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Item 4E - TW King Pump Station Evaluation Study by FNI
T.W. King Pump Station Evaluation Study Prepared for: City of Southlake 3SOUTHLAKE Prepared by: FREESE AND NICHOLS, INC. 801 Cherry Street, Suite 2800 Fort Worth, Texas 76102 817-735-7300 �'NXVk%% AV ,moo 0. � o0000000000000000000000000 0' ANDREW RICHARDSON / 00 00 0000a0000a000000000000000o i °0 1 42024 0 4�7, oA' /��� FS CENS�� o 1 S°°0000000°N `� 10/01/24 14 :�P�r° of ° rFol dw 0 0 / o0 0000000000000000000 ooa / WASEM MANKARIOUS / � o0000000000000000000000000 � 141770 0 <- : fI c�'S 000ENSoo 10/01 /2024 FNI Project Number: SOL23555 Evaluation Study — T.W. King Pump Station FREESE -ITY OF City of Southlake r� IdICHOLS © SOUTHLAI<E TABLE OF CONTENTS 1.0 BACKGROUND.......................................................................................................................3 2.0 SYSTEM HYDRAULICS............................................................................................................ 5 2.1 Existing Water Distribution System............................................................................................... 5 2.2 Water Demand Projections...............................................................................................................5 2.3 System Curve Development..............................................................................................................6 3.0 SITE IMPROVEMENTS.......................................................................................................... 12 3.1 Existing Site Description................................................................................................................. 12 3.2 Ground Storage Tank Improvements.........................................................................................13 3.3 Drainage Improvements..................................................................................................................15 4.0 PUMP AND PIPING IMPROVEMENTS.................................................................................. 16 4.1 Low Pressure Plane 3+1 Pump Selections............................................................................... 17 4.2 High Pressure Plane 2+1 Pump Selections............................................................................... 18 4.3 Pump Station Layouts....................................................................................................................... 19 4.3.1 Site Layout Option 1..................................................................................................................20 4.3.2 Site Layout Option 2..................................................................................................................26 4.3. > Option 2 Interior Piping Layout...........................................................................................28 4.3.4 Pump Station Layout & Building Options Comparisons.............................................30 5.0 ELECTRICAL, SCADA, INSTRUMENTATION.......................................................................... 36 5.1 Pump Station........................................................................................................................................ 36 5.2 Power Supply....................................................................................................................................... 39 5.3 Motor Controllers............................................................................................................................... 40 5.4 Emergency Power.............................................................................................................................. 41 5.5 Miscellaneous Electrical Equipment........................................................................................... 41 5.6 SCADA & Instrumentation.............................................................................................................. 42 5.6.1 Communication and SCADA...................................................................................................42 5.6.2 Pump Station Instrumentation and Controls..................................................................42 6.0 PROJECT PHASING AND SCHEDULE.................................................................................... 44 6.1 Construction Phasing........................................................................................................................ 44 6.2 Scheduling.............................................................................................................................................46 7.0 OPINION OF PROBABLE CONSTRUCTION COSTS................................................................47 Evaluation Study — T.W. King Pump Station FREESE -ITY OF City of Southlake ��=NICHOLS SOUTHLAKE LIST OF TABLES Table 1-1: Existing Pump Station.................................................................................................... 3 Table 2-1: Existing and Buildout Residential Projections............................................................... 5 Table 2-2: Existing and Buildout Water Demand Projections........................................................ 5 Table 3-1: Tank Site Advantages and Disadvantages................................................................... 14 Table 4-1: Proposed Duty Points.................................................................................................. 16 Table 4-2: Proposed LPP Pump Technical Information................................................................ 17 Table 4-3: Proposed HPP Pump Technical Information................................................................ 18 Table 4-4: Pump Station Layout Option Comparison................................................................... 35 Table 6-1: Updated Project Improvement Phasing...................................................................... 45 Table 6-2: Preliminary Design/Construction Schedule................................................................. 46 Table 7-1: Summary of Costs per Phase, Option 1....................................................................... 47 LIST OF FIGURES Figure 1-1: Existing T.W. King Pump Station Site Plan.................................................................... 4 Figure 2-1: Average and Maximum Day System Head Curve, Low Pressure Plane ........................ 8 Figure 2-2: Average and Maximum Day System Head Curve, Low Pressure Plane Buildout Distribution System (CIP Scenario 3).............................................................................................. 9 Figure 2-3: Average and Maximum Day System Head Curve, High Pressure Plane ..................... 10 Figure 2-4: Low Pressure Plane System Curve with Existing Pumps ............................................ 11 Figure 3-1: Simplified Existing Site................................................................................................ 13 Figure 3-2: Existing Ground Storage Tank Exterior....................................................................... 15 Figure 4-1: Proposed LPP Pump and Existing LPP System Curves ................................................ 17 Figure 4-2: Proposed LPP Pump and Proposed LPP System Curves ............................................. 18 Figure 4-3: Proposed HPP Pump and Proposed HPP System Curves ........................................... 19 Figure 4-4: Southlake Pressure Plane Locations with Proposed HPP Connection ....................... 20 Figure 4-5: Proposed Pump Tie-In................................................................................................ 23 Figure 4-6: Option 1 Pump Station Layout................................................................................... 24 Figure 4-7: Option 1 Site Plan....................................................................................................... 25 Figure 4-8: Option 2 Site Plan....................................................................................................... 27 Figure 4-9: Typical Pump Train Layout......................................................................................... 29 Figure 4-10: Proposed Pressure Plane Layout, Section View ....................................................... 29 Figure 4-11: Pump Station Layout Option 1— Section View ......................................................... 32 Figure 4-12: Pump Station Option 2 — Elevation Exhibit.............................................................. 34 Figure 5-1: Option 1 One -Line Diagram........................................................................................ 37 Figure 5-2: Option 2 One -Line Diagram........................................................................................ 38 Figure 5-3: Sample Exterior Building Light Option........................................................................ 39 Figure 5-4: Sample Option B Electrical Room Layout................................................................... 42 Figure 6-1: Original Project Improvement Phasing...................................................................... 44 APPENDICES Appendix A: Curves for Initial Pump Selections...........................................................................A-1 Appendix B: Opinion of Probable Construction Costs....................................................................... B-1 Evaluation Study—T.W. King Pump Station FREESE CITY OF City of Southlake r111=NICHOLS 9 SOUTHLAKE 1.0 BACKGROUND The City of Southlake (City) contracted with Freese and Nichols, Inc. (FNI) in June of 2023 to evaluate the existing T.W. King Pump Station (PS) hydraulics, electrical system, and make recommendations for improvements based on water model demand projections. This report will focus on the facility improvements based on existing conditions, the available footprint of the existing facility, the required footprint of proposed infrastructure improvements, facility performance, and capital costs. These improvements described in this report will allow the City to better serve the Low Pressure Plane to meet future demands as well as provide pumping redundancy for High Pressure Plane. The T.W. King Pump Station is located just north of the T.W. King Road and Rancho Laredo Trail intersection in Southlake, Texas at 3655 T.W. King Road. The existing site plan, shown in Figure 1-1, consists of an electrical/controls building, an outdoor Pump Station, a 5 million -gallon (MG) Ground Storage Tank (GST), and a chemical feed facility. The existing pump station currently has three pumps in eight available bays which operate as shown in Table 1-1. The PS was constructed in 1998 with the intended capability to serve both the Low and High Pressure Planes. The pump station operates with Southlake's primary pump station, the Pearson Pump Station, to provide service to the Low Pressure Plane. The High Pressure Plane is served solely from the Pearson Pump Station, and demand has not yet reached the levels required for the High Pressure Plane pump bays in T.W. King to be filled. Currently, there is no connection from the High Pressure Plane from T.W. King to allow the pump station to deliver water to the High Pressure Plane. Station The T.W. King Pump Station Improvements proposed in this report are based on the condition of the existing facility and are part of the on -going Water Master Plan update. 3 .a �rry � v ro �¢a ��o rv3� e�ry Nz.. ti w � E � ❑ � �n aLL3 Evaluation Study—T.W. King Pump Station FREESE -ITY OF City of Southlake r,11 NICHDLS © SOUTHLAKE 2.0 SYSTEM HYDRAULICS 2.1 EXISTING WATER DISTRIBUTION SYSTEM The existing City water distribution system is operated in two pressure planes (PPs): the Low and High Pressure Plane. The naming convention is based upon the overflow elevation of the elevated storage tanks (EST) serving each respective plane. The current T.W. King Pump Station supplies water to the Low Pressure Plane only. The projections provided in the tables below were modeled as part of the Water Master Plan Update performed by Freese and Nichols in 2024. 2.2 WATER DEMAND PROJECTIONS *gpcd: gallons per capita per day **Buildout represents the year 2040 Table 2-2: Existing and Buildout Water Demand Projections Average Maximum Maximum MD:AD MH:MD Pressure Day Day Hour Year Plane Demand Peaking Demand Peaking Demand (MGD) Factor (MGD) Factor (MGD) Existing MM�2�.44.93 Buildout**• �®1121 MM *gpcd: gallons per capita per day **Buildout represents the year 2040 5 Evaluation Study—T.W. King Pump Station FREESE CITY OF City of Southlake r111=NICHOLS 9 SOUTHLAKE 2.3 SYSTEM CURVE DEVELOPMENT Pump stations and elevated tanks are used to maintain pressures in a distribution system. Pumps are necessary to overcome elevation differences, tank levels (static head), and head losses due to pipe friction (dynamic head). When the static and dynamic head are combined for a series of discharge rates, the resulting plot is called a system head curve. The system head curve plots total head vs. flow and illustrates the head required to move a given flow rate through the distribution system and fill elevated tanks. The system curve is completely independent of any pump curve and is utilized to select the appropriate pumps to meet the various demand conditions. The intersection of the system head curve and the pump curves defines the point at which the pump(s) will operate. The system head is defined using the following equation: Total head = Static Head (hs) + Headloss due to friction (hf) + Headloss due to minor losses hf = 4.73XLXQ1.852 C1.852 X D4.87 where: L= Length of pipe (feet) Q= Flow (MGD) C= Hazen Williams roughness coefficient (varies throughout pressure plane) D= Diameter of pipe (feet) hs = (Head at EST) — (Head on the suction side of the pump station) When there are multiple transmission lines between the selected pump station and the elevated storage tank or multiple pump stations pumping into the same pressure plane, it is difficult to use an equation to accurately describe the system curve, as multiple assumptions need to be made regarding the split in flow between the lines. In these complex cases, a hydraulic model is more accurate. The C-values throughout the model vary depending on the pipe's age and material to assign an initial roughness. The following are other variables that can potentially affect the system curve development: • Elevated Tank Level • Ground Storage Tank Level • Demands • Supply Rates from Other Pump Stations • Roughness Coefficients on Major Transmission Lines • New Transmission Line Improvements • Type of Pump Control Valve (Diaphragm valves for example can result in higher headlosses than full port gate valves.) 0 Evaluation Study—T.W. King Pump Station FREESE CITY OF City of Southlake r111 AICHOLS 9 SOUTHLAKE The City's hydraulic model was used to develop system curves under average and maximum day conditions for the existing and buildout planning periods. All system curves are shown with the minimum and maximum static head conditions. The future system scenario includes planned improvements identified in the City's 2024 Water Master Plan. See Figure 2-1 for the system head modeled under average day demands for the existing and future scenarios for the Low PP. Figure 2-2 provides a system curve modeling the same conditions assuming the proposed CIP improvements in the Water Master Plan have been constructed. Figure 2-3 shows the system head modeled under maximum day demands for the existing and future scenarios for the High PP, assuming the future High Pressure Plane connection has been constructed. With the development of the TW King LPP system curves, Freese and Nichols coordinated with Flowserve and Smith Pump, the original pump manufacturer and service team respectively, to acquire the existing pump data and overlay the existing pumps on the LPP system curve to verify the existing operations. Plotted on Figure 2-4, the data indicates that the existing pumps are oversized compared to the hydraulic requirements of the low pressure plane system. To verify this fact Freese and Nichols performed a field verification test with Southlake personnel on September 25', installing pressure recorders close to the TW King pump station to record the discharge pressure during operation. The results of the field verification are overlaid on Figure 2-4. To better match the existing system hydraulics, proposed pump selections are discussed in Section 4.0. 7 EMOMNIRCHOLES aoo 375 350 325 300 275 250 225 zoo = 175 150 125 100 75 50 25 0 Figure 2-1 City of Southlake T.W. King Pump Station System Curves Existing Water Distribution System CITY OF SOUTHLAKE Minimum Head Condition Typical Head Condition Maximum Head Condition GST (1 ft below full) = 652.50 feet GST (half full) = 636.50 feet GST (5 ft) = 624.50 feet EST (half full) = 780.67 feet EST (10 ft below full) = 790.67 feet EST (1 ft below full) = 799.67 feet Static Head = 128.17 feet Static Head = 154.17 feet Static Head = 175.17 feet 0 1 2 3 4 5 AD Min Head - -*- - MD Min Head ,r. .#- .� - - -4k .� 6 7 8 9 10 11 AD Typical Head MD Min Head 12 13 14 15 Flow (MGD) f AD Max Head - -0- - MD Max Head Assumptions 15.0 MGD at Pearson LPP PS 6.48 MGD at Pearson HPP PS LPP Average Day Demand: 8.60 MGD LPP Maximum Day Demand: 20.65 MGD 16 17 18 19 20 21 22 23 24 25 Figure 2-2 City of Southlake FREESE T.W. King Pump Station System Curves aNICHOLS Buildout Water Distribution System (CIP Scenario 3) 400 375 350 325 300 275 250 +, 225 a� a� 200 m = 175 150 125 100 75 50 25 0 Minimum Head Condition Typical Head Condition Maximum Head Condition GST (1 ft below full) = 652.5 feet GST (half full) = 636.50 feet GST (5 ft) = 624.50 feet EST (half full) = 780.67 feet EST (10 ft below full) = 790.67 feet EST (1 ft below full) = 799.67 feet Static Head = 128.17 feet Static Head = 154.17 feet Static Head = 175.17 feet CITY OF SOUTHLAKE 6i Assumptions 15.0 MGD at Pearson LPP PS 6.48 MGD at Pearson HPP PS 5.0 MGD at Proposed Booster PS LPP Average Day Demand: 9.58 MGD LPP Maximum Day Demand: 23.00 MGD 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Flow (MGD) 0 AD Min Head AD Typical Head 0 AD Max Head - -• - - MD Min Head MD Min Head - -• - - MD Max Head FREESE EzMOICHOLS aoo 375 350 325 300 275 250 225 a� a� 200 m = 175 150 125 100 75 50 25 0 Figure 2-3 City of Southlake T.W. King Pump Station System Curves High Pressure Plane Connection Minimum Head Condition Typical Head Condition Maximum Head Condition GST (1 ft below full) = 652.5 feet GST (half full) = 636.50 feet GST (5 ft) = 624.50 feet EST (half full) = 840 feet EST (10 ft below full) = 850 feet EST (1 ft below full) = 859 feet Static Head = 187.50 feet Static Head = 213.50 feet Static Head = 234.50 feet CITY OF SOUTHLAKE Assumptions 15.0 MGD at Pearson LPP PS 6.48 MGD at Pearson HPP PS 5.0 MGD at Proposed Booster PS 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Flow (MGD) 0 AD Min Head AD Typical Head 0 AD Max Head - -• - - MD Min Head MD Min Head - -• - - MD Max Head 625 600 575 550 525 500 475 450 425 400 375 350 325 d 300 2 275 250 225 200 175 150 125 100 75 50 25 0 rFREESE mn?'MICHOLS 0 1 2 3 AD Min Head Figure 2-4 City of Southlake T.W. King Pump Station System Curves Existing Water Distribution System CITY OF UTHLAi4-E. V1, Minimum Head Condition Typical Head Condition Maximum Head Condition GST (1 ft below full) = 652.50 feet GST (half full) = 636.50 feet GST (5 ft) = 624.50 feet EST (half full) = 780.67 feet EST (10 ft below full) = 790.67 feet EST (1 ft below full) = 799.67 feet Static Head = 128.17 feet Static Head = 154.17 feet Static Head = 175.17 feet Field Verification Head Conditions Existing Pump Information GST (Varied between 15.5 to 16.4 ft) = 635 - 635.9 feet Manufacturer: Flowserve/Ingersoll Dresser EST (Tanks varied between 20.4 to 28.6 ft) = 781.07 - 789.27 feet Model: 18EKH Static Head = 146.07 to 153.37 feet Impeller Dia: 14.13 inches .♦' --1- .481-- -----0------0------�--_ --�-- -- --' _ -• 4 5 6 7 8 9 AD Typical Head AD Max Head - -• - - MD Min Head Assumptions 15.0 MGD at Pearson LPP PS 6.48 MGD at Pearson HPP PS LPP Average Day Demand: 8.60 MGD LPP Maximum Day Demand: 20.65 MGD 10 11 12 13 14 15 16 17 18 19 20 21 Flow (MGD) MD Min Head - -• - - MD Max Head 0 Manufacturer Curve (100%) Manu x2 0 Manu x3 22 23 24 25 0 Field Data Verification Evaluation Study —T.W. King Pump Station FREESE CITY OF City of Southlake AICHOLS 9 SOUTHLAKE 3.0 SITE IMPROVEMENTS 3.1 EXISTING SITE DESCRIPTION The three -acre site contains an existing outdoor pump station, a control building, a 5 million -gallon (MG) ground storage tank, and a disinfection building. The site is enclosed by a combination of brick and wrought iron fencing. The site can be accessed by two 28-ft driveways off T.W. King Road. Both driveways have a manually operated access gate. The driveways connect to separate concrete parking lots on the north and south sides of the existing pump station and control building. The disinfection building is located on the north side of the property and is accessed by the north access gate/parking lot. The existing ground storage tank is located directly east of the pump station. The existing site was built with a 24-in supply line that comes in from the south following alongside T.W. King Road, shown in green on Figure 3-1. The supply line circles the existing site and directly connects to the existing 5 MG ground storage tank. The existing ground storage tank has a 158-ft inside diameter with a 34-ft side water depth and a maximum height of 44-ft. The tank was built with a ringwall foundation and contains a 24-in overflow that directs water to an outfall/drainage berm to the southeast side of the existing property. The tank was built with an architectural fagade consisting of decorative arches and painted columns. The 48-in tank outlet exits due south before turning west towards the pump station. Before the 48-in water line reaches the Pump Station it turns north to become the pump station supply piping. Once in the pump station, the suction line services eight pump suction cans through a 48-in x 24-in crosses. The pump station provides flow to the Low Pressure Plane via a 30-in discharge on the south side of the pump station. This line heads west towards T.W. King Road where it tees off into a 12-in line heading south and a 24-in line heading north. The north water line follows along the inside perimeter of the site where it eventually turns east to travel along the northern edge of the property. The line exits the property on the northeast corner of the lot into the Low Pressure Plane distribution system. 12 Evaluation Study—T.W. King Pump Station FREESE -ITY OF City of Southlake rNINNICHOLS © SOUTHLAKE (EXISTING CONTROL BUILDING !I 'i EXISTING TW KING PUMP STATION .i"L� IT- Figure 3-1: Simplified Existing Site 3.2 GROUND STORAGE TANK IMPROVEMENTS The proposed ground storage tank will be a 5 MG steel tank. The tank shall be designed in accordance with the requirements of ANSI/AWWA D100 Standard for Welded Carbon Steel Tanks for Water Storage. The new tank will be designed to match the overflow and floor elevation of the existing tank. Matching overflow elevations allows for the tanks to operate together during draining and filling procedures. The proposed 24-in yard piping will begin at an existing 24-in stub -out on the north side of the existing GST and then run south around the existing GST approximately 365-ft to connect to the proposed GST via a roof inlet as shown in Figure 4-8. The proposed tank will be constructed with a 48-in floor outlet that connects to an existing 48-in stub -out that will be constructed on the suction line yard piping. The proposed tank will have a 24-in overflow line that discharges into a concrete or riprap lined erosion control mat that will help direct the overflow drainage towards the proposed site retention area. The overflow elevation for the proposed tank will be set to match the existing tank at a maximum water elevation of 653.50-ft. The tank will also be equipped with a 12-in drainpipe. There will be a 30-in diameter manway opening located on either side of the tank for access when the tank is empty. The ground storage tank will be constructed with an interior and exterior steel ladder. Both ladders will be equipped with fall protection systems in compliance with OSHA 1910 — Occupational Safety and Health Standards and ANSI Z359.1— American National Standard Safety Requirements for Personal Fall Protection Systems and Components. The complete system shall allow City personnel to operate freely 13 Evaluation Study—T.W. King Pump Station FREESE CITY OF City of Southlake r111 AICHOLS 9 SOUTHLAKE in a normal climbing position during ascent or descent. The roof will be constructed with a standard 24- in diameter roof vent located in the center of the roof designed with a vertical overhang to prevent the entrance of wind driven rain and debris. The vent will additionally be equipped with a vacuum and pressure relief mechanism as required by AWWA D100 and contain all 316 stainless steel hardware. An additional 3-ft by 3.5-ft manway will be added on the roof to provide access when the tank is full. The tank will be equipped with a level gauge and transmitter to monitor the water level in the tank. The tank will also have a sampling station to monitor the water quality inside the tank. The exterior of the tank will include a pilaster and architectural fagade to match the existing ground storage tank, shown in Figure 3-2. Due to the available space on the existing site, the proposed 5 MG tank may need to be located on the unimproved property to the south. There will also be improvements to the drainage at the site that may affect the operating room provided. There are two potential GST locations, either directly east of the existing tank as originally planned or to the south on the property owned by the City of Southlake. The advantages and disadvantages of each site is discussed in the table below. Table 3-1: Tank Site Advantages and Disadvantages Advantages Disadvantages • The maximum size of GST that can fit would be 4 MG. • The existing septic tank and field would need to be demolished or modified.' East Site ' This tank location would provide a • This site could have a greater impact to smaller total footprint the surrounding residents. • A large amount of fill would be required to match finish floor and overflow elevations. • If a new Pump Station is constructed, the • A 5 MG tank could be built on this proposed GST would need to be located site. to ensure proper spacing. South Site • The tank can be positioned to • Fill will still be required to match the provide easy access and spacing finish floor and overflow elevations. between the two tanks. • Additional piping would be needed compared to the other option. ' Per Tex. Admin. Code (TAC) § 240.44 (2019) all new waterlines shall not be installed closer than 10-ft to a septic drain field. Based on the advantages and disadvantages above, it is recommended to select the South Site for the future GST. 14 Evaluation Study—T.W. King Pump Station FREESE CITY OF City of Southlake r111 AICHOLS 9 SOUTHLAKE While the new GST is being constructed, it is recommended that the City recoat the interior and exterior of the existing GST, provided annual inspection reports do not require it at an earlier date. Coating both GSTs at the same time will reduce capital and maintenance costs over time. Assuming the existing GST surface is properly prepared for the new coating, the existing and proposed GST should have similar coating schedules, allowing them to be recoated at the same or similar times in the future. Figure 3-2: Existing Ground Storage Tank Exterior 3.3 DRAINAGE IMPROVEMENTS With the improvements described above, the existing drainage design at the T.W. King Pump Station will need to be updated, whether the east or south site is selected. Currently, the existing site directs stormwater and GST overflow water to the southeast of the existing site via a berm and drainage outfall. After leaving the existing site, the water travels along the eastern edge of the unimproved property until reaching an existing natural detention pond at the southeastern corner of the unimproved property. Since the impervious area and an additional GST will be constructed, the existing berms and detention pond volume will need to be evaluated. Additionally, the existing natural detention pond will need to be increased in size and depth to manage the additional water flows possible. Drainage assessments and recommendations for detention pond modifications will be required when overall GST sizing, locations, and necessary grading are finalized. 15 Evaluation Study —T.W. King Pump Station FREESE CITY OF City of Southlake r111=NICHOLS 9 SOUTHLAKE 4.0 PUMP AND PIPING IMPROVEMENTS Two options will be evaluated; option 1 will assume all proposed improvements will be installed at the existing station while option 2 will assume a new pump station will be constructed at the unimproved property to the south. For Option 1 electrical improvements presented in Section 5.1, the pump station will remain on soft starters due to the limited space within the control building, available conduit connections, and the size of the existing housekeeping pads. The new proposed pump station, Option 2, will house vertical turbine pumps on variable frequency drives (VFDs). VFDs allow adjustments to be made to a pump's flow and head performance by changing the speed, which increases the system's flexibility. VFDs also reduce electrical power consumption by allowing the pumps to operate at reduced speeds when demand is low. All proposed pumps will be Vertical Turbine Pumps (VTP) installed in cans; Horizontal split -case pumps were not evaluated in this report due to space, retrofit cost, and hydraulic limitations. The existing T.W. King PS operates in a 2+1 pump configuration providing 10 MGD to the Low PP. Based on the recommendations outlined in the City Water Master Plan update, the Low PP will be upgraded to a 3+1 pump configuration providing 15 MGD to the Low PP and a new 5.0 MGD service to the High PP in a 2+1 pump configuration will be installed. An initial pump selection was performed with the goal of finding pumps that meet the required duty points within their preferred operating range (POR) and maximize the conditions in which they operate closest to their best efficiency point (BEP) at full and reduced speeds per the recommendations of the Hydraulic institute (HI) standard 9.6.3 "Rotodynamic Pumps — Guideline for Operating Regions." The rated point for each pressure plane is summarized in Table 4-1. Table 4-1: Proposed Duty Points Initial pump selections from ITT Goulds, Fairbanks Nijhuis, Peerless, Flowserve, Floway, and Sulzer were requested. Alternative pump selections can and will be further evaluated in the design phase. 16 Evaluation Study—T.W. King Pump Station FREESE -ITY OF City of Southlake r111NICHOLS © SOUTHLAKE 4.1 LOW PRESSURE PLANE 3+1 PUMP SELECTIONS From the pump selections that were received, the preliminary preferred selection comes from Flowserve. Figure 4-1 and Figure 4-2 overlays the proposed pump curves on the existing LPP system curves and the proposed buildout system curves, while Table 4-2 lists some of the technical data of the proposed pump model. On the pump and system curves, the preferred operating region (POR) is denoted as well. ICHO r-� NLS 400 375 350 325 see 275 250 225 v200 175 250 225 100 75 50 2a Table 4-2: Technical Information Figure 4-1 City of South Lake T.W. King Pump Station Existing System Curves Proposed LPP Pump Curves CITY OF SOLJTHLAKE 0 Min mHaad Cnndltlo G57(1 ft DelOW fulll=652.691eet ha cal Heatl C0ntli910n GST tllali filly=636.50 feet Max 11± Con .i GST 5 tt=624,56 teat EST("Y 1�6)=73p 67 fae1 FST (10 hh.1—f.N-796.97feet EST(S ft below MN-799.67 feet Static Head - 128.17feet Static Head • 154.17 feel Static Head • 175.171eet _ __ --- ------ ----- ----`------------ *_"_"_ ---`-_ A.ssumnt on., 16.0 MGDat Pearson LPPPS 5 iU MGD at Pearson HPP PS LPPA11111 Day Demantl:9.60 MGD LPP Maximum Day DFinan d: 20, 65 MGD 0 1 2 3 4 3 6 7 a 9 l0 11 12 13 14 15 16 17 16 0 20 21 22 23 24 25 Flow (MGD) SAD MIn Head—ADTyplcal Head —AD Max Head -♦--MD Min Head -•--MD MIn Head -y--MD Max Head �Flowse- —Rme-2—Flowservea —Flo .,c POR �FlSwserye 2 POR �F(-.,e a POR Figure 4-1: Proposed LPP Pump and Existing LPP System Curves 17 Evaluation Study—T.W. King Pump Station FREESE -ITY OF City of Southlake r111NICHOLS © SOUTHLAKE -- aF Figure 4-2 SOUTHLAKE FREESE City of Southlake HMO ONO-Aj� ICHOLS T.W. King Pump Station Proposed System Buildout Water Distrlhution System (CIP Scenario 3) [\1T��� aav 275 1. 32S Sao 2]5 259 225 a zav 175 1so 12s 75 21 a 9 1 2 3 a s 6 7 a r ]a ]t 1e 1a ]4 is 16 17 la 19 2a 21 ZZ 23 24 25 Flow IMG01 —ln Mead —yplcalXeatl —Flowserve Flovn--Floweenrel Row1-11POR �FlowservelPOR Figure 4-2: Proposed LPP Pump and Proposed LPP System Curves 4.2 HIGH PRESSURE PLANE 2+1 PUMP SELECTIONS M-n mHead Condton GST(lRb¢lOwful11=W 5f. Tw cal Heatl COMlnan GST(t yIyR).$36-50(w M"j"'m Heart C.. G8T 15I1=6-M 1e0 nn EBTlhalf fulD =780.671eet EST(LO (I below lull}-790.67 feel EST(1 Rhe low fail)=799.671ee1 Static Head =128.17 feet 8talic Hew -16.1]leet Static Heatl=175, 17feet _ ----- _____ ��ph�vue 15.0 HGD at Pearson lPP PS 6.a8 MG11 aI PB8f40n Xpp PS S.o MGD at Pmpssed Boaster PS LPPAve VDayD—ntl:9.5RMGD LPP Maxlmem Day Demand 23 00 MGD From the pump selections that were received, the preliminary preferred selection comes from Pentair Fairbanks. Figure 4-1 overlays the proposed pump curves on the future HPP system curves, while Table 4-3 lists some of the technical data of the proposed pump model. On the pump and system curves, the preferred operating region (POR) is denoted as well. Table 4-3: Proposed HPP Pump Technical Information W 4n9 375 350 325 300 275 250 335 Is n 200 2 175 150 125 Soo 70 25 0 Evaluation Study—T.W. King Pump Station FREESE -iTY OF City of Southlake rNINNICHOLS © SOUTHLAKE Figure 4-3 SOUTH LAKE HIMFRE ESE City of Southlake -N ICH OLS T.W. King Pump Station System Curms High Pressure Plane Connection M'n' mHeatl Contl't onI Twical Head Cantlhlon Mavlmnm 11e dlwdhan A550J[Ip�on G57 iltft heloW 1u0i=6525feet CST(half hill}-636-50 feet CST(5 n)-624.50 feet 15.0MGDatSPea rao LPPPS EST(haltfu11)=840feet EST (10 ft belowlull)-850 feet EST(t ftheloWlull(=DES feet 6.48 MGD at Pear50n HPP PS Static Heatl-187.50 feet Static Heatl- 213.50 feet Static Head =234.50 feet 5.0 MGD at Proposed Booster PS 0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6 6.5 7 7.5 a 0.5 0 9.5 10 FIOW (MGD) FAO Min head A07yplcalH fAD Mal Head -�--MD Mi. Head MO Mi. Heatl--.--MO Mw Heatl Folrbanks2 Falrbannks POR-Fabhan42POR Figure 4-3: Proposed HPP Pump and Proposed HPP System Curves 4.3 PUMP STATION LAYOUTS Two site options were evaluated for the proposed facilities. Both options were evaluated based on impact to existing operations, construction costs, feasibility, and maintenance accessibility of the proposed facilities. All site configurations must minimize the T.W. King Pump Station downtime, especially in the summer months. Based on recommendations from the hydraulic modeling results and discussions with Southlake engineering, the upper pressure plane will need to meet the HPP max day demand, S.0 MGD, from the T.W. King site. To provide the required firm capacity at the site, there will need to be three 2.50 MGD pumps added into the empty bays on the north side of the station by 2040. Additionally, a discharge line would need to be constructed from the station to the High PP to provide service from the T.W. King site. A 16-in line is currently recommended to provide a velocity of four feet per second in the line. This transmission line, shown in Figure 4-4, would exit the pump station heading west towards T.W. King Road. From there, the future High PP distribution line would head south along T.W. King Road until it connects to the High Pressure Plane on the south side of Texas Highway 114. 19 Evaluation Study—T.W. King Pump Station FREESE CITY OF City of Southlake r111=NICHOLS 9 SOUTHLAKE Figure 4-4: Southlake Pressure Plane Locations with Proposed HPP Connection 4.3.1 Site Layout Option 1 Option 1, shown in Figure 4-6 and Figure 4-7, consists of overhauling the existing T. W. King PS in phases to accommodate an additional 5.0 MGD pump in the Low PP and a new service to supply 5.0 MGD to the High PP, with all improvements shown in bold. Modifying the existing pump station to meet buildout demands has a minimal impact on operations. The original PS design included several features to minimize the station's down time when adding additional pumps, including the already constructed fourth pump bay and a butterfly valve before the fourth pump's discharge line tie-in point. This would allow the new Low PP pump to connect to the existing discharge line without having to cease pumping operations. Likewise, a sizable portion of the High PP facilities can be constructed without impacting operations. As proposed, the only required down time of the pump station would be during the High Pressure Plane's connection to the suction line. All operations out of the PS would be 20 Evaluation Study—T.W. King Pump Station FREESE CITY OF City of Southlake r111 AICHOLS 9 SOUTHLAKE required to stop while the current 90-degree bend prior to the suction line entering the pump station is replaced with a 48-in by 48-in tee, which can typically be performed within 24 hours. The addition of a valve after the proposed tee connection is recommended to decrease the down time at the station and allow for pumping operations to restart ASAP. Additionally, a small downtime would be required when the electrical & SCADA system is switched over as proposed in Section 5, which can range from around 2-7 days. The existing outdoor pump station is surrounded by the existing control building and the existing welded steel ground storage tank, with the tank being less than 35-ft away from the pump station. This limits the available workspace during construction and would require a contractor to phase the overall construction to limit the construction disturbance to the available space. The existing pump station is not enclosed, and Option 1 would construct an enclosure over the current pump slab per the City's request and AWIA recommendations. This enclosure would be red brick veneer with a gabled roof of shingle construction to match the existing control building. As part of enclosing the pump slab, the enclosure roof would have removable roof hatches to allow a crane to access the pumps and motors for any maintenance needs. The pump station was designed with eight pump bays that are fed from a buried 48-in diameter suction line. The four pump bays on the south side of the station were designated for the Low PP, and the four pump bays on the north side of the station were designated for the High PP. All eight pump bays were constructed with 24-in diameter pump cans. Three of the four low pressure bays contain a 5 MGD pump and the fourth bay is currently empty. Based on recommendations from the hydraulic modeling results, a 5 MGD pump would be needed to supply the required firm capacity. A 30-in by 12-in wye was constructed on the discharge line in anticipation of the fourth pump bay being filled as shown in Figure 4-5. Since the pump bays are existing, the proposed 5 MGD pump must fit within the existing pump can. A point of concern to consider for future improvements is compliance with the Hydraulic Institute (HI) standards. While the original Pump Station built in 1998 met the standards of the time, standard updates have been made over time that now puts the existing station out of compliance. Per HI standard 9.6.6 "Pump Piping" Table 9.6.6.3.4 five pipe diameters must be included from inlet to pump can from a 90-degree tee, and 2 pipe diameters from a butterfly valve. The suction pipe is 24-in, which corresponds to a 10-ft offset for trees or a 4-ft offset from 21 Evaluation Study—T.W. King Pump Station FREESE CITY OF City of Southlake r111 AICHOLS 9 SOUTHLAKE butterfly valves. The existing station is set up with almost 9-ft offset from the tee, and a 1-ft offset from the suction butterfly valve. Additionally, the suction pipe enters the pump can at the bottom of the can, which is not preferred. HI 9.8 "Pump Intake Design" Section 9.8.3.6.5 recommends the suction flange to be two pump can diameters above the bottom of the pump (or 4-ft in T.W. King's case). These issues with pump suction dynamics must be considered during pump design and will require coordination between the design engineer, City of Southlake personnel, and the pump manufacturer. Pump manufacturers may not be able to guarantee pump performance or provide a full warranty for the pump. In the cost estimate found in Appendix B, costs for the excavation of the existing LPP cans and the replacement of HI compliant vertical turbine pump cans is provided. If the existing LPP pumps are replaced as recommended by the system pressure verifications and a part of the can modifications, the existing pump soft starters and Motor Control Center (MCC) should be evaluated and potentially replaced. Included with this, an evaluation of the existing housekeeping pads and conduit penetrations. Depending on the modifications needed, the existing electrical room may need to be modified to hold the proposed electrical gear or a new electrical room will need to be constructed. 22 Evaluation Study—T.W. King Pump Station FREESE CITY OF IrlffWHOLE 9 SOUTHLAKE City of Southlake R1C1EId0IED COMCISTE CTLIDER vPi O-;or ••�••__ •• ••••••,••�• i PROPOSED PUMP PROPOSED Pun PROPOSED PUP PROPOSED 5MGD PUMP ..A.. .re.. ^C• ��D�� r-D• B••r r•r r-D• r-o- YwK ENCLOSURE CF TMOE DEMHQES DEW� VALVE EMMOWK aB DATE VALVE w/ ADATE v -- SPECIFICATION NO'ttL�OCATE R' VALVE N/ HAD NNRL HAM WHEEL / HAND Itar, I EXPM JOINT AROUND PUP CAMS R• O SEND ONEWD CA FOR ILL PUP IXSCNMCE US FBR0.A33 I ROTATE TO45' I NOTATE TO IY II ROTATE TO IS' DR A E JACALMN3NDTNY R•"/SPOOL WOOL D FIBER INSULATION 1G LpDJ' I I /• BLIND FLANGE EXPAHSpN JOINT »• A10ED SPOOL Ll b sAllEL.Bxx.3 • 'w • r SAD CLO40M ul 6 I 1 rE pul •3 BRUS rr CCEO JNDED S P.E. T-r (A) zPi y N y I yy�� K" FLANGE FFF FCC {yIl (TYPICAL) ROV. EXTERION TAPE DUPLEX RCE►TACLL ANCNDII tts ANCHOR ES • «� nl 4• RAIDED L PE. r-r a) ! «S 1E5 R• FLNDCD P.E. r•R• m DI 9 d «K. . a! «�I DEMOTES ALULRIAIN LADOI SEE NOTES ELSErIERE- / TB' DIL aA-VA CO. — / / N0. BKC ANTICIPATING SLOW ICPATRD VALVE / DJ PPEO �Ir —Cl JD•IME• FLANCED RTE •RINGED 11T[ >0'1(R• nAMOCO 11K FLANGED rr[ w DIA FLOO. BUTTERFLY VALVE R• tT N/VANE BOX 1•-r 9•1 1'•r ••r V I'- 141 RADED HXXICLNTRD REpICEIt 3r BUTTDUIr VA. FACE OF FLA OE TO JO'i(EI• FLADED CONCENTRIC R[d1CL7U FACE OF FLANGE NDTN NOTE- COIPLINOS SMALL R OF STA (LESS STEEL OR IRON STRENf`TN ODOTLE RON WITH Si r,FLA a EQUAL EXTENDED AACDR Bars (ANCHORED) L N0. SES TO EACH OPPOSING FLAM MOPY 3000 RPY ••{M 0601M�.LOIb Fd1A ROUT SrATFJI MMIRtl. LOW PRESSURE PLANE SERVICE PUMPS D L'.FLEXIBE POWER COD N.T.S. Figure 4-5: Proposed Pump Tie -In 23 v H W z 0 �z N 0 H w O U U 0 Z O o�atiN •• z c �¢u0 W W = (n J�wz0 O ��00 0� V) Z W H U F-- cc� "z'z0a°od F-0 LL u W 0��zpii 0 000,nzz N F XL - � H a Q H m WJ Vfp o W= O WV N Boo � � � • lD rf) O v z Nr'r v W6 v�V) 'A a 0NV v x m V�r� >,_- - L v >O U i O N O O 00 LL d V) a X Lu Lu a J 0 LL 0 U Lu 2 I— z Q w F.— z1 z 0 Ln rr) Ln N Ln O M N N 0 0 z cn m z � U 0 F Q o 0 W z n W 0 z Q o in W N > W cc aA 0 c Lu u w u � c O Q o W Q z OI W av J _ LL V) } m 0 30 60 w SCALE IN FEET `n HORIZONTAL o z SHEET �O Eby a1 0 O 0 LA u 0 -a —4— N � C O� ,V) L •� O 0 Lu J Q U V) LL Lu 0 EVALUATION REPORT Plot Date: 10/9/2024 11:44 AM Plot By: 02721 Filename: N:\WTU\Report\Site_Option_1_Plan.dwg FIG. 4-7 Evaluation Study—T.W. King Pump Station FREESE CITY OF City of Southlake r111=NICHOLS 9 SOUTHLAKE 4.3,2 Site Layout Option 2 Option 2, shown in Figure 4-8, consists of a new pump station building to house the electrical equipment and pumps for both the High and Low PPs. The new pump station would be constructed south of the existing site in a neighboring lot already owned by the City. To access the new pump station, the fence along the south side of the existing parking lot would have to be removed and the existing concrete driveway extended. A new drive would also be installed to access the second lot from T.W. King Road and sized to allow 18-wheeler access. The supply line for the new pump station would connect to the existing 48-in suction line via a 48-in tee. From there, the suction line would head south to connect to the proposed pump station. The proposed 30-in discharge line to the Low Pressure Plane would exit the pump station and head west towards T.W. King Road to connect to the existing 12-in and 24-in Low Pressure Plane water lines. A portion of the existing 12-in line would have to be replaced with 24-in pipe to make this connection to keep velocities below eight feet per second. For the High Pressure Plane, the proposed line would exit the pump station to head west towards T.W. King Road where it would turn south, parallel to the existing utilities in the T.W. King Road ROW. 26 W z F Z 0 O FWoNV U = Z O ��=�zvi OC 0 3: v H 0 V) vwLL2 uO w w �i p = 0- (n J�wzOCC O p F W N L z � vI Uv F- L.1.. .. z W z W O coW a �LLOo�O� L.L Uw�FO O Q O n�ZC7 p Q O �a z Z z v x N p F d Q F H m WJ Vlp o W= O WV N 000 p l0 M v V) c; a--+ (A ill In ONV X M O L N 00 i00 3 - a o � 3 U O O O t 00 d W Lu Q = zz O oc Q x ' V) Q w Lu Q Lu~ z Lu g w , Z �Q o > r� LL p w o (D Lu.0 � N (D •z �O z • o I Ln M v Lr) N Ln M N J Z v) co O Z wLL O N U Lu Luv�— p p w Z i p Z Q p pLuC w Ln > W L v a y (6 w a = N U C O Q p w Q z 0I J i LL } co f6 0 •q,0 v ai O 41 C C: 4- 0 0 N U o-0 C p cv v v c o L co .N co L L w J 0 30 60 N w V LL SCALE IN FEETLn HORIZONTAL o > Lu O z SHEET Fig. 4-8 EVALUATION REPORT Plot Date: 4/19/2024 1:33 PM Plot By: 02721 Filename: N:\WTU\Report\Site_Option_2_Plan-Alternate.dwg Evaluation Study—T.W. King Pump Station FREESE CITY OF City of Southlake r111=NICHOLS 9 SOUTHLAKE 4.3.3 Option 2 Interior Piping Layout A typical pump train for both the Low and High PPs will include a below grade suction header and butterfly valve connected to the vertical turbine pump and a pump control valve, and a gate valve as shown in Figure 4-9 On the discharge side. There will also be a thrust harness to connect to the discharge header, not shown in Figure 4-9. Of the three existing Low PP pumps, it is believed that at least one has been replaced. The other two are assumed original to the station, resulting in a pump age of 25-years. There is not a preventative maintenance plan in place at the T.W. King PS currently, and pumps are repaired as needed. Given the current maintenance plan and age of the existing pumps, it is assumed for the purpose of this report that in addition to the new Low PP pump in Phase 1, the three existing pumps will be replaced. The new pump station will house the High and Low PPs. The station will be supplied via a buried 48-in suction header that will serve as a common header for both pressure planes, shown in Figure 4-10. Each connection to the supply header will be a 24-in water line and will include a valve to allow for pump isolation. The pump cans will be sized based on the pump selection and HI standards. The pump cans will house VTPs required to supply 15 MGD to the Low PP and 5.0 MGD to the High PP. The proposed pump station will follow the Hydraulic Institute (HI) and Texas Commission on Environmental Quality (TCEQ) standards for design requirements. Suction pipe sizing was determined using HI Standard 9.6.6 "Pump Piping" § 9.6.6.3.2. The minimum distance between the nearest flow disturbing fitting and the pump will be at least five (5) times the suction pipe diameter, and the maximum velocity will remain below the HI mandated 4 ft/s. Discharge pipe sizing was determined using HI Standard 9.6.6 "Pump Piping" § 9.6.6.4. Flow disturbing fittings on the discharge side do not significantly affect pump performance, therefore there is no minimum straight pipe length needed. The maximum discharge velocity will remain below the HI requirement of 15 feet per second. Evaluation Study—T.W. King Pump Station FREESE CITY OF City of Southlake IrININAKHOLS 9 SOUTHLAKE Flow Direction Figure 4-9: Typical Pump Train Layout PRESSURE PLANE - -- i - -- HIGH PRESSURE PLANE `-'-'- I Figure 4-10: Proposed Pressure Plane Layout, Section View 29 Evaluation Study—T.W. King Pump Station FREESE CITY OF City of Southlake r111 AICHOLS 9 SOUTHLAKE 4.3.4 Pump Station Layout & Building Options Comparisons Option 1 Pump Station Building For option 1, a new building will be built over the existing pump slab, fully enclosing the pump station per AWIA recommendations. The building materials would match the existing electrical and control room, with an internal layer of 8-in CMU blocks and an exterior red brick veneer. The roof will be a standard gabled roof and will match the existing station with a shingled construction. To reduce the total height of the building, hatches will be built into the roof to assist in the removal of pumps. For a sample section view of the option 1 pump building, see Figure 4-11. With all retrofit applications, several items must be considered when trying to construct a building that the site was not originally designed for. • The existing slab at T.W. King PS currently serves as an equipment pad to support the pumps and piping. It is assumed that the slab was not designed with the intention of supporting the vertical loads associated with an enclosure. To enclose the PS, the foundation for the enclosure will be required to be self-supporting and it will not be able to tie-in to the existing slab. The proposed enclosure's walls will need to be located a minimum of 6 feet away from the discharge piping and will require the demolition of the existing brick sound fences and their foundations. Care will have to be taken during the removal and construction of the foundation to not disturb the existing surge sensing line located nearby. • The roof on the existing control building currently slopes toward the pump slab, directing water onto and around the slab. Construction of a new pump enclosure would disrupt the current drainage patterns. Care would have to be taken during design of the new enclosure to redirect the existing drainage patterns towards the on -site detention. • The existing discharge piping on the low pressure side of the pump station does not have substantial length of straight piping that allow for the proposed enclosure to be constructed around the existing piping. To accommodate the existing pipe, the walls of the proposed building would need to be constructed with block -outs or reinforcing will have to be put in to span the gap for areas where there will not be a foundation. 30 Evaluation Study—T.W. King Pump Station FREESE CITY OF City of Southlake r111 AICHOLS 9 SOUTHLAKE • To properly accommodate the existing low pressure and the future high pressure discharge piping, there will need to be a minimum of 6 feet between the farthest part on the discharge piping and the wall. There will also need to be consideration of any existing piping or conduit that is routed around the pump slab. This, in combination with the demo of the brick sound fences, will potentially extend the enclosure into the existing parking spaces. It is likely that at least one parking spot on the north side will have to be removed or modified, and that the parking spaces on the south side will be shifted, reducing the available space to maneuver vehicles. • The existing station relies on being un-enclosed to access and maintain the discharge and supply piping. Enclosing the pump station will limit access vertically and will reduce the amount of usable room that equipment would have. To help offset the reduction in usable space and allow for vehicle and equipment access into the pump station, it is recommended to demo the fourth high pressure pump's foundation and pump can. After removing those items, a hatch and double doors could be installed to facilitate moving equipment in and out of the station. • The current station design relies on the temperature and natural airflow to cool the pumps in the warmer months, and heat tracing or other measures to protect the pumps and piping in cooler months. When the proposed enclosure is constructed, it will have to be designed with pump fans and exhausts to help stimulate airflow. It will also be recommended that heaters be installed in the facility for cold weather protection during extreme events. • Due to limited space around the existing slab, constructing the east wall of the enclosure has the potential to conflict with the existing and future surge anticipating valve vaults. At the narrowest point, there is less than 14 feet between the pump slab and the GST. To accommodate both structures in such little space, the enclosure wall will either be located up against the existing slab, or on the west side of the 48-inch supply pipe, next to the GST. To construct the latter option would leave only a few feet between the proposed wall and the existing GST. 31 Evaluation Study—T.W. King Pump Station FREESE CITY OF City of Southlake r111=NICHOLS 9 SOUTHLAKE Option 2 Pump Station Building The Option 2 PS will be built to match the existing T.W. King control building's overall aesthetics. The walls will be an internal layer of 8-in CMU blocks with an exterior red brick veneer. The roof will be a standard gabled roof and will match the existing station with a shingled construction. Inside the pump station, a bridge crane will be constructed to facilitate maintenance on the pumps, motors, and equipment. The height of the PS required to safely operate the bridge crane is 33-ft and 7-in. This would provide the necessary clearance to lift and move an 8-ft object with the crane while maintaining a 12-in clearance from the tallest anticipated obstacle, as shown in Figure 4-12. For Option 2, the electrical room will be separated from the pump room via an 8-in CMU block wall, and the electrical room will have cooling units to maintain the necessary temperature for the proper operation of the electrical equipment. The new pump station will be designed to house four Low PP pump bays and three High PP pump bays. The pump bays will be served off a common header, similar to the existing site. 33 Evaluation Study—T.W. King Pump Station FREESE -ITY OF City of Southlake rNINNICHOLS © SOUTHLAKE 133-7" Overhead Lights 123'-7" Bridge Crane M 0 jM 0 c 0 N e--1 Control Valve M fV �-1 --- —------------ ---- 102'-6" 60 100'-0" Figure 4-12: Pump Station Option 2 — Elevation Exhibit 34 Evaluation Study—T.W. King Pump Station FREESE CITY OF City of Southlake r111=NICHOLS 9 SOUTHLAKE This section provides a comparison table between utilizing the existing T.W. King Pump Station vs. the construction of a new Pump Station. Table 4-4: Pump Station Layout Option Comparison Positives • Rehab construction will require several station shutdowns during tie-ins. • The existing station does not meet HI • Lower capital cost. standards. • Smaller overall construction • Pump station enclosure may not provide Option 1— footprint. sufficient space due to existing outdoor Utilize existing • Limited piping modifications pump out. Y um station la Pump Station required. • High Pressure discharge line will have to • Reduced construction time. navigate existing conduit and sewer lines. • High pressure discharge line may require the relocation of the septic tank and air conditioning units. • Higher capital cost. • Limited overall station downtime during construction. • Larger overall construction footprint. • Proposed construction will meet • The existing station will have to be Option 2 — HI standards. demolished or repurposed. Construct new • The proposed construction will be • The increased pavement and access points Pump Station sized for enclosed pump room and will decrease the site's permeable surface contain proper access and egress. area. • Will have better maintenance • Any electrical, fiber, and chemical feed access. improvements will have to plan for the new station or be rerouted at a later date. 35 Evaluation Study —T.W. King Pump Station FREESE CITY OF City of Southlake r111=NICHOLS 9 SOUTHLAKE 5.0 ELECTRICAL, SCADA, INSTRUMENTATION 5.1 PUMP STATION The evaluation report will evaluate two options for the electrical design, described below. a. The first option is installing all proposed improvements at the existing site, including the installation of pumps/motors, modifying the electrical room to fit new low -side (Soft Starters) SSRVS and high -side SSRVS (Soft Starters) and the various site improvements like adding a standby generator. b. The second option is a new proposed pump station and electrical room to house all proposed Low-side/High-side improvements and facilities. This proposed station will be in the south of the existing T.W. King PS, Site electrical improvements will include a new supply line from the GST, Low -side, and High -side discharge to connect to the new station, the proposed electrical room will fit 4 new Low -side VFDs, and 2 new High -side VFDs and the various site improvements like adding a stand-by generator. Between the two options, several facilities will remain the same. Both options will include an RCS system, a proposed 5 MG GST, and a fiber optic connection. The utility -provided transformer will feed a 480V Switchboard line-up that will have a main breaker, and circuit breakers for the feeder section. For both options, if it is determined that a standby generator is required the switchboard will also include a generator main breaker and auto throw -over controls. Each of the pumps at the site will require a controller and electrical connections. Figure 5-1 and Figure 5-2 show an overall one -line diagram of the pump station's electrical distribution system. In option 2, station electrical loads including A/C units for the new electrical room, and one 208Y/120V three-phase panelboard that will be fed from the 480V switchboard. The 208Y/120V three-phase panelboard will feed miscellaneous equipment in the electrical building such as lighting and receptacles. For both options underground conduit will be contained in concrete -encased duct banks. The major electrical equipment such as the 480V switchboard, VFDs and SSRVs, step-down transformer, and electrical room panelboard will be in the electrical building. 36 Evaluation Study—T.W. King Pump Station FREESE CITY OF City of Southlake rill=NICHOLS 9 SOUTHLAKE - UTILITY XFMR 0 (ZI��YY��YY11I480Y/277V I ly 13PH, 4W L--J r- - - - - - - - I 2PT'S POWER 4000A METER 3P I (LSIG) _ I 800A 800A 3P 3P SSRVS 800A 3P PUMP PUMP PUMP (LOWER SIDE) (LOWER SIDE) (LOWER SIDE) 800A 3P r "STAND-BY GENERATOR" F :1750KW/2188KVA L_________-.j480Y/277V,3PH,4W "SWITCHBOARD" - - - - - - - - - - - - - I I I 2PT'S I 4000A POWER 3P METER Q (LSIG) I 4000A:5 4000A, 3PH, 4W, 65KIAC J 0A / OA / OA / SA 3P3P3P3P I I I - SSRVSI ISSRVS PUMP PUMP PUMP (LOWER SIDE) (HIGHER SIDE) (HIGHER SIDE) GENERAL NOTES: - XFMR"T1" 75KVA 480V �J 208Y/120V r�1 225A --- I I / 3P I I I SPO I L-------J "LP-1" 120V PANEL 1. EQUIPMENT SHOWN LIGHT US EXISTING TO REMAIN. EQUIPMENT SHOWN DARK SHALL BE PROVIDED UNDER THIS CONTRACT. Figure 5-1: Option 1 One -Line Diagram 37 Evaluation Study—T.W. King Pump Station FREESE CITY OF City of Southlake rill=NICHOLS 9 SOUTHLAKE r- -� UTILITY XFMR I 1480Y/277V 0 Y411/�/�V1� 3PH, 4W L _ J - - - - - - - r - ATO -, I I I I 2PT'S UPS I I I I POWER 7,11] I I METER -j --- 3P (LSIG ) CPT l J 3POA / 3P3P OA J OA i 3POA J 3POA J 3POA I_ - - - - - - - - - - - - - - - - - - - VFD-11 IVFD-21 IVFD-31 I VFD I I VFD I I VFD PUMP PUMP PUMP PUMP PUMP PUMP (LOWER SIDE) (LOWER SIDE) (LOWER SIDE) (LOWER SIDE) (HIGHER SIDE) (HIGHER SIDE) r - - - - - - -- "STAND-BY GENERATOR" I-J\J 12800KW/3500KVA L__________� 480Y/277V, 3PH, 4W "SWITCHBOARD" - - - - - - - - - - - - 2PT'S i00A POWER METER i1G) 4000A, 3PH, 4W, 65KIAC \ 125A D125A J 3P / 3P - - - - - - - - - - - Figure 5-2: Option 2 One -Line Diagram r - XFMR71" r - XFMR"T2" Q Yil 75KVA Q 175KVA IT 1480V I Tr_ 1480V 208Y/120V 208Y/120V ---------- 225A I I 225A I I 3P I I 3P I I I I I SPD � � SPD � i L _ _ _ _ _ _ _ J "LP-1" 120V PANEL "LP-2" 120V PANEL Evaluation Study—T.W. King Pump Station FREESE CITY OF City of Southlake r111 AICHOLS 9 SOUTHLAKE For both options, a pole -mounted LED light fixture with photocell controls and a light switch will also be provided to illuminate the generator area for maintenance and security purposes and to match the existing lighting on site. In option 2 outdoor building -mounted lighting will consist of wall -mounted LED fixtures shown in Figure 5-3. The outdoor building lights will be controlled by a lighting contactor via a photocell. The lighting contactor will have a Hand -Off -Auto selector switch for manual override of the photocell. Electrical Building lighting will consist of LED fixtures with an average maintained luminance level of 40 to 50 foot-candles. Emergency lights with battery back-up will be located throughout the electrical building. Figure 5-3: Sample Exterior Building Light Option All enclosures will be NEMA 1 steel for equipment located indoors in an air-conditioned area and not exposed to a hazardous location; NEMA 311 steel for indoor or outdoor ventilated areas not exposed to a hazardous location; NEMA 4X fiberglass reinforced plastic for rooms housing chlorine; and NEMA 4X, 304 stainless steels for all other locations. All the major electrical equipment will be in the electrical room. 5.2 POWER SUPPLY For Option A the electrical service to the pump station will be 480Y/277V, 3-phase, 60-Hz feed from the existing utility -provided transformer located at the site. 39 Evaluation Study—T.W. King Pump Station FREESE CITY OF City of Southlake r111=NICHOLS 9 SOUTHLAKE For Option B the electrical service to the proposed pump station will be 480Y/277V, 3-phase, 60-Hz feed from a new utility transformer provided by Tri-County Electrical Cooperative. The new pump station will include a climate -controlled electrical room which will house the electrical equipment including the switchboard and the VFDs. The switchboard will feed a VFD for each pump motor as well as distribute power for the ancillary loads at the pump station including HVAC units, lighting, unit heaters, supply fans, a bridge crane, and a 208Y/120V panelboard. The 208Y/120V panelboard will feed miscellaneous equipment and receptacles around the electrical room and pump station. Coordination with Tri-County will be done during the final design to feed the new pump station's pad -mounted transformer from the existing three-phase overhead electrical lines currently running on the west side of the existing pump station. 5.3 MOTOR CONTROLLERS In both options, each of the pumps at the pump station site will require a controller and electrical connections. In option 1 the controllers that are being considered are SSRVs, the VFDs are not considered for this option because the dimensions of the controllers will not be applicable to fit inside the existing electrical room. For option B the controllers that are being considered are variable frequency drives (VFD). A VFD can control the speed of the motor allowing the water flow to be paced to match the demands of the system. A VFD will ramp up the current and the speed of the motor to full speed. An SSRVS cannot control the speed of the motor but can control the voltage, therefore reducing the inrush current in the range of 3.5 kVA/HP. VFDs will not require Power Factor Correction Capacitors (PFCCs) since they internally correct the power factor to 95% when operating. The VFDs will communicate back to the SCADA (RTU) Cabinet via ethernet. If option 2 is selected the VFDs will be specified to meet the voltage and current harmonic distortion limit requirements of IEEE (Institute of Electrical and Electronic Engineers) Standard 519-2021 "Recommended Practices and Requirements for Harmonic Control in Electrical Power Systems". ABB, Allen-Bradley, Siemens, and Eaton Cutler -Hammer will be listed as acceptable manufacturers for the 480V VFDs. 40 Evaluation Study—T.W. King Pump Station FREESE CITY OF City of Southlake AICHOLS 9 SOUTHLAKE 5.4 EMERGENCY POWER For both options, a diesel -fired generator with on -site fuel storage is recommended for this application. The proposed generator will be mounted inside a weatherproof, sound -attenuated enclosure on top of a concrete foundation. The fuel storage tank will be UL 2085/142 listed, double walled, and it will be sized for 24 hours of run time. The exact type will be determined after further discussion with the local Fire Marshall. The proposed generator will be located on the site to facilitate fueling and maintenance. From the preliminary generator sizing calculations, it has been determined that for option 1, the generator will be a 1750kW generator. The generator would be sized to accommodate five (5) 400HP pumps started via SSRVS, HVAC system, lights, receptacles, and all other ancillary loads for the pump station. For option 2, a 280OKW generator would be used to power 225A miscellaneous loads such as lighting, instrumentation, and controls, start and run six (6) 400HP Booster pumps started via VFDs. The exact size of the proposed generator will be determined once all the electrical loads have been finalized. The current evaluation assumes one generator per site layout option. Due to the existing site constraints, multiple generators, foundation pads, and conduit banks, space for multiple generators is limited. Additionally, multiple generators require multiple conduit banks and wire, which can significantly increase the cost. Refer to Figure 4-8 the proposed site plan for the location of the proposed standby generator. 5.5 MISCELLANEOUS ELECTRICAL EQUIPMENT Low voltage wiring will be XHHW-2 rated for conduit runs and cable tray runs. Conduit above grade will be rigid aluminum while underground conduit will be contained in duct banks and consist of PVC schedule 40. For option 2 duct banks for power and controls will be required between the utility transformer, generator, and pump station. The power cables will be upsized if needed to manage voltage drop and heat dissipation in the duct banks. Cable trays will be used for routing power, control, and instrumentation cables wherever possible in the pump station building. The switchboard, panelboard, step-down transformer, VFDs, and SCADA cabinet will be housed in the air-conditioned room. The lightning protection system provided at the site will be connected to the grounding system. 41 Evaluation Study—T.W. King Pump Station FREESE 17ITY OF City of Southlake r111 AICHOLS 0 SOUTHLAKE TO PUMP RTU VFD VFD VFD VFD VFD VFD TO NORTH DRIVE El SWB-1 LIGHTING CONTRACTOR 120V PANEL Figure 5-4: Sample Option B Electrical Room Layout 5.6 SCADA & INSTRUMENTATION 5.6.1 Communication and SCADA For option 1, the existing SCADA remote terminal unit (RTU) cabinet is located in the existing electrical room at the pump station and will be modified to connect the additional pumps. For option 2 all new field instrumentation and controls will be terminated in a new SCADA (RTU) cabinet in the new electrical building and will connect to the existing (RTU) cabinet. 5.6.2 Pump Station Instrumentation and Controls For option 2, all field instrumentation and controls will be terminated in a remote terminal unit (RTU) cabinet located in the existing control building. Exact field instrumentation and controls will be further evaluated in the final design. The pump controls in the VFD will include a terminal strip to allow remote monitoring of Pump Status (Running/Stopped), Pump VFD Trip, Pump Control Valve Status (Open/Closed/Failure), SCADA Enabled. 42 Evaluation Study—T.W. King Pump Station FREESE CITY OF City of Southlake r111 AICHOLS 9 SOUTHLAKE The pump control logic for the pumps and pump control valves will reside in the VFD and will use the signal from both ground storage tanks to shut-off the pumps if the level in the tanks gets too low. In local mode the pumps will be controlled locally from the VFD start/stop pushbuttons and via local speed potentiometer. In remote mode the pumps will be controlled remotely via the SCADA system operator workstation, or the touchscreen located at the SCADA RTU cabinet. Exact communication, field instrumentation, and controls will be determined in final design. During the design phase, Freese and Nichols will develop the logic for the pump station to be incorporated into the PLC and provide it in the form of a process control narrative. 43 Evaluation Study —T.W. King Pump Station FREESE CITY OF City of Southlake r111=NICHOLS 9 SOUTHLAKE 6.0 PROJECT PHASING AND SCHEDULE 6.1 CONSTRUCTION PHASING For scheduling and cost purposes, this Section and Section 7.0 assume that a new pump station (Option 2) will be built. To best utilize available fiscal year budgets and minimize downtime of the PS, a three phased construction approach is recommended. The City of Southlake received an original phased approach as a part of an Infrastructure Planning Document in January of 2023, see Figure 6-1 below. Phase I o Water model update and analysis o Standby generator installation o Residual control system o Septic to sewer conversion of the site o Surveillance system installation o Supervisory Control and Data Acquisition (SCADA) system upgrades o Extension of a fiber optic cable for SCADA and remote security surveillance I Phase II o Building improvements to enclose pumps and motors o Lower pressure plane (LPP) pumping capacity improvements o Drainage improvements for ultimate buildout conditions o Yard piping and valving improvements for ultimate buildout connection Phase III o Construction of new 5 MG Ground Storage Tank o Upper pressure plane (UPP) pumping capacity improvements o Tank Coating Improvements for existing 5 MG Ground Storage Tank o Site Fencing Improvements Figure 6-1: Original Project Improvement Phasing Based on the evaluation performed in this study, a slightly altered phased approach is recommended below in Table 6-1. 44 Evaluation Study—T.W. King Pump Station FREESE CITY OF City of Southlake r111=NICHOLS 9 SOUTHLAKE Table 6-1: Updated Project Improvement Phasing • Install the proposed 5 MGD pump, motor, discharge piping, and electrical drive for the proposed Low PP improvements. Based on the LPP pressure verifications, the existing LPP pumps, motors, and drives are recommended Phase I to be replaced to match the LPP system requirements. Along with this, the existing LPP cans will be lowered to match HI requirements. • Install a proposed stand-by diesel generator, conduit, and necessary electrical equipment to provide backup redundancy to the existing station. • Design and construct the proposed drainage improvements based on the location of the new tank and overflow. Included in the drainage improvements, the existing detention pond will need to be upsized to manage the proposed additional run-off. • Construct a Residual Control System on site at the supply piping to the GST. Phase II • Install the proposed 5 MG welded steel ground storage tank, including the necessary inlet and outlet piping, control valves, and tank appurtenances. The tank will be built to match the hydraulic set points of the existing ground storage tank. Additionally, the existing ground storage tank will be re -coated during the construction. • Construct the extended security fencing to encompass the new appurtenances that will be built in these phases. Phase III assumes that the transmission line to the High PP has been constructed prior to or during this phase. Phase III • Construct the proposed T.W. King Pump Station, including the Low and High Pressure Plane pumps and improvements. Part of these improvements will be proposed site access which would need to be designed and constructed. Most of the changes to the recommended construction phasing are based on constructability recommendations, recommendations coming from the ongoing Water Master Plan, and a goal to even out the total spending in each Phase. For example, the LPP pumping improvements are shown in Phase I, as the ongoing Water Master Plan update states that the new pump will need to be online and operating by 2027. Additionally, the GST is shown in Phase II. The additional storage will not be necessary until build -out conditions, but Southlake personnel stated that the redundancy provided by an additional GST is preferred. Finally, the HPP improvements are shown in Phase III as the proposed improvements must be sequenced after the HPP transmission line. 45 Evaluation Study—T.W. King Pump Station FREESE CITY OF City of Southlake AICHOLS 9 SOUTHLAKE 6.2 SCHEDULING A proposed schedule for design, bidding, and construction for the three phases of the project as described above is shown in Table 6-2. With construction schedules, the procurement of large, complex equipment can dictate the schedule critical path, specifically the pumps and generators. Through coordinating with pump manufacturers and distributors, a typical lead time for vertical turbine pumps was 10-16 weeks after approved submittals. Generators were significantly higher, with some lead times reaching 50-70 weeks. The lead time for generators are highly dependent on the exact design conditions and the exact procurement lead time will be refined as the generator design is refined. This schedule assumes that the design, bidding, and construction operates in series, with the design for a future phase occurring immediately after the design phase of a previous phase concludes with no delays or float in the schedule. Table 6-2: Preliminary Design/Construction Schedule Improvement Projects 46 Evaluation Study—T.W. King Pump Station FREESE -ITY OF City of Southlake r111NICHOLS © SOUTHLAKE 7.0 OPINION OF PROBABLE CONSTRUCTION COSTS Refer to Appendix B for detailed opinion of probable construction costs (OPCCs). The cost estimates include preliminary costs for engineering, survey, environmental, or geotechnical fees. A summary of the phased construction costs is provided below. The costs provided below account for mobilization, OH&P, and a 30% preliminary contingency. Table 7-1: Summary of Costs per Phase, Option 1 47 Evaluation Study — T.W. King Pump Station City of Southlake APPENDIX A FREESE -iTY OF r,11NICHOLS © SOUTHLAKE CURVES FOR INITIAL PUMP SELECTIONS A-1 mmmmiumung HHHHHHUMMumn 0 0 0 0 0 0 0 m •�iiiiiiiiiiiiiiiiiiiiiiiiii■ ----------- INS ENEiiiiiiiiiiiiiiiiiiiii = = =mollsolm= rllllll��������������,llllllllllllllllllllllllllllllllllllllllllllllllllllllllllllll�'�,�1 i:!11111�1111111111111111111111111111111111111111111111111111111111111111111111111111111 ::!Illi::!�11111111111111111111111111111111111111111111111111111111111111111111111111111111111111111 Illlli::!1111ii::!�111111111111111111111111111111111111111111111111111111111111111111111111111111111 1111111911i:!�Ilrllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllll Illllll���uu�u�.±Illllli:�11111111111111111111111111111111111111111111111111111111111111111111111 !Illlllllllllllllllllli!Illlll rllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllll Illli::!!11111111111111111;' v �11111111111111111111111111111111111111111111111111111111111111111 Illlllr11��1�1111111111111111111111111111111111111111111111111111111111 IIIIIIL..............1 , 1111111111111111111111111111111111111111111111111111111111 11111111111111111111111;.11111111,` 'is�1111111111111111111111111111111111111111111111111111111 111111111111111111111111111:111111►lllli:!111111111111111111111111111111111111111111111111111 Illlllllllllllllllllllllllllli:ll' Ili;:!Ali;:!�111111111111111111111111111111111111111111111 111111111111111111111111111111 , Illlllllli:!Illi:!1111111111111111111111111111111111111111 111111111111111111111111111111 Illllllllllllli:!!li:!111111111111111111111111111111111111 11111111111111111111111111111111 , Illlllllllllllllllli:!1i:111111111111111111111111111111111 1111111111111111111111111111111 �i:!!111111111111��!:;:;;;;;;;:::!!!1111111111111111111111 111111111111111111111111111111 � ►:�111111111111;!I;�Illlllllii:!�11r����������� 111111111111111111111111111111.�If�lllli:!111�::':11:11�IIIIIIIIIIIIiI 11111111111111111111111111111111 Illlllllllllllli!11�11�1111;11:111111111111111111� 111111111111111111111111111111 .� Illlllllllllllllllli:1�911111i�1:1111111111111111 1111111111111111111111111111111;illllllllllllllllllllllllllllll;!Illlllll�lillllllllllllll Irllllllllllllllllllllllllllllll�illlllllllllllllllllllllllllllllllllll:11111111►1i�111111 Illlllllllllllllllllllllllllllillllllllllllllllllllllllllllllllllllllllll;lllllllt�:l1!1111 �11111111111111111111111111:111111111111111111111111111111111111111111111111!Illllllillill 11111111111111111111111!illllllllllllllllllllllllllllllllllllllllllllllllllll:1111111��11 Illlllllllllllllllllli:Illlllllllllllllllllllllllllllllllllllllllllllllllllllllli!Illllil� �Illlllllllllllllll�illllllllllllllllllllllllllllllllllllllllllllllllllllllllllllll!illlll 1111111111111111�111111111111111111111111111111111111111111111111111111111111!:illlllllll Illllllllllllllilllllllllllllllllllllllllllllllllllllllllllllllllllllllll!;illllllllllllll Illllllllllllillllllllllllllllllllllllllllllllllllllllllllllllllll!�;iilllllllllllllllllll HIM 1M�11111111111111111111111111111111111111111111111111111111111111111111111111111 iilllllllllllllllllllllllllllllllll�u llllll�lllllllllllllllllllllllllllllllllll FLOWSERVE Hydraulic Datasheet Customer Pump /Stages : 15EBL / 3 Customer reference : L14911 Based on curve no. : EC-2430 Item number : Low Pressure Plane Flowserve reference : 5037083058 Service Date : September 23, 2024 Operating Conditions Materials / Specification Capacity : 3,470.0 USgpm Material column code : B30 Water capacity (CQ=1.00) Normal capacity Other Requirements Rated head @ Discharge flange : 185.00 ft Hydraulic selection : No specification Water head (CH=1.00) Construction : No specification NPSH available (NPSHa) @ Suction flange : 34.0 ft Test tolerance : ANSI/HI 14.6 Grade 1 U NPSHa less NPSH margin @Impeller eye Driver Sizing : Max Power(MCSF to EOC) using SF Maximum suction pressure : 0.0 psig Seal configuration : Single Mechanical Seal Rated suction pressure : 0.0 psig Liquid Liquid type : Other Liquid description Temperature / Specific gravity : 60 °F / 1.000 Viscosity / Vapor pressure : 1.00 cSt / 0.00 psia Performance Pump speed : 1,775 rpm Impeller diameter : Rated / Maximum / Minimum NPSH required (NPSH3) (CNPSH=1.00) @ Im...: 26.0 ft : 11.38 in / 11.59 in / 10.75 in Hydraulic power : 164 hp Impeller diameter ratio (rated/max) : 98.1 % Efficiency (Pump overall / Bowl) (CE=1.00) : 80.0 % / 82.9 % Maximum head at rated diameter : 345.73 ft Power (rated/max) : 205 hp / 208 hp Head rise to shut off : 78.5 % Driver power rating :250 hp / 186 kW Total head ratio (rated / max) / (max / rated) : 94.5 % / 105.9 % Bowl pressure : 149.7 psig Flow at BEP : 3,440.4 USgpm (based on shut off @ cut dia/rated SG) Flow as % of BEP : 100.9 % Maximum allowable : 375.0 psig Minimum continuous flow : 1,389.0 USgpm Bowl & column hydrotest : 187.1 psig Thrust - Rated flow / Rated suction : 3,923.6 Ibf Dischg Head Dischg Region MAWP : 285.0 psig Max thrust - Shut off / Rated suction : 6,724.4 Ibf Ns / Nss (per eye) : 4,401 / 9,070 (US) Min thrust - Runout flow / Max Suction : 2,401.5 Ibf Suction Regions MAWP : 285.0 psig (A negative thrust value indicates an upthrust condition) CURVES ARE APPROXIMATE, PUMP IS GUARANTEED FOR ONE SET OF CONDITIONS; CAPACITY, HEAD, AND EFFICIENCY. Bowl performance shown below is corrected for materials, viscosity and construction. 250 L200 i t_ 150 d 3 100 O a 50 0 400 - 350 — 300 — 250 — 200 150 100 — 50 — 0 Bowlpower — 100 80 I 60 C — 40 Z — 20 W 0 0 500 1000 1500 2000 2500 3000 3500 4500 5000 Capacity - USgpm Flows e rve, LPP Selection ■■■■■■■P NONE ■■E�■_r�r Copyright @ 2016 Flowserve. All rights reserved. Affinity v2.23.0 FLOWSERVE N.-*• Construction Datasheet Customer Pump / Stages : 15EBL / 3 Customer reference : L14911 Based on curve no. : EC-2430 Item number : Low Pressure Plane Flowserve reference : 5037083058 Service Date : September 23, 2024 Construction Driver Information Bowl construction / lined : Flanged - Std Wall / Line... Manufacturer : Customer Supplied Impeller type : Enclosed Power / SF (Req' / Act') : 250 hp / 186 kW / 1.0 / - Impeller fastening : Colleted Vertical shaft type : Hollow Column construction : Flanged Driver type : NEMA Electric Motor Column flange spec'n : Taneytown Specification Frame size / Base dia Column dia (nominal) : 10.00 in Enclosure Column pipe length : 11.58 ft Duty type Column section length : 120.00 in Efficiency type Lineshaft brg spacing : 120.00 in Hazardous area class Lineshaft diameter : 2.19 in Explosion 'T' rating Lineshaft coupling type : Threaded coupling Volts / Phase / Hz : 460 / 3 / 60 Hz Lineshaft bearings, qty : 2 Amps -full load/locked rotor / Lineshaft construction : Open Motor starting : Direct on line (DOL) Lineshaft lubrication : Pumpage Insulation Disch size/rating/face : 10 in / 150 lb ANSI / FF Temperature rise "LFS" - Fabricated Split / Above Grade Discharge / ANSI Base Bearings / Lubrication / Thrust stand size : None supplied Motor mounted by : Customer Motor Thrust rating down/up / Materials Seal Information Bowl : Cast Iron A48 CL30 Arrangement : Single Mechanical Seal Impeller : Ni-AI-Bz B148 C958 Size - Bowl bearing : Bronze C84400 Manufacturer / Type : Flowserve / ISC2-PX Bowl shaft : 416SS A582 Gr 416 Material code (Man'f/API) : 5Z4T / - Bowl wear ring : 12%Chrome A743-CA6NM Gland material : 30OSS Impeller wear ring : None supplied Auxiliary seal device Column : Steel A53 Type E GrB Seal flush plan : Plan 13 Lineshaft : 416 stainless steel Seal flush construction :Tube Bearing retainer Paint and Package Lineshaft bearing : Rubber Buna-N Pump paint - Lineshaft sleeve - Support plate paint - Discharge head : Steel A53 Gr B/A36 Shipment type - Support plate : None supplied Additional information Weights (Approx.) Pit / sump depth Pump length - : 17.57 ft Complete pump : 540.0 lb Mounting plate - mounting surface to bell/strainer bottom Driver (net) - Available well diameter Max dia below mtg surface : 17.00 in Testing Hydrostatic test : Non witnessed Performance test : Non witnessed NPSH test : None Notes Flowserve, - election Copyright © 2016 Flowserve. All rights reserved. Affinity v2.23.0 �1 FLOWSERVE Full Page GA Drawing N_ 4-I � O x CO CO % �It X m o + Cn k I x 0 0 O x I x CD o � 3 c � 3 o 0 0 c o- C v CO N (a x I NA W N CD C _ CD 7 O c 3 CD O O TI C Z m D o 0 0 o v � c O o 3 0 CDR v v C, 0 m cm -n (p T D Flowserve, LPP Selection Customer Pump size & type : 15EBL Drawing number Item number : Low Pressure Plane Pump speed / Stages : 1,775 rpm / 3 Date : September 23, 2024 Service Flow / Head : 3,470.0 USgpm / 185.00 ft Certified by / Date Customer PO # Driver power / Frame : 250 hp / 186 kW / Seal type : ISC2-PX Flowserve reference : 5037083058 Volts / Phase / Hz : 460 / 3 / 60 Hz Seal flush plan : Plan 13 Copyright © 2016 Flowserve. All rights reserved. Affinity v2.23.0 FLOWSERVE Additional Details Customer reference Item number Service Quantity of pumps Liquid description Liquid type Frequency Flammable Toxic H2S Rated flow Rated head NPSHa Viscosity Specific gravity Maximum suction pressure Rated suction pressure Maximum liquid temperature Vapor pressure Altitude Static head Pump length strategy used Can lenath strateav used L14911 Low Pressure Plane Duty Conditions :1 : Other : 60 Hz No No No : 3,470.0 USgpm 185.00 ft @ Discharge flange 34.0 ft @ Suction flange 1.00 cSt 1.000 0.0 psig @ Suction flange 0.0 psig 60 °F 0.00 psia 0.00 ft 0.00 ft As required for can length Customer specified value of 18.00 ft Based on curve no. Flowserve reference Date : EC-2430 : 5037083058 : September 23, 2024 Performance Hydraulic power : 164 hp Pump overall efficiency : 80.0 % NPSH3 @ Impeller eye : 26.0 ft Rated brake power : 205 hp Maximum brake power : 208 hp Motor rating : 250 hp / 186 kW Ns / Nss (per eye) : 4,401 / 9,070 (US) MCSF : 1,389.0 USgpm Rated impeller diameter : 11.38 in Maximum impeller diameter : 11.59 in Minimum impeller diameter : 10.75 in Maximum head : 345.73 ft Flow at BEP : 3,440.4 USgpm Flow as % of BEP : 100.9 % Rated/max diameter : 98.1 % Head rise to shut off : 78.5 % Rated/max head : 94.5 % Head (CH) : 1.00 Capacity (CQ) : 1.00 Efficiency (CE) : 1.00 NPSH3 (CNPSH) : 1.00 Selection status Product line : VTP Canned Booking location : Taneytown Pump speed : 1,775 rpm Supplying location : Taneytown Selection status : Acceptable Working Pressure Limits Flow Velocities and Nozzle Sizing Bowl assembly MRWP : 149.7 psig Nozzle sizing strategy based on : Rated flow Column assembly MRWP : 149.7 psig Discharge nozzle design flow : 3,470.0 USgpm Discharge region of discharge head MRWP : 148.8 psig Suction nozzle design flow : 3,470.0 USgpm Suction region MRWP : 66.7 psig Actual discharge inside diameter : 10.19 in Bowl assembly MAWP : 375.0 psig Actual suction inside diameter : 12.09 in Column assembly MAWP : 238.0 psig Actual calculated discharge velocity : 13.65 fUs Discharge region of discharge head MAWP : 285.0 psig Actual calculated suction velocity : 9.70 ft/s Suction region MAWP : 285.0 psig Actual calculated column velocity : 14.31 fUs Actual calculated can velocity : 4.29 ft/s Hydrostatic Test Pressures (when purchased) Bowl / Column Assemblies HTP : 187.1 psig / 187.1 psig Discharge region of discharge head HTP : 186.0 psig Suction region hydrotest pressure : 100.0 psig Requested pump material Selected pump material Bowl material First stage impeller material Upper stage impeller material Bowl wear ring material Impeller wear ring material Bowl shaft material Bowl bearing material Column material Lineshaft material B30 B30 Cast Iron A48 CL30 Ni-AI-Bz B148 C958 Ni-AI-Bz B148 C958 410 Stainless Steel None supplied 416 stainless steel Bronze Carbon steel 416 stainless steel Additional Performance Torque rating (max power) Torque rating (rated power) Overall torque limit of pump shafts Pump WRZ at 1,775 rpm Materials Open lineshaft bearing material Discharge head material Enclosed lineshaft bearing material Suction can material 11.7 hp/100 rpm 11.5 hp/100 rpm 9.47 Ib-ft2 Rubber Lineshaft Bearings Carbon Steel None Carbon Steel Sump & Submergence Combined bowl & column assembly length : 17.57 ft Clearance from strainer/bearing hub to sump bottom : 12.62 in Available submergence above bell lip F I o A' r ve' Req. min. submergence above bell lip V in Clearance from bearing hub to can bottom L P P %S1ecti o n Copyright @ 2016 Flowserve. All rights rese... 1/2 Affinity v2.23.0 FLOWSERVE Additional Details Customer Pump / Stages : 15EBL /3 Customer reference : L14911 Based on curve no. : EC-2430 Item number : Low Pressure Plane Flowserve reference : 5037083058 Service Date : September 23, 2024 Performance Corrections Head Corrections Efficiency Corrections Pump rated head at discharge flange : 185.00 ft Bowl efficiency after correction : 82.9 % Discharge pressure at discharge flange : 80.1 psig Pump overall efficiency : 80.0 % C/L discharge flange to mounting surface : 12.00 in Rated suction pressure at suction flange : 0.0 psig C/L can suction flange to mounting surface : 13.00 in Discharge head friction loss : 5.75 ft Column friction loss : 0.88 ft Bowl head : 193.72 ft Construction and Dimensions Bowl Assembly Construction Bowl Assembly Dimensions Bowl construction : Flanged - Std Wall Bowl shaft diameter : 2.19 in Bowl lining : Lined bowls Bowl O.D. : 14.50 in Impeller design : Enclosed Bell O.D : 17.00 in Impeller fastening : Colleted Bowl assembly length to bell lip : 62.38 in Qty of unbalanced, std design impellers : 3 Bearing hub/strainer length below bell lip : 9.50 in Qty of balanced, std design impellers - Impeller eye to bell lip : 11.81 in Qty of unbalanced, alt first stage impellers - Upper stages impeller rated diameter : 11.38 in Qty of balanced, alt first stage impellers - First stage impeller rated diameter : 11.38 in Column Assembly Construction Column Assembly Dimensions Column construction : Flanged Column nominal diameter : 10.00 in Column wall description : Factory Default Wall Thickness Column wall thickness : 0.2790 in Lineshaft lubrication : Open Lineshaft (Product Lube) Column length : 11.58 ft Column flange rating : FLS 'Regular" Max column segment length : 120.00 in Shaft split : One piece shaft Lineshaft diameter : 2.19 in Lineshaft coupling type : Threaded coupling Bearing span : 120.00 in Discharge Head Assembly Construction Discharge Head Assembly Dimensions Discharge head design : "LFS" - Fabricated Split / Above Gr... Discharge position : Above mounting surface Discharge head size : 10.00 in C/L shaft to discharge flange face : 19.00 in Discharge head flange spec./rating : 150 lb ANSI/ASME B16.5 or B16.4... C/L head discharge to mounting surface : 12.00 in Discharge flange size : 10 in Shaft diameter through stuffing box : 2.19 in Head shaft sealing method : Single Mechanical Seal Suction position : Below mounting surface Driver shaft type : Hollow shaft driver C/L shaft to can suction flange face : 18.00 in Solid shaft coupling type : No rigid coupling required C/L can suction flange to mounting surface : 13.00 in Solid shaft coupling size : N/A Can Assembly Construction Can Assembly Dimensions Can scope of supply : Canned pump complete with can Can nominal diameter : 24.00 in Can base flange spec./rating : 150 lb ANSI/ASME B16.5 or B16.4... Can wall thickness : 0.3750 in Can wall description : Factory Default Pipe Schedule Can outside length : 18.00 ft Can drain type : None Can inside length : 17.83 ft Can suction flange spec./rating : Full ANSI/ASME B16.5 or B16.47 C... C/L can suction flange to mounting surface : 13.00 in Can suction flange size N/A C/L shaft to can suction flange face : 18.00 in Thrust Data Thrust bearing location : Thrust bearing supplied in the driver Thrust with rated head/rated suction : 3,923.6 Ibf Thrust stand selection method : Use rated head & max suction Thrust with shutoff head/rated suction : 6,724.4 Ibf Thrust stand size : None supplied Thrust with runout head/rated suction : 2,401.5 Ibf Thrust used for stand sizing : 3,923.6 Ibf Thrust with rated head/max suction : 3,923.6 Ibf Max thrust limit for this design : 20,000.0 Ibf Thrust with shutoff head/max suction : 6,Rowse rve, Min thrust limit for this design : 0.0 Ibf Thrust with runout head/max suction : 2,401.5 Ibf LPP Selection Copyright © 2016 Flowserve. All rights rese... 2/2 Affinity v2.23.0 EFFECTIVE: DIMENSION PRINT PRINT: 16-SEP-19 WEATHER PROTECTED TYPE 1 09-3403 SUPERSEDES: FRAME: H444, H445TP, TPA SHEET: 10-SEP-19 BASIC TYPE: RU 1 OF 1 PUMP SHAFT, ADJUSTING NUT AND LOCKING SCREWS ARE NOT FURNISHED WITH MOTOR 5.13 L1301 1 6 44.78 111371 AF 50.09 112721 21.09 15361 BB BE BD FRAME UNITS MAX IN 16.50 H444, H445TP MM 419 IN 20.00 H444, H445TPA MM 508 12.31 [3131 L A1K� BD C/BOX UNITS VOLUME AA AB AC AF (CU. IN.) IN 860 3.00 19.38 14.81 5.13 MM 492 376 130 3 2 4 HC AJ —I CONDUIT AK BB UNITS AJ B E B F LU 005 MIN 1. CONDUIT OPENING MAY BE LOACTED IN STEPS 0 OF 90 DEGREES. STANDARD AS SHOWN WITH ALL DIMENSIONS ARE IN INCHES AND MILLIMETERS 0 IN 14.750 13.500 .25 .75 ggg CONDUIT OPENING DOWN. (TOLERANCES ARE IN INCHES) LU MM 374.65 342.9 6 19 17.48 LARGEST MOTOR WIDTH. TOLERANCES O FEATURE LISTING FACE RUNOUT .007 TIR 57 1 UPPER SUMP OIL FILL 6 MAIN CONDUIT BOX PERMISSIBLE ECCENTRICITY 2 UPPER SUMP OIL DRAIN OF MOUNTING RABBET .007 TIR N 3 UPPER SUMP SIGHT WINDOW MAXIMUM SHAFT END PLAY .010 < Q 4 AIR INTAKE � 5 AIR EXHAUST, 360° AROUND - NS MAY VARY BY ±.25 Q U 09-3403/A ISSUED BY z IEDMAN INFORMATION DISCLOSED ON THIS DOCUMENT o Nidec Motor Corporation IS CONSIDERED PROPRIETARY AND SHALL NOT BE BY MOTORS T. COLOMA =1 St. Louis, Missouri REPRODUCED OR DISCLOSED WITHOUT WRITTEN - CONSENT OF NIDEC MOTOR CORPORATION >� PENTAIR Item Number / Tags Service Quantity Quote number Customer : Pentair Pump Performance Datasheet Project name Default Encompass 3.0 - 24.1.1 001 Size : 141-BRZ ■ Stages : 4 1 Based on curve number : 14_TURB_6160_1800_BR Rev 996865 130807 Date last saved : 23 Sep 2024 10:55 AM Operating Conditions Flow, rated Differential head / pressure, rated (requested) Differential head / pressure, rated (actual) Suction pressure, rated / max NPSH available, rated Site Supply Frequency Performance Speed criteria Speed, rated Impeller diameter, rated Impeller diameter, maximum Impeller diameter, minimum Efficiency (bowl / pump) NPSH required / margin required nq (imp. eye flow) / S (imp. eye flow) Minimum Continuous Stable Flow Head, maximum, rated diameter Head rise to shutoff (bowl / pump) Flow, best eff. point (bowl / pump) Flow ratio, rated / BEP (bowl / pump) Diameter ratio (rated / max) Head ratio (rated dia / max dia) Cq/Ch/Ce/Cn [ANSI/H19.6.7-20101 Selection status 500 450 400 350 300 250 N = 200 150 100 50 0 320 CL t 240 160 li 80 0 4; 50 co 2 25 U) LL 0 Z 0.0 Liquid 5.00 MG/day Liquid type 185.0 ft Additional liquid description 185.5 ft Solids diameter, max 0.00 / 0.00 psi.g Solids diameter limit Ample Solids concentration, by volume 60 Hz Temperature, max Fluid density, rated / max Synchronous Viscosity, rated 1770 rpm Vapor pressure, rated 10.90 in Material 11.25 in Material selected 10.63 in Pressure Data 74.43 / - % Maximum working pressure 26.21 / 0.00 ft Maximum allowable working pressure 107 / 175 Metric units Maximum allowable suction pressure 3.51 MG/day Hydrostatic test pressure 411.7 ft Driver & Power Data (@Max density) 122.39 / - % Driver sizing specification 5.02 / - MG/day Margin over specification 99.55 / - % Service factor 96.89 % Power, hydraulic 91.84 % Power (bowl / pump) 1.00 / 1.00 / 1.00 / 1.00 Power, maximum, rated diameter Acceptable Minimum recommended motor rating Bowl performance. Adjusted for construction and viscosity. The duty point represents the head at the bowl. Water 0.00 in 1.25 in 0.00 % 68.00 deg F 1.000 / 1.000 SG 1.00 cP 0.34 psi.a Cast Iron bowl Std impeller See the Additional Data page See the Additional Data page N/A See the Additional Data page Maximum power 0.00 % 1.00 162 hp 218/-hp 222 hp 250 hp / 186 kW 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5 8.0 Flow -MG/day Pentair Fairbanks, LPP Selection ODESSA PUMPS - ODESSA TX PHONE: - FAX: PENTAIR. ODESSA, TX Section 004 Page 112 Data ZNWA R N I N G DISCH COL MTR BASE** 4CIA BD)v` CONSTB VAR —C 5 T E F J" DO NOT OPERATE THIS MACHINE WITHOUT PROTECTIVE WARD SIZE SIZE 12 16? 20 24? 30? Sp SPD FL) IN PLACE. ANY OPERATION OF THIS MACHINE WITHOUT 4 4 28 28 -- -- -- 10 V2 13112 7 44 A Eft 11/4 PROTECTIVE GUARD CAN RESULT IN SEVERE BODILY INJURY. 4 4 28 28 -- -- -- 11 W 14VZ 7 44 A 64$ 1 V4 (I PUMP 6 6 30 30 -- -- -- 1OV2 13W 8 44 A 9 114 6 6 30 30 -- -- -- 11 V2 14V2 8 4'4 A 9 1 V4 6 6 30 30 -- -- -- 12N 16 8 44 A 9 1 V4 8 8 32 32 32 -- -- 1244 16 9 44 A 111112 1114 8 8 — 32 32 -- -- 13V2 16V2 9 44 A 11 V2 1 V2 8 8 -- 32 32 -- -- 14N 17V2 9 V4 A 11112 1 V2 PLAN VIEW OF SUCTION CAN {2) 10 10 -- 35 35 -- -- 131& 16V2 11 44 A 1344 1 th 10 10 — 35 35 -- -- 1444 17V2 11 1 B 1344 DRIVER 10 10 -- 35 35 38 -- 17 20 11 1 B 13414 \(SHIPPED SEPARATELY) 12 12 — 37 37 -- -- 1444 17W 12 1 B 16V4 I QI COUPLINGi• GUARD 4� NPT DRAIN A F r See Note (3) E El. 607.83" — Z1214',50 Lb. SUCTION FLANGE El. 602.82 12 12 -- 40 -- 17 20 12 1 B 16 V4 12 12 -- 37 37 40 -- 204% 231h 12 1 8 16 V4 14 14 -- 40 40 -- -- 17 20 14 1 B 17 V2 14 14 -- 40 40 43 -- 204b 23V2 14 1 B 17112 14 14 -- 40 40 43 -- 24 24 V2 14 1 B 171t2 16 16 -- 42 42 45 -- 204b 23Vs 15 1 B 19112 ?" NPT 16 L♦4 16 -- 42 42 45 50 24 24VZ 1511 B 19V2 GAGE CONN ADD 4V2" FOR VSS DRIVER & SPACER CPLG Z 150# DISCHARGE �— FLANGE (FLAT FACE) El. 623.50" L IV2" GROUT RECOMMENDED CAN VENT SIZE (S NPT) AND LOCATION (T) 141-4 - Bowl Dia. = 13.63"; Case Dia. = 13.63" 15H 3 - Bowl Dia. = 15"; Bell Dia. = 14.75" LOCATION A� I LOCATIONB 12 14 12 14 16 16 18 20 18 20 24 20 24 30 24 30 36 30 36 IVIL 1. THIS DRAWING NOT FOR CONSTRUCTION OR INSTALLATION UNLESS CERTIFIED. DIMENSIONS SHOW ARE TYPICAL AND MAY VARY DUE TO VARIOUS TOLERANCES. 2. SUCTION CAN MUST BE SUPPORTED ON ALL 4 SIDES AND GROUTED IN PLACE. 3. CUSTOMER TO VERIFY OR ADVISE OVERALL LENGTH PRIOR TO OR AT RELEASE. CUSTOMER P.O. JOB NAME I SERVICE PENTAIR FAIRBANKS NIJHUIS City of South Lake - T.W. King PS Low Pressure Plane PUMP SIZE & MODEL ISTAGES jGPM JTDH IRPM 7ENCL 5 MGD 185' 1770 GW SETTING PLAN MOTOR HP FRAME PHASE HERTZ VOLTS TYPE 1 vSS 250 3 60 460 SURFACE HEAD CERTIFIED FOR CERTIFIED BY DATE No. 7000CS001 REV Pentair air1 anks, LPP Selection Fairbanks NijhuisT"9 0 2013 Pentair Ltd. 05/13 �PEERIESS PEERLESS UMP° PUMP Peerless Express 24.3.1 "Construction Datasheet" Customer Quote Number : 2349785 Customer Reference Service Item Number : Low Pressure Plane - 16HXB/MC - Date Last Saved : 26 Sep 2024 2:16 PM 1800 RPM Pump Size - Stages : 16HXB/MC - 2 Quantity of Pumps : 1 Construction Motor Information Bowl construction : Flanged Discharge Manufacturer : Aurora Impeller type : Dynamic (two plane) Balance Vertical shaft type : VHS Impeller fastening : Carbon Steel (lock collets) Full load speed : 1780 rpm Strainer : N/A Power : 200.0 hp Column construction : Flanged Service Factor : 1.15 Column dia (nominal) : 14.00 in Volts / Phase / Hz : 460 V / 3 / 60 Hz Column pipe length : 183.71 in Frame size / Base diameter : 20.00 in Max column length : 183.71 in Enclosure : WP1 Lineshaft diameter : 1.50 in Duty Type : Continuous duty Lineshaft construction : OLS Inverter Duty Rated :0 Lineshaft lubrication : Product Lubrication Efficiency Class, 100%/75%/50% o Premium, 0.00 % / 0.00 % / 95.80 /o Discharge : Above Base (floor) Power factor Driver amp full load NEMA design : 0 / 0 / 0 : 0.000 A : B Materials Bowl : Cast iron Impeller : AI Brz C952 Motor starting : Full Volt Bowl bearing : Standard (Bronze/Rubber) Insulation : F Bowl shaft : 416 Stainless Steel Ambient temperature : 104.0 deg F Bowl wear ring : None Max altitude : 3300 Impeller wear ring : None Thrust rating : Standard High Thrust Additional information Strainer Column : Steel Pit / sump depth : 223 in Lineshaft : 416 SS Pump length : 215.45 in Bearing retainer / ELS Tube : 304SS Max pump dia below mounting : 24.00 in surface Lineshaft bearing : Standard (Rubber) Max sphere size : 1.13 in Discharge head : Fabricated Steel Total / best lateral setting : 1 / 0.5 Sole plate : Steel Max suction pressure— : 0.00 psi.g Paint : Class I Testing Approximate Weights Hydraulic performance test : Factory Performance Test - Non Witness Complete pump : 5,324 lb Hydrostatic test :None Driver : 2,097 lb Curve approval :No NPSH test :None String test : None Test w/ motor : None Peerless Pump, LPP Selection PIERCE PUMP dba FCX • 9010 JOHN W CARPENTER FRWY • DALLAS, TX 75247 �PEERLESS Peerless Express 24.3.1 Customer Customer ref. / PO Tag Number : Low Pressure Plane - 16HXB/MC - 1800 RPM Service Quantity 1 Operating Flow, rated : 3,472 USgpm Differential head / pressure, rated (requested) : 185.0 ft Differential head / pressure, rated (actual) : 185.3 ft Suction pressure, rated / max : 0.00 / 0.00 psi.g NPSH available, rated : Ample Site Supply Freauencv : 60 Hz Speed, rated Impeller diameter, rated Impeller diameter, maximum Impeller diameter, minimum Efficiency (bowl / pump) NPSH required / margin required Ns (imp. eye flow) / Nss (imp. eye flow) MCSF Head, maximum, rated diameter Head rise to shutoff (bowl / um ) 1785 rpm 10.73 / 12.12 in 11.06/12.38in 8.88/10.34in 83.41 / 82.18 % 23.9 / 0.0 ft 3,364 / 9,413 US Units 1,539 USgpm 289.0 ft 5615/5790°/ Quote Number / ID Peerless Model Stages Based on curve number Date last saved Liquid type Additional liquid description Solids diameter, max Solids concentration, by volume Temperature, max Fluid density, rated / max Viscosity, rated Vapor pressure, rated 2349785 16HXB/MC 2 16HXBMC-4601399 Rev Feb 2024 26 Sep 2024 2:16 PM maximum worKing pressure Maximum allowable working pressure Maximum allowable suction pressure Hydrostatic test pressure Cold Water 0.00 in 0.00 % 68.00 deg F 1.000 / 1.000 SG 1.00 cP 0.34 psi.a See the Haaitional uata page See the Additional Data page N/A See the Additional Data page p p ° Motor sizing specification :Hoax power (non-ove Flow, best eff. point (bowl / pump) : 3,558 / 3,506 USgpm Margin over specification : 0.00 % Flow ratio, rated / BEP (bowl / pump) : 97.57 / 99.03 % Service factor : 1.15 Diameter ratio (rated / max) : 97.44 % Power, hydraulic : 162.2 hp Head ratio (rated dia / max dia) : 82.96 % Power (bowl / pump) : 194.5 / 195.2 hp Cq/Ch/Ce/Cn [ANSI/HI 9.6.7-2010] : 1.00 / 1.00 / 1.00 / 1.00 Max power (non -overloading) : 195.4 hp Selection status : Acceptable Nameplate motor rating : 200.0 hp / 149.1 kW Bowl performance. Adjusted for construction and viscosity. The duty point represents the head at the bowl. Performance based on test acceptance - Hyd Ins 14.6 Bilateral (213) Performance curve represents typical performance. When tested, only the design flow and head are guaranteed. Contact factory for additional requirements. 240 O_ -r- 180 N 120 3r O 60 a- n 400 360 320 280 240 200 = 160 120 80 40 0 2 to 0- Z IRUM- �NUMMOM 1�ON_IMi �N_= 1 ����I�i��WOMEN =M-\WIIii� ��� WWILWE I W� 0" "1"1 MY�r�� ���� 50 T 25 } 0+1 0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 Flow - USgpm Peerless Pump, LPP Selection PIERCE PUMP dba FCX • 9010 JOHN W CARPENTER FRWY DALLAS, TX 75247 �PEERLESS Peerless Express 24.3.1 Multi -Speed Performance Bowl performance. Adjusted for construction and viscosity. The duty point represents the head at the bowl. Performance based on test acceptance - Hyd Ins 14.6 Bilateral (26) Performance curve represents typical performance. When tested, only the design flow and head are guaranteed. Contact factory for additional requirements. 240 a- 180 � rpm 120 p 0- 1428 rr m 60 1071 rpm rpm 893 0 400 360 320 280 240 200 N 2 160 120 1785 rpm 80 1428 r 1250 m 40 893 rpm 10/1 rpm 0 0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 Flow - USgpm Project name : Southlake - T.W. King PS Tag Number : Low Pressure Plane - 16HXB/ Speed, rated : 1785 rpm Commissioned MC - 1800 RPM Flow, rated : 3,472 USgpm Representative Service Differential head / pressure, rated : 185.0 ft Customer Peerless Model : 16HXB/MC Fluid density, rated / max : 1.000 / 1.000 SG Customer ref. / PO Quantity 1 Viscosity : 1.00 cP Quote Number / ID : 2349785 Quoted By (Sales Office) : PIERCE PUMP dba FCX Cq/Ch/Ce/Cn [ANSI/HI 9.6.7-2010] : 1.00 / 1.00 / 1.00 / 1.00 Date last saved : 26 Sep 2024 2:16 PM Quoted By (Sales Engineer) : Jason McNatt Based on curve number : 16HXBMC-4601399 Rev Stages : 2 Feb 2024 PIERCE PUMP dba FCX 9010 JOHN W CARPENTER FRWY DALLAS, TX 75247 �PEERLESS Peerless Express 24.3.1 Pump Performance - AdditionalData Project name : Southlake - T.W. King PS Tag Number : Low Pressure Plane - 16HXB/MC - Commissioned 1800 RPM Representative Service Customer Model :16HXB/MC Customer ref. / PO Quantity : 1 Quote Number / ID : 2349785 Quoted By (Sales Office) : PIERCE PUMP dba FCX Date last saved : 26 Sep 2024 2:16 PM Quoted By (Sales Engineer) : Jason McNatt Stages : 2 Speed, rated : 1785 rpm Performance Data Stage, Speed and Solids Limits Head, maximum diameter, rated flow : 223.1 ft Stages, maximum : 17 Head, minimum diameter, rated flow : 93.24 ft Stages, minimum : 1 Head, maximum, rated diameter : 289.0 ft Pump speed limit, maximum : 1800 rpm Efficiency adjustment factor, total : 0.99 Pump speed limit, minimum : 1 rpm Power adjustment, total : 2.3 hp Curve speed limit, maximum : 1800 rpm Head adjustment factor, total : 0.95 Curve speed limit, minimum : 1 rpm Flow adjustment factor, total : 1.00 Variable speed limit, maximum - NPSHR adjustment factor, total : 1.00 Variable speed limit, minimum - NPSH margin dictated by pump supplier : 0.0 ft Solids diameter limit : 1.13 in NPSH margin dictated by user : 0.0 ft Typical Driver Data Driver speed, full load : 1780 rpm NPSH margin used (added to 'required' values) : 0.0 ft Mechanical Limits Driver speed, rated load : 1780 rpm Torque, rated power, rated speed : 10.94 hp/100 rpm Driver efficiency, 100% load N/A Torque, maximum power, rated speed : 10.95 hp/100 rpm Driver efficiency, 75% load : N/A Torque, driver power, full load speed : 11.24 hp/100 rpm Driver efficiency, 50% load : N/A Torque, driver power, rated speed : 11.20 hp/100 rpm Torque, pump shaft limit - Radial load, worst case - Radial load limit Impeller peripheral speed, rated Impeller peripheral speed limit Various Performance Data Head(ft) Efficiency Shutoff, rated diameter 0 289.0 146.3 Shutoff, maximum diameter 0 322.2 - 167.4 MCSF 1,539 243.3 56.01 25.2 168.8 Rated flow, minimum diameter 3,472 93.24 79.15 - 103.2 Rated flow, maximum diameter 3,472 223.1 82.59 - 236.8 BEP flow, rated diameter 3,558 180.9 83.47 24.5 194.6 120% rated flow, rated diameter 4,166 146.0 80.24 31.1 191.4 End of curve, rated diameter 4,689 108.4 70.83 42.1 181.2 End of curve, minimum diameter 3,702 77.20 73.55 0.0 98.1 End of curve, maximum diameter 4,868 140.7 74.51 47.7 232.1 Maximum value, rated diameter - 289.0 83.47 - 195.4 Maximum value, maximum diameter 83.07 240.5 System differential pressure Density,P�� @ Differential pressure, rated flow, rated diameter (psi) 80.10 80.10 Differential pressure, shutoff, rated diameter (psi) 125.1 125.1 Differential pressure, shutoff, maximum diameter (psi) 139.4 139.4 Discharge pressure @ Suction @ Suction @ Suction @ Suction pressure, Discharge pressure, rated flow, rated diameter (psi.g) rated pressure, max 80.10 80.10 pressure, rated pressure, max 80.10 80.10 Discharge pressure, shutoff, rated diameter (psi.g) 125.1 125.1 125.1 125.1 Discharge pressure, shutoff, maximum diameter (psi.g) 139.4 139.4 139.4 139.4 Maximum flow / rated flow, rated diameter : 135.06 % Head rated diameter / head minimum diameter, rated flow : 198.52 % Peerless Pump, LPP Selection PIERCE PUMP dba FCX • 9010 JOHN W CARPENTER FRWY DALLAS, TX 75247 �PEERLESS Peerless Express 24.3.1 Pump Performance - Additional Data Friction loss rate, column : 1.45 % Minimum clearance below suction bell lip/case : 7.75 in Friction loss, column : 0.22 ft Minimum well diameter : 15.75 in Friction loss, discharge head : 1.56 ft Suction nozzle centerline height Friction loss, can/barrel Suction to first stage impeller centerline : 6.38 in Friction loss, suction bell and strainer : 0.00 ft Bowl assembly length, first stage : 19.62 in Friction loss, bowl/column adaptor : 0.27 ft Bowl assembly length, upper stage : 12.12 in Friction loss, total : 2.05 ft Bowl assembly length, total : 31.74 in Power loss, lineshaft bearings : 0.2 hp Suction bearing hub length : 5.62 in Power loss, thrust bearing : 0.5 hp Strainer length : 0.00 in Power loss, total : 0.7 hp Bowl to column adaptor length : 0.00 in Bowl Pump Performance Discharge head stick -down : 0.00 in vs. Head (bowl / pump) : 185.1 ft / 182.0 ft Submersible motor adaptor length Efficiency (bowl / pump) : 83.41 % / 82.18 % Submersible motor length Power (bowl / pump) : 194.5 hp / 195.2 hp Column length : 183.71 in NPSH required at first stage impeller eye : 23.9 ft Total pump length : 215.45 in Weights • Down Thrust Can / barrel length Weight, lineshaft : 0 lb Stuffing box sleeve diameter : 0.00 in Weight, bowl assembly rotating element : 758 Ib Suction bell diameter Thrust factor : 15.93 lb/ft Minimum submergence to prevent vortexing : 0.00 in Thrust, hydraulic (rated / max) : 2,944 / 7,226 Ibf Actual submergence (based on LLL) : 215 in Thrust, bowl shaft end (rated / max) : 0 / 0 Ibf Discharge head height : 37.88 in Thrust, shaft step (rated / max) : 87 / 87 Ibf Discharge nozzle centerline height : 13.00 in Thrust, stuffing box sleeve (rated / max) : 139 / 139 Ibf Min distance discharge nozzle centerline to : 0.00 Thrust, total (rated / max) : 3,928 / 8,210 Ibf suction bell Thrust bearing capacity - Lineshaft length : 221.59 in ` Rated thrust @ rated head, density, and suction pressure where applicable Bowl shaft diameter 1.94 in ' Max thrust @ max head, density, and suction pressure where applicable Bowl diameter, outside Bowl diameter, exit 15.50 in : 11.00 in Pressure Data Maximum working Maximum allowable Hydrostatic test pressure pressure working psi.g Column diameter, inside : 13.25 in psi.g pressure Column internal obstruction diameter : 1.50 in psi.' Can/barrel diameter, inside Bowl 125.1 303.0 N/A Can/barrel obstruction diameter Column 125.1 - N/A NPSH at bowl (available / required) : Ample / 23.9 ft Discharge head 125.1 300.0 N/A Can/Barrel - - NPSH at low liquid level (available / required) : Ample / 6.5 ft TorqueNPSH at suction flange (available / required) - Torque, lineshaft limit -Liquid Velocities Column liquid velocity : 8.18 ft/s Discharge head liquid velocity : 8.18 f /s Can liquid velocity - Suction nozzle liquid velocity - Peerless Pump, LPP Selection PIERCE PUMP dba FCX • 9010 JOHN W CARPENTER FRWY • DALLAS, TX 75247 �PEERLESS Peerless Express 24.3.1 Pump Performance - Additional Data - Mixed . Performance Model Set #1 Set #2 16HXB/MC - Set #3 S Alternate First Stage Stages 2 - - Based on curve number 16HXBMC-4601399 - - Impeller diameter, rated 11.42 in - - Impeller diameter, maximum 11.72 in - - Impeller diameter, minimum 9.61 in - Limitations - Tolerance Type : Hyd Ins 14.6 Bilateral (213) Low liquid level (Measured from bottom of : in Head measured at : Bowl head) Pump type : Complete Pump NPSHa measured at : Low liquid level Direct connect : No Velocity column : 10.00 ft/s Length strategy : Sump depth Well inside diameter (Enter a value >0 if a : in Length : 223.20 in diameter check is required) Maximum working pressure strategy : Maximum head, rated diameter ProductOptions Suction type : Bell Drive shaft type : VHS Bowl discharge type : Flanged discharge bowl Discharge location : Above ground Bowl shaft material : 416 SS Discharge head material : Steel Bowl shaft diameter : 1 15/16 inch Discharge head design : Type FA Impeller connection type : Taper lock Discharge head size : 14x14x24.5 Column diameter : 14 inch Sealing type : Mechanical seal Column construction : Flanged Discharge flange rating : 1501b ANSI flange Suction accessory : None Coupling design : Threaded coupling Lineshaft material : 416 SS Top shaft material :416 SS Lineshaft diameter : 1 1/2 inch Top shaft diameter : 1 11/16 inch Lineshaft lubrication : Open Lineshaft Adjustment OptionsPerformance Impeller polished : Not polished Bowl wear ring : None Impeller wear ring : None Peerless Pump, LPP Selection PIERCE PUMP dba FCX • 9010 JOHN W CARPENTER FRWY • DALLAS, TX 75247 ■■■■■■■■■■■■■!:it■■m■■■■■■■■■■■■■■■■■L ■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ Operating Regions ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ........................................................... 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Ross ■ loss loss ■ loss ■■■■■■■■■■■ loons son ■■ Ion soon Ion ■■■■ERhimms MEN■loss ►'llia1=32COMM1■■■■■■■ FLOWSERVE `.0 Hydraulic Datasheet Customer Pump /Stages : 14EMM / 3 Customer reference : L14911 Based on curve no. : 87028718 Item number : High Pressure Plane Flowserve reference : 5037083058 Service Date : September 23, 2024 Operating Conditions Materials / Specification Capacity : 1,735.0 USgpm Material column code : B30 Water capacity (CQ=1.00) Normal capacity Other Requirements Rated head @ Discharge flange : 227.50 ft Hydraulic selection : No specification Water head (CH=1.00) Construction : No specification NPSH available (NPSHa) @ Suction flange : 34.0 ft Test tolerance : ANSI/HI 14.6 Grade 1 U NPSHa less NPSH margin @Impeller eye Driver Sizing : Max Power(MCSF to EOC) using SF Maximum suction pressure : 0.0 psig Seal configuration : Single Mechanical Seal Rated suction pressure : 0.0 psig Liquid Liquid type : Other Liquid description Temperature / Specific gravity : 60 °F / 1.000 Viscosity / Vapor pressure : 1.00 cSt / 0.00 psia Performance Pump speed : 1,775 rpm Impeller diameter : Rated / Maximum / Minimum NPSH required (NPSH3) (CNPSH=1.00) @ Im...: 15.9 ft : 10.63 in / 11.12 in / 9.50 in Hydraulic power : 100 hp Impeller diameter ratio (rated/max) : 95.5 % Efficiency (Pump overall / Bowl) (CE=1.00) : 79.3 % / 81.0 % Maximum head at rated diameter : 327.79 ft Power (rated/max) : 127 hp / 127 hp Head rise to shut off : 40.2 % Driver power rating : 150 hp / 112 kW Total head ratio (rated / max) / (max / rated) : 82.4 % / 121.4 % Bowl pressure : 141.9 psig Flow at BEP : 1,738.8 USgpm (based on shut off @ cut dia/rated SG) Flow as % of BEP : 99.8 % Maximum allowable : 392.0 psig Minimum continuous flow : 576.9 USgpm Bowl & column hydrotest : 177.4 psig Thrust - Rated flow / Rated suction : 2,034.2 Ibf Dischg Head Dischg Region MAWP : 285.0 psig Max thrust - Shut off / Rated suction : 2,750.1 Ibf Ns / Nss (per eye) : 2,431 / 9,290 (US) Min thrust - Runout flow / Max Suction : 1,476.5 Ibf Suction Regions MAWP : 285.0 psig (A negative thrust value indicates an upthrust condition) CURVES ARE APPROXIMATE, PUMP IS GUARANTEED FOR ONE SET OF CONDITIONS; CAPACITY, HEAD, AND EFFICIENCY. Bowl performance shown below is corrected for materials, viscosity and construction. 150 L i 100 - t_ 50 - a 0 - 400 - 350 — 300 — 250 — 200 — 150 — 100 — 50 — 0 Bowl power -_I---monolog. FM _ PM ------- ----- -----�---- loss 100 — 80 aQ — 60 I C — 40 Z W — 20 0 0 500 1000 1500 2000 Plowse°r°ve, Capacity - USgpm HPP Selection Copyright @ 2016 Flowserve. All rights reserved. Affinity v2.23.0 FLOWSERVE N.-*• Construction Datasheet Customer Pump / Stages : 14EMM / 3 Customer reference : L14911 Based on curve no. : 87028718 Item number : High Pressure Plane Flowserve reference : 5037083058 Service Date : September 23, 2024 Construction Driver Information Bowl construction / lined : Flanged - Std Wall / Line... Manufacturer : Customer Supplied Impeller type : Enclosed Power / SF (Req' / Act') : 150 hp / 112 kW / 1.0 / - Impeller fastening : Colleted Vertical shaft type : Hollow Column construction : Flanged Driver type : NEMA Electric Motor Column flange spec'n : Taneytown Specification Frame size / Base dia Column dia (nominal) : 8.00 in Enclosure Column pipe length : 12.58 ft Duty type Column section length : 120.00 in Efficiency type Lineshaft brg spacing : 120.00 in Hazardous area class Lineshaft diameter : 1.94 in Explosion 'T' rating Lineshaft coupling type : Threaded coupling Volts / Phase / Hz : 460 / 3 / 60 Hz Lineshaft bearings, qty : 2 Amps -full load/locked rotor / Lineshaft construction : Open Motor starting : Direct on line (DOL) Lineshaft lubrication : Pumpage Insulation Disch size/rating/face : 8 in / 150 lb ANSI / FF Temperature rise "LFS" - Fabricated Split / Above Grade Discharge / ANSI Base Bearings / Lubrication / Thrust stand size : None supplied Motor mounted by : Customer Motor Thrust rating down/up / Materials Seal Information Bowl : Cast Iron A48 CL30 Arrangement : Single Mechanical Seal Impeller : Ni-AI-Bz B148 C958 Size - Bowl bearing : Bronze C84400 Manufacturer / Type : Flowserve / ISC2-PX Bowl shaft : 416SS A582 Gr 416 Material code (Man'f/API) : 5Z4T / - Bowl wear ring : 12%Chrome A743-CA6NM Gland material : 30OSS Impeller wear ring : None supplied Auxiliary seal device Column : Steel A53 Type E GrB Seal flush plan : Plan 13 Lineshaft : 416 stainless steel Seal flush construction :Tube Bearing retainer Paint and Package Lineshaft bearing : Rubber Buna-N Pump paint - Lineshaft sleeve - Support plate paint - Discharge head : Steel A53 Gr B/A36 Shipment type Support plate : None supplied Additional Pit / sump depth Pump length information : 17.52 ft Weights (Approx.) Complete pump : 405.0 lb Mounting plate - mounting surface to bell/strainer bottom Driver (net) - Available well diameter Max dia below mtg surface : 16.00 in Testing Hydrostatic test : Non witnessed Performance test : Non witnessed NPSH test : None Notes Flowserve, - HPP Selection Copyright © 2016 Flowserve. All rights reserved. Affinity v2.23.0 �1 FLOWSERVE Full Page GA Drawing N_ 4-I � O x is 0 % �It X A O k Z k I x � 0 < O Y. I x CD o � 3 c rn 3 b c OO N N W _ X. W CD 3 �_ (D � 0 � p O 7 -0 O O CD o0 0 n � Z m D o 0 PO 0 o v � c O o 3 0 CDR v v C, 0 m -n (p T D Cn Flowserve, H PP Selection Customer Pump size & type : 14EMM Drawing number Item number : High Pressure Plane Pump speed / Stages : 1,775 rpm / 3 Date : September 23, 2024 Service Flow / Head : 1,735.0 USgpm / 227.50 ft Certified by / Date Customer PO # Driver power / Frame : 150 hp / 112 kW / Seal type : ISC2-PX Flowserve reference : 5037083058 Volts / Phase / Hz : 460 / 3 / 60 Hz Seal flush plan : Plan 13 Copyright © 2016 Flowserve. All rights reserved. Affinity v2.23.0 FLOWSERVE Additional Details Customer reference Item number Service Quantity of pumps Liquid description Liquid type Frequency Flammable Toxic H2S Rated flow Rated head NPSHa Viscosity Specific gravity Maximum suction pressure Rated suction pressure Maximum liquid temperature Vapor pressure Altitude Static head Pump length strategy used Can lenath strateav used L14911 High Pressure Plane Duty Conditions :1 : Other : 60 Hz No No No 1,735.0 USgpm 227.50 ft @ Discharge flange 34.0 ft @ Suction flange 1.00 cSt 1.000 0.0 psig @ Suction flange 0.0 psig 60 °F 0.00 psia 0.00 ft 0.00 ft As required for can length Customer specified value of 18.00 ft Based on curve no. Flowserve reference Date : 87028718 : 5037083058 : September 23, 2024 Performance Hydraulic power : 100 hp Pump overall efficiency : 79.3 % NPSH3 @ Impeller eye : 15.9 ft Rated brake power : 127 hp Maximum brake power : 127 hp Motor rating : 150 hp / 112 kW Ns / Nss (per eye) : 2,431 / 9,290 (US) MCSF : 576.9 USgpm Rated impeller diameter : 10.63 in Maximum impeller diameter : 11.12 in Minimum impeller diameter : 9.50 in Maximum head : 327.79 ft Flow at BEP : 1,738.8 USgpm Flow as % of BEP : 99.8 % Rated/max diameter : 95.5 % Head rise to shut off : 40.2 % Rated/max head : 82.4 % Head (CH) : 1.00 Capacity (CQ) : 1.00 Efficiency (CE) : 1.00 NPSH3 (CNPSH) : 1.00 Selection status Product line : VTP Canned Booking location : Taneytown Pump speed : 1,775 rpm Supplying location : Taneytown Selection status : Acceptable Working Pressure Limits Flow Velocities and Nozzle Sizing Bowl assembly MRWP : 141.9 psig Nozzle sizing strategy based on : Rated flow Column assembly MRWP : 141.9 psig Discharge nozzle design flow : 1,735.0 USgpm Discharge region of discharge head MRWP : 141.1 psig Suction nozzle design flow : 1,735.0 USgpm Suction region MRWP : 66.7 psig Actual discharge inside diameter : 8.08 in Bowl assembly MAWP : 392.0 psig Actual suction inside diameter : 10.19 in Column assembly MAWP : 286.0 psig Actual calculated discharge velocity : 10.86 fUs Discharge region of discharge head MAWP : 285.0 psig Actual calculated suction velocity : 6.83 ft/s Suction region MAWP : 285.0 psig Actual calculated column velocity : 11.55 fUs Actual calculated can velocity : 1.97 ft/s Hydrostatic Test Pressures (when purchased) Bowl / Column Assemblies HTP : 177.4 psig / 177.4 psig Discharge region of discharge head HTP : 176.4 psig Suction region hydrotest pressure : 100.0 psig Requested pump material Selected pump material Bowl material First stage impeller material Upper stage impeller material Bowl wear ring material Impeller wear ring material Bowl shaft material Bowl bearing material Column material Lineshaft material B30 B30 Cast Iron A48 CL30 Ni-AI-Bz B148 C958 Ni-AI-Bz B148 C958 410 Stainless Steel None supplied 416 stainless steel Bronze Carbon steel 416 stainless steel Additional Performance Torque rating (max power) Torque rating (rated power) Overall torque limit of pump shafts Pump WRZ at 1,775 rpm Materials Open lineshaft bearing material Discharge head material Enclosed lineshaft bearing material Suction can material 7.14 hp/100 rpm 7.14 hp/100 rpm : 8.31 Ib-ft2 Rubber Lineshaft Bearings Carbon Steel None Carbon Steel Sump & Submergence Combined bowl & column assemhn/ IPnnth : 17.52 ft Clearance from strainer/bearing hI � � Available submergence above bel lid U VV 0 �� Req. min. submergence above be li 28. 0 in Clearance from bearing hub to ca IP P S o ct i o n Copyright @ 2016 Flowserve. All rights rese... 1/2 Affinity v2.23.0 FLOWSERVE Additional Details Customer Pump / Stages : 14EMM /3 Customer reference : L14911 Based on curve no. : 87028718 Item number : High Pressure Plane Flowserve reference : 5037083058 Service Date : September 23, 2024 Performance Corrections Head Corrections Efficiency Corrections Pump rated head at discharge flange : 227.50 ft Bowl efficiency after correction : 81.0 % Discharge pressure at discharge flange : 98.5 psig Pump overall efficiency : 79.3 % C/L discharge flange to mounting surface : 10.00 in Rated suction pressure at suction flange : 0.0 psig C/L can suction flange to mounting surface : 11.00 in Discharge head friction loss : 3.68 ft Column friction loss : 0.87 ft Bowl head : 233.80 ft Construction and Dimensions Bowl Assembly Construction Bowl Assembly Dimensions Bowl construction : Flanged - Std Wall Bowl shaft diameter : 1.94 in Bowl lining : Lined bowls Bowl O.D. : 13.44 in Impeller design : Enclosed Bell O.D : 16.00 in Impeller fastening : Colleted Bowl assembly length to bell lip : 54.88 in Qty of unbalanced, std design impellers : 3 Bearing hub/strainer length below bell lip : 4.42 in Qty of balanced, std design impellers - Impeller eye to bell lip : 9.00 in Qty of unbalanced, alt first stage impellers - Upper stages impeller rated diameter : 10.63 in Qty of balanced, alt first stage impellers - First stage impeller rated diameter : 10.63 in Column Assembly Construction Column Assembly Dimensions Column construction : Flanged Column nominal diameter : 8.00 in Column wall description : Factory Default Wall Thickness Column wall thickness : 0.2770 in Lineshaft lubrication : Open Lineshaft (Product Lube) Column length : 12.58 ft Column flange rating : FLS 'Regular" Max column segment length : 120.00 in Shaft split : One piece shaft Lineshaft diameter : 1.94 in Lineshaft coupling type : Threaded coupling Bearing span : 120.00 in Discharge Head Assembly Construction Discharge Head Assembly Dimensions Discharge head design : "LFS" - Fabricated Split / Above Gr... Discharge position : Above mounting surface Discharge head size : 8.00 in C/L shaft to discharge flange face : 19.00 in Discharge head flange spec./rating : 150 lb ANSI/ASME B16.5 or B16.4... C/L head discharge to mounting surface : 10.00 in Discharge flange size : 8 in Shaft diameter through stuffing box : 1.94 in Head shaft sealing method : Single Mechanical Seal Suction position : Below mounting surface Driver shaft type : Hollow shaft driver C/L shaft to can suction flange face : 18.00 in Solid shaft coupling type : No rigid coupling required C/L can suction flange to mounting surface : 11.00 in Solid shaft coupling size : N/A Can Assembly Construction Can Assembly Dimensions Can scope of supply : Canned pump complete with can Can nominal diameter : 24.00 in Can base flange spec./rating : 150 lb ANSI/ASME B16.5 or B16.4... Can wall thickness : 0.3750 in Can wall description : Factory Default Pipe Schedule Can outside length : 18.00 ft Can drain type : None Can inside length : 17.83 ft Can suction flange spec./rating : Full ANSI/ASME B16.5 or B16.47 C... C/L can suction flange to mounting surface : 11.00 in Can suction flange size N/A C/L shaft to can suction flange face : 18.00 in Thrust Data Thrust bearing location : Thrust bearing supplied in the driver Thrust with rated head/rated suction : 2,034.2 Ibf Thrust stand selection method : Use rated head & max suction Thrust with shutoff head/rated suction : 2,750.1 Ibf Thrust stand size : None supplied Thrust with runout head/rated s=c4O rve Thrust used for stand sizing : 2,034.2 Ibf `L,!! Thrust with rated head/max suc on 3 f Max thrust limit for this design Min thrust limit for this design : 16,000.0 Ibf : 0.0 Ibf Thrust with shutoff head/max s ti 50 f Thrust with runout head/max su�fio�i P: T 76election Copyright © 2016 Flowserve. All rights rese... 2/2 Affinity v2.23.0 EFFECTIVE: DIMENSION PRINT PRINT: 16-SEP-19 WEATHER PROTECTED TYPE 1 09-3403 SUPERSEDES: FRAME: H444, H445TP, TPA SHEET: 10-SEP-19 BASIC TYPE: RU 1 OF 1 PUMP SHAFT, ADJUSTING NUT AND LOCKING SCREWS ARE NOT FURNISHED WITH MOTOR 5.13 L1301 1 6 44.78 111371 AF 50.09 112721 21.09 15361 BB BE BD FRAME UNITS MAX IN 16.50 H444, H445TP MM 419 IN 20.00 H444, H445TPA MM 508 12.31 [3131 L A1K� BD C/BOX UNITS VOLUME AA AB AC AF (CU. IN.) IN 860 3.00 19.38 14.81 5.13 MM 492 376 130 3 2 4 HC AJ —I CONDUIT AK BB UNITS AJ B E B F LU 005 MIN 1. CONDUIT OPENING MAY BE LOACTED IN STEPS 0 OF 90 DEGREES. STANDARD AS SHOWN WITH ALL DIMENSIONS ARE IN INCHES AND MILLIMETERS 0 IN 14.750 13.500 .25 .75 ggg CONDUIT OPENING DOWN. (TOLERANCES ARE IN INCHES) LU MM 374.65 342.9 6 19 17.48 LARGEST MOTOR WIDTH. TOLERANCES O FEATURE LISTING FACE RUNOUT .007 TIR U) 1 UPPER SUMP OIL FILL 6 MAIN CONDUIT BOX PERMISSIBLE ECCENTRICITY 2 UPPER SUMP OIL DRAIN OF MOUNTING RABBET .007 TIR N 3 UPPER SUMP SIGHT WINDOW MAXIMUM SHAFT END PLAY .010 < Q 4 AIR INTAKE � 5 AIR EXHAUST, 360° AROUND BY±.25 Q U 09-3403/A ISSUED BY 2zi ('1 F INFORMATION DISCLOSED ON THIS DOCUMENT 0- Nidec Motor Corporation IS CONSIDERED PROPRIETARY AND SHALL NOT BE J St. Louis, Missouri MOTORS REPRODUCED OR DISCLOSED WITHOUT WRITTEN T. COLOMA =1 - CONSENT OF NIDEC MOTOR CORPORATION >� PENTAIR Item Number / Tags Service Quantity Quote number Customer : Odessa Pump Project name : City of South Lake High Pressure Plane Size Stages 1 Based on curve number Freese - Southlake - T.W. King PS Date last saved Operating Conditions Flow, rated Differential head / pressure, rated (requested) Differential head / pressure, rated (actual) Suction pressure, rated / max NPSH available, rated Site Supply Frequency Performance Speed criteria Speed, rated Impeller diameter, rated Impeller diameter, maximum Impeller diameter, minimum Efficiency (bowl / pump) NPSH required / margin required nq (imp. eye flow) / S (imp. eye flow) Minimum Continuous Stable Flow Head, maximum, rated diameter Head rise to shutoff (bowl / pump) Flow, best eff. point (bowl / pump) Flow ratio, rated / BEP (bowl / pump) Diameter ratio (rated / max) Head ratio (rated dia / max dia) Cq/Ch/Ce/Cn [ANSI/H19.6.7-20101 Selection status 500 450 400 350 300 250 N = 200 150 100 50 0 160 CL t 120 80 d 40 0 � 40 M NPSH3 2 20 U) d 0 Z 0.0 Pump Performance Datasheet Encompass 3.0 - 24.1.1 13H-SS :4 :13_TURB_3440_1800_SS Rev 170619 : 20 Sep 2024 1:38 PM Liquid : 2.50 MG/day Liquid type 227.5 ft Additional liquid description 228.1 ft Solids diameter, max 0.00 / 0.00 psi.g Solids diameter limit Ample Solids concentration, by volume 60 Hz Temperature, max Fluid density, rated / max Synchronous Viscosity, rated 1770 rpm Vapor pressure, rated 8.05 in Material 8.78 in Material selected 7.12 in Pressure Data : 82.44 / 81.78 % Maximum working pressure 18.94 / 0.00 ft Maximum allowable working pressure 66 / 166 Metric units Maximum allowable suction pressure 1.58 MG/day Hydrostatic test pressure 324.4 ft Driver & Power Data (@Max density) 42.23 / 42.85 % Driver sizing specification : 7 / MG/day Margin over specification 93.71 / 4./ 94.29 3. Service factor 91.69 % Power, hydraulic : 79.73 % Power (bowl / pump) 1.00 / 1.00 / 1.00 / 1.00 Power, maximum, rated diameter Acceptable Minimum recommended motor rating Bowl performance. Adjusted for construction and viscosity. The duty point represents the head at the bowl. Water 0.00 in 1.00 in 0.00 % 68.00 deg F 1.000 / 1.000 SG 1.00 cP 0.34 psi.a Cast Iron bowl Std impeller See the Additional Data page See the Additional Data page N/A See the Additional Data page Maximum power 0.00 % 1.00 99.95 hp 121 / 122 hp 124 hp 150hp/112kW 7 E 73 78 81 82 Minimum Continuous Stable Flow - Max allowable flow Preferred operating region 8.78 8 73 - 8.05 in 7.12 in 0.5 1.0 1.5 2.0 2.5 3.0 Flow - MG/day ODESSA PUMPS - ODESSA TX PENTAIR. ODESSA, TX Pow r 3.5 4.0 4.5 5.0 Pentair Fairbanks, HPP Selection PHONE: - FAX: Section 004 Page 112 Data El. 602.83 ZNWA R N I N G DISCH COL MTR BASE** YCIA BD)v` CONSTB VAR~C 5 T E F J" DO NOT OPERATE THIS MACHINE WITHOUT PROTECTIVE WARD SIZE SIZE 12 16? 20 24? 30? Sp SPD FL) IN PLACE. ANY OPERATION OF THIS MACHINE WITHOUT 4 4 28 28 -- -- -- 10 V2 13112 7 44 A Eft 11/4 PROTECTIVE GUARD CAN RESULT IN SEVERE BODILY INJURY. 4 4 28 28 -- -- -- 11 W 14VZ 7 44 A 6-78 1 V4 (I PUMP 6 6 30 30 -- -- -- 1OV2 13W 8 44 A 9 114 6 6 30 30 -- -- -- 11 V2 14V2 8 4'4 A 9 1 V4 6 6 30 30 -- -- -- 12N 16 8 44 A 9 1 V4 8 8 32 32 32 -- -- 1244 16 9 44 A 111112 1114 8 8 — 32 32 -- -- 13V2 16V2 9 44 A 11 V2 1 V2 8 8 -- 32 32 -- -- 14N 17V2 9 V4 A 11112 1 V2 PLAN VIEW OF SUCTION CAN {2) 10 10 -- 35 35 -- -- 131& 16VT 11 44 A 1344 1 th 10 10 — 35 35 -- -- 1444 17V2 11 1 6 13X4 DRIVER 10 10 -- 38 -- 17 20 11 1 B 13414 (SHIPPED SEPARATELY) 12 12 — 37 37 -- -- 1444 171/2 12 1 8 16 V4 12 12 -- 37 37 40 -- 17 20 12 1 B 161/4 12 12 -- 37 37 40 20,* 231V2 12 1 B 16 V4 QI 14 14 -- 40 40 == 17 20 14 1 B 17 Vz COUPLING i�—B GUARD 14 14 -- 40 40 43 -- 20f8 23V2 14 1 B 171h 14 14 -- 40 40 43 -- 24 24 V2 14 1 B 1 11n 16 16 -- 42 42 45 -- 204b 23Vs 15 1 8 19112 D NPT DRAIN ?" NPT 16 16 -- 42 42 45 50 24 24VZ 15 1 B 19V2 A GAGE CONN ♦4 ADD 4V2" FOR VSS DRIVER & SPACER CPLG 150# DISCHARGE �— FLANGE (FLAT FACE) F �_� El. 623.50" 1V2" GROUT RECOMMENDED CAN VENT SIZE (S NPT) See Note (3) l E AND LOCATION (T) I 13H-4 - Bowl Dia. = 12.9": Bell Dia. = 13.00" El. 607.83" LOCA' LOCATION 24" T, 150 Lb. SUCTION FLANGE 12 14 12 14 16 16 18 20 18 20 24 20 24 30 24 30 36 30 36 V-1, 1. THIS DRAWING NOT FOR CONSTRUCTION OR INSTALLATION UNLESS CERTIFIED. DIMENSIONS SHOW ARE TYPICAL AND MAY VARY DUE TO VARIOUS TOLERANCES. 2. SUCTION CAN MUST BE SUPPORTED ON ALL 4 SIDES AND GROUTED IN PLACE. 3. CUSTOMER TO VERIFY OR ADVISE OVERALL LENGTH PRIOR TO OR AT RELEASE. J DIQ. NAME 1`. City of South Lake - T.W. King PS SIZE & MODEL ISTAGES I GPM 2.5 MGD VSS 150 3 Fairbanks NijhuisT"9 P. -i� PENTAIR FAIR13ANKS NIJHUIS High Pressure Plane H IRPM ROT 227.5' 1770 CGW SETTING PLAN HERTZ VOLTS ENCL TYPE 1 60 460 SURFACE HEAD DATE DM* No. 7000CSOOI REV I Pentair Fairbanks, H P P Selection ) 2013 Pentair Ltd. 05/13 �PEERLESS Peerless Express 24.1.1 Customer Customer ref. / PO Tag Number Service Quantity High Pressure Plane - GL14ME/LC i Flow, rated : 1,736 USgpm Differential head / pressure, rated (requested) : 227.5 ft Differential head / pressure, rated (actual) : 228.5 ft Suction pressure, rated / max : 0.00 / 0.00 psi.g NPSH available, rated : Ample Site Supply Freauencv : 60 Hz Speed, rated Impeller diameter, rated Impeller diameter, maximum Impeller diameter, minimum Efficiency (bowl / pump) NPSH required / margin required Ns (imp. eye flow) / Nss (imp. eye flow) MCSF Head, maximum, rated diameter Head rise to shutoff (bowl / um ) 1785 rpm 10.32/10.32in 11.04/11.88in 9.55/9.55in 82.31 / 81.35 % 20.3 / 0.0 ft 2,225 / 7,483 US Units : 645 USgpm 316.1 ft 3879/3966 Quote Number / ID Peerless Model Stages Based on curve number Date last saved Liquid type Additional liquid description Solids diameter, max Solids concentration, by volume Temperature, max Fluid density, rated / max Viscosity, rated Vapor pressure, rated 2349785 GL14ME/LC 3 GL14MELC4606333 Rev Oct 2022 24 Sep 2024 2:35 PM maximum worKing pressure Maximum allowable working pressure Maximum allowable suction pressure Hydrostatic test pressure Cold Water 0.00 in 0.00 % 68.00 deg F 1.000 / 1.000 SG 1.00 cP 0.34 psi.a See the Haaitional uata page See the Additional Data page N/A See the Additional Data page p p ° Motor sizing specification :Hoax power (non-ove Flow, best eff. point (bowl / pump) : 1,604 / 1,598 USgpm Margin over specification : 0.00 % Flow ratio, rated / BEP (bowl / pump) : 108.21 / 108.64 % Service factor : 1.15 Diameter ratio (rated / max) : 90.05 % Power, hydraulic : 99.8 hp Head ratio (rated dia / max dia) : 64.24 % Power (bowl / pump) : 121.3 / 121.9 hp Cq/Ch/Ce/Cn [ANSI/HI 9.6.7-2010] : 1.00 / 1.00 / 1.00 / 1.00 Max power (non -overloading) : 123.6 hp Selection status : Acceptable Nameplate motor rating : 125.0 hp / 93.2 kW Bowl performance. Adjusted for construction and viscosity. The duty point represents the head at the bowl. Performance based on test acceptance - Hyd Ins 14.6 Bilateral (213) Performance curve represents typical performance. When tested, only the design flow and head are guaranteed. Contact factory for additional requirements. 160 O_ -r- 120 N 80 3r O 40 a- n 500 450 400 350 300 250 O = 200 150 100 50 0 2 to 0- Z 1 9.55 / 9.155 in 50 T 25 } 0+1 0 63 73 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600 2,800 3,000 Flow - USgpm Peerless Pump, HPP Selections PIERCE PUMP dba FCX • 9010 JOHN W CARPENTER FRWY DALLAS, TX 75247 �PEERLESS Peerless Express 24.1.1 Pump Performance Bowl performance. Adjusted for construction and viscosity. The duty point represents the head at the bowl. Performance based on test acceptance - Hyd Ins 14.6 Bilateral (2B) Performance curve represents typical performance. When tested, only the design flow and head are guaranteed. Contact factory for additional requirements. 160 CL 120 Pow r N 80 O (L 40 0 500 450 63 400 78 350 10.32 / 10.32 in 82 300 73 250 = .55 9.55 i g 200 150 100 50 0 50 NP lir L = 25 U7 0- 7t Z 0 0 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600 2,800 3,000 Flow - USgpm Project name : Southlake - T.W. King PS Tag Number : High Pressure Plane - Speed, rated : 1785 rpm Commissioned GL14ME/LC Flow, rated : 1,736 USgpm Representative Service Differential head / pressure, rated : 227.5 ft Customer Peerless Model GL14ME/LC Power (bowl / pump) : 121.3 / 121.9 hp Customer ref. / PO Quantity 1 Max power (non -overloading) : 123.6 hp Quote Number / ID : 2349785 Quoted By (Sales Office) : PIERCE PUMP dba FCX Efficiency (bowl / pump) : 82.31 / 81.35 % Date last saved : 24 Sep 2024 2:35 PM Quoted By (Sales Engineer) : Jason McNatt Based on curve number : GL14MELC4606333 Rev Stages : 3 Oct 2022 Peerless PUmc. PIERCE PUMP dba FCX 9010 JOHN W CARPENTER FRWY DALLAS, TX 75247 H P P Selections PEERLESS �PEERLESSPUMP, UMP Peerless Express 24.1.1 "Construction Datasheet" Customer Quote Number : 2349785 Customer Reference Service Item Number : High Pressure Plane - GL14ME/LC Date Last Saved : 24 Sep 2024 2:35 PM Pump Size - Stages : GL14ME/LC - 3 Quantity of Pumps : 1 Construction Motor Information Bowl construction : Flanged Discharge Manufacturer : Aurora Impeller type : Static (single plane) Balance Vertical shaft type : VHS Impeller fastening : Carbon Steel (lock collets) Full load speed : 1789 rpm Strainer : N/A Power : 125.0 hp Column construction : Flanged Service Factor : 1.15 Column dia (nominal) : 10.00 in Volts / Phase / Hz : 460 V / 3 / 60 Hz Column pipe length : 164.63 in Frame size / Base diameter : 20.00 in Max column length : 164.63 in Enclosure : WP1 Lineshaft diameter : 1.50 in Duty Type : Continuous duty Lineshaft construction : OLS Inverter Duty Rated :0 Lineshaft lubrication : Product Lubrication Efficiency Class, 100%/75%/50% o Premium, 0.00 % / 0.00 % / 95.40 �o Discharge : Above Base (floor) Power factor Driver amp full load NEMA design : 0 / 0 / 0 : 0.000 A : B Materials Bowl : Cast iron Impeller : 316LSS Motor starting : Full Volt Bowl bearing : Standard (Bronze/Rubber) Insulation : F Bowl shaft : 416 Stainless Steel Ambient temperature : 104.0 deg F Bowl wear ring : None Max altitude : 3300 Impeller wear ring : None Thrust rating : Standard High Thrust Strainer Additional information Column : Steel Pit / sump depth : 223 in Lineshaft : 416 SS Pump length : 215.70 in Bearing retainer / ELS Tube : 304SS Max pump dia below mounting ; 14.00 in surface Lineshaft bearing : Standard (Rubber) Max sphere size : 1.01 in Discharge head : Cast Iron Total / best lateral setting : 1.61 / 1.23 Sole plate : Steel Max suction pressure— : 0.00 psi.g Paint : Class I Testing Approximate Weights : Factory Performance Test - Non Hydraulic performance test Witness Complete pump : 4,051 lb Hydrostatic test :None Driver : 1,923 lb Curve approval :No NPSH test :None String test :None Test w/ motor P e e rtes s P u m H PP Selections PIERCE PUMP dba FCX • 9010 JOHN W CARPENTER FRWY • DALLAS, TX 75247 �PEERLESS Peerless Express 24.1.1 Grand Total RFQ I Lead Time Total 16 wks Qty Description 1 GL14ME/LC Bowl Assembly Pump Type: New Pump 1 Bowl Size: GL14ME Number of Stages: 3 stage Materials of Construction: Materials (Cast Iron, 316LSS) Bowl Material: Cast Iron Bowl Configuration (Connection) Top Bowl (Discharge Connection): Flanged Discharge Suction: Bell Suction Line Shaft Bowl Adder: Open Line Shaft (OLS) Shaft, Pump: 1 15/16 inch Pump shaft material (Bowl Shaft): 416 Stainless Steel 3 Efficiency: Standard Efficiency Impeller Wear Rings: None Bowl Wear Rings: None Suction Accessory: None Lateral Travel in Bowl Assembly: Standard Bowl Bearing Materials: Standard (Bronze/Rubber) 1 Impeller Balance: Static (single plane) Balance Dry Pit Application: No 3 Impeller Fastening: Carbon Steel (lock collets) 3 Bowl Bolting: 18-8 Stainless Steel Column / Line Shaft / Coupling Column Material: Steel Column Pipe Design: Flanged Column Diameter: 10 inch Column Pipe: 10 Ft Bearing Spacing Column Fastener Material: 18-8 Stainless Steel 1 Bottom Taper Section: Yes Line Shaft Lubrication: Product Lubrication Line Shaft Sleeves: None 1 Line Shaft Material: 416 SS Line Shaft Coupling Design: Threaded Coupling 1 Line Shaft Coupling Material: 410 SS 1 Bearing Retainer: Drop In Line Shaft Bearing Material: Standard (Rubber) Peerless Pump, Top Shaft Diameter: 1 1/2 inch Top Shaft Material: 416 SS H P P Selections PIERCE PUMP dba FCX • 9010 JOHN W CARPENTER FRWY • DALLAS, TX 75247 �PEERLESS Peerless Express 24.1.1 Qty ' Description Column Assembly 1 OLS Flanged Column 10 inch / 1.5 inch Shaft / 10 Ft Bearing Spacing, Length Base to Bowl 165 inch Column Bottom: (1) OLS Flanged Column 10 inch, Length 120 inch, Steel Column Top: (1) OLS Flanged Column 10 inch, Code Length to Base 45 inch, Steel Shaft Group of Column Shaft, Line, Bottom: (1) Threaded, D = 1.5 inch, L = 120 inch, 416 SS Shaft, Line, Top: (1) Threaded, D = 1.5 inch, L = 49.44 inch, 416 SS Shaft, Top (Motor shaft length) VHS only: (1) Threaded, D = 1.5 inch, L = 46 inch, 416 SS Top Shaft and Nut 1 Top Shaft & Nut Discharge Head 1 Discharge Head Assembly: 10x10x20G Discharge Head Flange Rating: 125# Discharge Head Material: Cast Iron Discharge Location: Above Base (floor) Line Shaft Construction: Open Line Shaft (OLS) Sealing Type: Mechanical Seal 1 Mechanical Seal: JC, Tp 5610, Carbon/Sil-Car, FKM, 316SS Column to Discharge Head Fastener Material: 18-8 Stainless Steel 1 Sole Plate: Steel Stuffing Box Bearing Material: Standard (Bronze) Driver Driver Supplied By: Factory Efficency: Premium Motor (Design Types): NEMA Adapter Adapter Required: No Coating / Painting Systems System: Class I Coating System per Section 510, page 1 (default Tnemec 21, NSF) 1 Outside Bowl Assembly: Class I Coating System per Section 1220, page 0.1 (default Tnemec 21, NSF) Inside Bowl Assembly: Standard Coating: Glass or Scotchkote 134 1 Outside Column: Class I Coating System per Section 1220, page 0.1 (default Tnemec 21, NSF) 1 Inside Column: Class I Coating System per Section 1220, page 0.1 (default Tnemec 21, NSF) 1 Outside Discharge Head: Class I Coating System per Section 1220, page 0.1 (default Tnemec 21, NSF) 1 Inside Discharge Head: Class I Coating System per Section 1220, page 0.1 (default Tnemec 21, NSF) Assembly / Match Marking / Shipping 1 Factory Assembly for Shipment: Factory Assembled Qty Description 1 Testing Tolerance Type: Hyd Ins 14.6 Bilateral (213) Factory Performance Test - Non Witness Guarantee Bowl Efficiency Non Overloading Motor: Peerless Pump, H PP Selections PIERCE PUMP dba FCX • 9010 JOHN W CARPENTER FRWY • DALLAS, TX 75247 �PEERLESS Peerless Express 24.1.1 Qty Description 1 Drawings, Curves, and Instructions Engineering Data 1 FEA (finite element anaylsis) Qty Description 1 Driver 1 Motor: Motor -electric, 125hp, 1789rpm, 460/0/0/OV, 3Ph, 60Hz, 405TP, VHS, WP1, PremEff., Stock, Aurora, 46WP1HS125PE**D**X Qty Description 1 Commercial Terms 1 Incoterms 2020: EXW Order is subject to storage fee if not picked up after 10 working days when goods are made ready. Named Place: Seller's Facility Peerless Pump, H PP Selections PIERCE PUMP dba FCX • 9010 JOHN W CARPENTER FRWY • DALLAS, TX 75247 �PEERLESS Peerless Express 24.1.1 Pump Performance - Additional Data Project name : Southlake - T.W. King PS Tag Number : High Pressure Plane - GL14ME/LC Commissioned Service Representative Model : GL14ME/LC Customer Quantity :1 Customer ref. / PO Quoted By (Sales Office) : PIERCE PUMP dba FCX Quote Number / ID : 2349785 Quoted By (Sales Engineer) : Jason McNatt Date last saved : 24 Sep 2024 2:35 PM Speed, rated : 1785 rpm Stages : 3 Performance Data Stage, Speed and Solids Limits Head, maximum diameter, rated flow : 354.5 ft Stages, maximum : 22 Head, minimum diameter, rated flow : 177.6 ft Stages, minimum : 1 Head, maximum, rated diameter : 316.1 ft Pump speed limit, maximum : 1800 rpm Efficiency adjustment factor, total : 0.97 Pump speed limit, minimum : 1 rpm Power adjustment, total : 3.2 hp Curve speed limit, maximum : 1800 rpm Head adjustment factor, total : 1.00 Curve speed limit, minimum : 1 rpm Flow adjustment factor, total : 1.00 Variable speed limit, maximum - NPSHR adjustment factor, total : 1.00 Variable speed limit, minimum - NPSH margin dictated by pump supplier : 0.0 ft Solids diameter limit : 1.01 in NPSH margin dictated by user : 0.0 ft Typical Driver Data Driver speed, full load : 1785 rpm NPSH margin used (added to 'required' values) : 0.0 ft Mechanical Limits Driver speed, rated load : 1785 rpm Torque, rated power, rated speed : 6.83 hp/100 rpm Driver efficiency, 100% load : N/A Torque, maximum power, rated speed : 6.92 hp/100 rpm Driver efficiency, 75% load : N/A Torque, driver power, full load speed : 7.00 hp/100 rpm Driver efficiency, 50% load : N/A Torque, driver power, rated speed : 7.00 hp/100 rpm Torque, pump shaft limit - Radial load, worst case - Radial load limit Impeller peripheral speed, rated Impeller peripheral speed limit Various Performance Data Head(ft) Efficiency Shutoff, rated diameter 0 316.1 57.7 Shutoff, maximum diameter 0 438.5 - 109.7 MCSF 645 294.5 59.23 11.1 80.9 Rated flow, minimum diameter 1,736 177.6 79.52 - 97.9 Rated flow, maximum diameter 1,736 354.5 81.67 - 190.2 BEP flow, rated diameter 1,604 244.4 83.16 18.3 119.0 120% rated flow, rated diameter 2,083 173.1 74.47 30.1 122.2 End of curve, rated diameter 2,305 130.3 64.74 42.8 117.1 End of curve, minimum diameter 2,170 102.0 58.39 41.6 95.7 End of curve, maximum diameter 2,640 213.0 67.01 70.4 211.8 Maximum value, rated diameter - 316.1 83.16 - 123.6 Maximum value, maximum diameter 82.00 211.8 System differential pressure Density,P�� @ Differential pressure, rated flow, rated diameter (psi) 98.55 98.55 Differential pressure, shutoff, rated diameter (psi) 136.8 136.8 Differential pressure, shutoff, maximum diameter (psi) 189.8 189.8 Discharge pressure @ Suction @ Suction @ Suction @ Suction pressure, Discharge pressure, rated flow, rated diameter (psi.g) rated pressure, max 98.55 98.55 pressure, rated pressure, max 98.55 98.55 Discharge pressure, shutoff, rated diameter (psi.g) 136.8 136.8 136.8 136.8 Discharge pressure, shutoff, maximum diameter (psi.g) 189.8 189.8 189.8 189.8 Maximum flow / rated flow, rated diameter : 132.80 % Head rated diameter / head minimum diameter, rated flow : 128.22 % Peerless Pump, H PP Selections PIERCE PUMP dba FCX • 9010 JOHN W CARPENTER FRWY - DAL-S, TX 75247 �PEERLESS Peerless Express 24.1.1 Pump Performance - Additional Data Friction loss rate, column : 1.56 % Minimum clearance below suction bell lip/case : 7.50 in Friction loss, column : 0.21 ft Minimum well diameter : 15.00 in Friction loss, discharge head : 0.55 ft Suction nozzle centerline height Friction loss, can/barrel Suction to first stage impeller centerline : 5.97 in Friction loss, suction bell and strainer : 0.00 ft Bowl assembly length, first stage : 21.82 in Friction loss, bowl/column adaptor : 0.66 ft Bowl assembly length, upper stage : 14.63 in Friction loss, total : 1.43 ft Bowl assembly length, total : 51.07 in Power loss, lineshaft bearings : 0.2 hp Suction bearing hub length : 5.48 in Power loss, thrust bearing : 0.5 hp Strainer length : 0.00 in Power loss, total : 0.7 hp Bowl to column adaptor length : 0.00 in Bowl Pump Performance Discharge head stick -down : 0.00 in vs. Head (bowl / pump) : 227.7 ft / 225.5 ft Submersible motor adaptor length Efficiency (bowl / pump) : 82.31 % / 81.35 % Submersible motor length Power (bowl / pump) : 121.3 hp / 121.9 hp Column length : 164.63 in NPSH required at first stage impeller eye : 20.3 ft Total pump length : 215.70 in Weights • Down Thrust Can / barrel length Weight, lineshaft : 0 lb Stuffing box sleeve diameter : 0.00 in Weight, bowl assembly rotating element : 728 Ib Suction bell diameter Thrust factor : 11.39 lb/ft Minimum submergence to prevent vortexing : 0.00 in Thrust, hydraulic (rated / max) : 2,588 / 5,392 Ibf Actual submergence (based on LLL) : 216 in Thrust, bowl shaft end (rated / max) : 0 / 0 Ibf Discharge head height : 21.00 in Thrust, shaft step (rated / max) : 109 / 109 Ibf Discharge nozzle centerline height : 9.75 in Thrust, stuffing box sleeve (rated / max) : 172 / 172 Ibf Min distance discharge nozzle centerline to : 0.00 Thrust, total (rated / max) : 3,598 / 6,403 Ibf suction bell Thrust bearing capacity - Lineshaft length : 185.63 in ` Rated thrust @ rated head, density, and suction pressure where applicable Bowl shaft diameter 1.94 in ' Max thrust @ max head, density, and suction pressure where applicable Bowl diameter, outside Bowl diameter, exit 14.50 in : 7.59 in Pressure Data Maximum working Maximum allowable Hydrostatic test pressure working pressure psi.g Column diameter, inside : 10.19 in psi.g pressure Column internal obstruction diameter : 1.50 in psi.' Can/barrel diameter, inside Bowl 136.8 420.0 N/A Can/barrel obstruction diameter Column 136.8 - N/A NPSH at bowl (available / required) : Ample / 20.3 ft Discharge head 136.8 200.0 N/A Can/Barrel - - NPSH at low liquid level (available / required) : Ample / 2.8 ft TorqueNPSH at suction flange (available / required) - Torque, lineshaft limit -Liquid Velocities Column liquid velocity : 6.98 ft/s Discharge head liquid velocity : 6.98 f /s Can liquid velocity - Suction nozzle liquid velocity - Peerless Pump, H PP Selections PIERCE PUMP dba FCX • 9010 JOHN W CARPENTER FRWY • DALLAS, TX 75247 �PEERLESS Peerless Express 24.1.1 Pump Performance - Additional Data - Mixed . Performance Model Set #1 Set #2 GL14ME/LC - Set #3 S Alternate First Stage Stages 3 - - Based on curve number GL14MELC4606333 - - Impeller diameter, rated 10.32 in - - Impeller diameter, maximum 11.46 in - - Impeller diameter, minimum 9.55 in - Limitations - Tolerance Type : Hyd Ins 14.6 Bilateral (213) Low liquid level (Measured from bottom of : in Head measured at : Bowl head) Pump type : Complete Pump NPSHa measured at : Low liquid level Direct connect : No Velocity column : 10.00 ft/s Length strategy : Sump depth Well inside diameter (Enter a value >0 if a : in Length : 223.20 in diameter check is required) Maximum working pressure strategy : Maximum head, rated diameter ProductOptions Suction type : Bell Drive shaft type : VHS Bowl discharge type : Flanged discharge bowl Discharge location : Above ground Bowl shaft material : 416 SS Discharge head material : Cast Iron Bowl shaft diameter : 1 15/16 inch Discharge head design : Type G Impeller connection type : Taper lock Discharge head size : 10x10x20 Column diameter : 10 inch Sealing type : Mechanical seal Column construction : Flanged Discharge flange rating : 1251b ANSI flange Suction accessory : None Coupling design : Threaded coupling Lineshaft material : 416 SS Top shaft material :416 SS Lineshaft diameter : 1 1/2 inch Top shaft diameter : 1 1/2 inch Lineshaft lubrication : Open Lineshaft Adjustment OptionsPerformance Impeller polished : Not polished Bowl wear ring : None Impeller wear ring : None Peerless Pump, H PP Selections PIERCE PUMP dba FCX • 9010 JOHN W CARPENTER FRWY • DALLAS, TX 75247 Evaluation Study — T.W. King Pump Station City of Southlake APPENDIX B rMFREESE -iTY OF NICHOLS © SOUTHLAKE OPINION OF PROBABLE CONSTRUCTION COSTS w OPINION OF PROBABLE CONSTRUCTION COST .3;. Andrew Richardson Aaron Conine / John Rinacke I SOL23555 • I• TW King Pump Station Phase I - Proposed LPP Pump and Diesel Generator 1.1 1750 kW Generator with 24 hour UL142 Sub -base tank and Weatherproof Sound Attenuated Enclosure (60dBA at 23 ft) 1 EA $ 1,265,600.00 $ 1,265,600 1.2 480V/ 4000A Switchboard 1 EA $ 759,648.40 $ 759,648 1.3 New 2000 KVA Utility Transformer 2 EA $ 75,407.80 $ 150,816 1.4 Cable and Conduit 1 LS $ 1,058,640.00 $ 1,058,640 1.5 Electrical Pullboxes 2 EA $ 3,500.00 $ 7,000 1.6 Electrical Manholes 2 EA $ 9,200.00 $ 18,400 1.7 SCADA Modifications (Programming, Reuse Existing Cabinet/Hardware) 1 LS $ 60,000.00 $ 60,000 1.8 Power System Studies 1 LS $ 20,000.00 $ 20,000 1.9 Start-up and Testing 1 LS $ 20,000.00 $ 20,000 1.10 250 HP Soft Starter 4 EA $ 119,400.00 $ 477,600 1.11 LPP Vertical Turbine Pump (250 HP) 4 EA $ 150,000.00 $ 600,000 1.12 12" Cla-Val Pump Control Valve 1 EA $ 35,500.00 $ 35,500 1.13 12" Discharge Piping 20 LF $ 660.00 $ 13,200 1.14 Connection to existing 30" Discharge Header 1 EA $ 5,000.00 $ 5,000 1.15 Discharge Piping Heat Tracing 1 LS $ 36,000.00 $ 36,000 1.16 Pump Can Excavation 410 CY $ 210.00 $ 86,100 1.17 Excavation Stabilzation 1 LS $ 115,000.00 $ 115,000 1.18 Install new Pump Cans (24" G, 23' total depth) 4 EA $ 90,000.00 $ 360,000 1.19 Pump Can Foundation 1 LS $ 751000.00 $ 75,000 1.20 Re -install under foundation Cable and Counduit 1 LS $ 450,000.00 $ 450,000 1.21 Flowable Fill Pump Can Backfill 410 CY $ 350.00 $ 143,500 1.22 New 8" at grade pump foundation 16 CY $ 1,300.00 $ 20,543 1.23 Concrete Pipe Supports 3 EA $ 5,000.00 $ 15,000 1.24 Mobilization (3%) 1 LS $ 173,780.00 $ 173,780 Phase I SUBTOTAL $ 5,966,327 Phase II - Proposed GST, Drainage and Security Improvements 2.1 Site Civil Grading for proposed GST 1 LS $ 225,000.00 $ 225,000 2.2 Proposed 5 MG Welded Steel GST 1 LS $ 5,500,000.00 $ 5,500,000 2.3 GST Electrical Equipment, SCADA, and Instrumentation 1 LS $ 115,000.00 $ 115,000 2.4 Construct RCS System Improvements 1 LS $ 1,600,000.00 $ 1,600,000 2.5 24" Inlet/Outlet Piping 411 LF $ 560.00 $ 230,160 2.6 24" Gate Valve 2 EA $ 43,000.00 $ 86,000 2.7 Trench Safety 411 LF $ 4.00 $ 1,644 2.8 Connect to Existing 24" GST piping 2 EA $ 15,000.00 $ 30,000 2.9 30' Canteliver Ornamental Steel Gate and Controller 1 LS $ 36,000.00 $ 36,000 2.10 Remove and Salvage Existing 8' Brick Ornamental Fence 455 LF $ 100.00 $ 45,500 2.11 8' Brick Ornamental Fence 886 LF $ 450.00 $ 398,700 2.12 Detention Pond Modifications 1 LS $ 1,000,000.00 $ 1,000,000 Phase II SUBTOTAL $ 9,268,004 Page 1 of 2 "• TW King Pump Station, Option 1 Improvements M1 10/1/2024 City of Southlake ' • 1112 Study Phase Andrew Richardson MUL 01 : ••• Andrew Richardson Aaron Conine / John Rinacke SOL23555 Phase III - HPP Expansion 3.1 Pump Station Enclosure 1600 SF $ 650.00 $ 1,040,000 3.2 Miscellaneous Structural Improvements 1 LS $ 80,000.00 $ 80,000 3.3 Remove and Repair Concrete Parking Lot 160 CY $ 150.00 $ 24,000 3.4 Remove and Salvage Existing 8' Brick Ornamental Fence 80 LF $ 100.00 $ 8,000 3.5 Miscellaneous Site Improvements 1 LS $ 15,000.00 $ 15,000 3.6 16" Surve Anticipating Valve 1 EA $ 55,000.00 $ 55,000 3.7 HPP Vertical Turbine Pumps 3 EA $ 110,000.00 $ 330,000 3.8 12" Pump Control Valve 3 EA $ 35,500.00 $ 106,500 3.9 2" Comination Air Release & Vacuum Valve 3 EA $ 8,000.00 $ 24,000 3.10 12" Gate Valve 3 EA $ 5,100.00 $ 15,300 3.11 Reinforced Dismantling Joint 3 LF $ 7,250.00 $ 21,750 3.12 12" Pump Discharge Piping 75 LF $ 1,200.00 $ 901000 3.13 16" Discharge Yard Piping 110 LF $ 380.00 $ 41,800 3.14 Connect to Existing 24" Transmission Line 1 EA $ 25,500.00 $ 25,500 3.15 Flowable Fill Pipe Backfill 75 CY $ 350.00 $ 26,250 3.16 Trench Safety 185 LF $ 5.00 $ 925 3.17 Pipe Supports 10 EA $ 1,500.00 $ 15,000 3.18 Miscellaneous Mechanical 1 LS $ 30,000.00 $ 30,000 3.19 Backfill 350 CY $ 94.00 $ 32,900 3.2 250 HP Soft Starter 3 EA $ 105,000.00 $ 315,000 3.21 1000 kW Generator with 24 hour UL142 Sub -base tank and Weatherproof Sound Attenuated Enclosure (60dBA at 23 ft) 1 EA $ 1,051,740.00 $ 1,051,740 3.22 Cable and Conduit 1 LS $ 1,750,000.00 $ 1,750,000 3.23 SCADA Modifications (Programming, Reuse Existing Cabinet/Hardware) 1 LS $ 65,000.00 $ 65,000 3.24 Power System Studies 1 LS $ 20,000.00 $ 20,000 3.25 Start-up and Testing 1 LS $ 20,000.00 $ 20,000 3.26 Miscellaneous Electrical Appurtenances 1 LS $ 65,000.00 $ 65,000 Phase III SUBTOTAL $ 5,268,665 Phase I Engineering Costs $ 1,073,939 Phase II Engineering Costs $ 1,668,241 Phase III Engineering Costs $ 948,360 L (2024 COSTS) $ 30,651,979 Cost Escalation Factor (2 years) 10% $ 3,065,198 PROJECT TOTAL (2026 COSTS 33,717,17 The Engineer has no control over the cost of labor, materials, equipment, or over the Contractor's methods of determining prices or over competitive bidding or market conditions. Opinions of probable costs provided herein are based on the information known to Engineer at this time and represent only the Engineer's judgment as a design professional familiar with the construction industry. The Engineer cannot and does not guarantee that proposals, bids, or actual construction costs will not vary from its opinions of probable costs. NOTES: 1 FNI OPCC classified as an AACE Class 4 Estimate with accuracy range or -20 to +30. 2 Engineering costs are assumed to be 18% the respective phase construction cost, before contingency or OH&P. Engineering costs includes the cost for surveying and permits. 3 Residual control improvement construction costs are shown for reference but are not calculcated as apart of the project totals. Page 2 of 2 OPINION OF PROBABLE CONSTRUCTION COST • • • TW King Pump Station, Option 2 Improvements 10/1/2024 City of Southlake AF • • r 1112 Study Phase Andrew Richardson Andrew Richardson/Wasem Mankarious I Aaron Conine/Rebecca Sandoval I SOL23555 .. . TW King Pump Station Phase I - Proposed LPP Pumps and Diesel Generator 1.1 2800 kW Generator with 24 hour UL142 Sub -base tank and Weatherproof Sound Attenuated Enclosure (60dBA at 23 ft) 1 EA $ 2,702,500.00 $ 2,702,500 1.2 480V/ 4000A Switchboard 1 EA $ 759,648.40 $ 759,648 1.3 New 2000 KVA Utility Transformer 2 EA $ 75,407.80 $ 150,816 1.4 Cable and Conduit 1 LS $ 1,058,640.00 $ 1,058,640 1.5 Electrical Pullboxes 2 EA $ 3,500.00 $ 7,000 1.6 Electrical Manholes 2 EA $ 9,200.00 $ 18,400 1.7 SCADA Modifications (Programming, Reuse Existing Cabinet/Hardware) 1 LS $ 60,000.00 $ 60,000 1.8 Power System Studies 1 LS $ 20,000.00 $ 20,000 1.9 Start-up and Testing 1 LS $ 20,000.00 $ 20,000 1.10 250 HP Soft Starter 4 EA $ 119,400.00 $ 477,600 1.11 LPP Vertical Turbine Pump (250 HP) 4 EA $ 150,000.00 $ 600,000 1.12 12" Cla-Val Pump Control Valve 1 EA $ 35,500.00 $ 35,500 1.13 12" Discharge Piping 20 LF $ 660.00 $ 13,200 1.14 Connection to existing 30" Discharge Header 1 EA $ 5,000.00 $ 5,000 1.15 Discharge Piping Heat Tracing 1 LS $ 12,000.00 $ 12,000 1.16 Pump Can Excavation 410 CY $ 70.00 $ 28,700 1.17 Install new Pump Cans (24" 0, 23' total depth) 4 EA $ 90,000.00 $ 360,000 1.18 Pump Can Foundation 1 LS $ 75,000.00 $ 75,000 1.19 Flowable Fill Pump Can Backfill 410 CY $ 350.00 $ 143,500 1.2 New 8" Pump at grade foundation 16 CY $ 1,300.00 $ 20,543 1.21 Concrete Pipe Supports 3 EA $ 5,000.00 $ 15,000 1.22 Mobilization (3%) 1 LS $ 197,500.00 $ 197,500 Phase I SUBTOTAL $ 6,780,547 Phase II - Proposed GST, Drainage and Security Improvements 2.1 Site Civil Grading for proposed GST 1 LS $ 225,000.00 $ 225,000 2.2 Proposed 5 MG Welded Steel GST 1 LS $ 5,500,000.00 $ 5,500,000 2.3 GST Electrical Equipment, SCADA, and Instrumentation 1 LS $ 115,000.00 $ 115,000 2.4 Construct RCS System Improvements 1 LS $ 1,600,000.00 $ 1,600,000 2.5 24" Inlet/Outlet Piping 411 LF $ 560.00 $ 230,160 2.6 24" Gate Valve 2 EA $ 43,000.00 $ 86,000 2.7 Trench Safety 411 LF $ 4.00 $ 1,644 2.8 Connect to Existing 24" GST piping 2 EA $ 15,000.00 $ 30,000 2.9 30' Canteliver Ornamental Steel Gate and Controller 1 LS $ 36,000.00 $ 36,000 2.10 Remove and Salvage Existing 8' Brick Ornamental Fence 455 LF $ 100.00 $ 45,500 2.11 8' Brick Ornamental Fence 886 LF $ 450.00 $ 398,700 2.12 Detention Pond Modifications 1 LS $ 1,000,000.00 $ 1,000,000 Phase II SUBTOTAL $ 9,268,004 Page 1 of 2 • • • TW King Pump Station, Option 2 Improvements 10/1/2024 City of Southlake 1112 F Study Phase Andrew Richardson : ••• 11 Andrew Richardson/Wasem Mankarious I Aaron Conine/Rebecca Sandoval I SOL23555 Phase III -New Pump Station • • 3.1 New Pump Station & Control Building 4186 SF $ 400.00 $ 1,674,400 3.2 VFD 400HP 7 EA $ 190,900.00 $ 1,336,300 3.2 75KVA XFMR 480V 208Y/120V 1 EA $ 4,860.00 $ 4,860 3.3 120V/ 400A Power Panel 1 EA $ 7,130.00 $ 7,130 3.4 Cable and Conduit 1 LS $ 1,336,400.00 $ 1,336,400 3.5 Electrical Pullboxes 2 EA $ 3,500.00 $ 7,000 3.6 Electrical Manholes 2 EA $ 9,200.00 $ 18,400 3.7 SCADA Modifications (Programming, Reuse Existing Cabinet/Hardware) 1 LS $ 150,000.00 $ 150,000 3.8 Power System Studies 1 LS $ 20,000.00 $ 20,000 3.9 Start-up and Testing 1 LS $ 20,000.00 $ 20,000 3.10 Excavation 8983 CY $ 40.00 $ 359,320 3.11 3" Concrete Mudslab and Subgrade Prep 45 CY $ 220.00 $ 9,900 3.12 Pump Can Footing & Encasement 14 CY $ 1,350.00 $ 18,900 3.13 24" Diameter Pump Can 7 EA $ 45,000.00 $ 315,000 3.14 Concrete Foundation & Slab 119 CY $ 1,350.00 $ 160,650 3.15 Concrete Equipment Support Slab 10 CY $ 2,000.00 $ 20,000 3.16 Backfill 1611 CY $ 94.00 $ 1511434 3.17 Pump Station 24" Supply Piping 187 LF $ 560.00 $ 104,720 3.18 24" Manual BFV (Supply) 1 EA $ 13,640.00 $ 13,640 3.19 24" Motor Operated BFV & Vault (Supply) 7 EA $ 33,000.00 $ 231,000 3.2 24" Surge Anticipating Valve (LPP Discharge) 1 EA $ 70,000.00 $ 70,000 3.21 16" Surve Anticipating Valve (HPP Discharge) 1 EA $ 55,000.00 $ 55,000 3.22 LPP Vertical Turbine Pumps 4 EA $ 150,000.00 $ 600,000 3.23 HPP Vertical Turbine Pumps 3 EA $ 110,000.00 $ 330,000 3.24 12" Pump Control Valve 7 EA $ 35,500.00 $ 248,500 3.25 12" Gate Valve 7 EA $ 5,100.00 $ 35,700 3.26 12" Discharge Piping 140 LF $ 250.00 $ 35,000 3.27 24" Discharge Piping (LPP) 327 LF $ 560.00 $ 183,120 3.28 16" Discharge Piping (HPP) 220 LF $ 380.00 $ 83,600 3.29 24" Motor Operated BFV (LPP Discharge) 1 EA $ 33,000.00 $ 33,000 3.3 16" Motor Operated BFV (HPP Discharge) 1 EA $ 21,600.00 $ 21,600 3.31 Connect to Existing 16" Transmission Line 1 EA $ 15,000.00 $ 15,000 3.32 Connect to Existing 24" Transmission Line 1 EA $ 22,000.00 $ 22,000 3.33 Flowable Fill Pipe Backfill 815 CY $ 300.00 $ 244,500 3.34 Reinforced Dismantling Joint 7 EA $ 7,250.00 $ 50,750 3.35 2" Combination Air Release & Vacuum Valve 7 EA $ 8,000.00 $ 56,000 3.36 Pipe Supports 21 EA $ 800.00 $ 16,800 3.37 Miscellaneous Mechanical 1 LS $ 30,000.00 $ 30,000 3.38 Trench Safety 734 LF $ 4.00 $ 2,936 3.39 Concrete Pavement 986 SY $ 110.00 $ 108,460 Phase III SUBTOTAL $ 8,201,020 Phase I Engineering Costs $ 1,220,498 Phase II Engineering Costs $ 1,668,241 Phase III Engineering Costs $ 1,476,184 The Engineer has no control over the cost of labor, materials, equipment, or over the Contractor's methods of determining prices or over competitive bidding or market conditions. Opinions of probable costs provided herein are based on the information known to Engineer at this time and represent only the Engineer's judgment as a design professional familiar with the construction industry. The Engineer cannot and does not guarantee that proposals, bids, or actual construction costs will not vary from its opinions of probable costs. NOTES: 1 FNI OPCC classified as an AACE Class 4 Estimate with accuracy range or -20 to +30. 2 FNI OPCC assumes costs for engineering fees, permits, surveying, etc. equal approximately 18% of construction costs. 3 Residual control improvement construction costs are shown for reference but are not calculcated as apart of the project totals. Page 2 of 2