engineer's utility design report

ENGINEER'S UTILITY DESIGN REPORT

FOR

Marquesa Isles of Naples

Prepared by:

GradyMinor

Q. Grady Minor & Associates, P.A. 3 800 Via Del Rey

Bonita Springs, FL 34134 CERTIFICATE OF AUTHORIZATION EB 0005151

June,2017

D. Brent Addison, P .E. Florida Registration No. 70611

G:\Engineering\PROJ-ENG\N\NCCBR\06DP\08Wtr-Swr\Utility Report\Engineers Utility Design Report Marquesa Isles of Naples 6-15-17.doc


FOR


Table of Contents

Section 1 Introduction Access Utilities

Section 2 Water Distribution Hydraulic Analysis

Section A Introduction Purpose Basis of Design Point of Connection Computer Model Description Summary of Model Results Site Plan

Section B Total Project Water Demand

Section C Fire Flow Tests

Section D WaterCad Model Results - Buildout

Section E Chlorine Dissipation Analysis

G:\Engineering\PROJ-ENG\N\NCCBR\06DP\08Wtr-Swr\Utility Report\Engineers Utility Design Report Marques a Isles of Naples 6-15-17.doc

Section 3 Wastewater Collection/Transmission Analysis

Section A Introduction Purpose Basis of Design Point of Connection System Description Summary of Results Total Project Sanitary Sewer Flows

Section B Total Project Sewer Demand

Section C WaterCad Model Results - Buildout

Section D Pump Station Design



FOR

Marquesa Isles of Na pies

SECTION 1

INTRODUCTION

This property and application encompasses approximately 38.23 acres and is situated in the west half of section 8, township 50 south, range 26 east, Collier County, Florida. The property is located on the east side of County Barn Rd., and north of Cope Ln. There is currently a zoning application for the site and the zoning will be PUD. This property is currently occupied by residential structures.

This development will consist of two-family attached residential homes on 156 lots.

ACCESS

The project will have vehicle access from County Barn Rd.

UTILITIES

Water and wastewater service will be provided by Collier County Water and Sewer District which will own and maintain the completed systems.

Sewage flows will be collected via proposed gravity mains and transmitted to a proposed pump station located in the northwestern portion of the site. Hydraulic calculations demonstrating the adequacy of the systems are enclosed.

Potable water will have two connection points.

• One connection point will be immediately south of the entrance to the existing 16-inch main on County Barn Rd.

• One connection point will be at the southwest comer of the project to the existing 16-inch main on County Barn Rd.

The system provides adequate potable service and fire protection.



FOR


SECTION2

Water Distribution Hydraulic Analysis



WASTEWATER COLLECTION/TRANSMISSION ANALYSIS

SECTION A

INTRODUCTION

This analysis was prepared for the wastewater collection/transmission system for the proposed Marquesa Isles of Naples development. This project is a proposed two-family attached residential community with 156 lots. The site is located on the east side of County Barn Rd. , and north of Cope Ln. in Naples, Florida. Collier County Water and Sewer District will supply the service and will own and maintain the completed wastewater system and pump station.

PURPOSE

The purpose of this analysis is to demonstrate the following:

2. That 8-inch gravity sewer mains at 0.4% slope are of adequate size for the project design flows.

3. The proposed Pump Station and the proposed system are adequately sized to handle the design flows for the project at buildout.

BASIS OF DESIGN

The sanitary sewer flows are based upon the following Collier County Water and Sewer District requirements.

Average Daily Flow= 100 gpd per capita Single-Family= 2.5 persons per residence

See attached "Sanitary Sewer Flow" calculations.


• One connection point will be immediately south of the entrance to the existing 16-inch main on County Barn Rd.

• One connection point will be at the southwest comer of the project to the existing 16-inch main on County Barn Rd.

The fire flow test was conducted on August 26, 2016 at 1 :49 p.m.

COMPUTER MODEL DESCRIPTION

The maximum day flow was combined with the required fire flow and an analysis was then modeled to check if the combined max day flow plus fire flow could be provided at each node with a minimum of 20 psi residual pressure. This analysis was performed for Total Buildout. A map of the system and model results are attached.

Single Family Required Fire Flow= 1,000 gpm Maximum Daily Flow= 157.2 gpm Needed Fire Flow used for Single Family areas for the Water CAD Model= 1,157 gpm

SUMMARY OF MODEL RESULTS

1. The proposed water distribution system can provide the maximum day flow plus fire flow for entire project at buildout while maintaining 20 psi residual pressure.



WATER DISTRIBUTION HYDRAULIC ANALYSIS

SECTIONB

Total Project Water Demand


Project Name: Project Number: Date:

Design Criteria:

Marquesa Isles of Naples NCC BR 11/13/2016

Collier County Water and Sewer Water Demand = 140 gpdpc Single-family = 2.5 people/unit Peak Factor Max Day= 4 Peak hour factor = 4

Flows for Residential Units:

Type of People Per Capita Avg. Flow #of

Water Demand

Avg. Daily Avg. Hourly Building Per Unit Flow(GPD) Per Unit Units Flow(GPDl Flow(GPHl

Single Family 2.5 140 350 156 54,600 37.9

Multi Family 2.2 100 220 0 0 0.0

Clubhouse 2000 2,000 1.4

Gate House* 0 0 0.0

Total 56,600 39.3

Q Grady Minor & Associates , P.A.

Max Daily Flow (GPO)

218,400

0

8,000

0

226,400

Max Daily Peak Hour Peak Hour Flow (GPM) Flow(GPD) Flow(GPMl

151 .7 218,400 151 .7

0.0 0 0.0

5.6 8,000 5.6

0.0 0 0.0

157.2 226,400 157.2

6/15/2017 NCCBR_WalerDemand_with peak factor



SECTIONC

Fire Flow Tests


Bonita Springs Fire Control and Rescue District

Division of Fire Prevention 27701 Bonita Grande Dr. Bonita Springs, FL 34135

(239) 949-6211 I FAX: (239) 949 .. 6216

FIRE FLOW TEST RECEIPT

Flow Date: 8/26/2016 Flow Time: 1 :45 PM

Location: Carnoustie Ct.

Bldg/PlazafSubdivision:

BSFD Representative: Alan Hogrefe (833)

Report By: AKH

Bonita Springs, FL

Zone: ~

Utility Company: BSU

Property Representative: Rick Bakshi

Utility Repre$entative: Robert Ingram

Fax#: (239) 947-0375

Hydrant #: SH 197 Measured Static Pressure: 80 Residual Pressure: 36

Flow Hydrant#: 5H198, !;!H032 Nozzle Coefficient:

#1 Nozzle Size: 2.5 Pitot Psi 1: 26 Gpm1:

#2 Nonie Size: 2.5 Pitot Psi 2: 26 Gpm2:

#3 Nozzle Size: 2.5 Pltot Psi 3: 15 Gpm3:

#4 Nozzle Size: 2.5 Pitot Psi 4: 15 Gpm4:

0.9

852

862

647

647

'115 Nozzle Size: ~

#6 Nozzle Size: 2.6

Main Size:

Pitot Psi 5: Q Pitot Psi 6: Q

Gprn 5:

Gpm6: Total Flow:

Q

Q 2998

Measured Fire Flow @ 20 PSI Residual: Extraoolated GPM Fire Flow NFPA 13:7-2.1 Seasonal Static Pressure: 55 Design Residual Pressure: 25 X Factor:

X Factor:; SeaG011al Static I Measured Static Design Pltot Psi 1: 18 Gpm 1: Oesi9n Res. Pres. ;:i: (Residual Pres.) x (X Factor) Design Pilot PSI =i (Pltot Pressure) x (X Factor) Design Pitot Psi 2: 1,~ Gpm2:

1 Z.09 709

528

528

Design Pitot Psi 3: 10 Gpm3:

Design Pltot Psi 4: 1 O Gpm4

Design Pltot Psi 5: Q Gpm5 Q Design Pltot Psi 6: Q Gpm 6 Q

Total Flow: 2474

Extrapolated GPM Fire Flow @ 20 PSI Residual: I ~I The Extrapolated GPM Fire Flow Must Be Used For Water Supply Determination

Date Received: 8126/2016

·,ayment Issued By: New Parkland Group. LLC

:omments:

Payment Rec•d By: Alan Hogrefe

Amount of Payment $55 . .QO

Cash/Check#: 114



SECTIOND

WaterCad Model Results - Buildout


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NCC BR WaterCAD Water 2 main connections.wtg 11/29/2016

Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203

-755-1666

Bentley WaterCAD VBi (SELECTseries 5) [OB.11 .05.61)

Page 1 of 1

FF:3,500 gpm

NCCBR WaterCAD Water 2 main connections.wtg 11/29/2016

Scenario: Base


-755-1666

Bentley WaterCAD V8i (SELECTserles 5) (08.11 .05.61]

Page 1 of 1

FlexTable: Reservoir Table

,~m · ··· ··.· Labei .> ·.'.<:_':., ~l~(~)i~p '-.' ' ·:;~~~.~~~~~\~et) · '. Hydra{~t~~rade ···

I 81 I R-2 I 92.40 I 0 I 92.40 I 96 R-4 92.40 0 92.40



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Page 1 of 1

FlexTable: Pipe Table

cn~}t'.X<~j1)':, .~~d~ ;.·~~: ··· • Pi"cinl~'i .•. · 0t1:~~T1 :c ~~~~~i~·t ~~.~~~ck•.•. ·(~1i~i ···· ·· Y·i~W. ;;.~ ~t~~~~r·; P-20 242 J-21 J-20 P-22 521 J-21 J-23 P-23 763 J-23 J-22 P-26 119 J-19 R-2 P-29 1,187 J-26 J-21 P-31 241 J-19 J-20 P-32 1,411 J-20 J-26 P-33 224 J-23 J-28 P-34 98 J-28 J-29 P-35 119 J-29 R-4

NCC BR WaterCAD Water 2 main connections.wtg 11/29/2016

8.0 PV 8.0 PV 8.0 PV 8.0 PV 8.0 PV 8.0 PV 8.0 PV 8.0 PV 8.0 PV 8.0 PV

120.0 False 0 0.00 120.0 False 0 0.00 120.0 False 0 0.00 120.0 False 0 0.00 120.0 False 0 0.00 120.0 False 0 0.00 120.0 False 0 0.00 120.0 False 0 0.00 120.0 False 0 0.00 120.0 False 0 0.00

Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA

+ 1-203-7 55-1666

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Bentley WaterCAD V8i (SELECTseries 5) [08.11.05.61)

Page 1 of 1

FlexTable: Junction Table

·Jo ··· ;J Label i · .. ,;<·;. :'., ~l~1~~'~T':, '·•· '.' oc~;~~d .. •· HHv~ra~~~Grade < : :, ~;r(g!gr~\· : 65 J-19 0.00 0 66 J-20 0.00 0 68 J-21 0.00 0 71 J-22 0.00 0 73 J-23 0.00 0 85 J-26 0.00 0 92 J-28 0.00 0 94 J-29 0.00 0


92.40 40 92.40 40 92.40 40 92.40 40 92.40 40 92.40 40 92.40 40 92.40 40


+1-203-755-1666

Bentley WaterCAD V8i (SELECTseries 5) [08.11.05.61]

Page 1 of 1

' Jaqe1 ··•·; :~:,firefle>.~~/ ... • ;satisfies Fire · ·· .'Jteratlons . : Flow " .. ·. ····+·i.'. : ·.·.··. constraints? •··

J-19 2 True J-20 2 True J-21 2 True J-22 2 True J-23 2 True J-26 2 True J-28 2 True J-29 2 True


Fire Flow Node FlexTable: Fire Flow Report

1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000

•" . . .. 3,500 1,000 3,500 20 3,500 1,000 3,500 20 3,500 1,000 3,500 20 1,574 1,000 1,574 20 3,500 1,000 3,500 20 2,187 1,000 2,187 20 3,500 1,000 3,500 20 3,500 1,000 3,500 20


+1 -203-755-1666

.

(N/A) (N/A) (N/A) (N/A) (N/A) (N/A) (N/A) (N/A)

34 True 26 True

25 True 36 True 23 True 34 True 31 True 33 True

Bentley WaterCAD V8i (SELECTseries 5) (08.11 .05 .61 )

Page 1 of 1



SECTIONE

Chlorine Dissipation Analysis


COUNTY BARN VILLAS Chlorine Dissipation Analysis

This analysis is based on Collier County Utility Design Criteria. Node J-19 and J-29 are the connection points at the County Barn Rd Main at the northwest and southwest of the project. Refer to the attached exhibit for the node locations.

Chlorine Dissipation per Section 1.2.1.B of the Collier Utilities Standards Manual. a) Average occupancy per dwelling unit of 2 b) Peak Hour Factor in accordance with Ten States Standards for Wastewater Facilities Fig 1, page 10-6 c) Consumption rate of 170 gpdpc d) Standard decay rate 0.012 ppm/hr and static chlorine level of 2.0 ppm at project connection.

Number of Units= Population =

: . 1!)6 : •. ·•• Single Family Lots 312 People

Peak Factor = 4.07

Flow per Dwelling Unit 2.0 x Peak Factor x 170 gpdpc =

Node SF Pipe Beginning Ending #Units

P-32 J-19 J-26 50 P-29 J-21 J-26 50 P-20 J-20 J-21 6 P-22 J-21 J-23 14 P-23 J-22 J-23 36

Chlorine Dissipation CL= (SCL)(exp(-kt))

Where: CL = Chlrorine Level at Time t =

1,384 gpd 0.96 gpm

Adjusted Length Pipe Flow (ft)

48 1652 48 1187 6 242 13 521 35 763

(ppm)

Diameter Velocity (in) (ft/sec)

8 ::• 0.307 8 0.307 8 0.037 8 0.086 s: :: ··: : 0.221

Total Flow Time (min)= Total Flow Time (hr)=

SCL = Starting Chlorine Level = 2.0 ppm (per Collier Co. code) k = Standard Decay Rate = 0.012 ppm (per Collier Co. code)

t = Flow Time in hours = 7.0

Chlorine Level at 7.0 hours= 1.84 ppm

1.84 ppm is greater than the minimum allowable level of 0.6 ppm, therefore water quality standard is met.

Flow Time (min)

89.7 64.4 109.0 101 .0 57.5

421.6 7.0

Q. Grady Minor Associates 11/29/2016

G:\Engineering\PROJ-ENG\N\NCCBR\06DP\08Wtr-Swr\Utility Report\NCCBR Chlorine Dissipation


FOR


SECTION 3

Wastewater Collection/Transmission Analysis




SECTION A

INTRODUCTION

This analysis was prepared for the potable water distribution system for the proposed Marquesa Isles of Naples development. This development will ultimately consist of 156 two-family attached homes. The site is located situated in the west half of section 8, township 50 south, range 26 east, Collier County, Florida. Collier County Water and Sewer District will supply the service and will own and maintain the completed water system.

PURPOSE

The purpose of this analysis is to demonstrate the following:

1. The proposed water distribution system can provide the maximum day flow plus fire flow for the project at buildout.

BASIS OF DESIGN

The potable flow demands are based upon the following Collier County Water and Sewer District requirements.

Average Daily Flow= 140 gpd per capita Single-Family= 2.5 persons per residence Units= 156 Peaking Factor= 4

See attached "Water Demand" calculations for Total Buildout.

Maximum Day Flow Buildout = 226,400 gpd = 157.2 gpm *includes Clubhouse

The fire flow demands are based on City, NFPA and local fire district requirements. The requirement for the single family homes is 1,000 gpm.

POINT OF CONNECTION


POINT OF CONNECTION

There is one connection to the existing sewer. There is a connection to the existing 24 inch force main on County Barn Road from the lift station located in the northwest of the project.

SYSTEM DESCRIPTION

The gravity collection system will consist of 8" mains at a minimum slope of 0.40%. There will be a minimum 0.1-foot drop across the manholes. Using the Manning's formula to calculate the flow rate under full conditions with a slope of 0.4% and a Manning's n-value of 0.013, an 8" PVC Pipe yields a flow rate of 340 gpm. The design flow rate of 113.9 gpm is less than the full flow rate of 340 gpm; therefore the 8-inch gravity sewer is of adequate size.

One pump station is proposed for this project and is located in the northwest portion of the project. The proposed force main will be 4-inch in size.

SUMMARY OF RESULTS

2. 8-inch gravity sewer mains are adequate size for the peak hour flow of 113.9 gpm.

3. The proposed Pump Station is adequately sized for the Collier County Water and Sewer District required design flows. The design pump rate is estimated at 120 gpm at 49 .24-feet of total head.




SECTIONB

Total Project Sewer Demand


Project Name:

Project Number: Date:

Design Criteria:

Type of Building

Single Family

Multi Family

Rec Center

Gate House*

Total

Summary:

#of Units

156

0

0

Sanitary Sewer Flows

Marquesa Isles of Naples NCC BR 11/13/2016

Collier County Water and Sewer Sanitary sewer flow = 100 gpdpc Single-family = 2.5 people/unit Peaking factor = 4

Peak Factor= 4 People Per Unit

2.5

2.2

Total Per Capita Average Daily Population Flow (GPO) Flow (GPO)

390.0 100 39,000

0.0 100 0

2,000

0

390.0 41,000

Peak Hour Peak Hour Peak Hour Flow (GPO) Flow (GPH) Flow (GPM)

156,000 6500.0 108.3

0 0.0 0.0

8,000 333.3 5.6

0 0.0 0.0

164,000 6,833.3 113.9

113.9 gpm is the estimated peak hour flow. An 8" gravity main can flow 340 gpm at a 0.40% slope (n = 0.013), therefore the 8" sewer main is adequate.

Q. Grady Minort & Associates, P.A. 6/15/2017

NCCBR_SewerFlows_with peak factor



SECTION C

WaterCad Model Results - Buildout


NCCBR WaterCAD Sewer.wtg 6/15/2017

~ <.;:;:;

~ C>)'

s

R-1

Scenario: Base

R-4

PMP-1

V:3.06 ft/s

0:4.0 in

P-1

· a_:120 gpm


+1-203-755-1666

: ·,,

Bentley WaterCAD V8i (SELECTseries 5) [08.11.05.61 J

Page 1 of 1

FlexTable: Reservoir Table

ID Label Elevation Flow (Out net) Hydraulic Grade (ft) (gpm) (ft)

I 781 R-1 I 32.81 I -120 I 32.81 I 85 R-4 -13.50 120 -13.50



+1-203-755-1666


Page 1 of 1

Label

P-1

P-25

P-29

P-30

Length (Scaled)

(ft)

177

109

61

51

Start Node

J-1

J-1

J-2

PMP-1


Stop Node

J-2

R-1

PMP-1

R-4

Diameter (in)

4.0

4.0

4.0

4.0

FlexT a ble: Pipe T able

Material HazenWilliams C

Has Check Valve?

Flow (gpm)

Velocity (ft/s)

Minor Loss Coefficient (Derived)

PVC

PVC

PVC

PVC

120.0 False -120 3.06

120.0 False 120 3.06

120.0 False -120 3.06

120.0 False -120 3.06

Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown , CT 06795 USA

+ 1-203-755-1666

0.000

0.000

0.000

0.000


Page 1 of 1

FlexTable: Junction Table

ID Label Elevation Demand Hydraulic Grade Pressure (ft) (gpm) . (ft) (psi)

lu:loll-1 I o.ool ol 32.82

1 14

1 31 J-2 4.00 0 34.98 13



+ 1-203-755-1666

Bentley WaterCAD V8i (SELECTseries 5) (08.11.05.61]

Page 1 of 1

FlexTable: Pump Table

ID Label Elevation Pump Definition Status Hydraulic Hydraulic Flow (Total) (ft) (Initial) Grade Grade (gpm)

(Suction) (Discharge) (ft) (ft)

~ I PMP-1 I -15.50 I N 3102 MT 3rvAdaptive 4p 462 5 HP I On I -13.51 I 35.73 I 120 I


Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown , CT 06795 USA

+1-203-755-1666

Pump Head (ft)

49.24

Bentley WaterCAD V8i (SELECTseries 5) [08.11 .05.61]

Page 1 of 1

November 21, 2016

County Barn Road & Florida Club Drive

6-inch Force Main Pressure Report

Force Main Pressure Summary

Gauge Pressure (PSIG) Pressure Head (ft)

25th Percentile 0.05 9.72

75th Percentile 1.43 12.91

Maximum 10.05 32.81

Comments:

Wastewater generated in the developments along County Barn Road is conveyed south through a 24-inch force main located on

th.e west side of County Barn Road. According to Collier County GIS, the 24-inch force main flows south and connects to a 30-inch

force main on the north side of Whitaker Road. The 30-inch force main dumps into Master Pump Station 302.00 located on the

northwest corner of Rattlesnake Hammock Road and Santa Barbara Boulevard. A pressure transducer was installed on the above

ground air release valve (ARV) that is connected to the 6-inch force main leaving the Napoli Luxury Condo development along the

west side of County Barn Road approximately 900 feet south of the Davis Boulevard intersection. The 6-inch force main connects

to the 24-inch force on the west side of County Barn Road. The pressure transducer recorded the operating pressure in the 6-

lnch force main from 10/13/2015 to 10/20/15. The elevation of the connection point is 9.6 feet NGVD per Collier County GIS.

See Attachments for:

• Force Main Operating Pressure Graph

• Hydraulic Grade Line Elevation Graph

• Collier County GIS Screen Shot

Planning & ~ Mmgement OMsb1 • 3339 Tamiami Trail East, Suite 303 • Naples, Florida 34112-5361 •239-252-4285 • FAX 239-252-5378

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10/17/15 10:00 PM

10/18/15 10:00 AM

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Impeller Impeller material Discharge Flange Diameter Inlet diameter Impeller diameter Number of blades

Motor Motor# Approval Stator variant Frequency Rated v ollage Number of poles Phases Rated power Rated current Starting current Rated speed Power factor

1/1 Load 3/4 Load 1/2 Load

Motor efficiency 1/1 Load 3/4 Load 1/2 Load

Configuration

Grey cast iron 3 15/16 inch 3 15/16 inch 182 mm 2

N3102.160 18-11-4AL-W 5hp Standard 68 60 Hz 400 v 4 3-5 hp 7.4 A 40A 1735 rpm

0.86 0.82 0.74

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Rated voltage Number of poles Pha~s Rated power Rated current Starting current Rated ~eed

N3102.160 18-11-4AL-W5hp Standard 68 60 Hz 400 v 4 3-5 hp 7.4 A 40A 1735 rpm

Power factor 1/1 Load 0.86 3/4 Load 0.82 1/2 Load 0.74

Motor efficiency 1 /1 Load 84.5 %

3/4 Load 85.5 % 1/2 Load 85.0 %

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xylem NP 3102 MT 3- Adaptive 462 Duty Analysis

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Curve issue 3

Individual pump Total

Specific Flow Head Shaft power Flow Head Shaft power Pump eff. energy NPSHre

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8-+-·--··------·--··-- -- --+ -----·- ....... .......... ..... ....... ., ........ .. .. .......................... _ .. _ .. ·- · .. ... ............ ........ .......... -.. "-, ·-..... __ "'· -- --, -. --,____ ·-......... _ ' ' "·,·-.,,_ " ---.. ,_, • "·,., '-,_ ...... ....... --: . ._·---.,· ,-- - :._--~--{ ..... '. ... !--...... :: ........ "'...vll~'"-> · - ·H1 ut,'? 1n-11n-11,--·-- -- ·H

Pumps running /System

4- ...

2-t=c:::=::::.:±c:::==::::::.::::.:;-··-· ( ·-·- ---··-··--:----- -·······-··--··,, .. .. .. ... ......... ... ... ,. .. . ......................... , ....... . .................. ;--·· -- . .... -;· -···· ········-- - ··7-···········-··· · ·· · ----·:· 1

~ 66.3 US g.p.m l v I

0 100 200

Frequency

60Hz 55Hz &>Hz 45Hz 40Hz

Flow Head

66.3USg.p.m 52-Bft 10.9USg.p.m 48.1ft

I I

300 400 500

Shaft power Flow Head

3.48hp 66.3USg.p.m 52.Sft 2.55 hp 10.9 US g .p.m 48. 1 ft

I

600 700 800 900 [US g.p.rn] CLTVelSO

Specific Shaft power Hyd eff. energy NPSHre

3.48hp 25.4% 7fEIMWUSMG 2.55 hp 5.36 % 3410 IMMJS MG

xylem NP 3102 MT 3- Adaptive 462 Dimensional drawing

(TOR.Rn-EST PONT)

';z GUCEBAR3

:--' NK ,. """ 080813



SECTIOND

Pump Station Design


Project: Station:

FLOW DATA Average Daily Flow (ADF) Average Flow Peak Factor (Weighted)

COLLIER COUNTY UTILITIES PUMP STATION DESIGN

Marquesa Isles of Naples LS#l

Peak Flow, Q =Average Flow* Peak Factor

PUMP DATA Pump Type hnpeller No. Pump Horsepower Pump Voltage Pump Phase

HYDRAULIC ANALYSIS DATA (See attached hydraulic analysis)

Max Static Head: .. ;:·,·:: '"'' r;;, .81 ft Pump Rate @ TDH: 100% ON

" .... """"'.'';;:,:, gpm @ i49j24 ft

WET WELL DATA Elev. of Pump Station Top (C) Elev. of Influent Sewer Invert (D) Elev. of High Level Alarm (E) Elev. of Lag Pump "On" (F) Elev. of Lead Pump "On" (G) Elev. of All Pumps "Off' (H) Elev. of Pump Station Bottom (I) Pump Station Interior Diameter (A) Pump Station Exterior Diameter Base Diameter Base Thickness Interior Height

I Min. Wet Well Storage Vol. Detention Time at ADF

I PUMP CYCLE DATA I Number of pumps Pump Scenario 100% On Pump Run Time 3.92

Cycle Time at ADF 21 .64

Cycles per hour at ADF 2.77

Cycle Time at PHF 35.36 Cycles per hour at PHF 1.70

I Cycle Time at Inflow= 50% Pump Rate 15 .67 Cycles per hour at Inflow= 50% Pump Rate 3.83

I FLOATATION CALCULATIONS I Barrel Weight 48,877.04 Bottom Slab Weight 13,412.54 I I Soil Weicllt on Flange 21,823.31 I I Total 84,112.89 lbs downward

Weight of Displaced Water 82,370.79 lbs upward

Additional Ballast Required 15,000.00 lbs downward Weight Differential 16,742.10 lbs downward Weight Ratio 1.20 I

I

#27285 Page 1of1

06/ l 3117 05 :27 PM

:~:er]:: i' ~1T1wQ . GPD 28 GPM 3.68 105 GPM

illtl1;:GT Phase

:-: ft ft

.· ft

"

·; ft

' ft

ft ft ft ft ft ft

' ft

470.0 gal 16.5 mm

., ''"

I

76791.16905

5579.616186 j 82370. 78523

I

6/13/201 7

engineer's utility design report

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