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Apx O_Sanitary Sewer Capacity Study Appendix O Sanitary Sewer Capacity Study h4 Appendix O Sanitary Sewer Capacity Study Kimley»Horn Appendix O Sanitary Sewer Capacity Study Kimley»Horn Appendix O Sanitary Sewer Capacity Study Kimley»Horn h4 Appendix O Sanitary Sewer Capacity Study Kimley»Horn kimley-horn.com 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 SANITARY SEWER CAPACITY STUDY for Rosemead Condominiums Rosemead, California 1515 Walnut Grove Ave., Rosemead, CA 91770 April 2025 Prepared for: Lewis Acquisitions Company, LLC 1156 North Mountain Ave. Upland, CA 91786 KHA Project # 194053016 © 2024 Kimley-Horn and Associates, Inc. Kimley»Horn SANITARY SEWER CAPACITY STUDY for Rosemead Condominiums Rosemead, California 1515 Walnut Grove Ave., Rosemead, CA 91770 April 2025 Prepared for: Lewis Acquisitions Company, LLC 1156 North Mountain Ave. Upland, CA 91786 KHA Project # 194053016 © 2024 Kimley-Hom and Associates, Inc. Kimlay-horn.com 1100 W Town and Country Road Suite 700, Ors eo. CA 92868 Kimley»Horn SANITARY SEWER CAPACITY STUDY for Rosemead Condominiums Rosemead, California 1515 Walnut Grove Ave., Rosemead, CA 91770 April 2025 Prepared for: Lewis Acquisitions Company, LLC 1156 North Mountain Ave. Upland, CA 91786 KHA Project # 194053016 © 2024 Kimley-Horn and Associates, Inc. kimley-horn.com J 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 Kimley»Horn SANITARY SEWER CAPACITY STUDY for Rosemead Condominiums Rosemead, California 1515 Walnut Grove Ave., Rosemead, CA 91770 April 2025 Prepared for: Lewis Acquisitions Company, LLC 1156 North Mountain Ave. Upland, CA 91786 KHA Project # 194053016 © 2024 Kimley-Horn and Associates, Inc. kimley-horn.com J 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 Kimley»Horn SANITARY SEWER CAPACITY STUDY for Rosemead Condominiums Rosemead, California 1515 Walnut Grove Ave., Rosemead, CA 91770 April 2025 Prepared for: Lewis Acquisitions Company, LLC 1156 North Mountain Ave. Upland, CA 91786 KHA Project # 194053016 © 2024 Kimley-Hom and Associates, Inc. Kimlay-horn.com 1100 W Town and Country Road Suite 700, Ors eo. CA 92868 Page 2 kimley-horn.com 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 TABLE OF CONTENTS Narrative Sections I.Project Description II.Existing Conditions III.Proposed Conditions IV.Analysis V.Sewer Lift Station Design VI.Conclusion Appendix Sections 1)Flow Calculations and System Pump Curves 2)Pump Information 3)Aerial of Project Area and Existing & Proposed Sewer Lines 4)La County Public works: Loading by Occupancy 5)FlowMaster Calculations and Results 6)Record Drawings Kimley»Horn Page2 TABLE OF CONTENTS Narrative Sections I Project Description Io. Existing Conditions aL Proposed Conditions Iv. Analysis Vv. Sewer Lift Station Design VIL Conclusion Appendix Sections 1) Flow Calculations and System Pump Curves 2) Pump Information 3) Aerial of Project Area and Existing & Proposed Sewer Lines 4) La County Public works: Loading by Occupancy 5) FlowMaster Calculations and Results 6) Record Drawings kimley-horn.com | 1100 W Town and Country Road Suite 700, C CA 92868 Kimley»Horn page2 TABLE OF CONTENTS Narrative Sections L Project Description II. Existing Conditions IIL Proposed Conditions IV. Analysis V. Sewer Lift Station Design VL Conclusion Appendix Sections 1) Flow Calculations and System Pump Curves 2) Pump Information 3) Aerial of Project Area and Existing & Proposed Sewer Lines 4) La County Public works: Loading by Occupancy 5) FlowMaster Calculations and Results 6) Record Drawings kimley-horn.com J 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 Kimley»Horn page2 TABLE OF CONTENTS Narrative Sections L Project Description II. Existing Conditions IIL Proposed Conditions IV. Analysis V. Sewer Lift Station Design VL Conclusion Appendix Sections 1) Flow Calculations and System Pump Curves 2) Pump Information 3) Aerial of Project Area and Existing & Proposed Sewer Lines 4) La County Public works: Loading by Occupancy 5) FlowMaster Calculations and Results 6) Record Drawings kimley-horn.com J 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 Kimley»Horn Page2 TABLE OF CONTENTS Narrative Sections I Project Description Io. Existing Conditions aL Proposed Conditions Iv. Analysis Vv. Sewer Lift Station Design VIL Conclusion Appendix Sections 1) Flow Calculations and System Pump Curves 2) Pump Information 3) Aerial of Project Area and Existing & Proposed Sewer Lines 4) La County Public works: Loading by Occupancy 5) FlowMaster Calculations and Results 6) Record Drawings kimley-horn.com | 1100 W Town and Country Road Suite 700, C CA 92868 Page 3 kimley-horn.com 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 I.Project Description The Rosemead Condominiums (hereinafter referenced as the proposed Project) is located at 1515 Walnut Grove Ave. The project is located on the west side of Walnut Grove Ave. just north of the Lewis R. Lancaster Research Library, Rosemead, California. The Site was initially used for a commercial multi- tenant building with parking lot surrounding the building. The project proposes twenty seven (27) condominium buildings totaling 191 units, surface parking, landscape, and a leisure area at the North and South-east sides of the site. II.Existing Conditions The 9.28 acre site is bound by an existing business complex to the North, single family residential to the west, Lewis R. Lancaster Research Library to the south, and Walnut Grove Ave. to the east. The existing project site is an abandoned commercial building and surrounding parking stalls with minimal landscape. Most of the site is impervious and generally slopes from west to east. There is an existing 15” county trunk line that runs south-east along the south- west corner of the site. There is an existing sewer system on site that served the existing buildings. The sewer system drains to an existing manhole at the south- west corner of the site approximately ten feet from the county trunk line. An existing 8 inch PVC sewer line connects the existing sewer manhole to the county trunk line. This segment of sewer line will be analyzed to ensure it has the capacity to accommodate flow produced from the project. Existing sewer system information has been taken from city as-builts as well as from the Norwalk Sewer Master Plan. III.Proposed Conditions The Proposed Site will install an 8 inch sewer line. This will connect to the existing sewer manhole at the south-west corner of the site. The proposed sewer connects to each building and runs south then west to the existing manhole. The minimum sewer slope in the proposed onsite sewer system is 0.5%. Given the minimum slope, and a max d/D of 0.5, the maximum capacity allowable for the private sewer system is 250 GPM. (See Flowmaster calculations in Appendix 5) Since the manhole and existing 8” lateral connecting to the county trunk main are very shallow, the project proposed a lift station at the south-west corner of the site that will pump proposed flow to the existing manhole. IV.Analysis The purpose of this report is to study is to analyze the segment of existing 8” sewer line that connects the existing manhole and the county trunk line to ensure Kimley»Horn Page3 IL. III. Project Description The Rosemead Condominiums (hereinafter referenced as the proposed Project) is located at 1515 Walnut Grove Ave. The project is located on the west side of Walnut Grove Ave. just north of the Lewis R. Lancaster Research Library, Rosemead, California. The Site was initially used for a commercial multi- tenant building with parking lot surrounding the building. The project proposes twenty seven (27) condominium buildings totaling 191 units, surface parking, landscape, and a leisure area at the North and South-east sides of the site. Existing Conditions The 9.28 acre site is bound by an existing business complex to the North, single family residential to the west, Lewis R. Lancaster Research Library to the south, and Walnut Grove Ave. to the east. The existing project site is an abandoned commercial building and surrounding parking stalls with minimal landscape. Most of the site is impervious and generally slopes from west to east. There is an existing 15” county trunk line that runs south-east along the south- west corner of the site. There is an existing sewer system on site that served the existing buildings. The sewer system drains to an existing manhole at the south- west corner of the site approximately ten feet from the county trunk line. An existing 8 inch PVC sewer line connects the existing sewer manhole to the county trunk line. This segment of sewer line will be analyzed to ensure it has the capacity to accommodate flow produced from the project. Existing sewer system information has been taken from city as-builts as well as from the Norwalk Sewer Master Plan. Proposed Conditions The Proposed Site will install an 8 inch sewer line. This will connect to the existing sewer manhole at the south-west corner of the site. The proposed sewer connects to each building and runs south then west to the existing manhole. The minimum sewer slope in the proposed onsite sewer system is 0.5%. Given the minimum slope, and a max d/D of 0.5, the maximum capacity allowable for the private sewer system is 250 GPM. (See Flowmaster calculations in Appendix 5) Since the manhole and existing 8” lateral connecting to the county trunk main are very shallow, the project proposeda lift station at the south-west corner of the site that will pump proposed flow to the existing manhole. Analysis The purpose of this report is to study is to analyze the segment of existing 8” sewer line that connects the existing manhole and the county trunk line to ensure kimley-horn.com J 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 Kimley»Horn Page3 IL. III. Project Description The Rosemead Condominiums (hereinafter referenced as the proposed Project) is located at 1515 Walnut Grove Ave. The project is located on the west side of Walnut Grove Ave. just north of the Lewis R. Lancaster Research Library, Rosemead, California. The Site was initially used for a commercial multi- tenant building with parking lot surrounding the building. The project proposes twenty seven (27) condominium buildings totaling 191 units, surface parking, landscape, and a leisure area at the North and South-east sides of the site. Existing Conditions The 9.28 acre site is bound by an existing business complex to the North, single family residential to the west, Lewis R. Lancaster Research Library to the south, and Walnut Grove Ave. to the east. The existing project site is an abandoned commercial building and surrounding parking stalls with minimal landscape. Most of the site is impervious and generally slopes from west to east. There is an existing 15” county trunk line that runs south-east along the south- west corner of the site. There is an existing sewer system on site that served the existing buildings. The sewer system drains to an existing manhole at the south- west corner of the site approximately ten feet from the county trunk line. An existing 8 inch PVC sewer line connects the existing sewer manhole to the county trunk line. This segment of sewer line will be analyzed to ensure it has the capacity to accommodate flow produced from the project. Existing sewer system information has been taken from city as-builts as well as from the Norwalk Sewer Master Plan. Proposed Conditions The Proposed Site will install an 8 inch sewer line. This will connect to the existing sewer manhole at the south-west corner of the site. The proposed sewer connects to each building and runs south then west to the existing manhole. The minimum sewer slope in the proposed onsite sewer system is 0.5%. Given the minimum slope, and a max d/D of 0.5, the maximum capacity allowable for the private sewer system is 250 GPM. (See Flowmaster calculations in Appendix 5) Since the manhole and existing 8” lateral connecting to the county trunk main are very shallow, the project proposeda lift station at the south-west corner of the site that will pump proposed flow to the existing manhole. Analysis The purpose of this report is to study is to analyze the segment of existing 8” sewer line that connects the existing manhole and the county trunk line to ensure kimley-horn.com J 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 Kimley»Horn Pages Kimlay-horn.com Project Description The Rosemead Condominiums (hereinafter referenced as the proposed Project) is located at 1515 Walnut Grove Ave. The project is located on the west side of ‘Walnut Grove Ave. just north of the Lewis R. Lancaster Research Library, Rosemead, California. The Site was initially used for a commercial multi- tenant building with parking lot surrounding the building. The project proposes twenty seven (27) condominium buildings totaling 191 units, surface parking, landscape, and a leisure area at the North and South-east sides of the site. Existing Conditions The 9.28 acre site is bound by an existing business complex to the North, single family residential to the west, Lewis R. Lancaster Research Library to the south, and Walnut Grove Ave. to the east. The existing project site is an abandoned commercial building and surrounding parking stalls with minimal landscape. Most of the site is impervious and generally slopes from west to east. There is an existing 15” county trunk line that runs south-east along the south- west corner of the site. There is an existing sewer system on site that served the existing buildings. The sewer system drains to an existing manhole at the south- west corner of the site approximately ten feet from the county trunk line. An existing 8 inch PVC sewer line connects the existing sewer manhole to the county trunk line. This segment of sewer line will be analyzed to ensure it has the capacity to accommodate flow produced from the project. Existing sewer system information has been taken from city as-builts as well as from the Norwalk Sewer Master Plan. Proposed Conditions The Proposed Site will install an 8 inch sewer line. This will connect to the existing sewer manhole at the south-west corner of the site. The proposed sewer connects to each building and runs south then west to the existing manhole. The minimum sewer slope in the proposed onsite sewer system is 0.5%. Given the minimum slope, and a max d/D of 0.5, the maximum capacity allowable for the private sewer system is 250 GPM. (See Flowmaster calculations in Appendix 5) Since the manhole and existing 8” lateral connecting to the county trunk main are very shallow, the project proposed a lift station at the south-west corner of the site that will pump proposed flow to the existing manhole. Analysis The purpose of this report is to study is to analyze the segment of existing 8” sewer line that connects the existingmanhole and the county trunk line to ensure 1100 W Town and Country Road Suite 700, C CA 92868 Page 4 kimley-horn.com 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 it has the capacity to convey flow produced by the project. Based on the LA County Sewer Generation table, for residential land use, the project will produce 300 GPD per dwelling units. Therefore the 191 unit development will produce a total of 57,300 GPD or 39.8 GPM. A peaking factor of 2.5 is applied per the LA County Public works sewer design guidelines, resulting in a peak flow of 99.5 GPM. The proposed lift station is designed to convey 120 GPM (See Sewer Lift Station Design Section) and the existing 8 inch sewer lateral connecting the existing manhole to the county trunk line will be analyzed to ensure it can convey this 120 GPM. Per the city asbuilts, the segment of existing 8 inch sewer connecting the existing manhole to the trunk line runs at a slope of approximately 26%. Given the 8 inch sewer line, running at 26%, with a conservative allowable flow depth (d/D) of 50%, the existing sewer line has the capacity to convey 1,383 GPM. V.The proposed on-site sewer lift station will be privately owned and maintained. The City of Rosemead does not have design standards for sewer lift stations. Therefore, industry standard-practices for pump station design were followed. Key design points for the design conditions are summarized below: ·Force Main o Discharge velocity of 3.0 to 7.0 feet per second (fps) when operating at maximum head condition (Low Water Level) o Isolation valves (plug and swing check) shall be located in a separate vault or above ground ·Pump Capacity o One pump shall operate at a flow rate greater than or equal to the peak hour flow o Pumps shall alternate in use o Station shall have a secondary (backup) pump in the event of an emergency ·Wet Well Sizing o Optimize wet well operating volume for a maximum 6 cycles per hour o Cycle times below 30 minutes to prevent septic conditions o Operational depth range of 2.0 to 6.0 feet ·General Site Characteristics o Perimeter security fence o Temporary generator connection o Control panel with concrete pad and shade structure o Access and site lighting Kimley»Horn page4 it has the capacity to convey flow produced by the project. Based on the LA County Sewer Generation table, for residential land use, the project will produce 300 GPD per dwelling units. Therefore the 191 unit development will produce a total of 57,300 GPD or 39.8 GPM. A peaking factor of 2.5 is applied per the LA County Public works sewer design guidelines, resulting in a peak flow of 99.5 GPM. The proposed lift station is designed to convey 120 GPM (See Sewer Lift Station Design Section) and the existing 8 inch sewer lateral connecting the existing manhole to the county trunk line will be analyzed to ensure it can convey this 120 GPM. Per the city asbuilts, the segment of existing 8 inch sewer connecting the existing manhole to the trunk line runs at a slope of approximately 26%. Given the 8 inch sewer line, running at 26%, with a conservative allowable flow depth (d/D) of 50%, the existing sewer line has the capacity to convey 1,383 GPM. V. The proposed on-site sewer lift station will be privately owned and maintained. The City of Rosemead does not have design standards for sewer lift stations. Therefore, industry standard-practices for pump station design were followed. Key design points for the design conditions are summarized below: e Force Main o Discharge velocity of 3.0 to 7.0 feet per second (fps) when operating at maximum head condition (Low Water Level) o Isolation valves (plug and swing check) shall be located in a separate vault or above ground e Pump Capacity o One pump shall operate at a flow rate greater than or equal to the peak hour flow o Pumps shall alternate in use o Station shall have a secondary (backup) pump in the event of an emergency eo Wet Well Sizing o Optimize wet well operating volume for a maximum 6 cycles per hour o Cycle times below 30 minutes to prevent septic conditions o Operational depth range of 2.0 to 6.0 feet e General Site Characteristics o Perimeter security fence o Temporary generator connection o Control panel with concrete pad and shade structure o Access and site lighting kimley-horn.com J 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 Kimley»Horn page4 it has the capacity to convey flow produced by the project. Based on the LA County Sewer Generation table, for residential land use, the project will produce 300 GPD per dwelling units. Therefore the 191 unit development will produce a total of 57,300 GPD or 39.8 GPM. A peaking factor of 2.5 is applied per the LA County Public works sewer design guidelines, resulting in a peak flow of 99.5 GPM. The proposed lift station is designed to convey 120 GPM (See Sewer Lift Station Design Section) and the existing 8 inch sewer lateral connecting the existing manhole to the county trunk line will be analyzed to ensure it can convey this 120 GPM. Per the city asbuilts, the segment of existing 8 inch sewer connecting the existing manhole to the trunk line runs at a slope of approximately 26%. Given the 8 inch sewer line, running at 26%, with a conservative allowable flow depth (d/D) of 50%, the existing sewer line has the capacity to convey 1,383 GPM. V. The proposed on-site sewer lift station will be privately owned and maintained. The City of Rosemead does not have design standards for sewer lift stations. Therefore, industry standard-practices for pump station design were followed. Key design points for the design conditions are summarized below: e Force Main o Discharge velocity of 3.0 to 7.0 feet per second (fps) when operating at maximum head condition (Low Water Level) o Isolation valves (plug and swing check) shall be located in a separate vault or above ground e Pump Capacity o One pump shall operate at a flow rate greater than or equal to the peak hour flow o Pumps shall alternate in use o Station shall have a secondary (backup) pump in the event of an emergency eo Wet Well Sizing o Optimize wet well operating volume for a maximum 6 cycles per hour o Cycle times below 30 minutes to prevent septic conditions o Operational depth range of 2.0 to 6.0 feet e General Site Characteristics o Perimeter security fence o Temporary generator connection o Control panel with concrete pad and shade structure o Access and site lighting kimley-horn.com J 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 Kimley»Horn Pages Kimlay-horn.com it has the capacity to convey flow produced by the project. Based on the LA County Sewer Generation table, for residential land use, the project will produce 300 GPD per dwelling units. Therefore the 191 unit development will produce a total of 57,300 GPD or 39.8 GPM. A peaking factor of 2.5 is applied per the LA County Public works sewer design guidelines, resulting in a peak flow of 99.5 GPM. The proposed lift station is designed to convey 120 GPM (See Sewer Lift Station Design Section) and the existing 8 inch sewer lateral connecting the existing manhole to the county trunk line will be analyzed to ensure it can convey this 120 GPM. Per the city asbuilts, the segment of existing 8 inch sewer connecting the existing manhole to the trunk line runs at a slope of approximately 26%. Given the 8 inch sewer line, running at 26%, with a conservative allowable flow depth (d/D) of 50%, the existing sewer line has the capacity to convey 1,383 GPM. The proposed on-site sewer lift station will be privately owned and maintained. The City of Rosemead does not have design standards for sewer lift stations. Therefore, industry standard-practices for pump station design were followed. Key design points for the design conditions are summarized below: e Force Main o Discharge velocity of 3.0 to 7.0 feet per second (fps) when operating at maximum head condition (Low Water Level) o Isolation valves (plug and swing check) shall be located in a separate vault or above ground e Pump Capacity © One pump shall operate at a flow rate greater than or equal to the peak hour flow o Pumps shall alternate in use o Station shall have a secondary (backup) pump in the event of an emergency eo Wet Well Sizing o Optimize wet well operating volume for a maximum 6 cycles per hour o Cycle times below 30 minutes to prevent septic conditions o Operational depth range of 2.0 to 6.0 feet e General Site Characteristics o Perimeter security fence o Temporary generator connection o Control panel with concrete pad and shade structure o Access and site lighting 1100 W Town and Country Road Suite 700, C CA 92868 Page 5 kimley-horn.com 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 Sewer Calculations As a basis for design, the proposed average daily flow (ADF) was calculated using the number of proposed residential units per bedroom occupancy. To estimate the expected total flow, the Los Angeles (LA) County Public Works Estimated Average Daily Sewage Flow for Various Occupancies table was used. The proposed site is a combination of 2-bedroom, 3-bedroom, and 4- bedroom units. To be conservative, the “3 bedroom or more” occupancy load was used for the entire site. See Table 1 below. Table 1: Estimated Development Flows Occupancy Unit Load (GPD/dwelling unit) Total Count (# of homes) Estimated Average Daily Flow Rate (GPD) 3 bedroom or more dwelling units 300 191 57,300 Estimated ADF (GPD)57,300 Estimated ADF (GPM)39.8 A peaking factor of 2.5, per the LA County Public Works Sewer Area Study resources, was applied to calculate the peak hour flow (PHF). A summary of the proposed ADF, Peaking Factor, and PHF is shown below in Table 2 Table 2: Flow Summary Design Criteria Flow (GPM) Average Daily Flow (ADF)39.8 Peaking Factor 2.5 Peak Hour Flow (PHF)99.5 The peak flow was then used as the basis for the design point of the lift station pumps. The total dynamic head (TDH) was also calculated to confirm that the pump will be able to pump against the proposed conditions. Friction loss due to the pipe and appurtenances with an assumed Hazen Williams coefficient of 130 was calculated. This friction loss was then added to the total static head to develop a system curve of the flow versus the TDH. From this system curve, a design point was selected of 120 gallons per minute (GPM) at 31-FT TDH. A minimum velocity of 3 fps in the discharge force main was also considered Kimley»Horn Pages Sewer Calculations As a basis for design, the proposed average daily flow (ADF) was calculated using the number of proposed residential units per bedroom occupancy. To estimate the expected total flow, the Los Angeles (LA) County Public Works Estimated Average Daily Sewage Flow for Various Occupancies table was used. The proposed site is a combination of 2-bedroom, 3-bedroom, and 4- bedroom units. To be conservative, the “3 bedroom or more” occupancy load was used for the entire site. See Table 1 below. Table 1: Estimated Development Flows P ccupancy (CPDidwelling Total Count Estimated Average unit) (# of homes) | Daily Flow Rate (GP 3 bedroom or more dwelling | 300 191 57,300 units Estimated ADF (GPD) 57,300 Estimated ADF (GPM) 39.8 A peaking factor of 2.5, per the LA County Public Works Sewer Area Study resources, was applied to calculate the peak hour flow (PHF). A summary of the proposed ADF, Peaking Factor, and PHF is shown below in Table 2 Table 2: Flow Summary Average Daily Flow 39.8 (ADF) Peaking Factor 2.5 Peak Hour Flow (PHF) 99.5 The peak flow was then used as the basis for the design point of the lift station pumps. The total dynamic head (TDH) was also calculated to confirm that the pump will be able to pump against the proposed conditions. Friction loss due to the pipe and appurtenances with an assumed Hazen Williams coefficient of 130 was calculated. This friction loss was then added to the total static head to develop a system curve of the flow versus the TDH. From this system curve, a design point was selected of 120 gallons per minute (GPM) at 31-FT TDH. A minimum velocity of 3 fps in the discharge force main was also considered kimley-horn.com J 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 Kimley»Horn Pages Sewer Calculations As a basis for design, the proposed average daily flow (ADF) was calculated using the number of proposed residential units per bedroom occupancy. To estimate the expected total flow, the Los Angeles (LA) County Public Works Estimated Average Daily Sewage Flow for Various Occupancies table was used. The proposed site is a combination of 2-bedroom, 3-bedroom, and 4- bedroom units. To be conservative, the “3 bedroom or more” occupancy load was used for the entire site. See Table 1 below. Table 1: Estimated Development Flows Occupancy (CPDidwelling Total Count Estimated Average unit) (# of homes) | Daily Flow Rate (GP 3 bedroom or more dwelling | 300 191 57,300 units Estimated ADF (GPD) 57,300 Estimated ADF (GPM) 39.8 A peaking factor of 2.5, per the LA County Public Works Sewer Area Study resources, was applied to calculate the peak hour flow (PHF). A summary of the proposed ADF, Peaking Factor, and PHF is shown below in Table 2 Table 2: Flow Summary Average Daily Flow 39.8 (ADF) Peaking Factor 2.5 Peak Hour Flow (PHF) 99.5 The peak flow was then used as the basis for the design point of the lift station pumps. The total dynamic head (TDH) was also calculated to confirm that the pump will be able to pump against the proposed conditions. Friction loss due to the pipe and appurtenances with an assumed Hazen Williams coefficient of 130 was calculated. This friction loss was then added to the total static head to develop a system curve of the flow versus the TDH. From this system curve, a design point was selected of 120 gallons per minute (GPM) at 31-FT TDH. A minimum velocity of 3 fps in the discharge force main was also considered kimley-horn.com J 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 Kimley»Horn Pages Sewer Calculations As a basis for design, the proposed average daily flow (ADF) was calculated using the number of proposed residential units per bedroom occupancy. To estimate the expected total flow, the Los Angeles (LA) County Public Works Estimated Average Daily Sewage Flow for Various Occupancies table was used. The proposed site is a combination of 2-bedroom, 3-bedroom, and 4- bedroom units. To be conservative, the “3 bedroom or more” occupancy load was used for the entire site. See Table 1 below. Table 1: Estimated Development Flows Unit Load 5. Total Count | Estimated Average Occupancy oy dwelling (# of homes) | Daily FlowRate (GP 3 bedroom or more dwelling | 300 191 57,300 units Estimated ADF (GPD) 57,300 Estimated ADF (GPM) 39.8 A peaking factor of 2.5, per the LA County Public Works Sewer Area Study resources, was applied to calculate the peak hour flow (PHF). A summary of the proposed ADF, Peaking Factor, and PHF is shown below in Table 2 Table 2: Flow Summary Design Criteria _— Average Daily Flow(ADF) 39.8 Peaking Factor 2.5 Peak Hour Flow (PHF) 99.5 The peak flow was then used as the basis for the design point of the lift station pumps. The total dynamic head (TDH) was also calculated to confirm that the pump will be able to pump against the proposed conditions. Friction loss due to the pipe and appurtenances with an assumed Hazen Williams coefficient of 130 was calculated. This friction loss was then added to the total static head to develop a system curve of the flow versus the TDH. From this system curve, a design point was selected of 120 gallons per minute (GPM) at 31-FT TDH. A minimum velocity of 3 fps in the discharge force main was also considered Kimlay-horn.com 1100 W Town and Country Road Suite 700, Orange. CA Page 6 kimley-horn.com 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 when selecting the design point flow rate. At this design flow rate, a discharge force main 4-inches in diameter is recommended. Once a design point was selected, calculations were performed to size the proposed wet well to confirm the cycle times were according to the design parameters. It was determined that a 6-foot diameter wet well with 2 feet allotted for operating depth would be adequate to keep minimum cycle times below 30 minutes and to keep the number of pump starts between 2 and 6 per hour. Based on the results of the calculations detailed above, a duplex lift station with two 5-HP Flygt NP 3102 MT 3~ Adaptive 465 Submersible Pumps or approved equal are recommended. All hydraulic calculations are shown in Appendix A and the pump information is shown in Appendix B. A summary of the calculated data is shown below: ·Summary of Design Criteria: o Average Daily Flow: 39.8 GPM o Peaking Factor: 2.5 o Peak Hour Flow: 99.5 GPM o Hazen Williams C-factor: 130 ·Proposed Lift Station Design Parameters: o Design Point: 120 GPM @ 31’ TDH o Pump Selection: (2) Flygt NP 3102 MT 3~ Adaptive 465 o Horsepower: 5 HP o Velocity in Force Main: 3.0 ft/s o Wet Well Diameter: 6 FT o Operating Range: 2 FT o Depth of Wet Well: 24.9 FT o Force main diameter: 4-in o Elevations: §Rim: 241.5 FT §Pipe Invert: 223.6 FT §High Water Level: 222.6 FT §Lead Pump On: 220.6 FT §Low Water Level: 218.6 FT VI.Conclusion Knowing the size and slope of the existing sewer lines connecting the existing manhole and the county trunk line (See asbuilts Appendix 6) and the proposed Kimley»Horn Page6 when selecting the design point flow rate. At this design flow rate, a discharge force main 4-inches in diameter is recommended. Once a design point was selected, calculations were performed to size the proposed wet well to confirm the cycle times were according to the design parameters. It was determined that a 6-foot diameter wet well with 2 feet allotted for operating depth would be adequate to keep minimum cycle times below 30 minutes and to keep the number of pump starts between 2 and 6 per hour. Based on the results of the calculations detailed above, a duplex lift station with two 5-HP Flygt NP 3102 MT 3~ Adaptive 465 Submersible Pumps or approved equal are recommended. All hydraulic calculations are shown in Appendix A and the pump information is shown in Appendix B. A summary of the calculated data is shown below: e Summary of Design Criteria: o Average Daily Flow: 39.8 GPM o Peaking Factor: 2.5 o Peak Hour Flow: 99.5 GPM o Hazen Williams C-factor: 130 e Proposed Lift Station Design Parameters: o Design Point: 120 GPM @ 31’ TDH Pump Selection: (2) Flygt NP 3102 MT 3~ Adaptive 465 Horsepower: 5 HP Velocity in Force Main: 3.0 ft/s Wet Well Diameter: 6 FT Operating Range: 2 FT Depth of Wet Well: 24.9 FT Force main diameter: 4-in Elevations: * Rim: 241.5FT = Pipe Invert: 223.6 FT = High Water Level: 222.6 FT = Lead Pump On: 220.6 FT = Low Water Level: 218.6 FT OO OO OO OO O VL Conclusion Knowing the size and slope of the existing sewer lines connecting the existing manhole and the county trunk line (See asbuilts Appendix 6) and the proposed kimley-horn.com J 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 Kimley»Horn Page6 when selecting the design point flow rate. At this design flow rate, a discharge force main 4-inches in diameter is recommended. Once a design point was selected, calculations were performed to size the proposed wet well to confirm the cycle times were according to the design parameters. It was determined that a 6-foot diameter wet well with 2 feet allotted for operating depth would be adequate to keep minimum cycle times below 30 minutes and to keep the number of pump starts between 2 and 6 per hour. Based on the results of the calculations detailed above, a duplex lift station with two 5-HP Flygt NP 3102 MT 3~ Adaptive 465 Submersible Pumps or approved equal are recommended. All hydraulic calculations are shown in Appendix A and the pump information is shown in Appendix B. A summary of the calculated data is shown below: e Summary of Design Criteria: o Average Daily Flow: 39.8 GPM o Peaking Factor: 2.5 o Peak Hour Flow: 99.5 GPM o Hazen Williams C-factor: 130 e Proposed Lift Station Design Parameters: o Design Point: 120 GPM @ 31’ TDH Pump Selection: (2) Flygt NP 3102 MT 3~ Adaptive 465 Horsepower: 5 HP Velocity in Force Main: 3.0 ft/s Wet Well Diameter: 6 FT Operating Range: 2 FT Depth of Wet Well: 24.9 FT Force main diameter: 4-in Elevations: * Rim: 241.5FT = Pipe Invert: 223.6 FT = High Water Level: 222.6 FT = Lead Pump On: 220.6 FT = Low Water Level: 218.6 FT OO OO OO OO O VL Conclusion Knowing the size and slope of the existing sewer lines connecting the existing manhole and the county trunk line (See asbuilts Appendix 6) and the proposed kimley-horn.com J 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 Kimley»Horn Pages when selecting the design point flow rate. At this design flow rate, a discharge force main 4-inches in diameter is recommended. Once a design point was selected, calculations were performed to size the proposed wet well to confirm the cycle times were according to the design parameters. It was determined that a 6-foot diameter wet well with 2 feet allotted for operating depth would be adequate to keep minimum cycle times below 30 minutes and to keep the number of pump starts between 2 and 6 per hour. Based on the results of the calculations detailed above, a duplex lift station with two 5-HP Flygt NP 3102 MT 3~ Adaptive 465 Submersible Pumps or approved equal are recommended. All hydraulic calculations are shown in Appendix A and the pump information is shown in Appendix B. A summary of the calculated data is shown below: e Summary of Design Criteria: o Average Daily Flow: 39.8 GPM o Peaking Factor: 2.5 o Peak Hour Flow: 99.5 GPM o Hazen Williams C-factor: 130 e Proposed Lift Station Design Parameters: o Design Point: 120 GPM @ 31° TDH Pump Selection: (2) Flygt NP 3102 MT 3~ Adaptive 465 Horsepower: 5 HP Velocity in Force Main: 3.0 ft/s ‘Wet Well Diameter: 6 FT Operating Range: 2 FT Depth of Wet Well: 24.9 FT Force main diameter: 4-in Elevations: = Rim: 241.5FT Pipe Invert: 223.6 FT High Water Level: 222.6 FT Lead Pump On: 220.6 FT Low Water Level: 218.6 FT 00 0 0 0 0 0 0 VIL Conclusion Knowing the size and slope of the existing sewer lines connecting the existing manhole and the county trunk line (See asbuilts Appendix 6) and the proposed kimley-horn.com | 1100 W Town and Country Road Suite 700, Orange. CA Page 7 kimley-horn.com 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 flow produced by the project based on the LA County Public Works Sewer Generation rates, we can determine if the segment of existing 8 inch sewer line has the capacity to convey the proposed project flow. Given the proposed flow produced by the project and the capacity of the existing 8 inch sewer lateral stated in section IV, the existing 8 inch sewer lateral has sufficient capacity to accommodate the proposed project. Kimley»Horn Page7 flow produced by the project based on the LA County Public Works Sewer Generation rates, we can determine if the segment of existing 8 inch sewer line has the capacity to convey the proposed project flow. Given the proposed flow produced by the project and the capacity of the existing 8 inch sewer lateral stated in section IV, the existing 8 inch sewer lateral has sufficient capacity to accommodate the proposed project. kimley-horn.com J 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 Kimley»Horn Page7 flow produced by the project based on the LA County Public Works Sewer Generation rates, we can determine if the segment of existing 8 inch sewer line has the capacity to convey the proposed project flow. Given the proposed flow produced by the project and the capacity of the existing 8 inch sewer lateral stated in section IV, the existing 8 inch sewer lateral has sufficient capacity to accommodate the proposed project. kimley-horn.com J 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 Kimley»Horn Page? Kimlay-horn.com flow produced by the project based on the LA County Public Works Sewer Generation rates, we can determine if the segment of existing 8 inch sewer line has the capacity to convey the proposed project flow. Given the proposed flow produced by the project and the capacity of the existing 8 inch sewer lateral stated in section IV, the existing 8 inch sewer lateral has sufficient capacity to accommodate the proposed project. 1100 W Town and Country Road Suite 700, C CA 92868 Page 8 kimley-horn.com 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 Appendix 1 Flow Calculations and System Pump Curves Kimley»Horn page8 Appendix 1 Flow Calculations and System Pump Curves kimley-horn.com J 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 Kimley»Horn page8 Appendix 1 Flow Calculations and System Pump Curves kimley-horn.com J 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 Kimley»Horn Pages Appendix 1 Flow Calculations and System Pump Curves kimley-horn.com | 1100 W Town and Country Road Suite 700, O Calculation Sheet Kimley-Horn and Associates, Inc. By: SLB Date:07/18/24 Subject: Rosemead Condos Sewer Lift Station Checked: SW Date:07/18/24 Job No.: 194053016 4.07 IN PVC 150.00 FT Nominal Diameter of Yard Piping (1)4.00 IN DI Length of Yard Piping (1)50.00 FT Nominal Diameter of Yard Piping (2)4.00 IN Length of Yard Piping (2)0.00 FT Lowest Water Level 218.60 FT Highest Water Level 222.60 FT 243.00 FT 130.00 Unitless PVC 130.00 Unitless DI 130.00 Unitless 0.09 SF Area of Yard Piping (1)0.09 SF Area of Yard Piping (2)0.09 SF FLOW Flow Pressure Pipe Fitting TDH Velocity TDH Headloss Headloss (GPM)(CFS)(FT)(FT)(FT)(FT/SEC)(PSI) 0 0.000 0.00 0.00 24.4 0.0 10.6 45 0.100 0.33 0.14 24.9 1.1 10.8 60 0.134 0.56 0.24 25.2 1.5 10.9 75 0.167 0.84 0.38 25.6 1.8 11.1 90 0.201 1.18 0.54 26.1 2.2 11.3 105 0.234 1.57 0.74 26.7 2.6 11.6 120 0.267 2.01 0.97 27.4 3.0 11.8 135 0.301 2.50 1.22 28.1 3.3 12.2 150 0.334 3.03 1.51 28.9 3.7 12.5 165 0.368 3.62 1.8 29.8 4.1 12.9 180 0.401 4.25 2.2 30.8 4.4 13.3 FLOW Flow Pressure Pipe Fitting TDH Velocity TDH Headloss Headloss (GPM)(CFS)(FT)(FT)(FT)(FT/SEC)(PSI) 0 0.000 0.00 0.00 20.4 0.0 8.8 45 0.100 0.32 0.03 20.8 1.1 9.0 60 0.134 0.55 0.12 21.1 1.5 9.1 75 0.167 0.83 0.27 21.5 1.8 9.3 90 0.201 1.16 0.48 22.0 2.2 9.5 105 0.234 1.54 0.75 22.7 2.6 9.8 120 0.267 1.97 1.08 23.5 3.0 10.2 135 0.301 2.45 1.68 24.5 3.3 10.6 150 0.334 2.98 2.16 25.5 3.7 11.1 165 0.368 3.56 2.7 26.7 4.1 11.5 180 0.401 4.18 3.3 27.9 4.4 12.1 Nominal Diameter of Force Main Length of Force Main Highest Elevation in System Hazen Williams C (Force Main) Hazen Williams C (Yard Piping 1) Hazen Williams C (Yard Piping 2) Area of Force Main SYSTEM CURVE POINTS (Lowest Water Level, Max Elev Head) SYSTEM CURVE POINTS (Highest Water Level, Min Elev Head) K:\ORA_LDEV\194053016 - Rosemead Condos\Reports\Sewer\Lift Station\Pump Station Head Curve Calculator_Rosemead.xlsm_Hydraulic Calcs 4-inch Page 1 of 2 Calculation Sheet Kimley-Horn and Associates, Inc. Nominal Diameter of Force Main Length of Force Main Nominal Diameter of Yard Piping (1) Length of Yard Piping (1) Nominal Diameter of Yard Piping (2) 4.00 IN Length of Yard Piping (2) [| 0.00 FT Lowest Water Level 218.60 FT Highest Water Level 222.60 FT Highest Elevation in System 243.00 FT Hazen Williams C (Force Main) Hazen Williams C (Yard Piping 1) Hazen Williams C (Yard Piping 2) Unitless Area of Force Main 0.09 SF Area of Yard Piping (1) 0.09 SF Area of Yard Piping (2) 0.09 SF SYSTEM CURVE POINTS (Lowest Water Level, Max Elev Head) By: SLB Date: 07/18/24 Subject: Rosemead Condos Sewer Lift Station Checked: SW Date: 07/18/24 Job No.: 194053016 FLOW Flow Pressure Pipe Fitting TDH Velocity TDH Headloss Headloss (GPM) (CFS) (FT) (FT) (FT) (FT/SEC) (PSI) 0 0.000 0.00 0.00 24.4 0.0 10.6 45 0.100 0.33 0.14 24.9 1.1 10.8 60 0.134 0.56 0.24 252 1.5 10.9 75 0.167 0.84 0.38 25.6 1.8 11.1 90 0.201 1.18 0.54 26.1 2.2 11.3 105 0.234 1.57 0.74 26.7 26 11.6 120 0.267 2.01 0.97 27.4 3.0 11.8 135 0.301 2.50 1.22 28.1 33 12.2 150 0.334 3.03 1.51 28.9 3.7 12.5 165 0.368 3.62 18 29.8 4.1 12.9 180 0.401 4.25 2.2 30.8 4.4 13.3 SYSTEM CURVE POINTS (Highest Water Level, Min Elev Head) FLOW Flow Pressure Pipe Fitting TDH Velocity TDH Headloss Headloss (GPM) (CFS) (FT) (FT) (FT) (FT/SEC) (PSI) 0 0.000 0.00 0.00 204 0.0 8.8 45 0.100 0.32 0.03 20.8 1.1 9.0 60 0.134 0.55 0.12 21.1 1.5 9.1 75 0.167 0.83 0.27 215 1.8 9.3 90 0.201 1.16 0.48 22.0 2.2 9.5 105 0.234 1.54 0.75 227 26 9.8 120 0.267 1.97 1.08 235 3.0 10.2 135 0.301 2.45 1.68 245 33 10.6 150 0.334 2.98 2.16 255 3.7 11.1 165 0.368 3.56 27 26.7 4.1 11.5 180 0.401 4.18 33 27.9 4.4 12.1 KORA_L DEVA134053016 - Rosemead CondosiReporis\SewenLiftStation\Pump Station Head Curve Calculator_Rosemead xism_Hydraulic Gales 4-inch Page 1 of 2 Calculation Sheet Kimley-Horn and Associates, Inc. Nominal Diameter of Force Main Length of Force Main Nominal Diameter of Yard Piping (1) Length of Yard Piping (1) Nominal Diameter of Yard Piping (2) 4.00 IN Length of Yard Piping (2) BR 0.00 FT Lowest Water Level 218.60 FT Highest Water Level 222.60 FT Highest Elevation in System 243.00 FT Hazen Williams C (Force Main) Hazen Williams C (Yard Piping 1) Hazen Williams C (Yard Piping 2) Unitless Area of Force Main 0.09 SF Area of Yard Piping (1) 0.09 SF Area of Yard Piping (2) 0.09 SF SYSTEM CURVE POINTS (Lowest Water Level, Max Elev Head) By: SLB Date: 07/18/24 Subject: Rosemead Condos Sewer Lift Station Checked: SW Date: 07/18/24 Job No.: 194053016 FLOW Flow Pressure Pipe Fitting TDH Velocity TDH Headloss Headloss (GPM) (CFS) (FT) (FT) (FT) (FT/SEC) (PSI) 0 0.000 0.00 0.00 24.4 0.0 10.6 45 0.100 0.33 0.14 24.9 1.1 10.8 60 0.134 0.56 0.24 25.2 1.5 10.9 75 0.167 0.84 0.38 25.6 1.8 11.1 90 0.201 1.18 0.54 26.1 22 11.3 105 0.234 1.57 0.74 26.7 2.6 11.6 120 0.267 2.01 0.97 27.4 3.0 11.8 135 0.301 2.50 1.22 28.1 33 12.2 150 0.334 3.03 1.51 28.9 3.7 12.5 165 0.368 3.62 1.8 29.8 4.1 12.9 180 0.401 4.25 2.2 30.8 4.4 13.3 SYSTEM CURVE POINTS (Highest Water Level, Min Elev Head) FLOW Flow Pressure Pipe Fitting TDH Velocity TDH Headloss Headloss (GPM) (CFS) (FT) (FT) (FT) (FT/SEC) (PSI) 0 0.000 0.00 0.00 20.4 0.0 8.8 45 0.100 0.32 0.03 20.8 1.1 9.0 60 0.134 0.55 0.12 21.1 1.5 9.1 75 0.167 0.83 0.27 21.5 1.8 9.3 90 0.201 1.16 0.48 22.0 22 9.5 105 0.234 1.54 0.75 22.7 2.6 9.8 120 0.267 1.97 1.08 235 3.0 10.2 135 0.301 245 1.68 245 33 10.6 150 0.334 2.98 2.16 255 3.7 11.1 165 0.368 3.56 27 26.7 4.1 11.5 180 0.401 4.18 3.3 27.9 4.4 12.1 KORA_L DEVA134053016 - Rosemead CondosiReporis\SewenLiftStation\Pump Station Head Curve Calculator_Rosemead xism_Hydraulic Gales 4-inch Page 1 of 2 Calculation Sheet Kimley-Hom and Associates, Inc. By: SLB Date: 07/18/24 Checked: SW Date: 07/18/24 Nominal Diameter of Force MainLength of Force Main Nominal Diameter of Yard Piping (1) Length of Yard Piping (1) Nominal Diameter of Yard Piping (2) IN Length of Yard Piping (2) FT Lowest Water Level FT Highest Water Level FT Highest Elevation in System FT Hazen Williams C (Force Main) Hazen Williams C (Yard Piping 1) Hazen Williams C (Yard Piping 2) Subject: Rosemead Condos Job No: 184053016 Sewer Lift Station Area of Force Main 0.09 SF Area of Yard Piping (1) 0.09 SF Area of Yard Piping (2) 0.09 SF SYSTEM CURVE POINTS {Lowest Water Level, Max Elev Head) [FLOW Flow Pressure Pipe Fitting TOH Velocity TOH Headloss Headloss (GPM) (CFS) FT) Fn (FT) {FTISEC) (PS) 0 0000 000 000 244 00 106 5 0.100 033 014 249 11 108 60 0134 056 024 252 15 109 75 0.167 084 038 256 18 11 0 0201 118 054 261 22 13 105 0234 157 074 267 26 16 120 0.267 201 097 214 30 18 135 0301 250 122 281 33 122 150 0334 303 151 289 37 125 165 0.368 362 18 208 41 129 180 401 425 22 308 44 133 SYSTEM CURVE POINTS {Highest Water Level, Min Elev Head) FLOW Fiow Pressure Pipe Fifting TOH Velocity TOH Headloss Headloss (GPM) (CFS) Fn Fn Fn (FT/SEC) (PS) 0 0.000 000 000 204 00 88 5 0.100 [E>] 003 208 11 90 60 0.134 055 012 211 15 91 75 0.167 083 027 215 18 93[4 0201 1.16 048 20 22 95 105 0234 154 ars 27 26 98 120 0.267 197 108 235 30 102 135 0.301 245 168 245 33 106 150 0334 298 216 255 37 111 165 0.368 356 27 267 41 15 180 0.401 418 33 2189 44 121 wn S— mica ich Page 10f2ions oes Calculation Sheet Kimley-Horn and Associates, Inc. Flow 0.267 CFS How many pumps are operating? Velocity in Force Main 2.96 FPS 1 Velocity in Yard Piping (1)3.06 FPS Velocity in Yard Piping (2)3.06 FPS FITTING DIAMETER (IN)NUMBER IN SYS K V2/2G (FT) Hf=K*V 2/2G HL (FT) Entrance, Bellmouth 4 1 0.05 0.15 0.01 0.01 Cast 90-Deg Bend 4 3 0.25 0.15 0.04 0.11 Plug Valve 4 1 1 0.15 0.15 0.15 Swing Check Valve 4 1 2 0.15 0.29 0.29 Cast 45-Deg Bend 4 2 0.18 0.15 0.03 0.05 Wye, 45-Deg 4 1 0.5 0.15 0.07 0.07 Tee, Branch Flow 4 0.75 0.15 0.11 0.00 0.68 Exit 4 1 1 0.14 0.14 0.14 Cast 45-Deg Bend 4 2 0.18 0.14 0.02 0.05 Cast 90-Deg Bend 4 1 0.25 0.14 0.03 0.03 Wye, 45-Deg 4 1 0.5 0.14 0.07 0.07 Resiliant Seated Gate Valve 4 0.3 0.14 Cast 45-Deg Bend 4 0.18 0.14 4 0.14 4 0.14 4 0.14 4 0.14 4 0.14 4 0.14 4 0.14 0.29 Total Fitting Headloss 0.96 Fittings in Lift Station Fittingsin Force Main K:\ORA_LDEV\194053016 - Rosemead Condos\Reports\Sewer\Lift Station\Pump Station Head Curve Calculator_Rosemead.xlsm_Hydraulic Calcs 4-inch Page 2 of 2 Calculation Sheet Kimley-Horn and Associates, Inc. Flow 0.267 CFS How many pumps are operating? Velocity in Force Main 2.96 FPS 1 Velocity in Yard Piping (1) 3.06 FPS Velocity in Yard Piping (2) 3.06 FPS FITTING DIAMETER (IN) NUMBER IN SYS K V2G (FT) Hf=K*V/2G HL (FT) Entrance, Bellmouth 4 1 0.05 0.15 0.01 0.01 Cast 90-Deg Bend 4 3 0.25 0.15 0.04 0.11 Plug Valve 4 1 1 0.15 0.15 0.15 Swing Check Valve 4 1 2 0.15 0.29 0.29 5 Cast 45-Deg Bend 4 2 0.18 0.15 0.03 0.05 bE Wye, 45-Deg 4 1 0.5 0.15 0.07 0.07 z Tee, Branch Flow 4 0.75 0.15 0.11 0.00= £wnoEE[rn 0.68 Exit 4 1 1 0.14 0.14 0.14 Cast 45-Deg Bend 4 2 0.18 0.14 0.02 0.05 Cast 90-Deg Bend 4 1 0.25 0.14 0.03 0.03 Wye, 45-Deg 4 1 0.5 0.14 0.07 0.07 c Resiliant Seated Gate Val 4 0.3 0.14 5 Cast 45-Deg Bend 4 0.18 0.14 9 4 0.145° 4 0.14 £ 4 0.14 EL) a 0.14£ i£ 4 0.14 [ro 4 0.14 4 0.14 0.29 Total Fitting Headloss 0.96 KAORA| DEVV94053016 - Rosemead CondosiReporis!SewerLit StationPump Station Head Curve Calculator_Rosemead xism_Hydraulic Calcs 4-inch Page 2 of 2 Calculation Sheet Kimley-Horn and Associates, Inc. Flow 0.267 CFS How many pumps are operating? Velocity in Force Main 2.96 FPS 1 Velocity in Yard Piping (1) 3.06 FPS Velocity in Yard Piping (2) 3.06 FPS FITTING DIAMETER (IN) NUMBER IN SYS K V2G (FT) Hf=K*V/2G HL (FT) Entrance, Bellmouth 4 1 0.05 0.15 0.01 0.01 Cast 90-Deg Bend 4 3 0.25 0.15 0.04 0.11 Plug Valve 4 1 1 0.15 0.15 0.15 Swing Check Valve 4 1 2 0.15 0.29 0.29 5 Cast 45-Deg Bend 4 2 0.18 0.15 0.03 0.05 bE Wye, 45-Deg 4 1 0.5 0.15 0.07 0.07 z Tee, Branch Flow 4 0.75 0.15 0.11 0.00= £wo£E[rn 0.68 Exit 4 1 1 0.14 0.14 0.14 Cast 45-Deg Bend 4 2 0.18 0.14 0.02 0.05 Cast 90-Deg Bend 4 1 0.25 0.14 0.03 0.03 Wye, 45-Deg 4 1 0.5 0.14 0.07 0.07 c Resiliant Seated Gate Val 4 0.3 0.14 g Cast 45-Deg Bend 4 0.18 0.14 @ 4 0.148° 4 0.14 £ 4 0.14 EL) a 0.14£ i£ 4 0.14 [ro 4 0.14 4 0.14 0.29 Total Fitting Headloss 0.96 KAORA| DEVV94053016 - Rosemead CondosiReporis!SewerLit StationPump Station Head Curve Calculator_Rosemead xism_Hydraulic Calcs 4-inch Page 2 of 2 Calculation Sheet Fi t t i n g s in Li f t St a t i o n Fi t t i n g s in Fo r c e Ma i n Kimley-Hom and Associates, Inc. 0267 CFS How many pumps are operating? 29 PS 1 206 PS 306 FPS FITTING DIAMETER (IN) NUMBER IN SYS K V2G (FT) HEKV2G HL{FT) Entrance, Belimouth 4 1 005 015 001 001 Gast 90-Deg Bend 4 3 025 015 004 on Plug valve 4 1 1 015 015 015 Suing Check Valve 4 1 2 015 02 028 Gast 45-Deg Bend 4 2 018 015 003 005 ye, 45.Deg 4 1 05 015 007 007 Tee, Branch Flow 4 075 015 on 000 sa a m a a s a a a s a a a ions oes ey 014 014 014 014 014 014 014 014 Total Fitling Headloss_ 0.96 Page 20f2 D 6 FT HWL 222.60 FT LWL 218.60 FT Qp 120 GPM Qi 60 GPM A 28.27 SQ-FT V 845.97 Gallons Qi/Qp 0.5 Unitless t (cycle time)28.20 Min No. of Cycles 2.13 Cycles/Hour *cycle time is maximum when Qi is 0.5 Qp Circular Wet Well Input Output ݐ =ܸܳ௣ 11−ܳ௜ ܳ௣൘+1ܳ௜ܳ௣൘ Input D 6 FT HWL 222.60 FT LWL 218.60 FT Q 120 GPM Q 60 GPM Output A 28.27 SQ-FT V 845.97 Gallons Q/Q, 0.5 Unitless t (cycle time) 28.20 Min No. of Cycles 2.13 Cycles/Hour t _v-2 1 + 1 | 1-%0, “a, *cycle time is maximum when Qi is 0.5 Qp Input D 6 FT HWL 222.60 FT LWL 218.60 FT Q 120 GPM Q 60 GPM Output A 28.27 SQ-FT V 845.97 Gallons Q/Q, 0.5 Unitless t (cycle time) 28.20 Min No. of Cycles 2.13 Cycles/Hour t _v-2 1 + 1 | 1-%0, “a, *cycle time is maximum when Qi is 0.5 Qp Input D 6 FT HWL 222.60 FT LWL 218.60 FT Q, 120 GPM Q 60 GPM Output A 28.27 SQ-FT Vv 845.97 Gallons QQ, 05 Unitless t (cycle time} 28.20 Min No. of Cycles 2.13 Cycles/Hour PULA EE % =A “a, *cycle time is maximum when Qi is 0.5 Qp Page 9 kimley-horn.com 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 Appendix 2 Pump Information Kimley»Horn Page9 Appendix 2 Pump Information kimley-horn.com J 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 Kimley»Horn Page9 Appendix 2 Pump Information kimley-horn.com J 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 Kimley»Horn Page Appendix 2 Pump Information kimley-horn.com | 1100 W Town and Country Road Suite 700, O 74.0 - 7/1/2024 (Build 136) Program version Data version 7/18/2024 8:07 A7P7 User group(s) Xylem: USA - EXT 40 °C Patented self cleaning semi-open channel impeller, ideal for pumping in waste water applications. Modular based design with high adaptation grade. Head 465 152mm 63.1% 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 26 27 28 29 30 31 32 33 34 35 36 37 [ft] 0 100 200 300 400 500 600 700 [US g.p.m.] NP 3102 MT 3~ Adaptive 465 152 mm Number of blades 2 Technical specification P - Semi permanent, Wet Configuration 4 inch Impeller diameter 152 mm Discharge diameter 4 inch Motor number Installation type N3102.760 18-11-4AL-W 5hp Inlet diameter Maximum operating speed 1745 rpm Material Grey cast iron Stator housing material Curves according to: Pump information Discharge diameter 100 mm Impeller diameter Impeller Stainless steel Water, pure [100%],39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s Curve: ISO 9906 Max. fluid temperature Water, pure Nominal (mean) data shown. Under- and over-performance from this data should be expected due to standard manufacturing tolerances.Please consult your local Flygt representative for performance guarantees. Xylect-20343349 7/18/2024Last updateCreated on 7/18/2024 Created byProject Block NP 3102 MT 3~ Adaptive 465 Patented self cleaning semi-open channel impeller, ideal for pumping inwaste water applications. Modular based design with high FLYGT adaptation grade.a xylem brand Technical specification Curves according to: water, pure Water, pure [100%],39.2 °F,62.42 |b/ft?,1.6891E-5 ft? Head RL U PR S hd 631% 485 152m) ON W A R D ~N ® O W TTT TT TT TTT TT TT TT TT TTT TT TT TT TT 0 100 200 300 400 500 600 700 [USgpm] Curve: ISO 9906 Nominal (mean) data shown. Under- and over-performance from this data shouldbe expected due to standard manufacturing tolerances.Config uration Please consult your local Flygt representative for performance guarantees. Motor number Installation type N3102.760 18-11-4AL-W P - Semi permanent, Wet Shp Impeller diameter Discharge diameter 152 mm 4 inch Pump information Material Impeller diameter Impeller 152 mm Stainless steel Discharge diameter Stator housing material 4 inch Grey cast iron Inlet diameter 100 mm Maximum operating speed 1745 rpm Number of blades 2 Max. fluid temperature 40 °C Project Xylect-20343349 Created by Block Created on 7/18/2024 Last update 7/18/2024 Program version Data version User group(s) 74.0 - 71/2024 (Bulld 138) 7182024 807 A7TP7 Xylem: USA- EXT NP 3102 MT 3~ Adaptive 465 Patented self cleaning semi-open channel impeller, ideal for pumping inwaste water applications. Modular based design with high FLYGT adaptation grade.a xylem brand Technical specification Curves according to: water, pure Water, pure [100%],39.2 °F,62.42 |b/ft?,1.6891E-5 ft? Head RL U PR S hd 631% 485 152m) ON W A R D ~N ® O W TTT TT TT TTT TT TT TT TT TTT TT TT TT TT 0 100 200 300 400 500 600 700 [USgpm] Curve: ISO 9906 Nominal (mean) data shown. Under- and over-performance from this data shouldbe expected due to standard manufacturing tolerances.Config uration Please consult your local Flygt representative for performance guarantees. Motor number Installation type N3102.760 18-11-4AL-W P - Semi permanent, Wet Shp Impeller diameter Discharge diameter 152 mm 4 inch Pump information Material Impeller diameter Impeller 152 mm Stainless steel Discharge diameter Stator housing material 4 inch Grey cast iron Inlet diameter 100 mm Maximum operating speed 1745 rpm Number of blades 2 Max. fluid temperature 40 °C Project Xylect-20343349 Created by Block Created on 7/18/2024 Last update 7/18/2024 Program version Data version User group(s) 74.0 - 71/2024 (Bulld 138) 7182024 807 A7TP7 Xylem: USA- EXT NP 3102 MT 3~ Adaptive 465 Patented self cleaning semi-open channel impeller, Ideal for pumping In ‘waste water applications. Modular based design with high FLYGTadaptation grade.a xylem brand Technical specification Curves according to: Water, pure Water, pure [100%],39.2 °F,62.42 Ib/ft%,1.6891E-S ft} I= Hemar Be 11 3 13 HE E © 100 20 30 400 500 600 700 USgpm] Curve: 1509906. Noni! naar)datahowe, Under. ard crpercmance fom his dat shouldbe expected due to standard manufactuing tolerances.Configuration Pleas consultyour local Fiygt representativefor peromance guarantees. Motor number Installation type N3102.760 18-11-8AL-W P-Semi permanent, WetShe Impeller diameter Discharge diameter152 mm 4inch Pump information Material Impeller diameter Impeller 152 mm Stainless steel Discharge diameter Stator housing material 4inch Grey castiron Inlet diameter 100 mm Maximum operating speed 1745 rpm Number of blades 2 Max. fluid tempe ature s a0°c Project Nylect-20343349 Created byBlack Crestedon 7/18/2024 Lastupdate 7/18/2024 Progamversion [re ussite) 740. T2004(oka 13) saoas ar rer onsen. BT 74.0 - 7/1/2024 (Build 136) Program version Data version 7/18/2024 8:07 A7P7 User group(s) Xylem: USA - EXT NP 3102 MT 3~ Adaptive 465 Technical specification Motor - General Frequency Rated voltage Rated powerRated speed Rated current 230 V 5 hp1745 rpm 13 A 3~N3102.760 18-11-4AL-W 5hp Phases Total moment of inertia 0.636 lb ft² Power factor - 1/1 Load 0.83 0.77 0.67 85.3 % 85.9 % 84.5 % ATEX approved 60 Hz Number of poles 4 Stator variant 66 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 79 A 26.3 A S1 Starts per hour max. 30 No Version code 760 Motor number Xylect-20343349 7/18/2024Last updateCreated on 7/18/2024 Created byProject Block NP 3102 MT 3~ Adaptive 465 Technical specification a Motor - General a xylem brand Motor number Phases Rated speed Rated power N3102.760 18-11-4AL-W 3~ 1745 rpm 5 hp Shp ATEX approved Number of poles Rated current Stator variant No 4 13A 66 Frequency Rated voltage Insulation class Type of Duty 60 Hz 230V H S1 Version code 760 Motor - Technical Power factor - 1/1 Load Motor efficiency - 1/1 Load Total moment of inertia Starts per hour max. 0.83 85.3% 0.636 |b ft2 30 Power factor - 3/4 Load Motor efficiency - 3/4 Load Starting current, direct starting 0.77 85.9% 79A Power factor - 1/2 Load Motor efficiency - 1/2 Load Starting current, star-delta 0.67 84.5% 26.3A Project Xylect-20343349 Created by Block Created on 7/18/2024 Last update 7/18/2024 Program version Data version User group(s) 74.0 - 71/2024 (Bulld 138) 7182024 807 A7TP7 Xylem: USA- EXT NP 3102 MT 3~ Adaptive 465 Technical specification a Motor - General a xylem brand Motor number Phases Rated speed Rated power N3102.760 18-11-4AL-W 3~ 1745 rpm 5 hp Shp ATEX approved Number of poles Rated current Stator variant No 4 13A 66 Frequency Rated voltage Insulation class Type of Duty 60 Hz 230V H S1 Version code 760 Motor - Technical Power factor - 1/1 Load Motor efficiency - 1/1 Load Total moment of inertia Starts per hour max. 0.83 85.3% 0.636 |b ft2 30 Power factor - 3/4 Load Motor efficiency - 3/4 Load Starting current, direct starting 0.77 85.9% 79A Power factor - 1/2 Load Motor efficiency - 1/2 Load Starting current, star-delta 0.67 84.5% 26.3A Project Xylect-20343349 Created by Block Created on 7/18/2024 Last update 7/18/2024 Program version Data version User group(s) 74.0 - 71/2024 (Bulld 138) 7182024 807 A7TP7 Xylem: USA- EXT NP 3102 MT 3~ Adaptive 465 Technical specification rE Motor - General axylem brand Motor numbar Phases Rated spesd Rated power N3102.760 18-11 4ALW Ea 1745 pm ShpShp ATEX approved Number of poles Rated current Stator variant No 4 134 66 Frequancy Rated voltage Insulation class Type of Duty 50 Hz 230v H s1 Version code 760 Motor - Technical Power factor - 1/1 Load Motor efficiency - 1/1 Load Total momentof Inertia Starts par hour max. 083 85.3% 0.636 bf! 30 Power factor - 3/4 Load Motor efficiency - 3/4 Load Startingcurrant,diract starting 077 85.9% 794 Power factor - 1/2 Load Motor efficiency - 1/2 Load Starting current, star-dakta 0.67 84.5% 26.34 Project Xylect-20343349 Created by Block Created on 7/18/2024 Last update 7/18/2024 Frogameosion Ossi Uno) Toa Tana 130) oatuasar er von. or 74.0 - 7/1/2024 (Build 136) Program version Data version 7/18/2024 8:07 A7P7 User group(s) Xylem: USA - EXT NP 3102 MT 3~ Adaptive 465 Performance curve Duty point 29.7 ft118 US g.p.m. HeadFlow Curves according to: Head Overall Efficiency Efficiency Power input P1 Shaft power P2 NPSHR-values 465 152mm 63.1% 29.7 ft 38 % 29.1 % 2.32 hp 14.7 ft 118 US g.p.m. 3.03 hp 465 152mm 29.7 ft 38 % 29.1 % 2.32 hp 14.7 ft 118 US g.p.m. 3.03 hp 465 152mm 29.7 ft 38 % 29.1 % 2.32 hp 14.7 ft 118 US g.p.m. 3.03 hp 465 152mm (P2) 29.7 ft 38 % 29.1 % 2.32 hp 14.7 ft 118 US g.p.m. 3.03 hp 465 152mm (P1) 29.7 ft 38 % 29.1 % 2.32 hp 14.7 ft 118 US g.p.m. 3.03 hp 465 152mm 29.7 ft 38 % 29.1 % 2.32 hp 14.7 ft 118 US g.p.m. 3.03 hp 0 1 2 34 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 2930 31 32 33 34 35 36 37[ft] 0 10 20 30 40 50 [%] 1.6 2.0 2.4 2.8 3.2 [hp] 12 14 16 18 20 22 [ft] 0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 [US g.p.m.] Water, pure [100%],39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s Curve: ISO 9906 Water, pure Xylect-20343349 7/18/2024Last updateCreated on 7/18/20247/18/2024 Nominal (mean) data shown. Under- and over-performance from this data should be expected due to standard manufacturing tolerances.Please consult your local Flygt representative for performance guarantees. NP 3102 MT 3~ Adaptive 465 Performance curve FLYGT Duty point a xylem brand Flow Head 118 US g.p.m. 29.7ft Curves according to: Water, purdVater, pure [100%],39.2 °F,62.42 Ib/ft?,1.6891E-5 ft*/s Pead |3 ~ 465 152mm Overall Efficiency Efficiency, Le T—(9% Ewer input Pt I ER —465 152mm (P1) aft power P25 Tn «hy 3.03 hp||—465 152mm (P2) |\No n © » © IN= 11 ] NPSHR-values .465 152mm22 [\ S ] [= =@ =>»ll LL — Fy 7 fi [=rs 118 US gp.m. | T 0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 [US gpm]Nominal (mean) data shown. Under- and over-performance from this data should be expected due to standard manufacturing tolerances.Please consult your local Flygt representative for performance guarantees. Curve: ISO 9906 Xylect-20343349 =9 Created on 7/18/2024 Last update 7/18/2024 Program version Data version User group(s) 74.0 - 71/2024 (Bulld 138) 7182024 807 A7TP7 Xylem: USA- EXT NP 3102 MT 3~ Adaptive 465 Performance curve FLYGT Duty point a xylem brand Flow Head 118 US g.p.m. 29.7ft Curves according to: Water, purdVater, pure [100%],39.2 °F,62.42 Ib/ft?,1.6891E-5 ft*/s Pead |3 ~ 465 152mm Overall Efficiency Efficiency, Le T—(9% Ewer input Pt I ER —465 152mm (P1) aft power P25 Tn «hy 3.03 hp||—465 152mm (P2) |\No n © » © IN= 11 ] NPSHR-values .465 152mm22 [\ S ] [= =@ =>»ll LL — Fy 7 fi [=rs 118 US gp.m. | T 0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 [US gpm]Nominal (mean) data shown. Under- and over-performance from this data should be expected due to standard manufacturing tolerances.Please consult your local Flygt representative for performance guarantees. Curve: ISO 9906 Xylect-20343349 =9 Created on 7/18/2024 Last update 7/18/2024 Program version Data version User group(s) 74.0 - 71/2024 (Bulld 138) 7182024 807 A7TP7 Xylem: USA- EXT NP 3102 MT 3~ Adaptive 465 Performance curve rE Duty point a xylem brand Flow Head 118US g.p.m. 29.7 Curves according to: Water, purdWater, pure [100%],39.2 °F,62.42 Ib/fe%,1.6891E-5 ffs BE L 5 8 5 3 hi i BE R S 33 i] 103 * 65 520m Ouaral EffciencyEfficiency Power InpitP1 65 152mm (P1)[hol-{ Shaftpower P2. : T B 265 f—] — — e— EEE MNPSHR GIES H PE] : = = H1a71] 123 Tiss gem. . - : : - i = i Soe lB ie Eo ——sonEhot tnt Sentooe 0 Usgom Nylect-20343349 Createdon 7/18/2024 Lastupdate 7/18/2024 Progamversion [re ussite) 740. T2004(oka 13) saoas ar rer onsen. BT 74.0 - 7/1/2024 (Build 136) Program version Data version 7/18/2024 8:07 A7P7 User group(s) Xylem: USA - EXT US g.p.m. Pumps /Flow Head Shaft power Flow Head Shaft power Hydr.eff.Spec. Energy NPSHre Systems 1 118 29.7 2.32 118 29.7 2.32 38 %321 14.7 US g.p.m. NP 3102 MT 3~ Adaptive 465 Duty Analysis Curves according to:Water, pure [100%] ; 39.2°F; 62.42lb/ft³; 1.6891E-5ft²/s Head 465 152mm 63.1% 29.7 ft 118 US g.p.m.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 26 27 28 29 30 31 32 33 34 35 36 37 [ft] 0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750[US g.p.m.] Operating characteristics kWh/US MGfthpUS g.p.m.f t hp ft Nominal (mean) data shown. Under- and over-performance from this data should be expected due to standard manufacturing tolerances. Please consult your local Flygt representative for performance guarantees. Xylect-20343349 7/18/2024Last updateCreated on 7/18/2024 Created byProject Block NP 3102 MT 3~ Adaptive 465 Duty Analysis Curves according to: a a xylem brand Water, pure [100%] ; 39.2°F; 62.42Ib/ft%; 1.6891E-5ft%/s Head [4 => 120.7 ft RX OW O - = 2 N W Nn ~N [6 ] w nN NN N R N R N R N D N ® W N N WW W o = +» ~N 63.1%\_ aA a N W A O O O N © JE GE GT QO IE IE Qi Qi GE § 465 152mm | 118 USgpm |O= _ 2 N W h A O O O D N ® O O 0 50 100 150 +390 250 300 350 400 450Nominal {mean) data shown. Under-Please consult your local Flygt representative for performance Operating characteristics guarantees. 500 550 600 650 700 750[US g.p.m]over-performance from this data should be expected due to standard manufacturing tolerances. Pumps / Flow Head Shaft power Flow Head Shaft power Hydr.eff. Spec. Energy NPSHre Systems US g.p.m. ft hp US g.p.m. ft hp kWh/US MG ft 1 118 29.7 2.32 118 29.7 2.32 38% 321 14.7 Project Created by Block Xylect-20343349 Created on 7/18/2024 Last update 7/18/2024 Program version Data version User group(s) 74.0 - 7112024 (Bulld 136) 7H812024 807 ATPT Xylem: USA- EXT NP 3102 MT 3~ Adaptive 465 Duty Analysis Curves according to: a a xylem brand Water, pure [100%] ; 39.2°F; 62.42Ib/ft%; 1.6891E-5ft%/s Head [4 => 120.7 ft RX OW O - = 2 N W Nn ~N [6 ] w nN NN N R N R N R N D N ® W N N WW W o = +» ~N 63.1%\_ aA a N W A O O O N © JE GE GT QO IE IE Qi Qi GE § 465 152mm | 118 USgpm |O= _ 2 N W h A O O O D N ® O O 0 50 100 150 +390 250 300 350 400 450Nominal {mean) data shown. Under-Please consult your local Flygt representative for performance Operating characteristics guarantees. 500 550 600 650 700 750[US g.p.m]over-performance from this data should be expected due to standard manufacturing tolerances. Pumps / Flow Head Shaft power Flow Head Shaft power Hydr.eff. Spec. Energy NPSHre Systems US g.p.m. ft hp US g.p.m. ft hp kWh/US MG ft 1 118 29.7 2.32 118 29.7 2.32 38% 321 14.7 Project Created by Block Xylect-20343349 Created on 7/18/2024 Last update 7/18/2024 Program version Data version User group(s) 74.0 - 7112024 (Bulld 136) 7H812024 807 ATPT Xylem: USA- EXT NP 3102 MT 3~ Adaptive 465 Duty Analysis Curves according to: rag axylem brand Water, pure [100%] ; 39.2°F; 62.42Ib/R; 1.6891E-5/%/s {2071 63.0% Nags 52mm Ca m w a O D ~ N ® | 118 Us gpm |TQ 50 100 150Norrinal {inear) data shown.Under-RCs oan gtresseootanesbr aemants Operating characteristics L200 250 300. 350 400 280.500 S50 "1 ao S50mance from this data should be expecteddueguarantees 700 750[US gpm] Pumps / Flow Head Shoft power Flow Head Shaft power Hydeft, Specbnersy MeSHreFem Usgpm it he usgpm ft hp KWIUS MG ft 1 118 297 232 118 297 232 38% 321 147 Project Created by Block Xylect 20343349 Crestedon 7/18/2024 Last update 7/18/2028 [e— oan Ueagonte Ta mama Tasatsenir or spelen xt 74.0 - 7/1/2024 (Build 136) Program version Data version 7/18/2024 8:07 A7P7 User group(s) Xylem: USA - EXT Head Overall Efficiency Efficiency Pow er input P1 Shaft pow er P2 NPSHR-values 465 152mm 63.1% 465 152mm465 152mm 465 152mm (P2) 465 152mm (P1) 465 152mm 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 [ft] 0 10 20 30 40 50 [%] 1.6 2.0 2.4 2.8 3.2 [hp] 12 14 16 18 20 22 [ft] 0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750[US g.p.m.] NP 3102 MT 3~ Adaptive 465 VFD Curve Curves according to:,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s Curve: ISO 9906 Water, pure Xylect-20343349 7/18/2024Last updateCreated on 7/18/2024 Created byProject Block Nominal (mean) data shown. Under- and over-performance from this data should be expected due to standard manufacturing tolerances.Please consult your local Flygt representative for performance guarantees. NP 3102 MT 3~ Adaptive 465 VFD Curve FINGE a xylem brand Curves according to: Water, pure,39.2 °F,62.42 Ib/ft},1.6891E-5 ft¥/s ==TTHead wD ® JN woO nNo] NN ) [e nNHB JN nNo 14 _o oy EN 465 152mm N —© FF FF FF FF A ov fo ) =Q [%] Overall Efficiency Efficiency L—] ~~ Pow er|input A SS S— 465 152mm (P1)[hpl-Shaft power F2 — — 165 152mm (P2)0 = NN NI DO bh C Ll [ft NPSHR-values 465 152mm S} N N)oO | —_ [e + ] _[= > ] ENBN | _No ) 100 150 200 250 300 350 400 450 500 550 600 650 700 750[USg.p.m]Nominal (mean) data shown. Under- and over-performance from this data should be expected due to standard manufacturing tolerances. Curve: ISO 9906Please consult your local Flygt representative for performance guarantees. Project Xylect-20343349 Created by Block Created on 7/18/2024 Last update 7/18/2024 Program version Data version User group(s) 74.0 - 71/2024 (Bulld 138) 7182024 807 A7TP7 Xylem: USA- EXT NP 3102 MT 3~ Adaptive 465 VFD Curve FINGE a xylem brand Curves according to: Water, pure,39.2 °F,62.42 Ib/ft},1.6891E-5 ft¥/s ==TTHead wD ® JN woO nNo] NN ) [e nNHB JN nNo 14 _o oy EN 465 152mm N —© FF FF FF FF A ov fo ) =Q [%] Overall Efficiency Efficiency L—] ~~ Pow er|input A SS S— 465 152mm (P1)[hpl-Shaft power F2 — — 165 152mm (P2)0 = NN NI DO bh C Ll [ft NPSHR-values 465 152mm S} N N)oO | —_ [e + ] _[= > ] ENBN | _No ) 100 150 200 250 300 350 400 450 500 550 600 650 700 750[USg.p.m]Nominal (mean) data shown. Under- and over-performance from this data should be expected due to standard manufacturing tolerances. Curve: ISO 9906Please consult your local Flygt representative for performance guarantees. Project Xylect-20343349 Created by Block Created on 7/18/2024 Last update 7/18/2024 Program version Data version User group(s) 74.0 - 71/2024 (Bulld 138) 7182024 807 A7TP7 Xylem: USA- EXT NP 3102 MT 3~ Adaptive 465 VFD Curve rE a xylem brand Curves according to: Water, pure,39.2 °F,62.42 [b/ft%, 1.6891€-5 fs [WER FOF [465 152mm AE Overal Hficiency I———— Efficiency LT | _ Power] input Ft I B— 152mm (P1)[hel rsratt power Pz |32 28 Lt 152mm (P2) 24 20 6: NPSHRvalues |-465 152mm 20 18 16 14 12 [+] 50 100 150 200 250 300 350 400 450 500 550 800 ee650 700 750[USgpm]orn msn) gta shen ic and ir pecoarcfn is das hudbo Spaced io 1 Sarr manveciuing@ ve: 1509906Plaase consult Your Iocal Fit Rpresontathefor pafomanceQuaraniass. Project Nylect-20343349 Created by Block Createdon 7/18/2024 Lastupdate 7/18/2024 Progamversion [re ussite) 740. T2004(oka 13) saoas ar rer onsen. BT 74.0 - 7/1/2024 (Build 136) Program version Data version 7/18/2024 8:07 A7P7 User group(s) Xylem: USA - EXT Head 465 152mm 63.1% 29.7 ft 118 US g.p.m.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 26 27 28 29 30 31 32 33 34 35 36 37 [ft] 0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750[US g.p.m.] 1 NP 3102 MT 3~ Adaptive 465 VFD Analysis Curves according to:Water, pure [100%] ; 39.2°F; 62.42lb/ft³; 1.6891E-5ft²/s ft Pumps /Frequency Flow Head Shaft power Flow Head Shaft power Hydr.eff.Specific energy NPSHreSystems 1 60 Hz 118 29.7 2.32 118 29.7 2.32 38 %321 14.7 ft Operating Characteristics kWh/US MGUS g.p.m.ft hp US g.p.m.hp ft Water, pure [100%] ; 39.2°F; 62.42lb/ft³; 1.6891E-5ft²/s Nominal (mean) data shown. Under- and over-performance from this data should be expected due to standard manufacturing tolerances.Please consult your local Flygt representative for performance guarantees. Xylect-20343349 7/18/2024Last updateCreated on 7/18/2024 Created byProject Block Pumps/ NP 3102 MT 3~ Adaptive 465 VFD Analysis Curves according to: a a xylem brand Water, pure [100%] ; 39.2°F; 62.421b/ft3; 1.6891E-5ft3/s [ft]{Head 34 1297 ft nN »D ~N NN ) NNHO — I —_ — — No N = NW N nNoO1 _[e o ] 63. [e + ] 1h L — — — —_ ~ »1h [¢ ) ] hi n —_ iN >]11 1 — pn S| —_ [&1 —N —_—_ —_ —] t— | Tr — | /465 152mm// O= _ 2 N W k O o O N ® O O | 118 US g.p.m. | 100 150 200 250 3000 50 350 400 450 500 550 600 650 700 750[US g.p.m]Nominal {mean) data shown. Under- and over-performance from this data should be expected due to standard manufacturing tolerances.Please consult your local Flygtrepresentative for performance guarantees.Operating Characteristics Frequency Flow Head Shaft powerSystemsUSg.p.m ft hp USg.pm Flow Head NPSHre ft Shaft power hp Hydr.eff. Spedfic energy KRAMWUS MG 1 60 Hz 118 29.7 2.32 Project Xylect-20343349 Block 118 29.7 Created by Created on 7/18/2024 2.32 38% 321 14.7 Last update 7/18/2024 Program version 74.0 - 71/2024 (Bulld 138) Data version 7182024 807 A7TP7 User group(s) Xylem: USA- EXT Pumps/ NP 3102 MT 3~ Adaptive 465 VFD Analysis Curves according to: a a xylem brand Water, pure [100%] ; 39.2°F; 62.421b/ft3; 1.6891E-5ft3/s [ft]{Head 34 1297 ft nN »D ~N NN ) NNHO — I —_ — — No N = NW N nNoO1 _[e o ] 63. [e + ] 1h L — — — —_ ~ »1h [¢ ) ] hi n —_ iN >]11 1 — pn S| —_ [&1 —N —_—_ —_ —] t— | Tr — | /465 152mm// O= _ 2 N W k O o O N ® O O | 118 US g.p.m. | 100 150 200 250 3000 50 350 400 450 500 550 600 650 700 750[US g.p.m]Nominal {mean) data shown. Under- and over-performance from this data should be expected due to standard manufacturing tolerances.Please consult your local Flygtrepresentative for performance guarantees.Operating Characteristics Frequency Flow Head Shaft powerSystemsUSg.p.m ft hp USg.pm Flow Head NPSHre ft Shaft power hp Hydr.eff. Spedfic energy KRAMWUS MG 1 60 Hz 118 29.7 2.32 Project Xylect-20343349 Block 118 29.7 Created by Created on 7/18/2024 2.32 38% 321 14.7 Last update 7/18/2024 Program version 74.0 - 71/2024 (Bulld 138) Data version 7182024 807 A7TP7 User group(s) Xylem: USA- EXT NP 3102 MT 3~ Adaptive 465 VFD Analysis Fog axylem brand Curves according to: Water, pure [100%] ; 39.2°F; 62.42Ib/f; 1.6891E ft/s[fil 3Head 1 {20.711] LE Mss 152mm [118us gpm]r T[1] 50 100 150 200 250 300 350 400 450 500 550 600Nominal (mean) data shown. Under- and owr-perfornance from his data should be expected dus to standard manufacturing tolerances.Please consult Your cal Fiygt epresertative for parfonmanc gecanioes.Operating Characterist 650 700 750[USg.p.m] Puws/ Froqmeey Flow Haad Shatt powar Flow Hasd Shaft powar Hydeaif, Spode anargy NPshra5rem usgpm Li] ho USgpm Li Li] RAVUSMG I 1 60 Hr 18 29.7 2.32 18 29.7 232 38% 321 14.7 Project Xylect-20343349 Created by Block Crestedon 7/18/2024 Last update 7/18/2024 Frogameosion Ossi Uno) 740. T2004(oka 13) saoas ar rer onsen. BT 74.0 - 7/1/2024 (Build 136) Program version Data version 7/18/2024 8:07 A7P7 User group(s) Xylem: USA - EXT NP 3102 MT 3~ Adaptive 465 Dimensional drawing * Only applicable for intermittent duty. Consult the IOM for more info. Weight Pump Disch lbs 240 80ZZ Outlet center line Ø13 16 (4x) Z Z Min water level* Ø4" Scale Date RevisionDrawing number Suctioninlet Pump inlet Pump outlet DischargeoutletNP3102MT 060,070,160,190,760,770,900,910,920,930,960,970 Ø4" Ø4"1:10 240627 6602300 5 VIEW 371 16 71 16 638 71116 7116 55° 73 16 458 261 4 7 8 778 913 16 211 16 31516 Ref. line 314 24516 1 2 1534 13" 1014 913 16 49 16 33 8 1715 16 13 16 1513 16 2" Guide bar 7 8 Xylect-20343349 7/18/2024Last updateCreated on 7/18/2024 Created byProject Block NP 3102 MT 3~ Adaptive 465 Dimensional drawing FINGE a xylem brand ©I © legR ®5orfwpl aN = HF ~~ Ed [ele]iy | * Onlyapplicableferintemitiert dy. y a Re CareutteIOMfar moreno. | + | 2 gis+ .%€ Weight | Purp | Disch 8 VIEW [Z]— ® bs | 20 | ®° | | | [e——— sn ow= NP 13102 | MT Pvatge| 1:10 240627 E0070,160,1078077000910 0 BBAT0 ewin 6602300 5 inlet Project Xylect-20343349 Created by Block Created on 7/18/2024 Last update 7/18/2024 Program version Data version User group(s) 74.0 - 71/2024 (Bulld 138) 7182024 807 A7TP7 Xylem: USA- EXT NP 3102 MT 3~ Adaptive 465 Dimensional drawing FINGE a xylem brand ©I © ©R ®5orfwpl aN = HF ~~ Ed [ele]iy | * Onlyapplicableferintemitiert dy. y a Re CareutteIOMfar moreno. | + | 2 gis+ .%€ Weight | Purp | Disch 8 VIEW [Z]— ® bs | 20 | ®° | | | [e——— sn ow= NP 13102 | MT Pvatge| 1:10 240627 E0070,160,1078077000900 BBAT0 fwin 6602300 5 inlet Project Xylect-20343349 Created by Block Created on 7/18/2024 Last update 7/18/2024 Program version Data version User group(s) 74.0 - 71/2024 (Bulld 138) 7182024 807 A7TP7 Xylem: USA- EXT NP 3102 MT 3~ Adaptive 465 Dimensional drawing rE axylem brand 4[I= zie [[] | 9 LL oor 16 FH| Hl Se =r g E \. Bi or. | | H PeCJ Sl 1 b)- Z f| Ht ow do 1 iw Sm| | {ta E Véigt | Arp | Dish8 vew [Z]— (2) Gl Bs | 20 | ©ko 3 Ww Joe] wr] Emr Paes 8 = i Project Xylect-20343349 Created by Block Created on 7/18/2024 Last.update 7/18/2024 J— J— — 740. T2004(oka 13)sane rer onsen. BT Page 10 kimley-horn.com 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 Appendix 3 Aerial of Project Area and Existing & Proposed Sewer Lines Kimley»Horn Page 10 Appendix 3 Aerial of Project Area and Existing & Proposed Sewer Lines kimley-horn.com J 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 Kimley»Horn Page 10 Appendix 3 Aerial of Project Area and Existing & Proposed Sewer Lines kimley-horn.com J 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 Kimley»Horn Page 10 Appendix 3 Aerial of Project Area and Existing & Proposed Sewer Lines kimley-horn.com | 1100 W Town and Country Road Suite 700, O 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10x40 10x4010x40 10x4010x40 10x4010x40 10x40 10x40 10x4010x40 10x4010x40 10x4010x40 10x40 10x40 10x4010x40 10x4010x40 10x4010x40 10x4010x40 10x40 10x40 10x4010x40 10x4010x40 10x4010x40 10x4010x40 10x40 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 10 x 4 0 20x20 20x20 20x20 20x20 20x20 20x20 20x20 20x20 20x20 20x20 20x20 20x20 20x20 20x20 20x20 20x20 20x20 20x20 20x20 20x20 20x20 20x20 20x20 20x20 20x20 20x20 20x20 20x20 20x20 20x20 20x20 20x20 20x20 20x20 20x20 20 x 2 0 20 x 2 0 20 x 2 0 20 x 2 0 20 x 2 0 20 x 2 0 20x20 20x20 20x20 20x20 20x20 20x20 20x20 20x20 20x20 20x20 20x20 20x20 20 x 2 0 20 x 2 0 20 x 2 0 20 x 2 0 20 x 2 0 20 x 2 0 20 x 2 0 20 x 2 0 20 x 2 0 20 x 2 0 20 x 2 0 20 x 2 0 20 x 2 0 20 x 2 0 20 x 2 0 20 x 2 0 20 x 2 0 20 x 2 0 20 x 2 0 20 x 2 0 20 x 2 0 20 x 2 0 20 x 2 0 20 x 2 0 20 x 2 0 20 x 2 0 20 x 2 0 20 x 2 0 20 x 2 0 20 x 2 0 WA L N U T G R O V E A V E YARROW STREET 245245 250 246 247 248 249 251 245 250 241242243244246247248249251252253 236 236237 237 237 237237 238239 2 5 0 2 4 6 246 2 4 7 2 4 8 2 4 9 23 3 23 3 ROSEMEAD CONDOS 1515 WALNUT GROVE AVE PREPARED FOR LEWIS MANAGEMENT CORP.Know what's before you dig.below.Call 811 R © NO T F O R CO N S T R U C T I O N NORTH LEGEND NORTH SS SS SS EXISTING & PROPOSED SEWER AERIAL EXHIBIT 1 VICINITY MAP NOT TO SCALE 60 ROSEMEAD CONDOS 11495 IMPERIAL HIGHWAY, NORWALK, CA 90650 K: \O R A _ L D E V \ 1 9 4 0 5 3 0 1 6 — Ro s e m e a d Co n d o s \ C A D \ E x h i b i t s \ E X H I B — 03 — Pr o p s o e d Se w e r . d w g Th i s do c u m e n t , to g e t h e r wi t h th e co n c e p t s an d de s i g n s pr e s e n t e d he r e l n , am an In s t r u m e n t of se r v i c e , la In t e n d e d on l y fo r th e sp e c i f i c pu r p o s e an d cl l e n t fo r wh i c h It wa s pr e p a r e d . Re u s e of an d Im p r o p e r re l l a n c e on th l s do c u m e n t wi t h o u t wr i t t e n au t h o r i z a t i o n an d ad a p t a t i o n by Ki m l e y — H o m an d As s o c l a t e s , In c . sh a l l be wi t h o u t ll a b l i i t y to Ki m l e y — H o m an d As s o c l a t e s , In c . Ap r i l 07 , 20 2 5 07 : 4 6 : 3 3 p m La y o u t : UT I L I T Y PL A N Sh e e t Se t : K h a Pl o t t e d By : P a c h e c o , Jo r g e | ! ! 7 4 4 TT TTT ee — TT — em | | |I A AA A Pte - : J RARER BRT ROSEMEAD CONDOS————T_ — I~ p , , —__ _ mm] | \ \ \ / 1 \ | | 11495 IMPERIAL HIGHWAY, NORWALK, CA 90650J as PE TTT — es meee oo _ IN “I rm oS Pe TTT Te 1 AN | WN [| | | | | LEGEND VICINITY MAPaeTT an aT mm ae NE Se RNC 1 1 UE TN Ta —————_ > mre ea Te — — — _—__——————— = = -~ ~~ IN TT / L/ —— — — —— PROPERTY LINE | — r — - T N IH \ / ——— — —— CENTERLINE STE| _ _ T= | === === f==1 =z] EE \ / yo! I em em mm — EASEMENT LINE EF T 7] BUILDING 1 nil — = Ep R—— — i ss EXISTING SANITARY SEWER PIPE TO BE ANALYZED 7 DN| 1 =r —] - | I===C==g a | .: A —44 H 5575 SF IO I H — = SE ss EXISTING 15” COUNTY TRUNK LINE \NorTH / | yh 7] Lo | == = Te| KA EATER] A [BUILDING 2 BUILDING 3 lIBUILDING 4 BUILDING 5} ss PROPOSED SANITARY SEWER PIPE ~~ J AWAY WANA WAIN u - bh Me =a ~=23 \ * PROPOSED CLEANOUT ~~ NOT TO SCALE= LALA LALA EALA]L 8,565 SF 4,700 SF @ lf 4,105 SF 4,105 SF {i @ BUILDING 6 LY PROPOSED SEWER MANHOLE— = 5 = 5_ — —"1 ss | a IC=~ == f==o =z fe \.w = i -_ EH] TYP. 1 = s _ —= _—=3| : — \ B — === i f==2 ==J J! L- [oe - \. | WANE AWAWA AWA) - — 1 1 CT [ettCo \ / \ | \/ 3 T — on ws | oe \ 00x 0x20 = NE . rm — — = il [| O BUILDING 7 8 ] PROP. B” PVC sewer — = 8 = . EA IS RE SUN| PROPERTY “N ] = LT [ I N | | i 2 4 - U] CN[9 PROP. SS MANHOLE| | — — re r— i PROP. B" PVC \ ss os ™ Ng CD > | | - I L® ss BV a |bo L541 ri[BUIDING 8 | | | | Lu | | Ah | £¥N 5,750 SF ne ¥ TT] ALN > l 103 AWA Bana n EAR & fa mes (@)| | [RYE FRYRY FRYRY FRYE @ PU HN -= || Ieee BUILDI To-Co 0d~—— SS SS| Tors —— O2) M0 Rat =[i Se N EN — I pp I pr [ 1 — IY [4 = = PE S (Cm — TIVTIvIvT TT TT Tv vIvy 3050 :ROE I (YRVA RYAVE RVAVE RYAYE Its ss BUILDING 16 =—— RA Nd = | pdITT / JS Vol Yoo! ood! Youd! ooo! = BUILDING 131 HTs | FIA TIBULDING SE . . 5,400 SF 3N= — Ti] | =d <=2 5,400 SF | = = = Be =="==3 <L ] 5,750 SF =z] a V7 v7 7 viva] v7 -| : = om 1 u u |v | vH ——o =i < ! PROP. 8" PVC SEWER ————_.| BUILDING 19]1Y / = ene- i ’ TYP. { IVT YT —— pr. | _ \| 5410 SFL I E==C==1 p— po— fr Sox30 V y U CEa | =z A Ra 100 | = 10x40 Fa 10:60) Jove o Sea C= | | CI [BUILDING 101 HB] <=Z uOY RsSOY Ry SOS TER T _ | i 1 | eal 2:790 SEL py | <=3 o oe . —1/4) nnfnnfnn|nnly<z7 rN EE 1] Et [AAYIRY FERYARY FARYARY FARYARY FARYAR 20:20 * M~— ™—_3l [Fy ey | 00] Joo | iowo] fue | Toxo | Jose | 10x00 [mer] a _p- - = | mi i i =——r—tt i J ? M-—7 -—2 P= =<Z 9 A A i i ) A \ | = ss ss ss nA (BUILDING 20051 | ny I | | fo ~—_% Se Ly [Ly] TH RN Ten 3| i = — 3 ES ——d T= A 5,410 SF A A I-= —_— «\ 1 = T=3 \— —~_ 2 > _ — I [AY AYE FAY HAY HAW BA! 1h — 2\ | inl evi kid i J e==e==t Cit 1 [| . sf fea dia fen cl ) % {BUILDING 22> J V (YE RY, \ \/ \ Vi / J BUILDING 17 BUILDING 18 o 5400 SF } ~ x0 x20 x20 0x20 SS SS S$ ! }Lo ! I HL EIT 31 . 5,400 SF 5,400 SF ; |,PROP. 8° PVC SEWER I= = ! |/ Pp pd [— al I==—=7 g=— == Bs Me M™~_3 \ A NLT | J L750 SF = go o==r==3 Fm IA To [ite [7] | fi oYYARROW STREET | = | —r— = | 3ULDING 21 EE -E] i==2==1 6,700 SF |4 NE bo ! — Tr T= T=} |EPI > T | I | [m== m= fw <= V ry v Fy ! = [- | ~ Sn Tem BUILDING 124 a vw 1 Hd oa ' | \ A — = NE = O | SN 5,750 SF \_ | | | | | | | | | | J PROP. SS MANHOLE \- Se NATAN 2 EC ™. . “eo __ Sn LaLd LAL SS SS SS yi Ss SS SS SS Sanu ~ AN h EN | PROP. 8” PVC “7 \ PROP. SS MANHOLE PROP. 8° PVC SEWER PROP. 8" PVC SEWER CD C7 ! | Rk To RN | S—ss s5 —Nss 4 hs - F. Vi— ~ | Ny NS | | | Liod — 73 | 12" STORM DRAIN EASEMENT |RO 2 ! byIN \ IN iANRY \ olLy “A | —— 14] ~ LO r TNe 0N NRE oo \ SNR NNN248 | NE i [AN 2N [9] BN \ : 4 N\ | \ [9] \ Ire \ poEX. 15" COUNTY TRUNK LINE N\ \"BN ~ Zz \i \ } \ | \ 3 \ENJ 7 NNo% GRAPHIC SCALE IN FEET 0 15 30 60 SCALE 1” = 30° WHEN PRINTED FULL SIZE 30" X 42 KHA PROJECTKimley»Horn |... RosEmEADconpos SHEET NUMBER EXISTING & PROPOSED9g SORE AS SHOWN 1515 WALNUT GROVE AVE 1 © 2025 KIMLEY—HORN AND ASSOCIATES, INC. PREPARED FOR 1100 W TOWN AND COUNTRY ROAD,SUITE 700, DESIGNED BY SP SEWER AERIAL EXHIBITORANGE, CA 92868 DRAWN BY SE) LEWIS MANAGEMENT CORP.Knowwhats bolow. PHONE: 714-839-1030 FAX: 714-938-9488Call 811before you dig. No. REVISIONS DATE BY WWW. KIMLEY—HORN.COM CHECKED BY ML | ROSEMEAD CA Page 11 kimley-horn.com 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 Appendix 4 LA County Public Works: Loading by Occupancy Kimley»Horn Page 11 Appendix 4 LA County Public Works: Loading by Occupancy kimley-horn.com J 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 Kimley»Horn Page 11 Appendix 4 LA County Public Works: Loading by Occupancy kimley-horn.com J 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 Kimley»Horn Page 1 Appendix 4 LA County Public Works: Loading by Occupancy kimley-horn.com | 1100 W Town and Country Road Suite 700, Orange. CA 92868 Occupancy Abbreviation *Average daily flow Apartment Buildings: Bachelor or Single dwelling units Apt 150 gal/D.U. 1 bedroom dwelling units Apt 200 gal/D.U. 2 bedroom dwelling units Apt 250 gal/D.U. 3 bedroom or more dwelling units Apt 300 gal/D.U. Auditoriums, churches, etc.Aud 5 gal/seat Automobile parking P 25 gal/1000 sq ft gross floor area Bars, cocktails lounges, etc.Bar 20 gal/seat Commercial Shops & Stores CS 100 gal/1000 sq ft gross floor area Hospitals (surgical)HS 500 gal/bed Hospitals (convalescent)HC 85 gal/bed Hotels H 150 gal/room Medical Buildings MB 300 gal/1000 sq ft gross floor area Motels MB 150 gal/unit Office Buildings Off 200 gal/1000 sq ft gross floor area Restaurants, cafeterias, etc.R 50 gal/seat Schools: Elementary or Jr. High S 10 gal/student High Schools HS 15 gal/student Universities or Colleges U 20 gal/student College Dormitories CD 85 gal/student Zone Coefficient (cfs/Acre) Agriculture ----------------------------------0.001 Residential*: R-1 --------------------------------------------0.004 R-2 --------------------------------------------0.008 R-3 --------------------------------------------0.012 R-4 -------------------------------------------- 0.016* Commercial: C-1 through C-4 ---------------------------- 0.015* Heavy Industrial: M-1 through M-4 -------------------------- 0.021* exceed the coefficients shown * Use 0.001 (cfs/unit) for condominiums only Estimated Average Daily Sewage Flows for Various Occupancies *Multiply the average daily flow by 2.5 to obtain the peak flow Zoning Coefficients * Individual building, commercial or industrial plant capacities shall be the determining factor when they Estimated Average Daily Sewage Flows for Various Occupancies Occupancy Abbreviation *Average daily flow Apartment Buildings: Bachelor or Single dwelling units 1 bedroom dwelling units 2 bedroom dwelling units 3 bedroom or more dwelling uni) Auditoriums, churches, etc. Automobile parking Bars, cocktails lounges, etc. Commercial Shops & Stores Hospitals (surgical) Hospitals (convalescent) Hotels Medical Buildings Motels Office Buildings Restaurants, cafeterias, etc. Schools: Elementary or Jr. High High Schools Universities or Colleges College Dormitories Apt Apt a Aud P Bar CS HS HC H MB MB Off R S HS u CD 150 200 250 300 25 20 100 500 85 150 300 150 200 50 10 15 20 85 gal/D.U. gal/D.U. gal/D.U. gal/D.U. gal/seat gal/1000 sq ft gross floor area gal/seat gal/1000 sq ft gross floor area gal/bed gal/bed gal/room gal/1000 sq ft gross floor area gal/unit gal/1000 sq ft gross floor area gal/seat gal/student gal/student gal/student gal/student *Multiply the average daily flow by 2.5 to obtain the peak flow Zoning Coefficients Zone Coefficient (cfs/Acre) Agriculture 0.001 Residential*: R-1 0.004 R-2 0.008 R-3 0.012 R-4 0.016* Commercial: C-1 through C-4 0.015* Heavy Industrial: M-1 through M-4 0.021* * Individual building, commercial or industrial plant capacities shall be the determining factor when they exceed the coefficients shown * Use 0.001 (cfs/unit) for condominiums only Estimated Average Daily Sewage Flows for Various Occupancies Occupancy Abbreviation *Average daily flow Apartment Buildings: Bachelor or Single dwelling units 1 bedroom dwelling units 2 bedroom dwelling units 3 bedroom or more dwelling uni) Auditoriums, churches, etc. Automobile parking Bars, cocktails lounges, etc. Commercial Shops & Stores Hospitals (surgical) Hospitals (convalescent) Hotels Medical Buildings Motels Office Buildings Restaurants, cafeterias, etc. Schools: Elementary or Jr. High High Schools Universities or Colleges College Dormitories Apt Apt a Aud P Bar CS HS HC H MB MB Off R S HS u CD 150 200 250 300 25 20 100 500 85 150 300 150 200 50 10 15 20 85 gal/D.U. gal/D.U. gal/D.U. gal/D.U. gal/seat gal/1000 sq ft gross floor area gal/seat gal/1000 sq ft gross floor area gal/bed gal/bed gal/room gal/1000 sq ft gross floor area gal/unit gal/1000 sq ft gross floor area gal/seat gal/student gal/student gal/student gal/student *Multiply the average daily flow by 2.5 to obtain the peak flow Zoning Coefficients Zone Coefficient (cfs/Acre) Agriculture 0.001 Residential*: R-1 0.004 R-2 0.008 R-3 0.012 R-4 0.016* Commercial: C-1 through C-4 0.015* Heavy Industrial: M-1 through M-4 0.021* * Individual building, commercial or industrial plant capacities shall be the determining factor when they exceed the coefficients shown * Use 0.001 (cfs/unit) for condominiums only Estimated Average Daily Sewage Flows for Various Occupancies Occupancy Abbreviation *Average daily flow Apartment Buildings: Bachelor or Single dwelling units 1 bedroom dwelling units 2 bedroom dwelling units 3 bedroom or more dwelling uni) Auditoriums, churches, etc. Automobile parking Bars, cocktails lounges, etc. Commercial Shops & Stores Hospitals (surgical) Hospitals (convalescent) Hotels Medical Buildings Motels Office Buildings Restaurants, cafeterias, etc. Schools: Elementary or Ir. High High Schools Universities or Colleges College Dormitories Apt Apt F Aud P Bar cs HS HC H MB MB off R S HS u cD 150 200 250 300 25 20 100 500 85 150 300 150 200 50 10 15 20 85 gal/D.U. gal/D.U. gal/D.U. gal/D.U. gal/seat gal/1000 sq ft gross floor area gal/seat gal/1000 sq ft gross floor area gal/bed gal/bed galfroom gal/1000 sq ft gross floor area gal/unit gal/1000 sq ft gross floor area gal/seat gal/student gal/student gal/student gal/student *Multiply the average daily flow by 2.5 to obtain the peak flow Zoning Coefficients Zone Coefficient (cfs/Acre) Agriculture ------—------—-mm mee 0.001 Residential*: 3 0.004 R-2 0.008 R-3 0.012 3 —— 0.016* Commercial: C-1 through C-4 reer 0.015* Heavy Industrial: M-1 through M-4 -0.021* * Individual building, commercial or industrial plant capacities shall be the determining factor when they exceed the coefficients shown * Use 0.001 {cfs/unit) for condominiums only Page 12 kimley-horn.com 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 Appendix 5 Flowmaster Calculations and Results Kimley»Horn Page 12 Appendix 5 Flowmaster Calculations and Results kimley-horn.com J 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 Kimley»Horn Page 12 Appendix 5 Flowmaster Calculations and Results kimley-horn.com J 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 Kimley»Horn Page 12 Appendix § Flowmaster Calculations and Results kimley-horn.com | 1100 W Town and Country Road Suite 700, O EXISTING 8" SEWER LATERAL CAPACITY Project Description Manning FormulaFriction Method DischargeSolve For Input Data 0.013Roughness Coefficient ft/ft0.260Channel Slope in4.0Normal Depth in8.0Diameter Results gpm1,382.71Discharge ft²0.2Flow Area ft1.0Wetted Perimeter in2.0Hydraulic Radius ft0.67Top Width in7.9Critical Depth %50.0Percent Full ft/ft0.060Critical Slope ft/s17.65Velocity ft4.84Velocity Head ft5.18Specific Energy 6.082Froude Number gpm2,974.78Maximum Discharge gpm2,765.42Discharge Full ft/ft0.065Slope Full SupercriticalFlow Type GVF Input Data in0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data in0.0Upstream Depth N/AProfile Description ft0.00Profile Headloss %0.0Average End Depth Over Rise %50.0Normal Depth Over Rise ft/sInfinityDownstream Velocity ft/sInfinityUpstream Velocity in4.0Normal Depth in7.9Critical Depth ft/ft0.260Channel Slope ft/ft0.060Critical Slope Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 8/14/2024 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterUntitled1.fm8 EXISTING 8” SEWER LATERAL CAPACITY Project Description Friction Method ManningFormula Solve For Discharge Input Data Roughness Coefficient 0.013 Channel Slope 0.260 ft/ft Normal Depth 4.0 in Diameter 8.0 in Results Discharge 1,382.71 gpm Flow Area 0.2 ft2 Wetted Perimeter 1.0ft Hydraulic Radius 2.0in Top Width 0.67 ft Critical Depth 7.9in Percent Full 50.0 % Critical Slope 0.060 ft/ft Velocity 17.65 ft/s Velocity Head 4.84 ft Specific Energy 5.18 ft Froude Number 6.082 Maximum Discharge Discharge Full 2,974.78 gpm 2,765.42 gpm Slope Full 0.065 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0% Normal Depth Over Rise 50.0 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 4.0 in Critical Depth 7.9in Channel Slope 0.260 ft/ft Critical Slope 0.060 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Untitled1.fm8 Center [10.03.00.03] 8/14/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA +1-203-755-1666 EXISTING 8” SEWER LATERAL CAPACITY Project Description Friction Method ManningFormula Solve For Discharge Input Data Roughness Coefficient 0.013 Channel Slope 0.260 ft/ft Normal Depth 4.0 in Diameter 8.0 in Results Discharge 1,382.71 gpm Flow Area 0.2 ft2 Wetted Perimeter 1.0ft Hydraulic Radius 2.0in Top Width 0.67 ft Critical Depth 7.9in Percent Full 50.0 % Critical Slope 0.060 ft/ft Velocity 17.65 ft/s Velocity Head 4.84 ft Specific Energy 5.18 ft Froude Number 6.082 Maximum Discharge Discharge Full 2,974.78 gpm 2,765.42 gpm Slope Full 0.065 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0% Normal Depth Over Rise 50.0 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 4.0 in Critical Depth 7.9in Channel Slope 0.260 ft/ft Critical Slope 0.060 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Untitled1.fm8 Center [10.03.00.03] 8/14/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA +1-203-755-1666 EXISTING 8" SEWER LATERAL CAPACITY Project Description Friction Method fanning Solve For Discharge Input Data Roughness Coefficient 0.013 Channel Slope 0.260 ft/ft Normal Depth 40in Diameter 8.0in Results Discharge 1,382.71 gpm Flow Area 0.2 ftz Wetted Perimeter 1.0ft Hydraulic Radius 20in Top Width 0.67 ft Critical Depth 79in Percent Full 50.0 % Critical Slope 0.060 fifft Velocity 17.65 fifs Velocity Head 484 ft Specific Energy 5.18 ft Froude Number 6.082 Maximum Discharge 2,974.78 gpm Discharge Full 2,765.42 gpm Slope Full 0.065 fifft Flow Type Supercritical GVF Input Data Downstream Depth 0.0in Length 00 ft Number OF Steps [4 GVF Output Data Upstream Depth 0.0in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 00% Normal Depth Over Rise 50.0 % Downstream Velacity Infinity fifs Upstream Velocity Infinity fifs Normal Depth 40in Critical Depth 79in Channel Slope 0.260 ft/ft Critical Slope 0.060 fifft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Untitled fm8 Center [10.03.00.03] 81472024 27 Siemon Company Drive Suite 200 W Pageof 1Waterlown, CT 06795 USA +1-203-755-1666 PROPOSED 8" SEWER CAPACITY Project Description Manning FormulaFriction Method DischargeSolve For Input Data 0.013Roughness Coefficient ft/ft0.005Channel Slope in4.0Normal Depth in8.0Diameter Results gpm191.75Discharge ft²0.2Flow Area ft1.0Wetted Perimeter in2.0Hydraulic Radius ft0.67Top Width in3.7Critical Depth %50.0Percent Full ft/ft0.007Critical Slope ft/s2.45Velocity ft0.09Velocity Head ft0.43Specific Energy 0.843Froude Number gpm412.53Maximum Discharge gpm383.49Discharge Full ft/ft0.001Slope Full SubcriticalFlow Type GVF Input Data in0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data in0.0Upstream Depth N/AProfile Description ft0.00Profile Headloss %0.0Average End Depth Over Rise %50.0Normal Depth Over Rise ft/sInfinityDownstream Velocity ft/sInfinityUpstream Velocity in4.0Normal Depth in3.7Critical Depth ft/ft0.005Channel Slope ft/ft0.007Critical Slope Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 8/14/2024 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterUntitled1.fm8 PROPOSED 8" SEWER CAPACITY Project Description Friction Method ManningFormula Solve For Discharge Input Data Roughness Coefficient 0.013 Channel Slope 0.005 ft/ft Normal Depth 4.0 in Diameter 8.0 in Results Discharge 191.75 gpm Flow Area 0.2 ft2 Wetted Perimeter 1.0ft Hydraulic Radius 2.0in Top Width 0.67 ft Critical Depth 3.7in Percent Full 50.0 % Critical Slope 0.007 ft/ft Velocity 2.45 ft/s Velocity Head 0.09 ft Specific Energy 0.43 ft Froude Number 0.843 Maximum Discharge 412.53 gpm Discharge Full 383.49 gpm Slope Full 0.001 ft/ft Flow Type Subcritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0% Normal Depth Over Rise 50.0 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 4.0 in Critical Depth 3.7 in Channel Slope 0.005 ft/ft Critical Slope 0.007 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Untitled1.fm8 Center [10.03.00.03] 8/14/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA +1-203-755-1666 PROPOSED 8" SEWER CAPACITY Project Description Friction Method ManningFormula Solve For Discharge Input Data Roughness Coefficient 0.013 Channel Slope 0.005 ft/ft Normal Depth 4.0 in Diameter 8.0 in Results Discharge 191.75 gpm Flow Area 0.2 ft2 Wetted Perimeter 1.0ft Hydraulic Radius 2.0in Top Width 0.67 ft Critical Depth 3.7in Percent Full 50.0 % Critical Slope 0.007 ft/ft Velocity 2.45 ft/s Velocity Head 0.09 ft Specific Energy 0.43 ft Froude Number 0.843 Maximum Discharge 412.53 gpm Discharge Full 383.49 gpm Slope Full 0.001 ft/ft Flow Type Subcritical GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 0.0% Normal Depth Over Rise 50.0 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 4.0 in Critical Depth 3.7 in Channel Slope 0.005 ft/ft Critical Slope 0.007 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Untitled1.fm8 Center [10.03.00.03] 8/14/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA +1-203-755-1666 PROPOSED 8" SEWER CAPACITY Project Description Friction Method fanning Solve For Discharge Input Data Roughness Coefficient 0.013 Channel Slope 0.005 fifft Normal Depth 40in Diameter 8.0in Results Discharge 191.75 gpm Flow Area 0.2 ftz Wetted Perimeter 1.0ft Hydraulic Radius 20in Top Width 0.67 ft Critical Depth 37in Percent Full 50.0 % Critical Slope 0.007 fifft Velocity 2.45 fifs Velocity Head 0.09 ft Specific Energy 0.43 ft Froude Number 0.843 Maximum Discharge 412.53 gpm Discharge Full 383.49 gpm Slope Full 0.001 fifft Flow Type Subcritical GVF Input Data Downstream Depth 0.0in Length 00 ft Number OF Steps [4 GVF Output Data Upstream Depth 0.0in Profile Description N/A Profile Headloss 0.00 ft Average End Depth Over Rise 00% Normal Depth Over Rise 50.0 % Downstream Velacity Infinity fifs Upstream Velocity Infinity fifs Normal Depth 40in Critical Depth 37in Channel Slope 0.005 fifft Critical Slope 0.007 fifft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Untitled fm8 Center [10.03.00.03] 81472024 27 Siemon Company Drive Suite 200 W Pageof 1Waterlown, CT 06795 USA +1-203-755-1666 Page 13 kimley-horn.com 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 Appendix 5 Record Drawings Kimley»Horn Page 13 Appendix 5 Record Drawings kimley-horn.com J 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 Kimley»Horn Page 13 Appendix 5 Record Drawings kimley-horn.com J 1100 W Town and Country Road Suite 700, Orange, CA 92868 714 939 1030 Kimley»Horn Page 13 Appendix § Record Drawings kimley-horn.com | 1100 W Town and Country Road Suite 700, O 4'-7 3/4" ’ ’ TE—— 2 os ' Bu5" : 4 j J ’ Zaya \ 1 0.5 42's _ He 7) Cll ra ; g ABANDON EX. PILE CAPS. §GRADEBEAMS= NE - ff I— 5) 8 #5 K 25 & & 4 : 8 . . . , ny. 24.6 ha74 2 x 2 \ oe A Pp £ 8 { N |. ; [&% GROys 3 RB ! “BAN. 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