag #1 Float ᶜ Lead Float ᶜ Pump Off Float ᵇ Bottom of Wetwell ᵃ Top of wetwell elevation based on record drawings and compared to LiDAR information. ᵇ Elevations are based on wetwell top elevation and field measurements (to top of float or bottom of wetwell). ᶜ Float switch elevation based on water level measurements using pressure transducer. ᵈ Conversion from NGVD to NAVD at this location (subtract 1.25). Pump Station

34 Report prepared on 5/12/2016 at 11:13 AM 3.5 Average Influent Rates by Hour from 1/11/2016 to 4/21/2016 Influent Rate for Each Hour Average Hourly Influent Rate Influent Rate (GPM) Hour of Day Pump Station

35 From: To: Cc: Subject: Date: Attachments: FeyEric Krystle Weems Jenna Woodward; Ryan White; PajerCraig; TrtanCorinne RE: Staybridge Suites Celeste Drive Monday, October 30, :10:12 PM image002.jpg image004.png image005.png Krystle, The pump station must handle the peak hourly flow (PHF), in accordance with Part 2 our Design Criteria. This requires applying a peaking factor (PF) per the Ten States Standards, which is based on the population served. Since there is not a true population served for commercial uses, our convention is to calculate an equivalent population based on our level of service standard (LOSS) of 100 gpcd. So, the peaking factor would be calculated as follows: PF = (18+ P) / (4+ P), where P is the population in thousands; P = ADF/LOSS/1000 = 47,729 gpd / 100 gpcd / 1000 = 0.477; PF = ( ) / ( ) = So, the PHF = PF x ADF x unit conversion = 3.98 x 47,729 gpd x (1 day / 24 hours x 1 hour / 60 minutes) = 132 gpm. Johnson s pump station report indicates a pump rate of gpm. So, PS has sufficient capacity. As the Engineer of Record, Ryan White needs to verify this analysis and include it in your Engineer s Report for approval by the Development Review Division. This is not to be used in lieu of signed and sealed calculations. Thanks, Eric Fey Senior Project Manager Public Utilities Engineering & Project Management Division Direct: (239) Under Florida Law, addresses are public records. If you do not want your address released in response to a public records request, do not send electronic mail to this entity. Instead, contact this office by telephone or in writing. From: Krystle Weems [mailto:krystle@davidsonengineering.com] Sent: Thursday, October 19, :48 AM To: FeyEric <EricFey@colliergov.net> Cc: Jenna Woodward <Jenna@davidsonengineering.com>; Ryan White <Ryan@davidsonengineering.com> Subject: FW: Staybridge Suites Celeste Drive Eric, Good morning. Per your coordination with Craig and Jenna on downstream capacity, we ve evaluated the existing (bank and restaurant row) and our proposed LOS to pump station It appears there will be sufficient capacity when our project comes on line; would you agree? The pump design information we have is from a previously approved project PL for Lely Resort Tract 2 which states average daily design flow is 67,680 GPD, is this correct? Description Hotel/Motel Per Room Restaurant Seats Bank - GPD/Unit Thank you, Krystle Weems, CFM Engineer Davidson Engineering, Inc. Main: krystle@davidsonengineering.com Naples, FL Sarasota, FL # Units Total: Average Daily Demand, GPD 10,600 35,400 1,729 47,729

36 From: FeyEric Sent: Tuesday, October 17, :05 PM To: Ryan White Jenna Woodward Cc: Tocia Hamlin Subject: FW: Staybridge Suites Celeste Drive See my below suggestion to Craig Pajer. He has not yet responded. I just wanted to let you know where we are. Eric Fey Senior Project Manager Public Utilities Engineering & Project Management Division Direct: (239) Under Florida Law, addresses are public records. If you do not want your address released in response to a public records request, do not send electronic mail to this entity. Instead, contact this office by telephone or in writing. From: FeyEric Sent: Tuesday, October 10, :05 PM To: PajerCraig <CraigPajer@colliergov.net> Cc: TrtanCorinne <CorinneTrtan@colliergov.net> Subject: RE: Staybridge Suites Celeste Drive Craig, The attached pump station report analyzed data from 1/11/2016 to 4/21/2016. The only contributors at the time were the SunTrust Bank at Tamiami Trl E. Restaurant Row was granted utility preliminary acceptance on 2/8/2017, and there are no other additional contributors at this time. Here is a GIS screen shot of the PS sub-basin:

37 Davidson Engineering can estimate the peak hour flow to the pump station by adding their design peak hour flow to the design peak hour flow for Restaurant Row and the actual peak hour flow from the attached report. There is no need to have Johnson run a new report. If you agree, I will advise Davidson accordingly. Please advise. Thank you, Eric Fey Senior Project Manager Public Utilities Engineering & Project Management Division Direct: (239) Under Florida Law, addresses are public records. If you do not want your address released in response to a public records request, do not send electronic mail to this entity. Instead, contact this office by telephone or in writing. From: William H. Saum [mailto:whs@johnsoneng.com] Sent: Tuesday, October 10, :58 PM To: FeyEric <EricFey@colliergov.net>

38 Subject: RE: Staybridge Suites Celeste Drive Eric, See attached pump station report. I think the inflow at this time was just from the Bank on the corner of Collier Blvd and US-41. It looks like they ve since put in a few restaurants that flow to PS From: William H. Saum Sent: Tuesday, October 10, :54 PM To: 'FeyEric' <EricFey@colliergov.net>; TrtanCorinne <CorinneTrtan@colliergov.net> Cc: PajerCraig <CraigPajer@colliergov.net>; Ryan White <Ryan@davidsonengineering.com>; Jenna Woodward <Jenna@davidsonengineering.com>; Tocia Hamlin <Tocia@davidsonengineering.com>; RomanDaniel <DanielRoman@colliergov.net>; Mike Dickey <MSD@johnsoneng.com> Subject: RE: Staybridge Suites Celeste Drive Eric, We did do an analysis of this station for a different project a while back, however at the time, there was very little flow going to this station. There appears to have been some recent development in the upstream collection system. I would recommend doing another analysis of this station to account for the flows from the recent development. Please let us know how to proceed. Thanks, Billy William H. Saum, E.I. JOHNSON ENGINEERING, INC 2122 Johnson Street Fort Myers, FL Phone (239) Fax (239) whs@johnsoneng.com From: FeyEric [mailto:ericfey@colliergov.net] Sent: Tuesday, October 10, :57 PM To: TrtanCorinne <CorinneTrtan@colliergov.net>; William H. Saum <whs@johnsoneng.com> Cc: PajerCraig <CraigPajer@colliergov.net>; Ryan White <Ryan@davidsonengineering.com>; Jenna Woodward <Jenna@davidsonengineering.com>; Tocia Hamlin <Tocia@davidsonengineering.com>; RomanDaniel <DanielRoman@colliergov.net> Subject: Staybridge Suites Celeste Drive Importance: High Corinne, The subject project in the Lely Resort PUD will discharge via gravity sewer to PS Davidson Engineering needs to confirm capacity. Please authorize Johnson Engineering to perform a pump station analysis. Billy, If you already have an analysis completed for this pump station, please provide a copy. Below is a GIS screen shot of the property and the nearby pump station:

39 Thanks, Eric Fey Senior Project Manager Public Utilities Engineering & Project Management Division Direct: (239) Under Florida Law, addresses are public records. If you do not want your address released in response to a public records request, do not send electronic mail to this entity. Instead, contact this office by telephone or in writing.

40 APPENDIX G HydroCAD Modeling Results

41 1S BUILDING 2S IMPERVIOUS 3S PERVIOUS 4P DRY DETENTION Subcat Reach Pond Link Routing Diagram for SBS-25YR Prepared by Microsoft, Printed 11/28/2017 HydroCAD s/n HydroCAD Software Solutions LLC

42 SBS-25YR Prepared by Microsoft HydroCAD s/n HydroCAD Software Solutions LLC Printed 11/28/2017 Page 2 Area (acres) CN Description (subcatchment-numbers) Courtyard (3S) Dry Detention (3S) Dumpster (2S) Open (3S) Pavement (2S) Pavers (2S) Phase 1 and 2 (1S) Sidewalk (2S) TOTAL AREA Area Listing (all nodes)

43 SBS-25YR SFWMD 72-hr 25yr Rainfall=12.00" Prepared by Microsoft Printed 11/28/2017 HydroCAD s/n HydroCAD Software Solutions LLC Page 3 Time span= hrs, dt=2.00 hrs, 181 points Runoff by SBUH method, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: BUILDING Subcatchment 2S: IMPERVIOUS Subcatchment 3S: PERVIOUS Runoff Area=0.480 ac % Impervious Runoff Depth=11.81" Tc=10.0 min CN=0/98 Runoff=0.85 cfs af Runoff Area=1.348 ac 79.23% Impervious Runoff Depth=11.63" Tc=10.0 min CN=91/98 Runoff=2.39 cfs af Runoff Area=0.540 ac 0.00% Impervious Runoff Depth=7.65" Tc=10.0 min CN=67/0 Runoff=0.76 cfs af Pond 4P: DRY DETENTION Peak Elev=6.50' Storage=5,353 cf Inflow=4.00 cfs af Primary=3.97 cfs af Secondary=0.00 cfs af Outflow=3.97 cfs af Total Runoff Area = ac Runoff Volume = af Average Runoff Depth = 10.76" 34.63% Pervious = ac 65.37% Impervious = ac

44 SBS-25YR SFWMD 72-hr 25yr Rainfall=12.00" Prepared by Microsoft Printed 11/28/2017 HydroCAD s/n HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 1S: BUILDING Runoff = hrs, Volume= af, Depth=11.81" Runoff by SBUH method, Split Pervious/Imperv., Time Span= hrs, dt= 2.00 hrs SFWMD 72-hr 25yr Rainfall=12.00" Area (ac) CN Description * Phase 1 and % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Subcatchment 1S: BUILDING Hydrograph Flow (cfs) cfs Time (hours) Runoff=0.85 cfs SFWMD 72-hr 25yr Rainfall=12.00" Runoff Area=0.480 ac Runoff Volume=0.472 af Runoff Depth=11.81" Tc=10.0 min CN=0/ Runoff

45 SBS-25YR SFWMD 72-hr 25yr Rainfall=12.00" Prepared by Microsoft Printed 11/28/2017 HydroCAD s/n HydroCAD Software Solutions LLC Page 5 Time (hours) Precip. (inches) Perv.Excess (inches) Imp.Excess (inches) Runoff (cfs) Hydrograph for Subcatchment 1S: BUILDING

46 SBS-25YR SFWMD 72-hr 25yr Rainfall=12.00" Prepared by Microsoft Printed 11/28/2017 HydroCAD s/n HydroCAD Software Solutions LLC Page 6 Hydrograph for Subcatchment 1S: BUILDING (continued) Time (hours) Precip. (inches) Perv.Excess (inches) Imp.Excess (inches) Runoff (cfs)

47 SBS-25YR SFWMD 72-hr 25yr Rainfall=12.00" Prepared by Microsoft Printed 11/28/2017 HydroCAD s/n HydroCAD Software Solutions LLC Page 7 Hydrograph for Subcatchment 1S: BUILDING (continued) Time (hours) Precip. (inches) Perv.Excess (inches) Imp.Excess (inches) Runoff (cfs)

48 SBS-25YR SFWMD 72-hr 25yr Rainfall=12.00" Prepared by Microsoft Printed 11/28/2017 HydroCAD s/n HydroCAD Software Solutions LLC Page 8 Hydrograph for Subcatchment 1S: BUILDING (continued) Time (hours) Precip. (inches) Perv.Excess (inches) Imp.Excess (inches) Runoff (cfs)

49 SBS-25YR SFWMD 72-hr 25yr Rainfall=12.00" Prepared by Microsoft Printed 11/28/2017 HydroCAD s/n HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 2S: IMPERVIOUS Runoff = hrs, Volume= af, Depth=11.63" Runoff by SBUH method, Split Pervious/Imperv., Time Span= hrs, dt= 2.00 hrs SFWMD 72-hr 25yr Rainfall=12.00" Area (ac) CN Description * Pavement * Dumpster * Sidewalk * Pavers Weighted Average % Pervious Area % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Subcatchment 2S: IMPERVIOUS Hydrograph Flow (cfs) cfs Runoff=2.39 cfs SFWMD 72-hr 25yr Rainfall=12.00" Runoff Area=1.348 ac Runoff Volume=1.306 af Runoff Depth=11.63" Tc=10.0 min CN=91/98 Runoff Time (hours)

50 SBS-25YR SFWMD 72-hr 25yr Rainfall=12.00" Prepared by Microsoft Printed 11/28/2017 HydroCAD s/n HydroCAD Software Solutions LLC Page 10 Hydrograph for Subcatchment 2S: IMPERVIOUS Time (hours) Precip. (inches) Perv.Excess (inches) Imp.Excess (inches) Runoff (cfs)