B08_Solicit_Water_Improvements_ATTCH_11.pdf

Water System Improvements

Flamingo Visitor's Center Area

S&ME Project No. 5271-19-054

PREPARED FOR:

National Park Service Contracting Officer

Everglades National Park

Florida

PREPARED BY:

S&ME, Inc.

1615 Edgewater Drive, Suite 200

Orlando, FL 32804

May 22, 2019

Water System Improvements – Design Report

May 22, 2019 ii

Table of Contents

1.0 Project Description

2.0 Water System Alternatives

3.0 Design Flow Calculations

3.1 Domestic Water Flow

3.2 Fire Flow

4.0 Utility Corridor Routing and Pump Design

5.0 WaterCAD Model

6.0 Results Summary

Appendices Appendix I – Fisher Engineering Report

Appendix II – Overall Drawing

Appendix III – Pump Selections

May 22, 2019 1

1.0 Project Description

During the development of the Flamingo Visitor’s and Law Enforcement Center (Project) renovation plans, Fisher

Engineering was engaged to determine the status of the fire flow for the proposed renovations. The report from

Fisher Engineering (Appendix I) determined that there were deficiencies in the water supply system in providing water flow at an acceptable pressure to operate the sprinkler systems. From this report, it was deemed necessary to improve the water system.

After Fisher Engineering determined that there were water supply deficiencies, Croft and Associates (Croft) engaged

S&ME, Inc. (S&ME) to assist in determining the issues and determine an acceptable path forward to provide adequate fire and domestic services for the renovation project that will take into account the future development plans.

A few terms will be helpful in reading this report. The water plant, a desalination plant that supplies water to the entire area, is the source for the system. An overall drawing is provided from a previous plan set as Appendix II.

There are three primary lines that leave the plant and travel throughout the system to transport the treated water.

The employee housing line is a single 6” line (Employee Housing Line) that splits from the plant and heads down the road to the employee housing area. There is another line, an 8” line that heads north along the road (Looped

Line) that supplies water to the wastewater treatment plant and loops back into the primary portion of the park. A third line splits off from the water plant and is installed across the maintenance yard, across the “plug” (a canal crossing that resembles a bridge) and into the resort area (Plug Line). Appendix II has some additional notes that call out approximate locations of the three lines.

2.0 Water System Alternatives

S&ME responded by looking into the water supply issues starting with discussions about the system with Croft before performing a site visit on April 16, 2019. Initial discussions pointed to using the Looped Line as the primary connection to the park area and shutting off the Plug Line altogether. Upon further investigation, maintenance staff stated the Looped Line has had several issues with leakage and various other maintenance issues.

While the Employee Housing Line is not necessarily a consideration of the routing of water to the Project, maintenance staff indicated that the employee housing has a suspected active leak they are locating and that there have been issues in that area in the past as well. Upon this statement and the investigation into the Looped Line, it was decided the age of the system dictates that if the pressure is increased via new pump installation, all spurs off of any new line would need to have pressure reducing valves installed to maintain the current pressure. This is in an effort to keep any increased pressures from causing additional maintenance concerns from the increased pressure.

The initial walkthrough and further investigations and discussions with maintenance staff, the Plug Line became the primary focus of the analysis. It provides the shortest length from the water treatment plant to the system, thus it would be the shortest amount of pipe to replace in order to ensure proper pressures can be provided. With the pressure being a life safety necessity due to fire flow conditions, a replacement of the line was determined to be necessary. The pressure reducing valves will be used to keep the remaining portions of the system in tact while the upgrade of this area can be installed.

May 22, 2019 2

3.0 Design Flow Calculations

3.1 Domestic Water Flow

The design flow was based on three different sets of numbers; existing conditions, future construction associated with this Project and beyond, and fire flow. These numbers were combined into a flow scenario that was inserted into Bentley’s WaterCAD V8i (WaterCAD) modeling software, described later.

The existing conditions flow analysis started with information from an email from Mike Machupa dated April 23, 2019. This gave the average flow rates for the entire system from 2016, 2017, and 2018. The annual average flow rate for those years was 6,221,213 gallons per year. This flow was spread out over RV Site Hookups, 18 park housing units, 25 employee housing units in dorms, and the visitor’s center area buildings (convenience store, boat launch area, etc.). The housing units and employee housing dorms were lumped into one item for purposes of the model. Some assumptions were made regarding how the flow rates were split up among these areas. The basis was the Orange County Standards for Florida based on typical equivalent residential unit (ERU) conversions.

These ERUs assigned a percentage breakdown of each flow. This percentage of the flow was multiplied by the annual average flow converted to gallons per minute (for modeling purposes).

The flow rates in the above table were used to enter into the model. For modeling purposes, the values were multiplied by 4.0 to establish a proper peaking factor.

The future flow rates were given by Croft with estimated maximum flow rates based on the fixture flow rates.

These flow rates were not assigned a peaking factor, since they are estimated maximum flows, not average flow rates. These flow rates were primarily used to design the domestic pumps.

Future Restaurant Max Flow: 29 gallons per minute

Future Hotel Max Flow: 53 gallons per minute

Project Max Flow: 67.5 gallons per minute

3.2 Fire Flow

The fire flow rates provided by the fire report requires 495 gallons per minute at 36 psi. This fire flow rate is necessary to provide fire flow for the sprinkler systems within the building. The hydrants that provide fire flow for the building area needs to be able to supply enough water to support the fire flow per the National Fire

Protection Association (NFPA). Building construction type III(200) was assumed for a conservative approach. Using a total square footage of 17,300 square feet, a total of 2,750 gallons per minute was required before the 75%

GPD GPM

Full Hook up RV Sites 22 Existing Camping Area 2897.48 2.01 17%

Park Housing Units 18 Existing Employee Housing 5794.96 4.03 34%

Employee Housing Dorms 25 Existing Employee Housing 8010.68 5.56 47%

Visitor Center Area 1 Existing Visitor's Center 511.32 0.36 3%

Existing Flow 17214.44 11.96

Estimated Flow

Flow Distrubtion

Type of Unit Number of

Units Node

Percent of

Flow

Existing/

Proposed

May 22, 2019 3 reduction was allowed per NFPA because of sprinklers. After the 75% reduction is applied, a minimum flow rate allowed of 1,000 psi is the design criteria. Below is a table of the results.

4.0 Utility Corridor Routing and Pump Design

As was stated earlier in the report, the utility routing is to be primarily routed through the Plug Line. Throughout the visual inspection of the existing system, a common theme appeared to be established: the system is aged and in need of a full overhaul. The Project did not include a complete system overhaul, but is designed in order to maintain the system in the current condition while providing appropriate pressures and flow rates to the building.

This is most simply achieved by replacing the Plug Line from the water treatment plant to the Visitor’s Center and to establish the connection points to the future planned restaurants and hotel.

The pumps were found to be unable to provide the necessary pressures to the system through the fire flow tests completed by Fisher Engineering and backed up by the WaterCAD analysis. The pumps appear to be supplying more horsepower to the flow rate than supplying enough pressure to provide fire suppression. This would fit into the design as few buildings have sprinkler systems. The 18 psi fire flow test that provides 530 gallons per minute would fit historic generally accepted flows to provide the minimum pressure for fire flow (20 psi). While the 530 gallons is lower than typical, this flow rate could have provided a maximum flow to a fire vehicle in the past. Using

NFPA standards from section 3.0, the fire pump was designed using this criteria.

S&ME was requested to use the same set-up that exists today. The setup is not the traditional dual domestic pumps with a separate dedicated fire pump housed separately. The setup utilizes both domestic pumps during

NFPA 1 Method

Flamingo Visitor's Center

Total Floor Area 17,300 sf

Area of 3 largest, successive floors 17,300 sf

Construction Type (per NFPA 220) III(200)

Fire Flow Area 17,300 sf

Automatic Sprinklers? Yes

Quick response sprinklers? No

Required Fire Flow:

Flow per Table 18.4.5.1.2: 2,750 gpm

Reduced Flow* 1,000 gpm

Duration 2 hours

NEEDED FIRE FLOW CALCULATIONS

*75% reduction allowed for sprinklered buildings, to a minmum of 1,000 gpm. If quick response automatic sprinklers are utilized, the 75% reduction is allowable to a minimum of 600 gpm.

May 22, 2019 4 peak flow conditions and uses all three pumps during fire flow situations. The new pumps that are to be specified are as follows (with detailed information in Appendix III):

Domestic Pumps: MPD50A-01BARR-0007TCF26C-CCC4

Fire Pump: MPD125A-01BARR-0020TDF46C-CCC4

These pumps are two domestic 7.5 horsepower pumps and a 22 horsepower fire flow pump. The flow curves generated by Xylem that represent the output of these pumps were plugged into the WaterCAD Model.

5.0 WaterCAD Model

Bentley’s WaterCAD V8i software is a tool that is used to design pressurized water distribution systems. In this case, the model starts with the water storage tank, routes through the piping, and the output analysis from the model is given at the building connection point. This point would typically be five feet from the edge of the foundation and buried 24” underground. The system is almost exclusively drawn according to the “As-Construct

Drawings” from the Water System Improvements Project Number Ever 191. This model does not account for potential head loss due to leaks or pipes in disrepair.

There are several scenarios that were analyzed. Below is a brief synopsis of what was studied and what it was used for:

1) Existing Conditions – the existing average daily flows with no peak flow factor was analyzed and a demand of 530 gallons per minute was installed at the Project location. This was used to calibrate the model and to simulate the unknown pump curves. The fire flow test was done with all three pumps on, so this model simulates that.

2) Peak Flow Conditions – The peak flow rates were applied and the pump pressures were analyzed to see what would be provided under domestic conditions. No fire flow test was analyzed during this step. Only the two domestic pumps were turned on during this step.

3) Fire Flow – During peak flow rates, the visitor’s center flow rate is modified to 1,000 gallons per minute with all three pumps on.

The results are listed in the table below based on each of the three flow scenarios. As indicated in the table, the initial flow test was completed with all three pumps on. The fire flow simulation was also performed with all three pumps active. The peak flow condition was simulated using only the two domestic pumps being active.

Scenario No. of Pumps On

Existing Conditions 530 gpm 18.0 psi 3

Peak Flow 67.5 gpm 79.4 psi 2

Fire Flow 1,000 gpm 33.7 psi 3

Flow Rate (Input) Pressure (Output)

Visitor's and Law Enforcement Center WaterCAD Results

May 22, 2019 5

With the requested pressure from the MEP engineer being “70-80” psi, the peak flow condition operated within the accepted range during peak flow rates. The fire flow simulation provides fire flow at a pressure slightly above the required 20 psi level. This additional pressure is a little bit of a safety factor. The existing conditions model was run with the fire flow and all three existing pumps on. When the existing flow rates (used from the past three year running average) were input into the existing conditions model, with only two pumps on, a 40 psi pressure reading was given at the visitor’s center node during no flow conditions.

One note to keep in mind is the condition of the northern Loop Line. The system currently has that line shut off due to leaking issues. This model assumes no improvements are made to this line and it cannot be used. If this line is improved in the future and turned on, the pressure during fire flow scenarios becomes higher. During a quick rough calculation, the cost of upgrading the fire pump was far less expensive than replacing the entire Loop

Line.

6.0 Results Summary

This report outlines the design process that was utilized. The essential pieces of information are as follows:

The lines in the system appear to be in a state of disrepair

The Plug Line needs to be completely replaced

Pressure Reducing Valves need to be installed on all existing spurs off of the new line

All three pumps need to be upgraded to new pumps that produce additional pressure.

This design is conservative by nature. A thorough inspection of the system could possibly limit the amount of improvements that need to be made. However, this investigation is time consuming and can become very expensive. At this point in the project progression, replacing the plug line and upgrading the pumps appears to be the most comprehensive way to definitively provide the necessary flow and pressure for the Project.

Appendices

Appendix I – Fisher Engineering Report

WWW.FEIFIRE.COM GEORGIA: 10475 Medlock Bridge Road, Suite 520 • Johns Creek GA 30097 • (770) 495-7770 ARIZONA: 3707 East Southern Avenue • Mesa AZ 85206 • (480) 246-8045

MAINE: Customs House • 2nd Floor • 1 Front Street • Bath, ME 04530 • (207) 442-7200 MASSACHUSETTS: 43 Broad Street • Suite B401 • Hudson, MA 01749 • (508) 405-4405 VIRGINIA: 317 Office Square Lane • Suite 101A • Virginia Beach, VA 23462 • (757) 276-1272

March 29, 2019

Ed Setzler Croft & Associates 3400 Blue Springs Road Suite 200 Kennesaw GA 30144

Re: National Park Service FEI #: 18100 NPS Flamingo Visitor Facility Construction Administration Everglades National Park, FL Water Supply Analysis

Dear Ed:

The National Park Service (NPS) is proposing to repair and renovate the former Flamingo concessions restaurant and gift shop into the new Guy Bradley Visitor Center and Law Enforcement Center in Everglades National Park, Florida per Task Order Number 140P2018F0019, ISIQ Contract Number P15PC004467. Additionally, NPS is also planning to construct a new restaurant and two-story housing units located to the west of the project site at a later date. As part of the projects, new automatic sprinkler systems will be provided. Based on preliminary hydraulic calculations, the Visitor Center and Law Enforcement center requires a minimum of 36 psi while flowing 495 gallons per minute (see attached). The planned restaurant and housing units will have a similar water demand requirement, but at a higher pressure due to underground friction loss. Fisher Engineering was tasked to perform a fire hydrant flow test to determine the available water supply in the Flamingo area for use in the renovated Visitor Center and Law Enforcement Center as well as for the planned restaurant and housing units and provide recommendations for upgrade/replacement of the water supply system.

A hydrant flow test was performed on February 20, 2019 at approximately 10 am by Fisher Engineering (see attached). The flow test resulted in a static pressure of 40 psi and a residual pressure of 18 psi while flowing 530 gallons per minute. All three pumps were confirmed to be running at the time of the flow test. Based on the results of the flow test, the current water supply is not capable of supporting a sprinkler system at the Visitor Center and Law Enforcement Center or the planned Restaurant and Housing Units. The water pressure at the project site is insufficient to support local fire pumps in the buildings, therefore improving the site water supply will be required.

Fire protection water at the project site is supplied by a ground-level water tank at the water treatment plant off of Flamingo Road. The water tank feeds two Baldor Reliance 10 HP EJMM3312T domestic pumps and 1 Baldor Reliance 20 HP EJMM2514T “fire pump”. The Baldor Reliance 20 HP EJMM2514T is currently referred to as a fire pump; however, it is not listed by a nationally recognized testing lab for service in a fire protection system. The three pumps run in tel:770-495-7770 tel:770-495-7770 tel:480-246-8045 tel:480-246-8045 tel:(207)%20442-7200 tel:(207)%20442-7200 tel:(508)%20405-4405 tel:(508)%20405-4405 tel:(757)%20276-1272 tel:(757)%20276-1272

3/29/19 18100-03L (Water Supply Analysis) - 2019-03-29 JKM parallel to each other to feed a 6-inch underground main of unknown type and age. Typical churn (static) pressure for these pumps is 40 psi. Approximately 2,300 feet of 6-inch underground pipe connects the water treatment plant to the visitor center. It is estimated that an additional 1,000 linear feet of pipe will be needed for the planned restaurant and housing units. Preliminary hydraulic calculations indicate an expected friction loss of 20 psi in the 6-inch underground piping between the fire hydrant and water treatment plant. This matches closely with the observed conditions.

Based on the previously mentioned considerations, we offer the following recommendations:

Option 1 – Fire Pump and Underground Pipe Improvements (Total Combined ROM Cost $1,031,250) – Includes Option 1A and Option 1B Option 1 is intended to provide a new fire pump and underground piping to support the fire suppression needs for the Flamingo Visitor Center and Law Enforcement center as well as the planned restaurant and housing units. Option 1 is broken into two phases to allow the water supply to be improved incrementally. These options are intended to be performed sequentially, but can also be performed concurrently.

The ROM costs listed above is the combined ROM cost of options 1A and 1B. The 8-inch underground pipe to the planned restaurant and housing units, accounting for approximately $120,000 of the ROM costs, will not be required until after the completion of the Visitor Center and Law Enforcement Center.

Option 1A – Fire Pump Improvements (ROM Cost: $371,250)

Option 1A would provide a new fire pump to boost the pressure of the campus water supply.

The new fire pump would provide sufficient pressure for the fire suppression requirements at the Flamingo Visitor Center and Law Enforcement center with the existing underground piping, but is not anticipated to be sufficient for the future restaurant and housing units. Option 1A consists of the following:

• Replace the current “fire pump” with a new 750 gallon per minute, electric, split-case centrifugal fire pump rated at 75 psi. The fire pump should be listed by a nationally recognized testing lab for service in a fire protection system.

• The fire pump should be installed in accordance with NFPA 20 in a dedicated pump house adjacent to the water tank.

• To reduce the impact of pressure spikes when the fire pump activates (churn pressure approximately 90 psi), new pressure reducing valves will be required on all domestic water lines fed from the 6-inch main. It is estimated that a minimum of six pressure reducing valves will be required for the existing buildings around the Visitor Center and Law Enforcement Center.

18100-03L (Water Supply Analysis) - 2019-03-29 JKM

• To accommodate the new fire pump, electrical infrastructure upgrades will be required including re-working the supply feeders, installation of a fire pump controller, and increasing the generator as necessary to provide adequate backup power.

• Additionally, a CMU block enclosure with 2-hour fire-rated barrier would need to be constructed around the fire pump to protect the pump from service interruptions. The CMU block enclosure would be ventilated with fixed fire-rated louvers and have a 1.5-hour fire-rated door with corrugated metal roof.

The ROM cost above includes costs for a new fire pump (and associated piping), six pressure reducing valves, fire pump house construction on the existing elevated slab, and electrical infrastructure changes/generator replacement.

Option 1B - Underground Piping Improvements (ROM Cost: $660,000)

In conjunction with the new fire pump upgrades outlined in Option 1A, Option 1B would then replace all of the existing piping with larger diameter pipe and provide new piping to the future restaurant and house project site. By upsizing the water distribution pipe, the friction loss between the water treatment plant and the Visitor Center and Law Enforcement Center will be reduced by approximately 19 psi. The lower fire pump pressure rating will put less stress on the water supply distribution network and the new water distribution piping will allow for longer intervals between repairs and/or replacement. In addition, the larger pipe will support future expansion of the underground fire main system for additional fire hydrants or sprinkler systems.

Option 1B consists of the following:

• Replace all 6-inch underground piping with new 8-inch ductile iron or PVC pipe to reduce friction loss in underground piping and to increase the reliability of the system. The new 8-inch underground piping will be installed adjacent to the existing 6-inch underground main to allow the existing main to remain in service until the domestic and fire protection lead-ins have been connected to the new 8-inch main.

• Once all of the connections to the new 8-inch main have been completed, the existing underground 6-inch main will be demolished.

• Provide new 8-inch ductile iron or PVC pipe to the future restaurant and housing unit project sites.

• To reduce the impact of pressure spikes when the fire pump activates, two additional pressure reducing valves will be required on the domestic water lines feeding the restaurants and housing units.

The ROM costs above includes two additional pressure reducing valves, new earthwork for 8-inch pipe, existing 6-inch pipe demo, and new 8-inch pipe installation for the entire Flamingo area including the planned restaurant and housing units. Please note that this is in addition to the

18100-03L (Water Supply Analysis) - 2019-03-29 JKM

ROM cost noted in Option 1. The 8-inch underground pipe to the planned restaurant and housing units, accounting for approximately $120,000 of the ROM costs, will not be required until after the completion of the Visitor Center and Law Enforcement Center.

Option 2 – Fire Pump Improvements Utilizing Existing Underground Piping (ROM Cost: $610,500)

Option 2 is intended to utilize a higher rated pump to overcome the friction loss challenges associated with the existing 6-inch pipe and allow the existing 6-inch main to remain in service to serve the Flamingo Visitor Center and Law Enforcement center as well as the planned restaurant and housing units. This is intended as the lower cost option, but will cause more stress on the water supply distribution network. It is likely that aging system will be more prone to needing repairs or replacement in the short term. Option 2 consists of the following:

• Replace the current “fire pump” with a new 750 gallon per minute electric split-case centrifugal fire pump rated at 100 psi. The fire pump should be listed by a nationally recognized testing lab for service in a fire protection system.

• The fire pump should be installed in accordance with NFPA 20 in a dedicated pump house adjacent to the water tank.

• The existing 6-inch underground pipe will remain.

• Provide new 8-inch ductile iron or PVC pipe to restaurant and housing unit project sites, connected to the existing 6-inch underground main.

• To reduce the impact of pressure spikes when the fire pump activates (churn pressure approximately 120 psi), new pressure reducing valves will be required on all domestic water lines fed from the 6-inch main. It is estimated that a minimum of eight pressure reducing valves will be required for the existing buildings around the Visitor Center and Law Enforcement Center as well as the planned restaurant and housing units.

• To accommodate the new fire pump, electrical infrastructure upgrades will be required including re-working the supply feeders, installation of a fire pump controller, and increasing the generator as necessary to provide adequate backup power.

• Additionally, a CMU block enclosure with 2-hour fire-rated barrier would need to be constructed around the fire pump to protect the pump from service interruptions. The CMU block enclosure would be ventilated with fixed fire-rated louvers and have a 1.5-hour fire-rated door with corrugated metal roof.

The ROM cost above includes costs for a new fire pump, new 8-inch underground piping to the new project site, eight pressure reducing valves, fire pump house construction on the existing elevated slab, and electrical infrastructure changes/generator replacement. The 8-inch underground pipe to the planned restaurant and housing units, accounting for approximately

18100-03L (Water Supply Analysis) - 2019-03-29 JKM

$120,000 of the ROM costs, will not be required until after the completion of the Visitor Center and Law Enforcement Center.

Cost Summary and Basis

The costs represented in this report are rough order of magnitude only, based on RS Means data.

A full cost estimate is outside of the scope of this effort. However, to conservatively represent the project costs, NPS Class C cost factors were applied to the RS Means costing. The factors considered are provided below. Application of these factors results in a 1.65 markup of the standard total direct costs as represented by RS Means data. This factor is due to the fact that the markup is applied progressively per NPS Cost Estimating Standards.

DESCRIPTION OF MARK-UP & ADD-ONS:

Location Factor: 0.00% Labor and equipment rates have been updated to reflect Monroe County, FL; location factor does not apply to this cost estimate

Remoteness Factor: 5.00% Site is 50 miles from Homestead, FL. State highway access to project site. Minor traffic impacts

Wage Rate Factor: 0.00% Labor Rates have been updated to the Current Davis-Bacon wage rates within the cost estimate software (Mii). Wage Rate Factor not utilized.

FL63 dated 03/16/2018

State & Local Taxes: 7.00% 6% state sales tax plus 1% Miami-Dade County, http://www.sale-tax.com/HomesteadFL

Design Contingency: 15.00% Schematic design (SD) submittal warrants 15% contingency for future changes in the scope

Standard. General Conditions: 10.00% Relatively simple renovation project but increased general conditions due to renovation scope

Government General Conditions:

10.00% Higher than normal due renovation scope in lieu of new construction

Historic Preservation Factor: 3.00% The structure was constructed in the Mission-66 era and has historical significance. Historical features are within project limits, but minimal. Minor Additional costs added for the protection of historical features

Contractor Overhead: (NOTE 1) 0% slightly higher than the standard mark-up for Home Office Overhead for a building construction project due to being a renovation contract.

18100-03L (Water Supply Analysis) - 2019-03-29 JKM

Contractor Profit: (NOTE 1) 0.00% Standard contractor profit mark-up for thisscope of work (renovation), slightly higher than new construction

Bonds and Permits: 2.00% Standard rate for project that are of similar size and scope

Contracting Method Adjustment:

0.00% Contracting method to be determined, figured Design Bid Build approach and competitive market, no adjustment to the project cost

Annual Inflation Escalation Factor:

3.00% Projected mild inflation for the purposes of this cost estimate

Time Until Project Midpoint (Months)

8 Midpoint of construction is November 2019

Note 1: Contractor overhead and profit accounted for in RS Means pricing.

Below is a summary of the costs for all options.

Option Description Base Cost (Non- NPS Factored)

NPS

Factored*

1 Fire Pump and Underground Pipe Improvements $625,000 $1,031,250

2 Fire Pump Improvements Utilizing Existing Underground Piping

$370,000 $610,500

* NPS Factor = 1.65

Conclusion

Based on the hydrant flow test performed on February 20, 2019, the existing water supply is insufficient to support sprinkler systems for the Visitor Center and Law Enforcement Center, and the planned restaurant and housing units. Improvement are required at the water treatment center to provide sufficient water pressure.

Option 1 is intended to allow for progressive improvements to the water supply and represent the preferred method for proper fire protection. By upsizing the water distribution pipe, the friction loss between the water treatment plant and the Visitor Center and Law Enforcement Center will be reduced by approximately 19 psi. The lower fire pump pressure rating will put less stress on the water supply distribution network and the new water distribution piping will allow for longer intervals between repairs and/or replacement. In addition, the larger pipe will support future expansion of the underground fire main system for additional fire hydrants or sprinkler systems.

Option 2 is intended as the lower cost option that overcomes the insufficient pressure from the existing infrastructure by boosting the pressure to overcome the smaller underground fire main.

18100-03L (Water Supply Analysis) - 2019-03-29 JKM

This option will cause more stress on the water supply distribution network and the aging system will be more prone to needing repairs or replacement in the short term.

If you have any questions or comments, please do not hesitate to contact us.

Sincerely, Fisher Engineering Inc. Reviewed by

Andrew T. Pomeroy, PE Douglas W. Fisher, PE, FSFPE, LEED AP BD+C Fire Protection Engineer Principal Fire Protection Engineer

Attachments

18100-03L (Water Supply Analysis) - 2019-03-29 JKM

Preliminary Hydraulic Calculations

Ordinary Hazard Occupancy:

Waterflow Requirements Required Waterflow = Sprinkler Demand + Hose Stream Demand

Sprinkler Demand:

Discharge Density: 0.20 gpm/sf Remote Area: 1,500

[(0.20 gpm/sf) x (630 sf) + (0.1 gpm/sf) x (870)]x (115%) = 245 gpm

Hose Stream Demand: 250 gpm Total Waterflow Requirement: 495 gpm

Pressure Requirements Required Pressure = End Head Pressure + Friction Loss + Elevation Loss

End Head Pressure: P = (Q/k)2 End Head Pressure: P = [(0.20 gpm/sf) x (100 sf)/8]2 End Head Pressure: 7 psi

Friction Loss Elevation (20 ft): 10 psi Aboveground Pipe: 10 psi Underground Pipe: 5 psi Backflow Prevention: 4 psi Total Pressure Requirement: 36 psi

Light Hazard and Ordinary Hazard, Group II:

System Pressure Required: 36 psi Total Waterflow Required: 495 gpm Available Base Pressure: 21 psi at 495 gpm

Appendix II – Overall Drawing

P q tv j g tp

N q q r

R nw i D tk f i g

G o r nq g g J q w uk p i

Appendix III – Pump Selections

05-21-19 Project Project ID Last updateCreated by Created on

E-mail Tel.

Contact Company

Technical Data

213T

1 Fluid pH-value at t A

Operating temperature t A

Density at t A

Vapor pressure at t A

Kin. viscosity at t A

Nominal flow

Nominal head

Static head

Inlet pressure

AltitudeAvailable system NPSH

°F psi lb/ft³ ft²/s

US g.p.m.

ft ft psi ftft

85.002

160 7

39.2

62.4

14.5

1.689E-5

Environmental temperature 68

°F

MPD50A-01BARR-0007TCF26C-CCC4

No. of pumps

Single pumps as parallel circuitPump type Operating Data

Impeller type

Design

Impeller Ø

Max.

Designed

Min.

Operating speed

Max. working pressure

Nominal

Max-

Min-

Flow

Number of stages

Nominal at Qmax at Qmin

Head

Suction

Head H(Q=0)

Shaft powerMax. shaft power

Discharge port

Efficiency psi

US g.p.m.

US g.p.m.

US g.p.m.

ft ft ft hphp ft

Radial impeller

Horizontal Multistage pump, radial DNs/DNd, 2 Roller bearings

73.1

Execution

Max. casing pressure psi 200

CL150

42.9

72.4

168.4170

18.2

37.7

LO / DNs - left, DNd - above (Standard)

NPSs 3" ASME B16.5 (C) 87.3

168.4

9.8

Pump Data rpm

CL150NPSd 2" ASME B16.5 (C)/ /

496.6

Page:

Materials Pump Shaft Seal Cast Iron , EN-GJL-200 , ASTM-CLASS 30

Cast Iron , EN-GJL-200 , ASTM-CLASS 30

Cast Iron , EN-GJL-150 , ASTM-CLASS 25

Cast Iron , EN-GJL-250 , ASTM-CLASS 35

Cast Iron , EN-GJL-250 , ASTM-CLASS 35

Cast Iron , EN-GJL-250 , ASTM-CLASS 35

Cast Iron , EN-GJL-250 , ASTM-CLASS 35

Cast Iron , EN-GJL-250 , ASTM-CLASS 35

Cast Iron , EN-GJL-250 , ASTM-CLASS 35 without (standard)

Suction Impeller

Impeller

Diffuser

Stage casing

Suction casing

Discharge casing

Seal Cover

Bearing Bracket / Motor Adapter

Pump Foot

Wear Ring

Motor Data Manufacturer

Specific design

Rated power

Nominal speed

Electric voltage

Item no.

Service factor

Frame size

Manufacturer

Series

Spacer length inch

Frame size

Shaft diameter

Factory choice Flender

Type

3/16

Frame 213T - 7.5 hp - SF 1.25

Weight

NEMA 3 ph TEPE

7.5 hp

163.0

460 V

1.253600 rpm

N-EUPEX - Type B

Coupling

Weight 2.9

Coupling protection

Base Plate Remarks Name NEMA EMP50-AB-213-5T

Weight 97.2

Shaft diameter

Drum Stainless Steel , 1.4057 , ASTM-431

21 NPSH 3% ft 6Total weight

Drum Bush Cast Iron , EN-GJL-250 , ASTM-CLASS 35

SHAFT Stainless Steel , 1.4057 , ASTM-431

Shaft sleeve Stainless Steel , 1.4057 , ASTM-431

Spacer Sleeve Stainless Steel , 1.4057 , ASTM-431

Shaft Nut Stainless Steel , 1.4057 , ASTM-431

Impeller Nut A4

Pump weight

4.1887 lb lb lb lb lb

CGUARD ADAPT EMPC50-190

Single mechanical seal, with shaft sleeve (unbalanced)

EMG12/38

Mechanical seal diameter 1 1/2 inch

BQ7EGG-WA

Carbon graphite resin impregnated

SiC, silicon carbide, sint. Pr.less

Ethylene propylene rubber (EPDM)

CrNiMo - Steel

EPDM - WRAS

Ethylene propylene rubber (EPDM)

B/ESIC-Q7EGG/Y10-WACode

Gaskets of the pump

5. Others

4. Springs

3. Secondary seal

2. Stationary ring

1. Rotating ring

229.28

229.28

Max / Min Operating Temperature °F

Water

248 / 14 lb

1.102 1.375inchPump Motor/ /

1.375 inch

6.654

5.236 inch inch inch

SM2404

1x 6.181 inch

Company Contact

Tel.

E-mail

Performance Curve

Is

Min.

Max.

Ø rpmMin.

Delivered Flow

Max.

42.9

US g.p.m. US g.p.m.

Application Range h Max.

US g.p.m.

Lift Capability ft H(Q=0) h ft Max.

Shaft Power P2

P2(Q=0) hp

Max.

hp

18.2 h Max.

hp

8.35

9.82

7.1

HzFrequency

Operating speed

MPD50A-01BARR-0007TCF26C-CCC4

Page:

Head

Efficiency

NPSH-values

Shaft power P2

50%

50%

55%

55%

60%

1A [Pump 1+2]1A [Pump 1]

65% Eff.

1C [Pump 1+2]1C [Pump 1]

60.2%

1B [Pump 1+2]1B [Pump 1]

63.4%

168 ft

37.7 %

6 ft

9.81 hp

87.3 US g.p.m.

1A [Pump 1+2]1A [Pump 1]

1C [Pump 1+2]1C [Pump 1] 1B [Pump 1+2]1B [Pump 1]

168 ft

37.7 %

6 ft

9.81 hp

87.3 US g.p.m.

1A [Pump 1+2]1A [Pump 1]

1C [Pump 1+2]1C [Pump 1]

1B [Pump 1+2]1B [Pump 1]

168 ft

37.7 %

6 ft

9.81 hp

87.3 US g.p.m.

1A [Pump 1+2] (P2)

1A [Pump 1] (P2)

1C [Pump 1+2] (P2)

1C [Pump 1] (P2)

1B [Pump 1+2] (P2)

1B [Pump 1] (P2)

168 ft

37.7 %

6 ft

9.81 hp

87.3 US g.p.m.

[ft]

[ft]

[hp]

0 40 80 120 160 200 240 280 320 360 400 440 480 520 [US g.p.m.]

1 Pump

2 Pumps

Nominal flow

Nominal head

US g.p.m.

ft

85.02

Inlet pressure psi 0

Static head ft 3.999

Power datas referced to:

Water [100%] ; 39.2°F; 62.4lb/f t³; 1.69E-5f t²/s

MEI: N.A. - according to Ecodesign Directive 2009/125/EC and Regulation (EU) No.547/2012

Hydr. performance acceptance acc. to EN ISO 9906 Class 2B

5.236

6.181

6.654 inch

Project Project ID Created by Created on

Last update

Company Contact

Tel.

E-mail

Page:

a f 4

L4

L max

B2 B1

H h2

H m ax

L3 L2 L2 L1 s x z e h2

PM1..Pressure gauge connector PM2..Pressure gauge connector D....Drain G....Grease nipple L....Leakage V....Filling

L

G

PM1

DNs

DNd PM2V

D L

G a 37/16 Lmax 48

B1 195/16 PM1 G1/4

B2 1711/16 PM2 G1/4

D G1/4 s 3/4

DNd 115/16 V G1/4 DNs 31/8 z 1/4 e 111/8 f 133/4

G M8 H 913/16 h2 77/8

Hmax N.A.

L1 373/8

L2 1213/16

L3 57/8

L4 81/16

DimensionsMPD50A-01BARR-0007TCF26C-CCC4

Dimensions

Connections

Weight

Suction NPSs 3"

Discharge port NPSd 2"

CL150 CL150

ASME B16.5 (C) ASME B16.5 (C)

Pump

Coupling

Base Plate

Motor

Total weight

2.9

497 lb

(+/- 5%)

[ ]inch

Note: Draw ing not to be used for construction purposes. Weights subj ect to change.

Complete Unit with Baseplate

Frame 213T - 7.5 hp - SF 1.25NEMA 3 ph TEPE LO / DNs - lef t, DNd - abov e (Standard)

C 1 D 81/4 d1 53/16

K 6 L 11/16 z 3/16

C 11/8

D 71/16 d1 37/8

K 43/4

L 11/16 z 3/16

DKDNd1

L

Note: Value D, C and d may vary from standard

229.28

E-mail Tel.

Contact Company

Technical Data

256T

1 Fluid pH-value at t A

Operating temperature t A

Density at t A

Vapor pressure at t A

Kin. viscosity at t A

Nominal flow

Nominal head

Static head

Inlet pressure

AltitudeAvailable system NPSH

°F psi lb/ft³ ft²/s

US g.p.m.

ft ft psi ftft

495.01

94.502 7

39.2

62.4

14.5

1.689E-5

Environmental temperature 68

°F

MPD125A-01BARR-0020TDF46C-CCC4

No. of pumps

Single head pumpPump type Operating Data

Impeller type

Design

Impeller Ø

Max.

Designed

Min.

Operating speed

Max. working pressure

Nominal

Max-

Min-

Flow

Number of stages

Nominal at Qmax at Qmin

Head

Suction

Head H(Q=0)

Shaft powerMax. shaft power

Discharge port

Efficiency psi

US g.p.m.

US g.p.m.

US g.p.m.

ft ft ft hphp ft

Radial impeller

Horizontal Multistage pump, radial DNs/DNd, 2 Roller bearings

51.3

Execution

Max. casing pressure psi 200

CL150

1041.6

173.9

47.8

118.2120

75.1

LO / DNs - left, DNd - above (Standard)

NPSs 6" ASME B16.5 (C) 526.5

106.3

18.8

Pump Data rpm

CL150NPSd 5" ASME B16.5 (C)/ /

1,670.7

Page:

Materials Pump Shaft Seal Cast Iron , EN-GJL-200 , ASTM-CLASS 30

Cast Iron , EN-GJL-200 , ASTM-CLASS 30

Cast Iron , EN-GJL-150 , ASTM-CLASS 25

Cast Iron , EN-GJL-250 , ASTM-CLASS 35

Cast Iron , EN-GJL-250 , ASTM-CLASS 35

Cast Iron , EN-GJL-250 , ASTM-CLASS 35

Cast Iron , EN-GJL-250 , ASTM-CLASS 35

Cast Iron , EN-GJL-250 , ASTM-CLASS 35

Cast Iron , EN-GJL-250 , ASTM-CLASS 35 without (standard)

Suction Impeller

Impeller

Diffuser

Stage casing

Suction casing

Discharge casing

Seal Cover

Bearing Bracket / Motor Adapter

Pump Foot

Wear Ring

Motor Data Manufacturer

Specific design

Rated power

Nominal speed

Electric voltage

Item no.

Service factor

Frame size

Manufacturer

Series

Spacer length inch

Frame size

Shaft diameter

Factory choice Flender

Type

3/16

Frame 256T - 20 hp - SF 1.25

Weight

NEMA 3 ph TEPE

20 hp

396.0

460 V

1.251800 rpm

N-EUPEX - Type B

Coupling

Weight 11.5

Coupling protection

Base Plate Remarks Name NEMA EMP125-A-254-6T

Weight 274.7

Shaft diameter

Drum Stainless Steel , 1.4057 , ASTM-431

21 NPSH 3% ft 9.1Total weight

Drum Bush Cast Iron , EN-GJL-250 , ASTM-CLASS 35

SHAFT Stainless Steel , 1.4057 , ASTM-431

Shaft sleeve Stainless Steel , 1.4057 , ASTM-431

Spacer Sleeve Stainless Steel , 1.4057 , ASTM-431

Shaft Nut Stainless Steel , 1.4057 , ASTM-431

Impeller Nut A4

Pump weight

5.291 lb lb lb lb lb

CGUARD ADAPT EMPC100-230

Single mechanical seal, with shaft sleeve (unbalanced)

EMG12/65

Mechanical seal diameter 2 9/16 inch

BQ7EGG-WA

Carbon graphite resin impregnated

SiC, silicon carbide, sint. Pr.less

Ethylene propylene rubber (EPDM)

CrNiMo - Steel

EPDM - WRAS

Ethylene propylene rubber (EPDM)

B/ESIC-Q7EGG/Y10-WACode

Gaskets of the pump

5. Others

4. Springs

3. Secondary seal

2. Stationary ring

1. Rotating ring

983.26

983.26

Max / Min Operating Temperature °F

Water

248 / 14 lb

2.047 1.625inchPump Motor/ /

1.625 inch

11.142

8.780 inch inch inch

SM2435

1x 10.354 inch

Company Contact

Tel.

E-mail

Performance Curve

Is

Min.

Max.

Ø rpmMin.

Delivered Flow

Max.

US g.p.m. US g.p.m.

Application Range h Max.

US g.p.m.

Lift Capability ft H(Q=0) h ft Max.

94.4

83.3

Shaft Power P2

P2(Q=0) hp

Max.

hp h Max.

hp

20.8

24.9

17.4

HzFrequency

Operating speed

MPD125A-01BARR-0020TDF46C-CCC4

Page:

Head

Efficiency

NPSH-values

Shaft power P2

50%

50%

60%

60%

65%

65%

70% 74%

77%

1A

77.4% Eff.

1C

72.1%

1B

76.9%

106 ft

75.1 %

9.14 ft

18.8 hp

526.5 US g.p.m.

1A 1C

1B

106 ft

75.1 %

9.14 ft

18.8 hp

526.5 US g.p.m.

1A

1C

1B

106 ft

75.1 %

9.14 ft

18.8 hp

526.5 US g.p.m.

1A (P2)

1C (P2)

1B (P2)

106 ft

75.1 %

9.14 ft

18.8 hp

526.5 US g.p.m.

[ft]

[ft]

[hp]

0 100 200 300 400 500 600 700 800 900 1000 1100 1200 [US g.p.m.]

Nominal flow

Nominal head

US g.p.m.

ft

494.9

94.49

Inlet pressure psi 0

Static head ft 5

Power datas referced to:

Water [100%] ; 39.2°F; 62.4lb/f t³; 1.69E-5f t²/s

MEI: N.A. - according to Ecodesign Directive 2009/125/EC and Regulation (EU) No.547/2012

Hydr. performance acceptance acc. to EN ISO 9906 Class 2B

8.780

10.354

11.142 inch

Project Project ID Created by Created on

Last update

Company Contact

Tel.

E-mail

Page:

a f 4

L4

L max

B2 B1

H h2

H m ax

L3 L2 L2 L1 s x z e h2

PM1..Pressure gauge connector PM2..Pressure gauge connector D....Drain G....Grease nipple L....Leakage V....Filling

L

G

PM1

DNs

DNd PM2V

D L

G a 613/16 Lmax 669/16

B1 291/2 PM1 G1/4

B2 2715/16 PM2 G1/4

D G1/4 s 3/4

DNd 415/16 V G1/4 DNs 57/8 z 1/4 e 157/16 f 193/16

G M8 H 167/8 h2 1213/16

Hmax N.A.

L1 513/16

L2 1711/16

L3 77/8

L4 1015/16

DimensionsMPD125A-01BARR-0020TDF46C-CCC4

Dimensions

Connections

Weight

Suction NPSs 6"

Discharge port NPSd 5"

CL150 CL150

ASME B16.5 (C) ASME B16.5 (C)

Pump

Coupling

Base Plate

Motor

Total weight

11.5

1,671 lb

(+/- 5%)

[ ]inch

Note: Draw ing not to be used for construction purposes. Weights subj ect to change.

Complete Unit with Baseplate

Frame 256T - 20 hp - SF 1.25NEMA 3 ph TEPE LO / DNs - lef t, DNd - abov e (Standard)

C 15/16

D 125/8 d1 81/2

K 91/2

L 7/8 z 5/16

C 13/16

D 11 d1 71/4

K 81/2

L 7/8 z 5/16

DKDNd1

L

Note: Value D, C and d may vary from standard

983.26