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HomeMy WebLinkAboutPA2023-0040_20230427_Water Study_2023-04-18Assessment of Water Availability for Proposed Residential Development FOR 1401 Quail Street Newport Beach, CA 92660 Prepared By: Adams-Streeter Civil Engineers, Inc. 16755 Von Karman Avenue, Suite 150, Irvine CA 92606 (949) 474-2330 April 18, 2023 TABLE OF CONTENTS I. Introduction II. Existing Conditions Analysis III. Proposed Conditions Analysis IV. Capacity Assessment and Conclusion APPENDICES A. Fire Hydrant Flow Test B. WaterCAD Model and Results 1 I. INTRODUCTION: The subject site is currently occupied by an office building on a 1.71-acre lot located at the north-west corner of Quail Street and Spruce Avenue with a land use classification of “General Commercial - Office”. The proposed site will have a land use classification of “Very High Residential”. The proposed site is anticipated to result in an increased local water demand and utilizes an existing 16” water main on Spruce St. for domestic water service. The purpose of this study is to determine the adequacy of the existing facilities to serve the proposed residential development. It is not meant to be a Water Supply Assessment under California SB610/SB221. II. EXISTING CONDITIONS ANALYSIS The existing facility is currently served by a fire water service and a second domestic water service, both of which connect to a 16” main located on Spruce St. Existing peak flows have been calculated based on section 4.4 “Land Use Demand Factors” of the City of Newport Beach Water Master Plan (WMP) based on the land use classification of “General Commercial - Office”. Based on the WMP, average demand for the site is calculated as follows. 1.71 Acres x 2,000 GPD/acre = 3420 GPD or 2.38 GPM Per City WMP, a peaking factor of 2.6 is required to calculate peak hour demand. However, in order to provide a factor of safety, a peaking factor of 3.0 has been used for the purpose of calculating peak flow rates. Peak flow calculations are as follows: 2.38 GPM x 3.00 = 7.14 GPM of domestic water at peak demand 2 For this analysis, existing flow and pressure at the site were determined from a fire hydrant flow test conducted by the City of Newport Beach Utilities Department on 11/22/2022 (See Appendix A). The Fire hydrant tested (FH#B17) is located on Spruce Street, approximately 230 feet away in the south-westerly direction from the project site. The findings of this flow test were then used to create a model of the domestic water pipe network in the immediate vicinity of the site using WaterCAD by Bentley Systems, Inc. The following parcels on Quail Street and Spruce Street were considered in the water model. The land use is a combination of “Mixed-Use” and “General Commercial – Office” parcels. It was assumed that the 16” water main on Spruce street as well as the 16” & 8” water mains on Quail Street are servicing the existing parcels near the project site. The same methodology that was used to gather the peak flow demand of the project site is used to find the peak flow demand of the other parcels. Please refer to the GIS map and the table below for clarification: 3 Land Use Area (acre) GPD/Area GPD GPM GPM x Safety Factor of 3 Project Site General Commercial Office 1.710 2,000 3,420 2.38 7.14 Parcel #1 Mixed-use 1.151 2,200 2,532 1.76 5.28 Parcel #2 Mixed-use 1.000 2,200 2,200 1.53 4.58 Parcel #3 Mixed-use 1.506 2,200 3,313 2.30 6.90 Parcel #4 Mixed-use 1.472 2,200 3,238 2.25 6.75 Parcel #5 Mixed-use 3.700 2,200 8,140 5.65 16.96 Parcel #6* Very High Residential 1.970 3,800 7,486 5.20 15.60 Parcel #7 General Commercial Office 1.415 2,000 2,830 1.97 5.90 Parcel #8 General Commercial Office 2.215 2,000 4,430 3.08 9.23 Parcel #9 General Commercial Office 4.775 2,000 9,550 6.63 19.90 Parcel #10* Very High Residential 2.376 3,800 9,029 6.28 18.84 Total - 23.290 - 56,169 39.02 117.07 *Land use for Parcel #6 & #10 has been changed to Very High Residential to reflect actual future condition per Water Study Reports prepared by Tait and Associates, Dec. 2021 and Dec. 2022. III. PROPOSED CONDITIONS ANALYSIS The site will be developed to have a categorized land use of “Very High Residential”. The proposed development will utilize a new domestic water, fire water, and irrigation water service laterals with a connection to the 16” water main on Spruce Street. Proposed peak flows have been calculated based on section 4.4 “Land Use Demand Factors” of the City of Newport Beach Water Master Plan (WMP) based on the noted land use “Very High Residential”. Based on the WMP, average demand for the site is calculated as follows: 1.71 acres x 3,800 GPD/acre = 6,498 or 4.51 GPM Peak flow calculations are as follows: 4.51 GPM x 3.00 = 13.53 GPM of domestic water at peak demand 4 The peak demand for the proposed site would be 13.53 GPM which is 6.40 GPM higher than the existing condition. The tables below depict the junction and pipe line serving the project site in both the existing and proposed condition. The full results of the model can be found in Appendix B. EXISTING JUNCTION DATA Label Elevation (ft) Demand (gpm) Hydraulic Grade (ft) Pressure (psi) PROJECT SITE 41.5 7 273.56 100 PROPOSED JUNCTION DATA Label Elevation (ft) Demand (gpm) Hydraulic Grade (ft) Pressure (psi) PROJECT SITE 41.5 14 273.52 100 EXISTING PIPE DATA Label Length (Scaled) (ft) Diameter (in) Material Hazen-Williams C Flow (gpm) Velocity (ft/s) Headloss Gradient (ft/ft) L-P 23 6 Asbestos Cement 140 7 0.08 0 PROPOSED PIPE DATA Label Length (Scaled) (ft) Diameter (in) Material Hazen-Williams C Flow (gpm) Velocity (ft/s) Headloss Gradient (ft/ft) L-P 23 6 Asbestos Cement 140 14 0.16 0 5 IV. CAPACITY ASSESMENT AND CONCLUSION An analysis of the existing conditions for both domestic water mains on Spruce Street and Quail Street resulted in velocity changes less than 0.08 FT/S and a pressure change of less than 1 PSI for domestic water usages which can be considered negligible. Therefore, it has been determined the existing public water system at the project site is more than adequate to handle the increased demand of the proposed residential development and will not adversely affect the existing network’s ability to serve the surrounding developments. 6 Appendix A: Fire Hydrant Flow Test CITY OF NEWPORT BEACH UTILITIES DEPARTMENT FIRE HYDRANT FLOW TEST AMOUNT PAID:$458.00 DATE:11/22/2022 CHECK NO:TIME:6:00AM TEST NO:WEATHER:CLEAR PROJECT: PROJECT LOCATION:SPRUCE AVENUE TEST CONDUCTED FOR:Nick Streeter TEST PERFORMED BY:O'CAMPO/ AUGER TEST WITNESSED BY: FIELD OBSERVATIONS AND FLOW DATA STATIC HYDRANT # : 817 LOCATION: 3661 Spruce F/H MANUFACTURER: AVK NUMBER & SIZE OF OUTLETS: 2-2.5" 1-4" STATIC PRESSURE, ( Ps , psi), PRE-FLOW:98 RESIDUAL PRESSURE, (Pr , psi) FLOWING:85 FLOW HYDRANT # : 818 LOCATION: 1400 Bristol F/H MANUFACTURER:AVK NUMBER & SIZE OF OUTLETS:2-2.5" 1-4" STATIC PRESSURE, PRE-FLOW (INFO ONLY, NOT FOR TEST CALCS) : F/H OUTLET SIZE ( 2.5 or 4.0):2.5 (d, inches) FLOW LOSS COEFFICIENT - TUBE C=1.0 / BUTT C=0.9 0.9 PITOT GAUGE READING ( p, psi ):67 OBSERVED FLOW: THE OBSERVED FLOW FROM A HYDRANT OUTLET IS CALCULATED FROM THE FOLLOWING EQUATION: WHERE; Q IS THE OBSERVED FLOW IN GPM; d IS THE OUTLET DIAMETER IN INCHES; p IS THE PITOT GAUGE PRESSURE IN PSI; AND C IS THE FLOW LOSS COEFFICIENT ( C = 1.0 FOR FLOW TUBES AND C = 0.9 FOR BUTT FLOW READINGS ). OBSERVED FLOW (Qs, gpm):1373 GPM DISCHARGE CALCS: THE DISCHARGE FOR A GIVEN FIRE HYDRANT CAN BE DETERMINED FROM THE FOLLOWING EQUATION USING THE INITIAL ( STATIC ) WATER PRESSURE AND THE RESIDUAL ( DYNAMIC ) WATER PRESSURE: WHERE; Q ( STATIC OR RESIDUAL ) IS THE FLOW IN GPM; AND P ( STATIC OR RESIDUAL ) IS THE PRESSURE IN PSI. NOTE: A 10 PSI DROP IS REQUIRED FOR VALID TEST! CALCULATED FLOW AT 20 psi (Qr, gpm):3614 GPM Q s =29.83 Cd 2()p2 Q r =Q s Ps -20 Ps -Pr æçè ö÷ø 0.54 7 Appendix B: WaterCAD Model and Results 8 Water Analysis for Existing Conditions FlexTable: Junction Table Label Elevation (ft) Demand (gpm) Hydraulic Grade (ft) Pressure (psi) J-1 38.5 5 273.56 102 J-2 37.5 5 273.56 102 J-3 38.5 7 273.56 102 J-4 39.5 7 273.56 101 J-5 41.5 17 273.56 100 J-6 47.3 16 273.56 98 J-7 39.5 6 273.56 101 J-8 40.5 9 273.56 101 J-9 39.5 20 273.55 101 J-10 48.5 19 273.56 97 PROJECT SITE 41.5 7 273.56 100 9 FlexTable: Pipe Table Label Length (Scaled) (ft) Diameter (in)Material Hazen-Williams C Flow (gpm)Velocity (ft/s)Headloss Gradient (ft/ft) L-1 57 6 Asbestos Cement 140 5 0.06 0 L-2 58 6 Asbestos Cement 140 5 0.06 0 L-3 57 6 Asbestos Cement 140 7 0.08 0 L-4 57 6 Asbestos Cement 140 7 0.08 0 L-5 80 6 Asbestos Cement 140 17 0.19 0 L-6 77 6 Asbestos Cement 140 16 0.18 0 L-7 26 6 Asbestos Cement 140 6 0.07 0 L-8 34 6 Asbestos Cement 140 9 0.1 0 L-9 57 6 Asbestos Cement 140 20 0.23 0 L-10 23 6 Asbestos Cement 140 19 0.22 0 L-P 23 6 Asbestos Cement 140 7 0.08 0 MP-1 4 48 Asbestos Cement 140 118 0.02 0 MP-2 77 16 Asbestos Cement 140 118 0.19 0 MP-3 30 16 Asbestos Cement 140 102 0.16 0 MP-4 182 16 Asbestos Cement 140 83 0.13 0 MP-5 36 16 Asbestos Cement 140 76 0.12 0 MP-6 224 16 Asbestos Cement 140 59 0.09 0 MP-7 17 16 Asbestos Cement 140 24 0.04 0 MP-8 120 16 Asbestos Cement 140 17 0.03 0 MP-9 204 16 Asbestos Cement 140 10 0.02 0 MP-10 128 16 Asbestos Cement 140 5 0.01 0 MP-11 140 16 Asbestos Cement 140 0 0 0 MP-12 268 16 Asbestos Cement 140 35 0.06 0 MP-13 188 16 Asbestos Cement 140 9 0.01 0 MP-14 148 16 Asbestos Cement 140 0 0 0 FlexTable: Pump Table Label Elevation (ft) Hydraulic Grade (Suction) (ft) Hydraulic Grade (Discharge) (ft) Flow (Total) (gpm) Pump Head (ft) PMP-1 52.1 47.5 273.56 118 226.06 10 Water Analysis for Proposed Conditions FlexTable: Junction Table Label Elevation (ft) Demand (gpm) Hydraulic Grade (ft) Pressure (psi) J-1 38.5 5 273.52 102 J-2 37.5 5 273.52 102 J-3 38.5 7 273.52 102 J-4 39.5 7 273.52 101 J-5 41.5 17 273.52 100 J-6 47.3 16 273.52 98 J-7 39.5 6 273.52 101 J-8 40.5 9 273.52 101 J-9 39.5 20 273.52 101 J-10 48.5 10 273.52 97 PROJECT SITE 41.5 14 273.52 100 11 FlexTable: Pipe Table Label Length (Scaled) (ft) Diameter (in)Material Hazen-Williams C Flow (gpm)Velocity (ft/s)Headloss Gradient (ft/ft) L-1 57 6 Asbestos Cement 140 5 0.06 0 L-2 58 6 Asbestos Cement 140 5 0.06 0 L-3 57 6 Asbestos Cement 140 7 0.08 0 L-4 57 6 Asbestos Cement 140 7 0.08 0 L-5 80 6 Asbestos Cement 140 17 0.19 0 L-6 77 6 Asbestos Cement 140 16 0.18 0 L-7 26 6 Asbestos Cement 140 6 0.07 0 L-8 34 6 Asbestos Cement 140 9 0.1 0 L-9 57 6 Asbestos Cement 140 20 0.23 0 L-10 23 6 Asbestos Cement 140 19 0.22 0 L-P 23 6 Asbestos Cement 140 14 0.16 0 MP-1 4 48 Asbestos Cement 140 125 0.02 0 MP-2 77 16 Asbestos Cement 140 125 0.2 0 MP-3 30 16 Asbestos Cement 140 109 0.17 0 MP-4 182 16 Asbestos Cement 140 90 0.14 0 MP-5 36 16 Asbestos Cement 140 76 0.12 0 MP-6 224 16 Asbestos Cement 140 59 0.09 0 MP-7 17 16 Asbestos Cement 140 24 0.04 0 MP-8 120 16 Asbestos Cement 140 17 0.03 0 MP-9 204 16 Asbestos Cement 140 10 0.02 0 MP-10 128 16 Asbestos Cement 140 5 0.01 0 MP-11 140 16 Asbestos Cement 140 0 0 0 MP-12 268 16 Asbestos Cement 140 35 0.06 0 MP-13 188 16 Asbestos Cement 140 9 0.01 0 MP-14 148 16 Asbestos Cement 140 0 0 0 FlexTable: Pump Table Label Elevation (ft) Hydraulic Grade (Suction) (ft) Hydraulic Grade (Discharge) (ft) Flow (Total) (gpm) Pump Head (ft) PMP-1 52.1 47.5 273.52 125 226.02 Scenario: Base M P-8 L-4 M P-1 L-8 M P-7 L-5 M P-6 M P-5 MP-13 L-9 L-P L-7 M P-4 M P-12 L-10 L-1 M P-3 M P-10 L-6 M P-11 M P-2 M P-9 L-2 M P-1 4 L-3 END T-3 T-M J-4 T-4 J-5 J-8 T-5 J-9 PROJECT SITE J-7 T-P J-24 J-10 J-1 T-10 T-1 J-6 T-6 T-2 J-2 J-3 END J-5 PMP-1 R-1 Page 1 of 176 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203-755- 1666 12/14/2022 WaterCAD [10.03.05.05]Bentley Systems, Inc. Haestad Methods Solution Center22-2434-Water Study.wtg WaterCAD Model