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22-102679-Storm Drain Report-6-1-22-V11 STORM DRAINAGE REPORT FOR Cha Residence XXX SW 297TH ST. FEDERAL WAY WA 98023 Prepared for: JASON AND CINDY CHA 34311 SE. Jacobia St. Snoqualmie WA 98023 Prepared by: JOSHUA M. KALEBU, P.E. 1124 59TH ST, SE # 13C AUBURN WA 98092-8063 Tel: (253) 228-9396; E-Mail: kalebuj5@gmail.com 2 MEMORANDUM Date: May 15, 2022 To: City of Federal Way - Permitting and Environmental Review From: Joshua Kalebu, P.E. Subject: Cha Single Family Residence / Drainage Assessment Project Address: XXX SW. 297TH St. Federal Way, Washington 98023 Parcel Number 75205310080 The project site is located in the Southwest part of the King County. The Lot size is 15056 SF. The project proposes to construct a 1832.36 SF single family residence structure on the east and a driveway to access the property. The driveway is approximately 473 SF. Soils and Soil Maps: The Natural Resources Conservation Services (NRCS) soils report of the project site indicates that the soils are mainly (78.5%) gravelly sandy loam and classifies the soils as Spanaway Gravelly Sandy loam project site. Figure 1 – VICINITY MAP XXX SW 297TH ST. FEDERAL WAY, WA Figure 2 – The Soils Map of XXX SW 297TH ST. FEDERAL WAY, WA Soil Investigation Soils on this property were investigated under my supervision on August 22, 2021. The soil at the approximate BMP facility bottom on this site was gravelly sandy loam. The Unified soil 3 classification system (USCS) classification of the soils well graded sands and gravelly sand mixture, SW. Simple Infiltration Test The infiltration test was conducted at the site following the KING County Stormwater and Site Development Manual (KCSWM) Infiltration Test methodology, in Volume III section 2.5 Appendix III-A. The test pit locations are shown in figure 3. Data from the test pit was analyzed and the most limiting measured percolation rate was used to determine the measured infiltration rate. Refer to the attached simple infiltration checklist for specific test methodology and field data. The calculated infiltration rate was used to determine the size of infiltration trench for the site. Figure3: Infiltration Test Pit Location: (NTS) 4 Groundwater: This test was conducted during the wet- season. No groundwater seepage was observed. It should be noted that groundwater levels vary seasonally with rainfall and other factors. Due to the sandy, and thus permeable nature of the on- site native soil, it is unlikely that groundwater will be a significant factor if typical residential construction is done on this property at the elevation shown on the plans. Hydraulic Restrictive Layer Test Pits which were done to a total depth of 15.0 ft. and they indicate that there is no restrictive layer or hardpan clay at this depth. Drainage Design Recommendation Based on our observation and experience with similar projects, it is our opinion that the soil on this site can support roof runoff infiltration. Per the 2016 KCSWDM, Vol III section 2.5.; Table A1 a correction factor of 0.5 shall be applied to the measured infiltration rate to calculate the design infiltration rate. Infiltration facilities should be designed with a measured rate of 7 and a design of 5 inches per hour. Limitation The construction and recommendation contained in this report are based on site condition as they existed at the time of our exploration and assume that the soil and groundwater conditions encountered in the test pits are representative of subsurface condition on the site. If the subsurface condition encountered during construction are significantly different from those observed in our explorations, we should be advised at once so that we can review these condition and reconsider our recommendation where necessary. Unanticipated soil conditions are commonly encountered on construction sites and cannot be fully anticipated by merely taking soil samples in test pits .Subsurface condition can also vary between exploration locations. Such unexpected condition frequently requires making additional expenditures to attain a properly constructed project. Predicting the future behavior of steep slopes and the potentials effects of development on their stability is an inexact and imperfect science that is currently based mostly on the past behavior of slopes with similar characteristics. Landslides and soil movement can occur on steep slopes before, during, or after the development of property. This report has been prepared for the exclusive use of the Jason and Cindy Cha and their representation for specific application to this project and site. Our recommendations and conclusion are based on observed site materials and engineering analyses. Our conclusion and recommendation are professional opinions derived in accordance with current standards of practice within the scopes of our services and within budget and time constraints. No warranty is expressed or implied. The scopes of our services does not include services related to construction safety precaution, and our recommendation are not intended to direct the contractor`s method techniques, sequences, or procedures, expect as specifically described in our report for consideration in storm water design. 5 6 UNIFIED SOILS CLASSIFICATION SYSTEM 7 Pilot Infiltration test checklist Project address: XXX SW 297TH ST. FEDERAL WAY, WA Date: August 22 2021 Parcel No7205310080 Permit number: Infiltration Test was performed by: Joshua Kalebu, P.E. Phone Number: (253) 228-9396 Email Address: KALEBUJ5@GMAIL .COM Site Map included 1. Test Type: X Small PIT Large PIT 2. Date and time of tests: Augast 22, 2021 @ 10:00 am to August 23, 2021 @ 11:00am 3. Is the infiltration test within the foot print of the proposed infiltration facility? X Yes No 4. If “no,” is testing being conducted within 50 feet of the proposed infiltration facility? (Yes / No) Explain why: ____________________N/A______________________________________________ If 5. What is the total proposed impervious area (does not include permeable pavement surfaces) to be infiltrated on the site? ___7898 ft2 (Note: acceptance testing is required if testing was performed greater than 50 feet from the proposed infiltration facility, and greater than 5,000 ft2 infiltrated on the site. 6. Dig an infiltration test pit 7. Test pit excavated to bottom elevation of the proposed infiltration facility ( X Yes / No) (See KING County Water Design Manual, Vol III Section 2.5 App. III-A additional details.) 8. Test pit surface dimensions (ft): Length: __9 ft_______ Width: ____4 ft_____ Depth: ___5 ft_____ 9. Test pit bottom dimensions (ft): Length: ___5 ft_______ Width: __3 ft________ 10. Test pit bottom area (ft2): ____15______ 11. Small PIT only: Is the surface area of the test pit bottom at least 12 ft2? ( X Yes / No) 12. Large PIT only: Is the surface area of the test pit bottom at least at least 32 ft2? ( Yes / No) a. If “no,” indicate why: _________________________N/A__________________________ 13. Large PIT only: The test pit bottom area should be as close to the bottom area of the proposed infiltration facility as is feasible. a. Bottom area of proposed infiltration facility: ___N/A_______ ft2 8 b. Bottom area of test pit: ____N/A______ ft2 14. Identify device used to measure water level in test pit: Pressure transducer (recommended for areas with slow draining soils), or X Vertical rod (min 5 ft long, ½-inch increments, placed in center of pit) 15. Identify method of delivering water to the bottom of the test pit (e.g., rigid pipe with a splash plate):_________4 inch diam._Rigid pvc pipe__________________________________ (The method of delivery must reduce erosion in the test pit that could cause clogging of the infiltration receptor) 16. Testing Procedure: a. Pre-soak period: Add water to maintain water level at least 12 inches above the bottom of the test pit for at least 6 hours. Record the time and depth of water hourly in the table below. Time of Measurement (hh:mm) Depth of Water (inches) Infiltration Rate (In/hr) 10:30 48 12 --- 11:30 35.20 12.80 12:30 23.00 12.20 01:30 0.45 12.65 b. Steady-state period: The steady-state data is used to establish the measured infiltration rate (see step 17) i. Add water to the test pit at a rate that will maintain a depth of 12 inches above the bottom of the test pit for 1 full hour. During this hour, record the time, depth of water, cumulative volume, and instantaneous flow rate every 15-minutes in the table below. ii. Calculate the infiltration rate for each 15-minute interval. First convert the flow rate to in3/hr. and the test pit bottom area (recorded in step 10) into in2. Divide the flow rate by the bottom area and record the result in the table below. Page 2 c. Falling head period: The falling head data is used to confirm the measured infiltration rate calculated from the steady- state data. i. At the end of the steady-state period, turn off the water and immediately record the time and depth of water in the table below. Record the time and depth of water every 15-minutes for a minimum of 1 hour, or until the pit is empty. (Note: in areas with slow draining soils, a pressure transducer is recommended to 9 improve the accuracy of change in depth readings. In addition, users are encouraged to extend the testing period and use longer intervals to improve accuracy.) ii. Calculate the infiltration rate for each 15-minute interval (change in depth at each interval x 4) and record the results in the table below. Alternatively, users may also record the total time for fixed intervals of changes in depth, and use those values to compute the infiltration rates. Time of Measurement (15- minute minimum intervals) Depth of Water (inches) Infiltration Rate (in/hr) 11:00 12 --- 11:15 8.80 12.82 11:30 5.60 12.40 11:45 2.50 12.40 b. Steady-state period: 17. i. Add water to the test pit at a rate that will maintain a depth of 12 inches above the bottom of the test pit for 1 full hour. During this hour, record the time, depth of water, cumulative volume, and instantaneous flow rate every 15-minutes in the table below. d. Check for high groundwater / immediate groundwater mounding: 1. Within 24 hours after the falling head period, excavate the bottom of the pit (Minimum excavation depths are provided in the KING County a Design Manual Section 2.5) 2. Is standing water or seepage visible in the excavation hole? (__Yes /_X__ No) 3. If “yes,” record depth: ________ Note: Additional Groundwater Monitoring requirements may apply. 17.Data Analysis/“Measured Infiltration Rate” Selection (use the falling head data to confirm the measured a. Steady-state measured infiltration rate: Provide the lowest infiltration rate from steady-state table above: 10.80 in/hr infiltration rate calculated from the steady- state data): b. Selected “Measured Infiltration Rate” _____12.20________________ in/hr (Include an explanation if the selected rate deviates from the steady-state rate in step 16a.) _______________________________N/A______________________________________________ c. If the lowest measured infiltration rate is less than the minimum rate associated with an infiltration BMP, that BMP cannot be used. d. If the measured infiltration rate is less than all minimum infiltration rates for infiltration BMPs (see Table 1 in the Reference Tables at the end of this document), no further investigation is required. 10 18. Calculate “Design Infiltration Rate”: The design infiltration rate shall be calculated by applying the appropriate correction factor to the above measured infiltration rate. a. Select a correction factor. 0.8 b. Calculate the Design Infiltration Rate below. Design infiltration rate = _________12.20_______x _____0.8 = _____9.8 in/hr. Measured infiltration rate (in/hr) x Correction Factor* *A Correction Factor of 0.8 must be used for all projects unless a lower value is warranted by site conditions, as recommended and documented by a licensed professional, and shall not be less than 0.2. From the Pre-engineered Small R/D and Water Quality Facility Sizes Page 1 3/20/07 Version (See Data on page 13 below) At infiltration rate of 9.8 Use the following: 2 ft wide gravel trench with 6 inch perf pipe, Infiltrate all driveway and sidewalk runoff and roof runoff as shown on the plans. For the Single Family Building and contributing driveway; Impervious Area Trench Length 7898 ft2 [(1100/10000)x7896]/9.8 = 88.63LF We recommend using a 88.63 LF Infiltration trench 19. Supporting Documents and Additional Analysis Required: SIGNATURES ARE REQUIRED The Small and Large PIT report shall be prepared by a licensed professional. I certify that I have followed the procedures outlined in this document to determine the infiltration BMP infiltration rate. Infiltration Test performed by: Print Name ___JOSHUA M. KALEBU, P.E.______________ Signature _______________________________________ Date: August 24, 2021 Professional Stamp: WWHM2012 PROJECT REPORT CHA RESIDENCE 5/28/2022 11:52:26 AM Page 2 General Model Information Project Name:CHA RESIDENCE Site Name:CHA RESIDENCE Site Address:XXX SW 297TH ST City:FEDERAL WAY Report Date:5/28/2022 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2021/08/18 Version:4.2.18 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year CHA RESIDENCE 5/28/2022 11:52:26 AM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Steep 0.346 Pervious Total 0.346 Impervious Land Use acre Impervious Total 0 Basin Total 0.346 Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 1 Gravel Trench Bed 1 CHA RESIDENCE 5/28/2022 11:52:26 AM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROOF TOPS FLAT 0.042 DRIVEWAYS MOD 0.015 Impervious Total 0.057 Basin Total 0.057 Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 1 Gravel Trench Bed 1 CHA RESIDENCE 5/28/2022 11:52:26 AM Page 5 Routing Elements Predeveloped Routing Gravel Trench Bed 1 Bottom Length:0.00 ft. Bottom Width:0.00 ft. Trench bottom slope 1:0 To 1 Trench Left side slope 0:0 To 1 Trench right side slope 2:0 To 1 Material thickness of first layer:0 Pour Space of material for first layer:0 Material thickness of second layer:0 Pour Space of material for second layer:0 Material thickness of third layer:0 Pour Space of material for third layer:0 Discharge Structure Riser Height:0 ft. Riser Diameter:0 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.000000 0.000000 0.000 0.000 CHA RESIDENCE 5/28/2022 11:52:26 AM Page 6 Mitigated Routing Gravel Trench Bed 1 Bottom Length:50.00 ft. Bottom Width:3.00 ft. Trench bottom slope 1:0.01 To 1 Trench Left side slope 0:1 To 1 Trench right side slope 2:1 To 1 Material thickness of first layer:1 Pour Space of material for first layer:0.33 Material thickness of second layer:1 Pour Space of material for second layer:0.33 Material thickness of third layer:1 Pour Space of material for third layer:0.33 Infiltration On Infiltration rate:12.2 Infiltration safety factor:0.5 Total Volume Infiltrated (ac-ft.):9.37 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):9.37 Percent Infiltrated:100 Total Precip Applied to Facility:0.602 Total Evap From Facility:0.067 Discharge Structure Riser Height:3.5 ft. Riser Diameter:10 in. Notch Type:Rectangular Notch Width:0.833 ft. Notch Height:1.000 ft. Orifice 1 Diameter:3 in.Elevation:2 ft. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.003 0.000 0.000 0.000 0.0444 0.003 0.000 0.000 0.021 0.0889 0.003 0.000 0.000 0.021 0.1333 0.003 0.000 0.000 0.021 0.1778 0.003 0.000 0.000 0.021 0.2222 0.004 0.000 0.000 0.021 0.2667 0.004 0.000 0.000 0.021 0.3111 0.004 0.000 0.000 0.021 0.3556 0.004 0.000 0.000 0.021 0.4000 0.004 0.000 0.000 0.021 0.4444 0.004 0.000 0.000 0.021 0.4889 0.004 0.000 0.000 0.021 0.5333 0.004 0.000 0.000 0.021 0.5778 0.004 0.000 0.000 0.021 0.6222 0.004 0.000 0.000 0.021 0.6667 0.005 0.000 0.000 0.021 0.7111 0.005 0.001 0.000 0.021 0.7556 0.005 0.001 0.000 0.021 0.8000 0.005 0.001 0.000 0.021 0.8444 0.005 0.001 0.000 0.021 CHA RESIDENCE 5/28/2022 11:52:26 AM Page 7 0.8889 0.005 0.001 0.000 0.021 0.9333 0.005 0.001 0.000 0.021 0.9778 0.005 0.001 0.000 0.021 1.0222 0.005 0.001 0.000 0.021 1.0667 0.005 0.001 0.000 0.021 1.1111 0.006 0.001 0.000 0.021 1.1556 0.006 0.001 0.000 0.021 1.2000 0.006 0.001 0.000 0.021 1.2444 0.006 0.002 0.000 0.021 1.2889 0.006 0.002 0.000 0.021 1.3333 0.006 0.002 0.000 0.021 1.3778 0.006 0.002 0.000 0.021 1.4222 0.006 0.002 0.000 0.021 1.4667 0.006 0.002 0.000 0.021 1.5111 0.006 0.002 0.000 0.021 1.5556 0.007 0.002 0.000 0.021 1.6000 0.007 0.002 0.000 0.021 1.6444 0.007 0.002 0.000 0.021 1.6889 0.007 0.003 0.000 0.021 1.7333 0.007 0.003 0.000 0.021 1.7778 0.007 0.003 0.000 0.021 1.8222 0.007 0.003 0.000 0.021 1.8667 0.007 0.003 0.000 0.021 1.9111 0.007 0.003 0.000 0.021 1.9556 0.007 0.003 0.000 0.021 2.0000 0.008 0.003 0.000 0.021 2.0444 0.008 0.003 0.051 0.021 2.0889 0.008 0.004 0.072 0.021 2.1333 0.008 0.004 0.089 0.021 2.1778 0.008 0.004 0.103 0.021 2.2222 0.008 0.004 0.115 0.021 2.2667 0.008 0.004 0.126 0.021 2.3111 0.008 0.004 0.136 0.021 2.3556 0.008 0.004 0.145 0.021 2.4000 0.009 0.004 0.154 0.021 2.4444 0.009 0.005 0.162 0.021 2.4889 0.009 0.005 0.170 0.021 2.5333 0.009 0.005 0.195 0.021 2.5778 0.009 0.005 0.245 0.021 2.6222 0.009 0.005 0.311 0.021 2.6667 0.009 0.005 0.388 0.021 2.7111 0.009 0.005 0.475 0.021 2.7556 0.009 0.006 0.570 0.021 2.8000 0.009 0.006 0.674 0.021 2.8444 0.010 0.006 0.785 0.021 2.8889 0.010 0.006 0.903 0.021 2.9333 0.010 0.006 1.027 0.021 2.9778 0.010 0.006 1.157 0.021 3.0222 0.010 0.007 1.294 0.021 3.0667 0.010 0.007 1.436 0.021 3.1111 0.010 0.008 1.583 0.021 3.1556 0.010 0.008 1.735 0.021 3.2000 0.010 0.009 1.892 0.021 3.2444 0.010 0.009 2.054 0.021 3.2889 0.011 0.010 2.221 0.021 3.3333 0.011 0.010 2.393 0.021 3.3778 0.011 0.011 2.568 0.021 3.4222 0.011 0.011 2.748 0.021 CHA RESIDENCE 5/28/2022 11:52:26 AM Page 8 3.4667 0.011 0.012 2.933 0.021 3.5111 0.011 0.012 3.085 0.021 3.5556 0.011 0.013 3.195 0.021 3.6000 0.011 0.013 3.360 0.021 3.6444 0.011 0.014 3.559 0.021 3.6889 0.011 0.014 3.773 0.021 3.7333 0.012 0.015 3.981 0.021 3.7778 0.012 0.015 4.167 0.021 3.8222 0.012 0.016 4.317 0.021 3.8667 0.012 0.016 4.425 0.021 3.9111 0.012 0.017 4.501 0.021 3.9556 0.012 0.017 4.592 0.021 4.0000 0.012 0.018 4.667 0.021 CHA RESIDENCE 5/28/2022 11:52:26 AM Page 9 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.346 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:0 Total Impervious Area:0.057 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.015483 5 year 0.024663 10 year 0.030623 25 year 0.037832 50 year 0.042922 100 year 0.047763 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.017 0.000 1950 0.019 0.000 1951 0.030 0.000 1952 0.011 0.000 1953 0.009 0.000 1954 0.012 0.000 1955 0.022 0.000 1956 0.017 0.000 1957 0.016 0.000 1958 0.015 0.000 CHA RESIDENCE 5/28/2022 11:53:42 AM Page 10 1959 0.012 0.000 1960 0.022 0.000 1961 0.012 0.000 1962 0.009 0.000 1963 0.011 0.000 1964 0.014 0.000 1965 0.011 0.000 1966 0.010 0.000 1967 0.023 0.000 1968 0.013 0.000 1969 0.014 0.000 1970 0.012 0.000 1971 0.012 0.000 1972 0.024 0.000 1973 0.012 0.000 1974 0.012 0.000 1975 0.019 0.000 1976 0.013 0.000 1977 0.002 0.000 1978 0.012 0.000 1979 0.006 0.000 1980 0.028 0.000 1981 0.009 0.000 1982 0.023 0.000 1983 0.016 0.000 1984 0.011 0.000 1985 0.006 0.000 1986 0.027 0.000 1987 0.024 0.000 1988 0.010 0.000 1989 0.006 0.000 1990 0.051 0.000 1991 0.030 0.000 1992 0.013 0.000 1993 0.012 0.000 1994 0.004 0.000 1995 0.015 0.000 1996 0.034 0.000 1997 0.030 0.000 1998 0.010 0.000 1999 0.027 0.000 2000 0.013 0.000 2001 0.003 0.000 2002 0.015 0.000 2003 0.019 0.000 2004 0.028 0.000 2005 0.018 0.000 2006 0.018 0.000 2007 0.039 0.000 2008 0.051 0.000 2009 0.024 0.000 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0512 0.0000 2 0.0511 0.0000 3 0.0387 0.0000 CHA RESIDENCE 5/28/2022 11:53:42 AM Page 11 4 0.0340 0.0000 5 0.0303 0.0000 6 0.0302 0.0000 7 0.0297 0.0000 8 0.0284 0.0000 9 0.0280 0.0000 10 0.0272 0.0000 11 0.0268 0.0000 12 0.0242 0.0000 13 0.0238 0.0000 14 0.0236 0.0000 15 0.0232 0.0000 16 0.0228 0.0000 17 0.0224 0.0000 18 0.0222 0.0000 19 0.0191 0.0000 20 0.0190 0.0000 21 0.0187 0.0000 22 0.0180 0.0000 23 0.0179 0.0000 24 0.0174 0.0000 25 0.0168 0.0000 26 0.0160 0.0000 27 0.0158 0.0000 28 0.0150 0.0000 29 0.0149 0.0000 30 0.0146 0.0000 31 0.0141 0.0000 32 0.0135 0.0000 33 0.0128 0.0000 34 0.0128 0.0000 35 0.0128 0.0000 36 0.0127 0.0000 37 0.0123 0.0000 38 0.0123 0.0000 39 0.0122 0.0000 40 0.0122 0.0000 41 0.0121 0.0000 42 0.0120 0.0000 43 0.0120 0.0000 44 0.0120 0.0000 45 0.0120 0.0000 46 0.0113 0.0000 47 0.0113 0.0000 48 0.0111 0.0000 49 0.0107 0.0000 50 0.0102 0.0000 51 0.0097 0.0000 52 0.0096 0.0000 53 0.0093 0.0000 54 0.0087 0.0000 55 0.0086 0.0000 56 0.0062 0.0000 57 0.0062 0.0000 58 0.0062 0.0000 59 0.0041 0.0000 60 0.0029 0.0000 61 0.0022 0.0000 CHA RESIDENCE 5/28/2022 11:53:42 AM Page 12 CHA RESIDENCE 5/28/2022 11:53:42 AM Page 13 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0077 11407 0 0 Pass 0.0081 10365 0 0 Pass 0.0085 9437 0 0 Pass 0.0088 8630 0 0 Pass 0.0092 7940 0 0 Pass 0.0095 7270 0 0 Pass 0.0099 6669 0 0 Pass 0.0102 6107 0 0 Pass 0.0106 5612 0 0 Pass 0.0109 5159 0 0 Pass 0.0113 4772 0 0 Pass 0.0117 4408 0 0 Pass 0.0120 4077 0 0 Pass 0.0124 3764 0 0 Pass 0.0127 3546 0 0 Pass 0.0131 3287 0 0 Pass 0.0134 3074 0 0 Pass 0.0138 2862 0 0 Pass 0.0141 2669 0 0 Pass 0.0145 2479 0 0 Pass 0.0148 2310 0 0 Pass 0.0152 2158 0 0 Pass 0.0156 1978 0 0 Pass 0.0159 1828 0 0 Pass 0.0163 1682 0 0 Pass 0.0166 1573 0 0 Pass 0.0170 1459 0 0 Pass 0.0173 1367 0 0 Pass 0.0177 1268 0 0 Pass 0.0180 1175 0 0 Pass 0.0184 1100 0 0 Pass 0.0188 1030 0 0 Pass 0.0191 962 0 0 Pass 0.0195 905 0 0 Pass 0.0198 849 0 0 Pass 0.0202 803 0 0 Pass 0.0205 750 0 0 Pass 0.0209 715 0 0 Pass 0.0212 680 0 0 Pass 0.0216 638 0 0 Pass 0.0220 605 0 0 Pass 0.0223 572 0 0 Pass 0.0227 543 0 0 Pass 0.0230 503 0 0 Pass 0.0234 469 0 0 Pass 0.0237 435 0 0 Pass 0.0241 391 0 0 Pass 0.0244 351 0 0 Pass 0.0248 321 0 0 Pass 0.0252 293 0 0 Pass 0.0255 264 0 0 Pass 0.0259 230 0 0 Pass 0.0262 203 0 0 Pass CHA RESIDENCE 5/28/2022 11:53:42 AM Page 14 0.0266 177 0 0 Pass 0.0269 160 0 0 Pass 0.0273 142 0 0 Pass 0.0276 130 0 0 Pass 0.0280 116 0 0 Pass 0.0284 103 0 0 Pass 0.0287 95 0 0 Pass 0.0291 78 0 0 Pass 0.0294 71 0 0 Pass 0.0298 58 0 0 Pass 0.0301 49 0 0 Pass 0.0305 46 0 0 Pass 0.0308 44 0 0 Pass 0.0312 43 0 0 Pass 0.0316 42 0 0 Pass 0.0319 41 0 0 Pass 0.0323 40 0 0 Pass 0.0326 39 0 0 Pass 0.0330 36 0 0 Pass 0.0333 34 0 0 Pass 0.0337 34 0 0 Pass 0.0340 31 0 0 Pass 0.0344 28 0 0 Pass 0.0347 26 0 0 Pass 0.0351 25 0 0 Pass 0.0355 22 0 0 Pass 0.0358 20 0 0 Pass 0.0362 18 0 0 Pass 0.0365 14 0 0 Pass 0.0369 13 0 0 Pass 0.0372 11 0 0 Pass 0.0376 10 0 0 Pass 0.0379 10 0 0 Pass 0.0383 8 0 0 Pass 0.0387 6 0 0 Pass 0.0390 4 0 0 Pass 0.0394 4 0 0 Pass 0.0397 4 0 0 Pass 0.0401 3 0 0 Pass 0.0404 3 0 0 Pass 0.0408 3 0 0 Pass 0.0411 3 0 0 Pass 0.0415 3 0 0 Pass 0.0419 3 0 0 Pass 0.0422 3 0 0 Pass 0.0426 3 0 0 Pass 0.0429 3 0 0 Pass CHA RESIDENCE 5/28/2022 11:53:42 AM Page 15 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0 acre-feet On-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. Off-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. CHA RESIDENCE 5/28/2022 11:53:42 AM Page 16 LID Report CHA RESIDENCE 5/28/2022 11:54:05 AM Page 17 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. CHA RESIDENCE 5/28/2022 11:54:05 AM Page 18 Appendix Predeveloped Schematic CHA RESIDENCE 5/28/2022 11:54:06 AM Page 19 Mitigated Schematic CHA RESIDENCE 5/28/2022 11:54:06 AM Page 20 Predeveloped UCI File CHA RESIDENCE 5/28/2022 11:54:06 AM Page 21 Mitigated UCI File CHA RESIDENCE 5/28/2022 11:54:06 AM Page 22 Predeveloped HSPF Message File CHA RESIDENCE 5/28/2022 11:54:06 AM Page 23 Mitigated HSPF Message File CHA RESIDENCE 5/28/2022 11:54:06 AM Page 24 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. 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