Loading...
HomeMy WebLinkAbout023 Appendix O - Wastewater Design Report1 Table of Contents Introduction ............................................................................................................................................... 2 Wastewater Flows .................................................................................................................................... 2 Infrastructure to Serve the Project ...................................................................................................... 2 Summary .................................................................................................................................................... 3 Attachments HDR Norton Lift Station Design Report – November 23, 2021 2 Introduction The West Park Subdivision is projected to have a maximum of 500 dwelling units; however due to limitations in the capacity of the Norton Lift Station the total units will be limited to 300 until such time as future improvements are made to the lift station. Wastewater service will be provided by the City of Bozeman through a combination of existing infrastructure and newly constructed infrastructure located within the boundary of the project. The purpose of this report is to identify the capacity of the existing system, conceptual improvements for the project. Maximum Buildout Wastewater Flows The full build out of the project will have up to 500 dwelling units. Based on the City of Bozeman 2015 Wastewater Facility Plan the total average daily wastewater flow will be 69,874 gallons per day. (64.4 gpdpc x 2.17 people per unit x 500 units) In addition, based on the Design Standards, the project will contribute 6,075 gpd of infiltration. (40.5 acres x 150 gpd/acre) The total average daily flow is computed to be 75,949 gpd and the peak flow from the project is computed to be 270,199 gpd (187 gpm) based on a peaking factor of 3.78. (69,874 gpd x 3.78 + 6,075 gpd) Proposed Wastewater Flows Until such time as there is more than 300 units of capacity available in the Norton Lift Station, the development will be limited to the following number of units per lot. Block 1 Lot 1 102 dwelling units Block 1 Lot 2 72 dwelling units Block 2 Lot 1 72 dwelling units Block 3 Lot 1 54 dwelling units Infrastructure to Serve the Project Wastewater service will be provided through the Norton East Ranch Lift Station which is adjacent to the site. The property will be served by 8” sewer mains that tie into a 15” sewer main in Laurel Parkway. The 8” mains are being stubbed into the property as part of the ongoing construction of Laurel Parkway. The 8” mains have adequate capacity to serve the development. Conservatively looking at the project, the proposed 8” sewer mains will have a peak flow of 187 gpm. The capacity of an 8” main at minimum slope (0.004 ft/ft) and flowing at 75% depth utilizing an n factor of 0.013 is 313 gpm. Thus, the proposed 8” mains will have adequate capacity for all phases. With the development of Phase 5 of Norton East Ranch, HDR evaluated the lift station capacity and provided recommendations for improvements to the lift station to provide additional service to the area. In their report dated April 30, 2021, they identified improvements to the lift station to provide service to 300 single family dwelling units (41,924 gpd average flow) for Phase 6 of Norton East Ranch which is now West Park. Improvements are currently being implemented to 3 provide this capacity. Any development beyond the 300-unit capacity will require additional improvements to the lift station and force main. One option identified for additional lift station capacity includes a 10” force main that will go from the lift station and head generally to the east to tie into the sewer main in Cottonwood Road. In order to keep this option viable, as part of the first phase of this project a 10” force main will be installed from the existing lift station lot to the east side of the development on Lot A . The intent would be to extend the force main in Vaughn Drive and then stub it out to the east within the proposed Cascade street and utility easement with the development of Lot B. The implementation plan provides detailed information on how the development will be restricted to the 300 units as the project develops until such time as more capacity may be available. Summary The existing City of Bozeman wastewater infrastructure in addition to the proposed 8” sewer mains with the development will provide adequate capacity to serve 300 dwelling units in the West Park Subdivision. As the development plans become finalized for the individual lot development the need for a wastewater capacity beyond 300 dwelling units, up to a maximum of 500 dwelling units, will be analyzed. hdrinc.com 2150 Analysis Drive, Suite A Bozeman, MT 59718-3820 (406) 577-5015 1 November 23, 2021 Mr. Greg Stratton Kilday & Stratton, Inc. 2880 Technology Boulevard West Suite 273 Bozeman, MT 59718 RE: Norton Ranch Lift Station – Flow Projection, Infrastructure Evaluation, and Improvement Recommendations Dear Mr. Stratton: HDR performed a review of a previous Morrison Maierle, Inc. (MMI) Norton East Ranch Wastewater Analysis that compared the wastewater flow projections from the 2009 Sanderson Stewart Lift Station Design Report to revised flows developed by MMI based on platted development, proposed development areas, and proposed rezoning areas; a review of the C&H Engineering and Surveying, Inc. Design Report for the Water Supply and Sanitary Sewer Demand West Side Flats Master Site Plan, and also a review of the anticipated flows associated with a proposed 20- acre development zoned R-5 (Residential Mixed-Use High-Density District). Based on development information contained within the reviewed design reports, and anticipated phasing development plans for the Norton Ranch Subdivision and surrounding area as outlined by Kilday & Stratton, Inc., the anticipated average and peak wastewater flows for each proposed phase and group of phases are provided as part of the Flow Projection Evaluation. HDR also evaluated the existing lift station infrastructure and force main system to develop a list of recommended improvements to adequately handle the anticipated wastewater flows that will be conveyed to the Norton Ranch Lift Station. The evaluation included a proposed pump configuration; evaluation of pump performance; evaluation of the existing wet well size; evaluation of wet well access for future pumps/equipment; evaluation of a force main pressure control valve concept for differing hydraulic conditions; evaluation of future force main capacity and confirmation of existing force main capacity based on proposed wastewater flows; and evaluation of the existing electrical infrastructure, emergency generator, and ATS with respect to proposed improvements and equipment. Flow Projection Evaluation Previous Flow Projections Wastewater flows from the Norton East Ranch Development were evaluated by MMI in a technical memorandum dated July 29, 2020. The purpose of this memorandum was to evaluate Sanderson Stewart’s projected flows, from a 2009 lift station design report, using updated City of Bozeman per capita flow and per capita dwelling unit figures. The MMI evaluation and flow projections were performed in areas of the Norton Ranch Subdivision that consisted of existing platted areas, areas with proposed development plans, and areas that are proposed to be rezoned, which are shown below in Table 1 – MMI Flow Projections, Norton East Ranch Wastewater Analysis (7/2020). HDR confirmed that MMI’s flow projections used values of 2.17 people per dwelling unit and a 64.4 gpd per capita flow, which are consistent with the 2015 Bozeman Wastewater Facility Plan Update. hdrinc.com 2150 Analysis Drive, Suite A Bozeman, MT 59718-3820 (406) 577-5015 2 Table 1 - MMI Flow Projections, Norton East Ranch Wastewater Analysis (7/2020) Area Phase(s) Number of Units / Acres Average Flow (gpd) Average Flow (gpm) Platted Areas Phase 1, 2, 3, 4 376 Units 52,640 37 Proposed Development Plans Phase 5 and 6 329.4 Units 46,116 32 Proposed Rezoning Areas Future Development 77.59 Acres 221,707 154 Average Wastewater Flow Rate - - 320,463 gpd 223 gpm Peak Wastewater Flow Rate - - 1,041,504 gpd 748 gpm Note: peak flow includes an inflow/infiltration of 25 gpm and a peaking factor of 3.25. Revisions to Previous Flow Projections As part of HDR’s flow evaluation for the Norton Ranch Lift Station Improvements Preliminary Engineering Design Services, the following items were revised through discussion with the City of Bozeman and Kilday & Stratton, Inc., which resulted in an overall change in flow projection for the areas listed in Table 1 above. • Platted Areas: o The previous flow projection included 9 single family units and 96 multi-family units as part of the Phase 4 platted area. Phase 4 was revised to add 31 multi-family units (zoned R-4). o 58 single family units (zoned REMU-1) were added to the platted area of Phase 4 for Block 13 (Lots 2 & 3) and for Block 14 (Lots 1 & 2). o The previous flow projection did not include 1.39 acres (zoned B2-M) for Block 13 (Lot 1). • Proposed Development Areas: o The previous flow projection included 150 units in Phase 6 (formerly listed as Phase 3A Remainder). The units in Phase 6 were increased to 300. • Proposed Rezoning Areas: o The previous flow projection included an area of 77.59 acres; this was revised to 79.83 acres based on information included in previously submitted City planning documents. o The R-5 zoning classification previously assumed 15 dwelling units per acre; however, through discussions with the City of Bozeman and based on recent observed zoning trends, this density was increased to 20 dwelling units per acre. • General Revisions: o The previous flow projection included a 25 gpm addition for inflow and infiltration (I/I); however, based on discussions with the City of Bozeman, 150 gpd/acre has been included to all zoning classifications to account for I/I. o The previous flow projection did not include the proposed West Side Flats Development, which has a Residential-Office zoning classification. The West Side Flats Development adds 138 units to the flow projection for wastewater that will be conveyed to the Norton Ranch Lift Station. o The previous flow projection did not include a proposed 20-acre development, which has a R-5 zoning classification. This 20-acre development adds an approximate average flow of 56,000 gpd to the flow projection for wastewater that will be conveyed to the Norton Ranch Lift Station. New Flow Projections In accordance with direction from Kilday & Stratton, Inc. for the anticipated timing and phasing development plan for the Norton Ranch Subdivision and surrounding area, the following table outlines the anticipated average and peak wastewater flows for each proposed phase or group of phases. hdrinc.com 2150 Analysis Drive, Suite A Bozeman, MT 59718-3820 (406) 577-5015 3 Table 2 – New Flow Projections Phase(s) Number of Units / Acres Average Flow (gpd) Peaking Factor Inflow / Infiltration (gpd) Peak Design Flow (gpd) Peak Design Flow (gpm) Phases 1, 2, 3, 4, 5 396 Single Family 248.4 Multi-Family 1.39 acres (B2-M) 94,000 3.69 17,309 381,811 265 Phase 6 300 Single Family 41,924 3.91 6,375 170,299 118 West Side Flats Development 138 Single Family 19,285 4.08 2,100 80,760 56 Future Norton Ranch Development 79.83 acres (R-5, B2-M, and REMU-2) 223,202 3.39 11,974 768,270 534 Future 20-acre Development 20 acres (R-5) 55,899 3.84 3,000 217,652 151 1,618,560 gpd 1,124 gpm R-5: 2,794 gal/acre/day | B2-M: 2,840 gal/acre/day | REMU-2: 2,100 gal/acre/day Peaking Factor: Equation 10-1 from Montana DEQ Circular 2 ((𝟏𝟖+ √𝑷) (𝟒+ √𝑷)) P = population in thousands The following flow projection scenarios are based on the anticipated timing and phasing development plan outlined by Kilday & Stratton, Inc.: • Flow Projection Scenario No. 1: Existing development (Phase 1, 2, 3), plus Phase 4 and Phase 5. • Flow Projection Scenario No. 2: Flow Projection Scenario No. 1 plus Phase 6 and the West Side Flats Development. • Flow Projection Scenario No. 3: Flow Projection Scenario No. 2 plus the proposed Norton Ranch Development. • Flow Projection Scenario No. 4: Flow Projection Scenario No. 3 plus a proposed 20-acre development. Table 3 – Cumulative Peak Flow Projection Scenarios Scenario Phase(s) Peak Design Flow (gpd) Peak Design Flow (gpm) Flow Projection Scenario No. 1 1, 2, 3, 4, 5 381,811 265 Flow Projection Scenario No. 2 1, 2, 3, 4, 5, 6, West Side Flats Development 632,160 439 Flow Projection Scenario No. 3 1, 2, 3, 4, 5, 6, West Side Flats Development, and the proposed Norton Ranch Development 1,401,120 973 Flow Projection Scenario No. 4 1, 2, 3, 4, 5, 6, West Side Flats Development, the proposed Norton Ranch Development, and a proposed 20-acre Development 1,618,560 1,124 Infrastructure Evaluation Pump Selection / Pumping Configuration EXISTING PUMPING CONFIGURATION The existing lift station was designed for use with a triplex wet well configuration (3 pumps) in conjunction with dual force mains (4-inch and 6-inch diameter). The existing pumping units include two (2) Flygt NP3102 SH 3 hdrinc.com 2150 Analysis Drive, Suite A Bozeman, MT 59718-3820 (406) 577-5015 4 Adaptive 257 Pumps with 125 mm impellers and one (1) NP3102 MT 3 Adaptive 465 pump with a 152 mm impeller. FLOW PROJECTION SCENARIO NOS. 1 AND 2 Based on the anticipated flows associated with Flow Projection Scenario Nos. 1 and 2, which includes development through Phase 6, HDR offers the following recommendations: Flow Projection Scenario No. 1 (existing development, Phase 4, and Phase 5) The flows associated with this flow projection scenario result in a primary design point of 265 gpm at 26 feet TDH. The current pumping units and configuration meet this design condition and provides for operational flexibility when pumped flow is allowed to passively split between the 4-inch and 6-inch force main. Flow is adequately conveyed with one (1) existing Flygt NP 3102 SH 3 Adaptive 257 Pump (125 mm impeller) as the main duty pump, and one (1) existing Flygt NP 3102 SH 3 Adaptive 257 Pump (125 mm impeller) to provide for required redundancy. This pump operates at approximately 308 gpm at 27.5 feet TDH. The pump cut sheet for the Flygt NP 3102 SH 3 Adaptive 257 Pump is included in the attached appendices. Flow Projection Scenario No. 2 (addition of Phase 6 and the West Side Flats Development) The flows associated with this flow projection scenario result in a primary design point of 439 gpm at 54 feet TDH. However, the Flow Projection Scenario No. 1 pumping configuration is unable to meet this design condition with required redundancy. To adequately convey flow at this design condition, the existing submersible pumps will be replaced with three (3) Flygt NP 3102 SH 3 Adaptive 256 pumps; two (2) new pumps would serve as the main duty pumps, with one (1) new pump to provide for required redundancy. Pumped flow in this scenario will also be allowed to passively split between the 4-inch and 6-inch force main. Two pumps operating at 60 Hz have the ability to convey approximately 450 gpm at 58 feet TDH. The two existing pumps, without an impeller replacement, would only operate at approximately 400 gpm at 46.5 feet TDH, which does not meet the primary design point. The pump cut sheet for the Flygt NP 3102 SH 3 Adaptive 256 is included in the attached appendices. Based on a conceptual level review of available force main capacity, the three (3) Flygt NP 3102 SH 3 Adaptive 256 pumps could be replaced in the future, and three new pump selections made to maximize available force main capacity. Based solely on the force main system capacity with force main velocities being limited to 5 ft/s or less, there is approximately 231,840 gpd or 161 gpm (peak flow) (or approximately 30% of the proposed future Norton Ranch Development) of force main capacity available before force main improvements are required. This available capacity equates to approximately 21 acres of B2-M development (including inflow and infiltration). This scenario is dependent upon being able to achieve the following: (1) a pump selection that efficiently meets the flow parameters and can provide required redundancy, and (2) acceptance from the City of Bozeman to allow force main velocities up to 5 ft/s. The table below provides the approximate velocities in each force main under both flow projection scenarios when flow is passively split into each force main. In each scenario, flow remains above the minimum scouring velocity of 2.0 ft/s. Table 4 – Passive Flow Split (Flow Projection Scenario Nos. 1 and 2) Force Main Passive Flow Split at 308 gpm Passive Flow Split at 450 gpm 4-inch 82 gpm (2.1 ft/s) 120 gpm (3.1 ft/s) 6-inch 226 gpm (2.6 ft/s) 330 gpm (3.7 ft/s) hdrinc.com 2150 Analysis Drive, Suite A Bozeman, MT 59718-3820 (406) 577-5015 5 FLOW PROJECTION SCENARIO NOS. 3 AND 4 Based on the anticipated flows associated with Flow Projection Scenario Nos. 3 and 4, which includes future development within the Norton Ranch Subdivision and a future 20-acre development zoned R-5, HDR offers the following recommendations: Flow Projection Scenario Nos. 3 and 4 Due to the increase in flow associated with these flow scenarios, the existing 4-inch and 6-inch force main combination will be undersized to convey wastewater flow in accordance with Montana DEQ Circular 2 Section requirements and the City of Bozeman requirements. As a result, a 10-inch force main is proposed to replace the existing 4-inch force main and is discussed further in a subsequent section of this evaluation. To best meet the hydraulic conditions for these three flow scenarios and to keep the proposed pumps operating as efficient as practical, the two force mains would transition from operating as a passive flow split to operating as independent force mains systems with a proposed pumping configuration that would include two large pumps and one small pump. The existing 6-inch and new 10-inch force mains would be split with the use of an isolation valve, and the small pump would be dedicated to the 6-inch force main and serve as the main duty pump for average daily flow. The discharge piping for the two large pumps would manifold inside the lift station building and discharge into the new 10-inch force main. The two large pumps would be sized to handle peak design flow at final build out. One large pump would serve as the main duty pump to meet peak flow conditions, with an identical pump to provide for required redundancy. The flows associated with these flow projection scenarios results in the following primary design points: • New 10-inch Force Main: 1,130 gpm at 46 feet TDH • Existing 6-inch Force Main: 350 gpm at 59 feet TDH To adequately convey average daily flow, one (1) Flygt NP 3127 HT 3 Adaptive 488 pump will need to be installed. To adequately convey peak design flow, one (1) Flygt NP 3153 MT 3 434 pump will need to be installed, with one (1) Flygt NP 3153 MT 3 434 to provide for required redundancy. The pump cut sheets for each pump are included in the attached appendices. Wet Well The existing wet well dimensions, capacity, and working volume were reviewed. Using the average influent flows listed above in Table 2, and the current working volume of the wet well (1.73’ / 763 gallons), the effective volume and wet well fill times are in accordance with Montana DEQ Circular 2 Section requirements. Note that the working wet well volume will be further evaluated and optimized as part of the detailed design. Table 5 – Wet Well Design Fill Time Scenario Average Influent Flow (gpm) Wet Well Fill Time (min) Flow Projection Scenario No. 1 65.3 11.7 Flow Projection Scenario No. 2 107.8 7.1 Flow Projection Scenario No. 3 262.8 2.9 Flow Projection Scenario No. 4 301.6 2.5 Electrical Equipment Existing electrical equipment was evaluated and appeared to be in well-kept condition, with some slight as-built modifications from the original design. Provisions for three (3) pumps were in place, runtimes on the pumps were hdrinc.com 2150 Analysis Drive, Suite A Bozeman, MT 59718-3820 (406) 577-5015 6 at 12, 3335, and 17 hours, respectively from P1 to P3, with P1 currently in the OFF position. General observations with the existing electrical equipment are listed below: • All power for process equipment is currently routed through a UL508A control panel that powers the pumps, floats, and ancillary devices. • The original design planned for larger pumps, and as such, there is space in the existing power panel for additional breakers if needed. Additionally, the station’s electrical service is supplied by a 75kVA transformer which is lightly loaded. • The circuit breaker feeding the control panel (60A) is oversized for the panel it serves. Internal overcurrent protection may not adequately prevent overloading the panel under certain conditions. • Neutral-Ground bonding jumper was not observed in the Automatic Transfer Switch (ATS). Ground terminal is a one-conductor lug type and has 4 conductors terminated on it. • Panel schedules and distribution circuit breakers do not match design. • The Panelview Plus 600, Allen-Bradley OIT, was disconnected from the PLC. Discussions with City staff indicated that the OIT was not desired in the original design and is not used for operation. • Existing PLC is a Micrologix 1500, with plenty of spare I/Os for new equipment. • There are (3) Flygt submersible pump protection relays, MINICAS 2 (moisture & overtemp) located on the inner door of the panel. • Conduit seals are installed on five conduits exiting the control panel and appear to serve instrumentation and pumps. No evidence of sewer gas in the control panel indicates that seals are properly installed and functioning as designed. One spare conduit is stubbed up below the control panel. Design indicates a 2” stub out for future telephone; however, telephone was installed on the East side of the building. It is possible that the 2” stub out was converted to 1” stub out and is available for connection. • Backup Generator is sized at 100kW, and with present loading profile is less than 20% loaded. • The serial Dataradio provides basic control functions (pump start, stop, disable, setpoint adjustments) in addition to monitoring and alarming. • Alarm notifications are sent through the City’s existing serial radio, and Win911 is used to call out alarms from the master telemetry server at the City’s shop. In the event the serial radio fails, the Win911 system will call out a communication fail alarm. Force Main System A review of the hydraulics associated with the dual force main system was performed, and it appears that both the 4-inch and 6-inch force mains are affected by a break in hydraulic grade line, resulting in a section of each force main partially draining to gravity after each pumping cycle. This condition causes the pumps to experience significantly less head pressure when they are called to run, up until the force main is filled again and air is evacuated. The use of electrically actuated pressure sustaining valves (PSVs) with programmable logic controllers (PLC) were evaluated and discussed with the City to mitigate this issue; however, it has been determined that the installation of variable frequency drives (VFDs) would be a better fit for this lift station. While VFDs do not mitigate the force main draining, they do improve pump performance, primarily during pump startup when the pumps are pumping against an empty force main. Due to competing dynamics with how this force main system currently operates (draining to an empty pipe, refiling when a pump is called to run, etc.), quantifying the measure of improved pump performance is only approximated until the VFDs are installed and the pumps tested. There are several unknown factors that directly relate to the improved performance that will need to be determined and fine-tuned during startup (e.g. the extent of the force main draining, amount of time it takes to go from an empty pipe to full pipe pressure, etc.). The implementation of VFDs will control the pumps to start at a reduced speed and slowly ramp up to full speed (60 Hz), which allows for the pressure in the force main to gradually increase as it goes from an empty pipe to full pipe pressure. This momentary operation keeps the pumps from operating inefficiently and on the far-right hand side of their curve during pump startup. Based on the evaluation HDR has performed with the pump manufacturer, the proposed initial ramp up time should be set at 10 seconds, paired with a 45 second full speed operation before reducing speed to establish force main flow. When a pump is called to stop, there will be another 10 second ramp down time to let the force main pressure gradually reduce. hdrinc.com 2150 Analysis Drive, Suite A Bozeman, MT 59718-3820 (406) 577-5015 7 As part of the detailed design for improvements associated with Flow Projection Scenario Nos. 3 and 4, Flygt’s SmartRun Controller will be evaluated for incorporation with the VFD installation. SmartRun’s energy minimizer adaptively finds the speed that maximizes the efficiency of the pump by measuring the energy consumption of the pump and determining the volume of pumped water. During every pump cycle SmartRun continuously adapts to varying lift station conditions and attempts to find the smallest amount of energy consumed during pumping operations. In addition to the installation of VFDs to improve pump performance, a new 10-inch force main is being proposed as part of the improvements associated with Flow Projection Scenario Nos. 3 and 4. The new 10-inch force main will replace the existing 4-inch force main but operate independently from the existing 6-inch force main to allow the lift station pumps to operate efficiently while pumping average daily flow as well as peak flow at final build out. Two possible force main alignments, listed below, will be further evaluated during detailed design, and discussed with the City: • Existing 4-inch Force Main Alignment: this alignment would route the new 10-inch force main from Norton Ranch Lift Station north on North Laurel Parkway, and east on Durston Road, with a gravity discharge location in MH L0352 at the intersection of Cottonwood Road and Durston Road. This alignment is approximately 4,065 LF and is within or just off the roadway through the entire route. • New Alignment (Southeast Quadrant of Norton Ranch Subdivision): based on a 2001 Final Plat for Valley West Subdivision, there appears to be an existing 10’ utility easement within a larger 60’ street and utility easement that spans from Cottonwood Road west approximately 1,260’, and then north approximately 200’. This alignment would route the new 10-inch force main from Norton Ranch Lift Station south, and then west via the existing 10’ utility easement, with a gravity discharge location in MH L0415 at the intersection of Cottonwood Road and Cascade Street. It is important to note that the alignment for the new 10-inch force main is dependent upon available capacity in the existing 18-inch gravity sewer main that runs south to north along Cottonwood Road. The City of Bozeman is currently in the process of modeling the gravity sewer system to confirm if available capacity exists. If the City’s model determines that available capacity does exist and that this is a feasible alignment, a detailed review and evaluation of this option and existing easement will occur during detailed design, as well as a review of the existing utility easement with respect to Springhill Presbyterian Church property, which appears to be located adjacent to the 60’ street and utility easement. If the City’s model determines that available capacity does not exist, there may be an option to replace the existing 18-inch gravity main that runs along Cottonwood Road with a new gravity sewer main to adequately convey the increased flow. The approximate limits of replacement would be from the tie-in location just north of Cascade Street downstream to MH L04139 at the intersection of Cottonwood Road and Durston Road. The exact diameter of the new gravity main would need to be evaluated; however, it would either match or be greater than the downstream gravity sewer diameter of 21-inches. This force main alignment is approximately 2,980 LF and is outside of pavement for most of the route. The gravity main alignment, if required, is approximately 1,715 LF; however, confirmation of available gravity sewer system capacity on Cottonwood Road and confirmation of the existing utility easement will be required for further consideration of this option. hdrinc.com 2150 Analysis Drive, Suite A Bozeman, MT 59718-3820 (406) 577-5015 8 Improvement Recommendations Flow Projection Scenario Nos. 1 and 2 The following recommended improvements are for Flow Projection Scenario Nos. 1 and 2 (through Phase 6 of development) only: • Pumping Units: o Flow Projection Scenario No. 1: keep both existing Flygt NP3102 SH 3 Adaptive 257 pumps with 125 mm impellers in operation. o Flow Projection Scenario No. 2: replace all existing pumps with three (3) new Flygt NP 3102 SH 3 Adaptive 256 pumps. • Install three VFDs for pump operation and control. Specific VFD manufacturer/model and overall control strategy to be determined during detailed design. • Evaluate whether modifications are needed to the control panel as part of Flow Projection Scenario No. 2, and if changes are required, panel should be re-certified as UL508A. • Panel schedules should be updated on the drawings to create a record. • Evaluate existing control panel internal protection to determine if overload conditions may cause overheating, damage, or fire. • Evaluate diesel fueled backup generator for running below 20% load for additional maintenance needs. Potential wet-stacking can occur which may result in damage to the injectors, rings, valves, or pistons. • Replace ATS one-conductor lug with appropriate 4-conductor lug or bus bar. • Remove pump and float junction boxes from inside the wet well. This is not a code violation, but it is not the best practice and does not allow for ease of maintenance. Recommend relocating the junction box and terminations on the exterior pump station wall facing the wet well and installing an air gap. • Verify feeder size and breaker from Panel H to SCADA Panel are sized for new loads. Currently 60A. • Verify settings on MiniCas Relays match the pumps selected. • Update SCADA panel label for load calculations. Flow Projection Scenario Nos. 3 and 4 The following recommended improvements are for Flow Projection Scenario Nos. 3 and 4: • Pumping Units: o One (1) Flygt NP 3127 HT 3 Adaptive 488 o Two (2) Flygt NP 3153 MT 3 434 • Installation of new pump rails and appurtenances, as required. • Replacement of the existing pump discharge piping (between pump discharge connection and manifolded force main inside lift station building) for the two large pumps. Pump discharge piping will consist of a 6-inch pump connection and increase to 8-inch ductile iron piping prior to leaving the wet well. Approximately 40 LF of discharge piping for each pump. • The installation of a 10-inch isolation gate valve inside the lift station to separate the 6-inch and 10-inch force mains. • Replacement of the existing 6-inch bypass pumping connection: o Approximately 8 LF of 10-inch ductile iron pipe o 10-inch gate valve o 10-inch blind flange o Modification of the exterior pipe penetration • Installation of a new 10-inch ductile iron force main from the lift station to gravity discharge. The two force main alignment options that will be further evaluated during detailed design are: o Existing 4-inch Force Main Alignment: 4,065 LF of 10-inch force main with valves, air release assemblies, roadway pavement restoration, etc., as required. o New Alignment (Southeast Quadrant of Norton Ranch Subdivision): 2,980 LF of 10-inch force main with valves, air release assemblies, roadway pavement restoration, etc., as required. o Force main pipe material (and construction/installation method) to be evaluated during detailed design and discussed with the City. hdrinc.com 2150 Analysis Drive, Suite A Bozeman, MT 59718-3820 (406) 577-5015 9 o Replacement/rearrangement of manifolded force main configuration inside the lift station, to include exterior pipe penetration modifications. o New flow meter for the 10-inch force main. • Electrical improvements associated with two large pumps to be evaluated during detailed design but should generally include replacement of circuit breakers, starters, overloads, etc. as required. Should you have any questions with the evaluation and recommendations provided above, please do not hesitate to call me at (406) 577-5037. Sincerely, HDR ENGINEERING, INC. Jarrett Moran, PE Project Manager 10,0000.3 Miles This product is for informational purposes and may not have been prepared for, or be suitable for legal, engineering, or surveying purposes. Users of this information should review or consult the primary data and information sources to ascertain the usability of the information. Feet 1,1650 Legend 582 Location 1,165 03/10/2021 Created By: Created For: Date: Norton Ranch Subdivision Proposed Application Received On Hold Initial Review In Review Public Notice Final Review Approved Street Names City Limits Appendix A. Flygt Pump Cut Sheets Flow Projection Scenario Nos. 1 and 2 40 °C Patented self cleaning semi-open channel impeller, ideal for pumping in waste water applications. Possible to be upgraded with Guide-pin® for even better clogging resistance. Modular based design with high adaptation grade. Head 257 125mm 54.4% 0 4 8 12 16 20 24 28 32 36 40 44 48 52 56 60 64 68 72 76 80 84 [ft] 0 50 100 150 200 250 300 350 400 [US g.p.m.] NP 3102 SH 3~ Adaptive 257 125 mm Number of blades 2 Technical specification P - Semi permanent, Wet Configuration 80 inch Impeller diameter 125 mm Discharge diameter 80 inch Motor number Installation type N3102.070 18-10-2AL-W 6.5hp Inlet diameter Maximum operating speed 3440 rpm Materials Grey cast iron Stator housing material Curves according to: Pump information Discharge diameter 80 mm Impeller diameter Impeller Hard-Iron ™ ,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s Curve: ISO 9906 Max. fluid temperature Water, pure 3/24/2021Last updateCreated on 3/24/2021 Alden MeadeCreated byProject Block NP 3102 SH 3~ Adaptive 257 Technical specification Motor - General Frequency Rated voltage Rated powerRated speed Rated current 460 V 6.5 hp3440 rpm 8.2 A 3~N3102.070 18-10-2AL-W 6.5hp Phases Total moment of inertia 0.37 lb ft² Power factor - 1/1 Load 0.94 0.94 0.91 78.9 % 80.5 % 79.6 % Motor number ATEX approved 60 Hz Number of poles 2 Stator variant 12 Insulation class H Type of Duty Motor - Technical Power factor - 3/4 Load Power factor - 1/2 Load Motor efficiency - 1/1 Load Motor efficiency - 3/4 Load Motor efficiency - 1/2 Load Starting current, direct starting Starting current, star-delta 56 A 18.7 A S1 Starts per hour max. 30 FM Version code 070 3/24/2021Last updateCreated on 3/24/2021 Alden MeadeCreated byProject Block NP 3102 SH 3~ Adaptive 257 Performance curve Duty point 46.5 ft200 US g.p.m. HeadFlow Curves according to: Head Pump Efficiency Overall Efficiency Power input P1 Shaft power P2 NPSHR-values 257 125mm 54.4% 46.5 ft 52.6 % 42.3 % 4.47 hp 5.55 hp 9.43 ft 200 US g.p.m. 257 125mm 46.5 ft 52.6 % 42.3 % 4.47 hp 5.55 hp 9.43 ft 200 US g.p.m. 257 125mm 46.5 ft 52.6 % 42.3 % 4.47 hp 5.55 hp 9.43 ft 200 US g.p.m. 257 125mm (P2) 46.5 ft 52.6 % 42.3 % 4.47 hp 5.55 hp 9.43 ft 200 US g.p.m. 257 125mm (P1) 46.5 ft 52.6 % 42.3 % 4.47 hp 5.55 hp 9.43 ft 200 US g.p.m. 257 125mm 46.5 ft 52.6 % 42.3 % 4.47 hp 5.55 hp 9.43 ft 200 US g.p.m. 0 4 8 12 16 20 24 28 32 36 40 44 48 52 56 60 64 68 72 76 80 84 [ft] 051015202530 35 40 45 50 [%] 0.0 1.0 2.0 3.0 4.0 5.0 [hp] 8 12 16 20 24 28 32 [ft] 0 40 80 120 160 200 240 280 320 360 400 440 [US g.p.m.] ,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s Curve: ISO 9906 Water, pure 3/24/2021Last updateCreated on 3/24/2021 Alden MeadeCreated byProject Block Pumps /Flow Head Shaft power Flow Head Shaft power Hydr.eff.Specific NPSHre Systems Energy 2 / 1 200 US g.p.m.46.5 ft 4.47 hp 400 US g.p.m.46.5 ft 8.94 hp 52.6 %345 kWh/US MG 9.43 ft 1 / 1 308 US g.p.m.27.5 ft 4.32 hp 308 US g.p.m.27.5 ft 4.32 hp 49.5 %217 kWh/US MG 14.3 ft NP 3102 SH 3~ Adaptive 257 Duty Analysis Curves according to: Head 55 Hz55 Hz 54.4% 50 Hz50 Hz 54.4% 45 Hz45 Hz 54.4% 40 Hz40 Hz 54.4% 257 125mm [Pump 1+2]257 125mm [Pump 1] 54.4% 46.5 ft 400 US g.p.m.0 4 8 12 16 20 24 28 32 36 40 44 48 52 56 60 64 68 72 76 80 84 [ft] 0 100 200 300 400 500 600 700 800 [US g.p.m.] 1 Operating characteristics ,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/sWater, pure 3/24/2021Last updateCreated on 3/24/2021 Alden MeadeCreated byProject Block Head Pump Efficiency Overall Efficiency Pow er input P1 Shaft pow er P2 NPSHR-values 55 Hz55 Hz 54.4% 50 Hz50 Hz 54.4% 45 Hz45 Hz 54.4% 40 Hz40 Hz 54.4% 257 125mm [Pump 1+2]257 125mm [Pump 1] 54.4% 55 Hz55 Hz 50 Hz50 Hz 45 Hz45 Hz 40 Hz40 Hz 257 125mm [Pump 1+2]257 125mm [Pump 1]55 Hz55 Hz 50 Hz50 Hz 45 Hz45 Hz 40 Hz40 Hz 257 125mm [Pump 1+2]257 125mm [Pump 1] 55 Hz 55 Hz 50 Hz 50 Hz 45 Hz 45 Hz 40 Hz 40 Hz 257 125mm [Pump 1+2] (P2) 257 125mm [Pump 1] (P2) 55 Hz 55 Hz 50 Hz 50 Hz 45 Hz 45 Hz 40 Hz 40 Hz 257 125mm [Pump 1+2] (P1) 257 125mm [Pump 1] (P1) 55 Hz55 Hz 50 Hz50 Hz 45 Hz45 Hz 40 Hz40 Hz 257 125mm [Pump 1+2]257 125mm [Pump 1] 0 4 8 12 16 20 24 28 32 36 40 44 48 52 56 60 64 68 72 76 80 84 [ft] 0 10 20 30 40 [%] 0 2 4 6 8 10 [hp] 5 10 15 20 25 30 [ft] 0 100 200 300 400 500 600 700 800 [US g.p.m.] NP 3102 SH 3~ Adaptive 257 VFD Curve Curves according to:,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s Curve: ISO 9906 Water, pure 3/24/2021Last updateCreated on 3/24/2021 Alden MeadeCreated byProject Block Head 55 Hz55 Hz 54.4% 50 Hz50 Hz 54.4% 45 Hz45 Hz 54.4% 40 Hz40 Hz 54.4% 257 125mm [Pump 1+2]257 125mm [Pump 1] 54.4% 46.5 ft 400 US g.p.m.0 4 8 12 16 20 24 28 32 36 40 44 48 52 56 60 64 68 72 76 80 84 [ft] 0 100 200 300 400 500 600 700 800 [US g.p.m.] 1 NP 3102 SH 3~ Adaptive 257 VFD Analysis Curves according to: Pumps /Frequency Flow Head Shaft power Flow Head Shaft power Hydr.eff.Specific NPSHreSystemsEnergy 2 / 1 60 Hz 200 US g.p.m.46.5 ft 4.47 hp 400 US g.p.m.46.5 ft 8.94 hp 52.6 %345 kWh/US MG 9.43 ft 2 / 1 55 Hz 186 US g.p.m.40 ft 3.57 hp 371 US g.p.m.40 ft 7.14 hp 52.6 %298 kWh/US MG 8.36 ft 2 / 1 50 Hz 169 US g.p.m.33 ft 2.68 hp 337 US g.p.m.33 ft 5.36 hp 52.6 %251 kWh/US MG 7.18 ft 2 / 1 45 Hz 152 US g.p.m.26.8 ft 1.96 hp 304 US g.p.m.26.8 ft 3.91 hp 52.6 %213 kWh/US MG 6.07 ft 2 / 1 40 Hz 135 US g.p.m.21.1 ft 1.37 hp 270 US g.p.m.21.1 ft 2.75 hp 52.6 %182 kWh/US MG 5.02 ft 1 / 1 60 Hz 308 US g.p.m.27.5 ft 4.32 hp 308 US g.p.m.27.5 ft 4.32 hp 49.5 %217 kWh/US MG 14.3 ft Operating characteristics Water, pure ,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s 3/24/2021Last updateCreated on 3/24/2021 Alden MeadeCreated byProject Block Head 55 Hz55 Hz 54.4% 50 Hz50 Hz 54.4% 45 Hz45 Hz 54.4% 40 Hz40 Hz 54.4% 257 125mm [Pump 1+2]257 125mm [Pump 1] 54.4% 46.5 ft 400 US g.p.m.0 4 8 12 16 20 24 28 32 36 40 44 48 52 56 60 64 68 72 76 80 84 [ft] 0 100 200 300 400 500 600 700 800 [US g.p.m.] 1 NP 3102 SH 3~ Adaptive 257 VFD Analysis Curves according to: Pumps /Frequency Flow Head Shaft power Flow Head Shaft power Hydr.eff.Specific NPSHreSystemsEnergy 1 / 1 55 Hz 285 US g.p.m.23.6 ft 3.45 hp 285 US g.p.m.23.6 ft 3.45 hp 49.5 %187 kWh/US MG 12.6 ft 1 / 1 50 Hz 259 US g.p.m.19.5 ft 2.59 hp 259 US g.p.m.19.5 ft 2.59 hp 49.5 %158 kWh/US MG 10.8 ft 1 / 1 45 Hz 233 US g.p.m.15.8 ft 1.89 hp 233 US g.p.m.15.8 ft 1.89 hp 49.5 %135 kWh/US MG 9.16 ft 1 / 1 40 Hz 208 US g.p.m.12.5 ft 1.33 hp 208 US g.p.m.12.5 ft 1.33 hp 49.5 %115 kWh/US MG 7.59 ft Operating characteristics Water, pure ,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s 3/24/2021Last updateCreated on 3/24/2021 Alden MeadeCreated byProject Block NP 3102 SH 3~ Adaptive 257 Dimensional drawing *DIMENSION TO ENDS OF GUIDE BARS (TO FURTHEST POINT) Ø3"Outlet center lineREF.LINE Weight Pump Stand lbs 235 80241831433 8 1513 16 181 16 11 8 4916 97 16 2" GUIDE BARS 2781034*15341271 16 3614 263 16 711665111687 8 214511 16 7 8 3151621 2 778913 16 Scale Date RevisionDrawing number Suctioninlet Pump inlet Pumpoutlet DischargeoutletNP3102SH Ø3" Ø3"1:20 191213 5385500 8 ZZ Z-Z 3/24/2021Last updateCreated on 3/24/2021 Alden MeadeCreated byProject Block 40 °C Patented self cleaning semi-open channel impeller, ideal for pumping in waste water applications. Possible to be upgraded with Guide-pin® for even better clogging resistance. Modular based design with high adaptation grade. Head 256 135mm 56% Eff. 0 4 8 12 16 20 24 28 32 36 40 44 48 52 56 60 64 68 72 76 80 84 88 92 96 100 104 [ft] 0 50 100 150 200 250 300 350 400 450 [US g.p.m.] NP 3102 SH 3~ Adaptive 256 135 mm Number of blades 2 Technical specification P - Semi permanent, Wet Configuration 80 inch Impeller diameter 135 mm Discharge diameter 80 inch Motor number Installation type N3102.070 18-10-2AL-W 6.5hp Inlet diameter Maximum operating speed 3440 rpm Materials Grey cast iron Stator housing material Curves according to: Pump information Discharge diameter 80 mm Impeller diameter Impeller Hard-Iron ™ ,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s Curve: ISO 9906 Max. fluid temperature Water, pure 3/24/2021Last updateCreated on 3/24/2021 Alden MeadeCreated byProject Block NP 3102 SH 3~ Adaptive 256 Technical specification Motor - General Frequency Rated voltage Rated powerRated speed Rated current 460 V 6.5 hp3440 rpm 8.2 A 3~N3102.070 18-10-2AL-W 6.5hp Phases Total moment of inertia 0.349 lb ft² Power factor - 1/1 Load 0.94 0.94 0.91 78.9 % 80.5 % 79.6 % Motor number ATEX approved 60 Hz Number of poles 2 Stator variant 12 Insulation class H Type of Duty Motor - Technical Power factor - 3/4 Load Power factor - 1/2 Load Motor efficiency - 1/1 Load Motor efficiency - 3/4 Load Motor efficiency - 1/2 Load Starting current, direct starting Starting current, star-delta 56 A 18.7 A S1 Starts per hour max. 30 FM Version code 070 3/24/2021Last updateCreated on 3/24/2021 Alden MeadeCreated byProject Block NP 3102 SH 3~ Adaptive 256 Performance curve Duty point 59.9 ft217 US g.p.m. HeadFlow Curves according to: Head Pump Efficiency Overall Efficiency Power input P1 Shaft power P2 NPSHR-values 256 135mm 56% Eff. 59.9 ft 53.6 % 42.6 % 6.13 hp 7.71 hp 9.38 ft 217 US g.p.m. 256 135mm 59.9 ft 53.6 % 42.6 % 6.13 hp 7.71 hp 9.38 ft 217 US g.p.m. 256 135mm 59.9 ft 53.6 % 42.6 % 6.13 hp 7.71 hp 9.38 ft 217 US g.p.m. 256 135mm (P2) 59.9 ft 53.6 % 42.6 % 6.13 hp 7.71 hp 9.38 ft 217 US g.p.m. 256 135mm (P1) 59.9 ft 53.6 % 42.6 % 6.13 hp 7.71 hp 9.38 ft 217 US g.p.m. 256 135mm 59.9 ft 53.6 % 42.6 % 6.13 hp 7.71 hp 9.38 ft 217 US g.p.m. 0 4 8 12 16 20 24 28 32 36 40 44 48 52 56 60 64 68 72 76 80 84 88 92 96 100 104 [ft] 0 10 20 30 40 50 [%] 0 1 2 3 4 5 6 7 [hp] 8 12 16 20 24 [ft] 0 40 80 120 160 200 240 280 320 360 400 440 480 [US g.p.m.] ,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s Curve: ISO 9906 Water, pure 3/24/2021Last updateCreated on 3/24/2021 Alden MeadeCreated byProject Block Pumps /Flow Head Shaft power Flow Head Shaft power Hydr.eff.Specific NPSHre Systems Energy 2 / 2 225 US g.p.m.58.4 ft 6.13 hp 450 US g.p.m.58.4 ft 12.3 hp 54.3 %426 kWh/US MG 9.55 ft 1 / 2 347 US g.p.m.34.8 ft 6.04 hp 347 US g.p.m.34.8 ft 6.04 hp 50.5 %272 kWh/US MG 19.1 ft 2 / 1 217 US g.p.m.59.9 ft 6.13 hp 433 US g.p.m.59.9 ft 12.3 hp 53.6 %442 kWh/US MG 9.38 ft 1 / 1 338 US g.p.m.36.6 ft 6.07 hp 338 US g.p.m.36.6 ft 6.07 hp 51.6 %280 kWh/US MG 17.9 ft NP 3102 SH 3~ Adaptive 256 Duty Analysis Curves according to: Head 55 Hz55 Hz 56% 50 Hz50 Hz 56% 45 Hz45 Hz 56% 40 Hz40 Hz 56% 256 135mm [Pump 1+2]256 135mm [Pump 1] 56% Eff. 59.9 ft 433 US g.p.m.0 4 8 12 16 20 24 28 32 36 40 44 48 52 56 60 64 68 72 76 80 84 88 92 96 100 104 [ft] 0 100 200 300 400 500 600 700 800 900 [US g.p.m.] 21 Operating characteristics ,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/sWater, pure 3/24/2021Last updateCreated on 3/24/2021 Alden MeadeCreated byProject Block Head Pump Efficiency Overall Efficiency Pow er input P1 Shaft pow er P2 NPSHR-values 55 Hz55 Hz 56% 50 Hz50 Hz 56% 45 Hz45 Hz 56% 40 Hz40 Hz 56% 256 135mm [Pump 1+2]256 135mm [Pump 1] 56% Eff. 55 Hz55 Hz 50 Hz50 Hz 45 Hz45 Hz 40 Hz40 Hz 256 135mm [Pump 1+2]256 135mm [Pump 1]55 Hz55 Hz 50 Hz50 Hz 45 Hz45 Hz 40 Hz40 Hz 256 135mm [Pump 1+2]256 135mm [Pump 1] 55 Hz 55 Hz 50 Hz 50 Hz 45 Hz 45 Hz 40 Hz 40 Hz 256 135mm [Pump 1+2] (P2) 256 135mm [Pump 1] (P2) 55 Hz 55 Hz 50 Hz 50 Hz 45 Hz 45 Hz 40 Hz 40 Hz 256 135mm [Pump 1+2] (P1) 256 135mm [Pump 1] (P1) 55 Hz55 Hz 50 Hz50 Hz 45 Hz45 Hz 40 Hz40 Hz 256 135mm [Pump 1+2]256 135mm [Pump 1] 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 [ft] 0 10 20 30 40 50 [%] 0 4 8 12 [hp] 8 12 16 20 24 [ft] 0 100 200 300 400 500 600 700 800 900 [US g.p.m.] NP 3102 SH 3~ Adaptive 256 VFD Curve Curves according to:,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s Curve: ISO 9906 Water, pure 3/24/2021Last updateCreated on 3/24/2021 Alden MeadeCreated byProject Block Head 55 Hz55 Hz 56% 50 Hz50 Hz 56% 45 Hz45 Hz 56% 40 Hz40 Hz 56% 256 135mm [Pump 1+2]256 135mm [Pump 1] 56% Eff. 59.9 ft 433 US g.p.m.0 4 8 12 16 20 24 28 32 36 40 44 48 52 56 60 64 68 72 76 80 84 88 92 96 100 104 [ft] 0 100 200 300 400 500 600 700 800 900 [US g.p.m.] 21 NP 3102 SH 3~ Adaptive 256 VFD Analysis Curves according to: Pumps /Frequency Flow Head Shaft power Flow Head Shaft power Hydr.eff.Specific NPSHreSystemsEnergy 2 / 2 60 Hz 225 US g.p.m.58.4 ft 6.13 hp 450 US g.p.m.58.4 ft 12.3 hp 54.3 %426 kWh/US MG 9.55 ft 2 / 2 55 Hz 210 US g.p.m.50.8 ft 4.97 hp 420 US g.p.m.50.8 ft 9.95 hp 54.3 %367 kWh/US MG 8.55 ft 2 / 2 50 Hz 191 US g.p.m.42 ft 3.74 hp 381 US g.p.m.42 ft 7.47 hp 54.3 %303 kWh/US MG 7.34 ft 2 / 2 45 Hz 172 US g.p.m.34 ft 2.72 hp 343 US g.p.m.34 ft 5.45 hp 54.3 %250 kWh/US MG 6.2 ft 2 / 2 40 Hz 153 US g.p.m.26.9 ft 1.91 hp 305 US g.p.m.26.9 ft 3.83 hp 54.3 %207 kWh/US MG 5.13 ft 1 / 2 60 Hz 347 US g.p.m.34.8 ft 6.04 hp 347 US g.p.m.34.8 ft 6.04 hp 50.5 %272 kWh/US MG 19.1 ft Operating characteristics Water, pure ,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s 3/24/2021Last updateCreated on 3/24/2021 Alden MeadeCreated byProject Block Head 55 Hz55 Hz 56% 50 Hz50 Hz 56% 45 Hz45 Hz 56% 40 Hz40 Hz 56% 256 135mm [Pump 1+2]256 135mm [Pump 1] 56% Eff. 59.9 ft 433 US g.p.m.0 4 8 12 16 20 24 28 32 36 40 44 48 52 56 60 64 68 72 76 80 84 88 92 96 100 104 [ft] 0 100 200 300 400 500 600 700 800 900 [US g.p.m.] 21 NP 3102 SH 3~ Adaptive 256 VFD Analysis Curves according to: Pumps /Frequency Flow Head Shaft power Flow Head Shaft power Hydr.eff.Specific NPSHreSystemsEnergy 1 / 2 55 Hz 323 US g.p.m.30.2 ft 4.9 hp 323 US g.p.m.30.2 ft 4.9 hp 50.5 %235 kWh/US MG 17.1 ft 1 / 2 50 Hz 294 US g.p.m.25 ft 3.68 hp 294 US g.p.m.25 ft 3.68 hp 50.5 %193 kWh/US MG 14.7 ft 1 / 2 45 Hz 265 US g.p.m.20.2 ft 2.68 hp 265 US g.p.m.20.2 ft 2.68 hp 50.5 %160 kWh/US MG 12.4 ft 1 / 2 40 Hz 235 US g.p.m.16 ft 1.88 hp 235 US g.p.m.16 ft 1.88 hp 50.5 %133 kWh/US MG 10.3 ft 2 / 1 60 Hz 217 US g.p.m.59.9 ft 6.13 hp 433 US g.p.m.59.9 ft 12.3 hp 53.6 %442 kWh/US MG 9.38 ft 2 / 1 55 Hz 202 US g.p.m.52.1 ft 4.97 hp 404 US g.p.m.52.1 ft 9.94 hp 53.6 %382 kWh/US MG 8.39 ft Operating characteristics Water, pure ,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s 3/24/2021Last updateCreated on 3/24/2021 Alden MeadeCreated byProject Block Head 55 Hz55 Hz 56% 50 Hz50 Hz 56% 45 Hz45 Hz 56% 40 Hz40 Hz 56% 256 135mm [Pump 1+2]256 135mm [Pump 1] 56% Eff. 59.9 ft 433 US g.p.m.0 4 8 12 16 20 24 28 32 36 40 44 48 52 56 60 64 68 72 76 80 84 88 92 96 100 104 [ft] 0 100 200 300 400 500 600 700 800 900 [US g.p.m.] 21 NP 3102 SH 3~ Adaptive 256 VFD Analysis Curves according to: Pumps /Frequency Flow Head Shaft power Flow Head Shaft power Hydr.eff.Specific NPSHreSystemsEnergy 2 / 1 50 Hz 184 US g.p.m.43.1 ft 3.74 hp 367 US g.p.m.43.1 ft 7.47 hp 53.6 %314 kWh/US MG 7.2 ft 2 / 1 45 Hz 165 US g.p.m.34.9 ft 2.72 hp 331 US g.p.m.34.9 ft 5.45 hp 53.6 %260 kWh/US MG 6.09 ft 2 / 1 40 Hz 147 US g.p.m.27.6 ft 1.91 hp 294 US g.p.m.27.6 ft 3.83 hp 53.6 %215 kWh/US MG 5.04 ft 1 / 1 60 Hz 338 US g.p.m.36.6 ft 6.07 hp 338 US g.p.m.36.6 ft 6.07 hp 51.6 %280 kWh/US MG 17.9 ft 1 / 1 55 Hz 316 US g.p.m.31.8 ft 4.92 hp 316 US g.p.m.31.8 ft 4.92 hp 51.6 %242 kWh/US MG 16 ft 1 / 1 50 Hz 287 US g.p.m.26.3 ft 3.7 hp 287 US g.p.m.26.3 ft 3.7 hp 51.6 %199 kWh/US MG 13.7 ft Operating characteristics Water, pure ,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s 3/24/2021Last updateCreated on 3/24/2021 Alden MeadeCreated byProject Block Head 55 Hz55 Hz 56% 50 Hz50 Hz 56% 45 Hz45 Hz 56% 40 Hz40 Hz 56% 256 135mm [Pump 1+2]256 135mm [Pump 1] 56% Eff. 59.9 ft 433 US g.p.m.0 4 8 12 16 20 24 28 32 36 40 44 48 52 56 60 64 68 72 76 80 84 88 92 96 100 104 [ft] 0 100 200 300 400 500 600 700 800 900 [US g.p.m.] 21 NP 3102 SH 3~ Adaptive 256 VFD Analysis Curves according to: Pumps /Frequency Flow Head Shaft power Flow Head Shaft power Hydr.eff.Specific NPSHreSystemsEnergy 1 / 1 45 Hz 258 US g.p.m.21.3 ft 2.69 hp 258 US g.p.m.21.3 ft 2.69 hp 51.6 %164 kWh/US MG 11.6 ft 1 / 1 40 Hz 229 US g.p.m.16.8 ft 1.89 hp 229 US g.p.m.16.8 ft 1.89 hp 51.6 %137 kWh/US MG 9.62 ft Operating characteristics Water, pure ,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s 3/24/2021Last updateCreated on 3/24/2021 Alden MeadeCreated byProject Block NP 3102 SH 3~ Adaptive 256 Dimensional drawing *DIMENSION TO ENDS OF GUIDE BARS (TO FURTHEST POINT) Ø3"Outlet center lineREF.LINE Weight Pump Stand lbs 235 80241831433 8 1513 16 181 16 11 8 4916 97 16 2" GUIDE BARS 2781034*15341271 16 3614 263 16 711665111687 8 214511 16 7 8 3151621 2 778913 16 Scale Date RevisionDrawing number Suctioninlet Pump inlet Pumpoutlet DischargeoutletNP3102SH Ø3" Ø3"1:20 191213 5385500 8 ZZ Z-Z 3/24/2021Last updateCreated on 3/24/2021 Alden MeadeCreated byProject Block Appendix B. Flygt Pump Cut Sheets Flow Projection Scenario Nos. 3 and 4 40 °C Patented self cleaning semi-open channel impeller, ideal for pumping in waste water applications. Possible to be upgraded with Guide-pin® for even better clogging resistance. Modular based design with high adaptation grade. Head 488 211mm 69.2% 0 4 8 12 16 20 24 28 32 36 40 44 48 52 56 60 64 68 72 76 80 [ft] 0 200 400 600 800 [US g.p.m.] NP 3127 HT 3~ Adaptive 488 211 mm Number of blades 2 Technical specification P - Semi permanent, Wet Configuration 4 inch Impeller diameter 211 mm Discharge diameter 4 inch Motor number Installation type N3127.070 21-12-4AL-W 10hp Inlet diameter Maximum operating speed 1745 rpm Materials Grey cast iron Stator housing material Curves according to: Pump information Discharge diameter 100 mm Impeller diameter Impeller Hard-Iron ™ ,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s Curve: ISO 9906 Max. fluid temperature Water, pure 4/27/2021Last updateCreated on 4/27/2021 Alden MeadeCreated byProject Block NP 3127 HT 3~ Adaptive 488 Technical specification Motor - General Frequency Rated voltage Rated powerRated speed Rated current 460 V 10 hp1745 rpm 13 A 3~N3127.070 21-12-4AL-W 10hp Phases Total moment of inertia 1.32 lb ft² Power factor - 1/1 Load 0.86 0.84 0.77 86.5 % 88.3 % 88.8 % Motor number ATEX approved 60 Hz Number of poles 4 Stator variant 12 Insulation class H Type of Duty Motor - Technical Power factor - 3/4 Load Power factor - 1/2 Load Motor efficiency - 1/1 Load Motor efficiency - 3/4 Load Motor efficiency - 1/2 Load Starting current, direct starting Starting current, star-delta 69.9 A 23.3 A S1 Starts per hour max. 30 FM Version code 070 4/27/2021Last updateCreated on 4/27/2021 Alden MeadeCreated byProject Block NP 3127 HT 3~ Adaptive 488 Performance curve Duty point 55.8 ft337 US g.p.m. HeadFlow Curves according to: Head Pump Efficiency Overall Efficiency Power input P1 Shaft power P2 NPSHR-values 488 211mm 69.2% 55.8 ft 64.7 % 57.2 % 7.36 hp 8.32 hp 13.3 ft 337 US g.p.m. 488 211mm 55.8 ft 64.7 % 57.2 % 7.36 hp 8.32 hp 13.3 ft 337 US g.p.m. 488 211mm 55.8 ft 64.7 % 57.2 % 7.36 hp 8.32 hp 13.3 ft 337 US g.p.m. 488 211mm (P2) 55.8 ft 64.7 % 57.2 % 7.36 hp 8.32 hp 13.3 ft 337 US g.p.m. 488 211mm (P1) 55.8 ft 64.7 % 57.2 % 7.36 hp 8.32 hp 13.3 ft 337 US g.p.m. 488 211mm 55.8 ft 64.7 % 57.2 % 7.36 hp 8.32 hp 13.3 ft 337 US g.p.m. 0 4 8 12 16 20 24 28 32 36 40 44 48 52 56 60 64 68 72 76 80 [ft] 0 10 20 30 40 50 60 [%] 3 4 5 6 7 8 9 10 [hp] 10 12 14 16 18 20 22 24 [ft] 0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800 850 900 950 1000 [US g.p.m.] ,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s Curve: ISO 9906 Water, pure 4/27/2021Last updateCreated on 4/27/2021 Alden MeadeCreated byProject Block Pumps /Flow Head Shaft power Flow Head Shaft power Hydr.eff.Specific NPSHre Systems Energy 1 337 US g.p.m.55.8 ft 7.36 hp 337 US g.p.m.55.8 ft 7.36 hp 64.7 %306 kWh/US MG 13.3 ft NP 3127 HT 3~ Adaptive 488 Duty Analysis Curves according to: Head 55 Hz 69.2% 50 Hz 69.2% 45 Hz 69.2% 40 Hz 69.2% 35 Hz 69.2% 30 Hz 69.2% 488 211mm 69.2% 55.8 ft 337 US g.p.m.0 4 8 12 16 20 24 28 32 36 40 44 48 52 56 60 64 68 72 76 80 [ft] 0 100 200 300 400 500 600 700 800 900 [US g.p.m.] 1 Operating characteristics ,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/sWater, pure 4/27/2021Last updateCreated on 4/27/2021 Alden MeadeCreated byProject Block Head Pump Efficiency Overall Efficiency Pow er input P1 Shaft pow er P2 NPSHR-values 55 Hz 69.2% 50 Hz 69.2% 45 Hz 69.2% 40 Hz 69.2% 35 Hz 69.2% 30 Hz 69.2% 488 211mm 69.2% 55 Hz50 Hz45 Hz40 Hz35 Hz30 Hz 488 211mm55 Hz50 Hz45 Hz40 Hz35 Hz30 Hz 488 211mm 55 Hz 50 Hz 45 Hz 40 Hz35 Hz30 Hz 488 211mm (P2)55 Hz 50 Hz 45 Hz 40 Hz 35 Hz30 Hz 488 211mm (P1) 55 Hz 50 Hz 45 Hz 40 Hz 35 Hz 30 Hz 488 211mm 0 4 8 12 16 20 24 28 32 36 40 44 48 52 56 60 64 68 72 76 80 [ft] 0 10 20 30 40 50 60 [%] 0 2 4 6 8 10 [hp] 4 8 12 16 20 [ft] 0 100 200 300 400 500 600 700 800 900 [US g.p.m.] NP 3127 HT 3~ Adaptive 488 VFD Curve Curves according to:,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s Curve: ISO 9906 Water, pure 4/27/2021Last updateCreated on 4/27/2021 Alden MeadeCreated byProject Block Head 55 Hz 69.2% 50 Hz 69.2% 45 Hz 69.2% 40 Hz 69.2% 35 Hz 69.2% 30 Hz 69.2% 488 211mm 69.2% 55.8 ft 337 US g.p.m.0 4 8 12 16 20 24 28 32 36 40 44 48 52 56 60 64 68 72 76 80 [ft] 0 100 200 300 400 500 600 700 800 900 [US g.p.m.] 1 NP 3127 HT 3~ Adaptive 488 VFD Analysis Curves according to: Pumps /Frequency Flow Head Shaft power Flow Head Shaft power Hydr.eff.Specific NPSHreSystemsEnergy 1 60 Hz 337 US g.p.m.55.8 ft 7.36 hp 337 US g.p.m.55.8 ft 7.36 hp 64.7 %306 kWh/US MG 13.3 ft 1 55 Hz 310 US g.p.m.47.1 ft 5.72 hp 310 US g.p.m.47.1 ft 5.72 hp 64.7 %258 kWh/US MG 11.6 ft 1 50 Hz 282 US g.p.m.39 ft 4.3 hp 282 US g.p.m.39 ft 4.3 hp 64.7 %214 kWh/US MG 10 ft 1 45 Hz 254 US g.p.m.31.6 ft 3.13 hp 254 US g.p.m.31.6 ft 3.13 hp 64.7 %175 kWh/US MG 8.45 ft 1 40 Hz 226 US g.p.m.24.9 ft 2.2 hp 226 US g.p.m.24.9 ft 2.2 hp 64.7 %143 kWh/US MG 7 ft 1 35 Hz 197 US g.p.m.19.1 ft 1.47 hp 197 US g.p.m.19.1 ft 1.47 hp 64.7 %116 kWh/US MG 5.65 ft Operating characteristics Water, pure ,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s 4/27/2021Last updateCreated on 4/27/2021 Alden MeadeCreated byProject Block Head 55 Hz 69.2% 50 Hz 69.2% 45 Hz 69.2% 40 Hz 69.2% 35 Hz 69.2% 30 Hz 69.2% 488 211mm 69.2% 55.8 ft 337 US g.p.m.0 4 8 12 16 20 24 28 32 36 40 44 48 52 56 60 64 68 72 76 80 [ft] 0 100 200 300 400 500 600 700 800 900 [US g.p.m.] 1 NP 3127 HT 3~ Adaptive 488 VFD Analysis Curves according to: Pumps /Frequency Flow Head Shaft power Flow Head Shaft power Hydr.eff.Specific NPSHreSystemsEnergy 1 30 Hz 169 US g.p.m.14 ft 0.928 hp 169 US g.p.m.14 ft 0.928 hp 64.7 %95.3 kWh/US MG 4.42 ft Operating characteristics Water, pure ,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s 4/27/2021Last updateCreated on 4/27/2021 Alden MeadeCreated byProject Block NP 3127 HT 3~ Adaptive 488 Dimensional drawing Weight Pump Stand lbs 325 80 Outlet center lineREF.LINE Ø4" Scale Date RevisionDrawing number Suctioninlet Pump inlet Pump outlet DischargeoutletFP,NP 3127 HT Ø4" Ø4"1:20 191230 6634100 6 181516 338 1634 1316 91316 4916 2" GUIDE BARS 2478318213 161534133812 3151677891316 21316 395 16 2812 838 71116911640°71167516 7 8 ZZ Z-Z 4/27/2021Last updateCreated on 4/27/2021 Alden MeadeCreated byProject Block 40 °C Patented self cleaning semi-open channel impeller, ideal for pumping in waste water applications. Possible to be upgraded with Guide-pin® for even better clogging resistance. Modular based design with high adaptation grade. Head 434 227mm 77.4% 0 4 8 12 16 20 24 28 32 36 40 44 48 52 56 60 64 68 72 76 80 84 88 [ft] 0 400 800 1200 1600 2000 [US g.p.m.] NP 3153 MT 3~ 434 227 mm Number of blades 2 Technical specification P - Semi permanent, Wet Configuration 6 inch Impeller diameter 227 mm Discharge diameter 6 inch Motor number Installation type N3153.095 21-18-4AA-W 20hp Inlet diameter Maximum operating speed 1755 rpm Materials Curves according to: Pump information Discharge diameter 150 mm Impeller diameter Impeller Hard-Iron ™ ,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s Curve: ISO 9906 Max. fluid temperature Water, pure 4/27/2021Last updateCreated on 4/27/2021 Alden MeadeCreated byProject Block NP 3153 MT 3~ 434 Technical specification Motor - General Frequency Rated voltage Rated powerRated speed Rated current 460 V 20 hp1755 rpm 26 A 3~N3153.095 21-18-4AA-W 20hp Phases Total moment of inertia 2.02 lb ft² Power factor - 1/1 Load 0.83 0.77 0.66 87.5 % 89.0 % 89.0 % Motor number ATEX approved 60 Hz Number of poles 4 Stator variant 5 Insulation class H Type of Duty Motor - Technical Power factor - 3/4 Load Power factor - 1/2 Load Motor efficiency - 1/1 Load Motor efficiency - 3/4 Load Motor efficiency - 1/2 Load Starting current, direct starting Starting current, star-delta 148 A 49.3 A S1 Starts per hour max. 30 FM Version code 095 4/27/2021Last updateCreated on 4/27/2021 Alden MeadeCreated byProject Block NP 3153 MT 3~ 434 Performance curve Duty point 45.6 ft1130 US g.p.m. HeadFlow Curves according to: Head Pump Efficiency Overall Efficiency Power input P1 Shaft power P2 NPSHR-values 434 227mm 77.4% 45.6 ft 77.4 % 68.7 % 16.8 hp 19 hp 22 ft 1130 US g.p.m. 434 227mm 45.6 ft 77.4 % 68.7 % 16.8 hp 19 hp 22 ft 1130 US g.p.m. 434 227mm 45.6 ft 77.4 % 68.7 % 16.8 hp 19 hp 22 ft 1130 US g.p.m. 434 227mm (P2) 45.6 ft 77.4 % 68.7 % 16.8 hp 19 hp 22 ft 1130 US g.p.m. 434 227mm (P1) 45.6 ft 77.4 % 68.7 % 16.8 hp 19 hp 22 ft 1130 US g.p.m. 434 227mm NPSHR = 32.809 ft 45.6 ft 77.4 % 68.7 % 16.8 hp 19 hp 22 ft 1130 US g.p.m. 0 4 8 12 16 20 24 28 32 36 40 44 48 52 56 60 64 68 72 76 80 84 88 [ft] 0 10 20 30 40 50 60 70 [%] 0 4 8 12 16 [hp] 20 24 28 32 36 40 [ft] 0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200 [US g.p.m.] ,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s Curve: ISO 9906 Water, pure 4/27/2021Last updateCreated on 4/27/2021 Alden MeadeCreated byProject Block Pumps /Flow Head Shaft power Flow Head Shaft power Hydr.eff.Specific NPSHre Systems Energy 1 1130 US g.p.m.45.6 ft 16.8 hp 1130 US g.p.m.45.6 ft 16.8 hp 77.4 %209 kWh/US MG 22 ft NP 3153 MT 3~ 434 Duty Analysis Curves according to: Head 55 Hz 77.4% 50 Hz 77.4% 45 Hz 77.4% 40 Hz 77.4% 35 Hz 77.4% 30 Hz 77.4%434 227mm 77.4% 45.6 ft 1130 US g.p.m.0 4 8 12 16 20 24 28 32 36 40 44 48 52 56 60 64 68 72 76 80 84 88 [ft] 0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200 [US g.p.m.] 1 Operating characteristics ,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/sWater, pure 4/27/2021Last updateCreated on 4/27/2021 Alden MeadeCreated byProject Block Head Pump Efficiency Overall Efficiency Pow er input P1 Shaft pow er P2 NPSHR-values 55 Hz 77.4% 50 Hz 77.4% 45 Hz 77.4% 40 Hz 77.4% 35 Hz 77.4% 30 Hz 77.4%434 227mm 77.4% 55 Hz50 Hz45 Hz40 Hz35 Hz30 Hz 434 227mm55 Hz50 Hz45 Hz40 Hz35 Hz30 Hz 434 227mm 55 Hz 50 Hz 45 Hz 40 Hz35 Hz30 Hz 434 227mm (P2)55 Hz 50 Hz 45 Hz 40 Hz35 Hz30 Hz 434 227mm (P1) 55 Hz 50 Hz 45 Hz 40 Hz 35 Hz 30 Hz 434 227mm NPSHR = 32.809 ft 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 [ft] 0 10 20 30 40 50 60 70 [%] 0 4 8 12 16 [hp] 5 10 15 20 25 30 35 [ft] 0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200 [US g.p.m.] NP 3153 MT 3~ 434 VFD Curve Curves according to:,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s Curve: ISO 9906 Water, pure 4/27/2021Last updateCreated on 4/27/2021 Alden MeadeCreated byProject Block Head 55 Hz 77.4% 50 Hz 77.4% 45 Hz 77.4% 40 Hz 77.4% 35 Hz 77.4% 30 Hz 77.4%434 227mm 77.4% 45.6 ft 1130 US g.p.m.0 4 8 12 16 20 24 28 32 36 40 44 48 52 56 60 64 68 72 76 80 84 88 [ft] 0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200 [US g.p.m.] 1 NP 3153 MT 3~ 434 VFD Analysis Curves according to: Pumps /Frequency Flow Head Shaft power Flow Head Shaft power Hydr.eff.Specific NPSHreSystemsEnergy 1 60 Hz 1130 US g.p.m.45.6 ft 16.8 hp 1130 US g.p.m.45.6 ft 16.8 hp 77.4 %209 kWh/US MG 22 ft 1 55 Hz 1040 US g.p.m.38.4 ft 13 hp 1040 US g.p.m.38.4 ft 13 hp 77.4 %175 kWh/US MG 19.2 ft 1 50 Hz 942 US g.p.m.31.7 ft 9.78 hp 942 US g.p.m.31.7 ft 9.78 hp 77.4 %144 kWh/US MG 16.4 ft 1 45 Hz 848 US g.p.m.25.7 ft 7.13 hp 848 US g.p.m.25.7 ft 7.13 hp 77.4 %118 kWh/US MG 13.9 ft 1 40 Hz 754 US g.p.m.20.3 ft 5.01 hp 754 US g.p.m.20.3 ft 5.01 hp 77.4 %96.5 kWh/US MG 11.5 ft 1 35 Hz 660 US g.p.m.15.5 ft 3.35 hp 660 US g.p.m.15.5 ft 3.35 hp 77.4 %78.1 kWh/US MG 9.3 ft Operating characteristics Water, pure ,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s 4/27/2021Last updateCreated on 4/27/2021 Alden MeadeCreated byProject Block Head 55 Hz 77.4% 50 Hz 77.4% 45 Hz 77.4% 40 Hz 77.4% 35 Hz 77.4% 30 Hz 77.4%434 227mm 77.4% 45.6 ft 1130 US g.p.m.0 4 8 12 16 20 24 28 32 36 40 44 48 52 56 60 64 68 72 76 80 84 88 [ft] 0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200 [US g.p.m.] 1 NP 3153 MT 3~ 434 VFD Analysis Curves according to: Pumps /Frequency Flow Head Shaft power Flow Head Shaft power Hydr.eff.Specific NPSHreSystemsEnergy 1 30 Hz 565 US g.p.m.11.4 ft 2.11 hp 565 US g.p.m.11.4 ft 2.11 hp 77.4 %62.8 kWh/US MG 7.26 ft Operating characteristics Water, pure ,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s 4/27/2021Last updateCreated on 4/27/2021 Alden MeadeCreated byProject Block NP 3153 MT 3~ 434 Dimensional drawing MIN LEVEL ZZ ZZ 11"10"5"43"2"Ø6" 11" NP,FP 3153 MT Weight 5 0 °13"caleS Drawn Reg no DatebyCheckedby DRAWINGAUTOCAD Denomination Dimensional drwg 33 8 171 2 207 8 49 16 173421 8 291 2 61 8 83 4 43 8*151241235145181014712BOLT Ø3 4 (4x) DIMENSION TO ENDS OF GUIDE BARS* VIEW REF.LINE CL OF DISCHREF.LINE (TO FURTHEST POINT) REF.LINE GUIDE BARS2" 6504300 12 5399 141117IWCJS Ø6" (lbs) Pump Disch 485 175 4/27/2021Last updateCreated on 4/27/2021 Alden MeadeCreated byProject Block Appendix C. Conceptual Force Main and Gravity Sewer Alignment Options 10,0000.3 Miles This product is for informational purposes and may not have been prepared for, or be suitable for legal, engineering, or surveying purposes. Users of this information should review or consult the primary data and information sources to ascertain the usability of the information. Feet 1,1650 Legend 582 Location 1,165 04/27/2021 Created By: Created For: Date: Norton Ranch Subdivision Conceptual Level Alignment Options Lift Stations Abandoned Mains Force Mains Gravity Mains Street Names City Limits Appendix D. Pump/VFD Startup 10 Second Ramp Up Empty Pipe FET Flygt Engineering Tool Page 9 of 10 4/20/2021 7:52 PM Norton Ranch (4.0.0.10) Date: Start as a function of time Starting cycle in the torque Disclamer As with any engineering software, the accuracy of the output is based on the accuracy of the input data, and it is the responsibility of those supplying that information to verify that this data is correct. These calculations are supplied for reference only, based on Flygt equipment, and are meant for preliminary equipment design and system evaluation. A professional engineer, licensed in the appropriate field of engineering, should always conduct the final evaluation of the application if there are liabilities involved. FET Flygt Engineering Tool Page 10 of 10 4/20/2021 7:52 PM Norton Ranch (4.0.0.10) Date: Starting cycle in the QH-diagram Assumptions FET assumes that the sump and outlet level is constant and that they are not affected by the flow of water going through the system. Losses in the pump station pipes are spread out evenly along each pipe. Losses in the force main are spread out evenly along the pipe profile. When calculating a “partly filled system” the software assumes that the pipe is completely filled independent of the inclination of the pipe from the location specified by the user . Disclamer As with any engineering software, the accuracy of the output is based on the accuracy of the input data, and it is the responsibility of those supplying that information to verify that this data is correct. These calculations are supplied for reference only, based on Flygt equipment, and are meant for preliminary equipment design and system evaluation. A professional engineer, licensed in the appropriate field of engineering, should always conduct the final evaluation of the application if there are liabilities involved.