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HomeMy WebLinkAboutFPA2021-00011 - FPA Reports - 5/14/2021Drainage Report Logging Tru North Investments LLC XXX E State Route 106, Belfair Parcel No. 22212-52-06001, 22212-53-12005, 22212-53-07012, & 22212-52-01037 et al. Mason County, Washington May 14, 2021 Project #2135 Prepared For: Tru North Investments LLC 10441 Case Road SW Olympia, WA 98382 Prepared By: Envirotech Engineering PO Box 984 Belfair, Washington 98528 Phone: 360-275-9374 TABLE OF CONTENTS 1.0 PROJECT DESCRIPTION 1 2.0 EXISTING CONDITIONS 2 2.1 TOPOGRAPHY 2 2.2 SURFACE DRAINAGE 2 2.3 SUBSURFACE CONDITIONS 2 2.3.1 SUBSURFACE CONDITIONS 2 2.3.2 GROUNDWATER 3 3.0 HYDROLOGIC/ HYDRAULIC INFORMATION 4 3.1 DEVELOPED SITE DRAINAGE CONDITIONS 4 3.2 DOWNSTREAM ANALYSIS 4 3.2.1 TRIBUTARY DRAINAGE AREA 4 3.2.2 DOWNSTREAM DISCHARGE 4 3.2.3 DOWNSTREAM EROSION AND WATER QUALITY 4 3.2.4 DOWNSTREAM CONCLUSIONS 4 3.3 HYDROLOGY AND HYDRAULIC ANALYSIS/ DESIGN 4 3.2 INFILTRATION SWALE 5 4.0 INSPECTION AND MAINTENANCE 6 4.1 INSPECTION AND MAINTENANCE SCHEDULE 6 4.2 INSPECTION AND MAINTENANCE RESPONSIBILITY 7 5.0 CONTROL OF POLLUTANTS OTHER THAN SEDIMENTS 8 6.0 PROJECT ENGINEER'S CERTIFICATION 9 Appendices Appendix A — Site Map Appendix B — Hydrologic Modeling 1.0 PROJECT DESCRIPTION Envirotech Engineering (Envirotech) has completed this drainage report in conjunction with the stormwater management plan for planned tree harvesting for several properties located along E State Route 106, bounded by corner parcel numbers 22212-52-06001, 22212-53-12005, 22212- 53-07012, and 22212-52-01037 in Mason County, Washington. See the Vicinity Map below for a general indication of the Project location. Information pertaining to the development of this project was provided by the proponent of the property. The proposed development includes logging, with no stumping. Replanting per standard forestry practice is expected. The total land area that is anticipated to be disturbed as a result of past clearing is approximately 54.8 acres. Cut and fill quantities were approximated to be 1350 cubic yards (cy) and 1350 cy, respectively. See the accompanying stormwater management plans for an illustration of current and proposed site features. Vicinity Map from Mason County Website Envirotech Engineering PO Box 984 Belfair, Washington 98528 Ph. 360-275-9374 page 1 Drainage Report Parcel 22212-52-06001 et al. Mason County, Washington May 14, 2021 2.0 EXISTING CONDITIONS The property is accessed from E State Route 106, an existing paved roadway in Mason County. The Project is currently undeveloped, with some clearing on -site. Vegetation is typical of the Pacific Northwest. E State Route 106 extends in an east -west direction to the north of the property. Beyond the property, rural residential development exists. 2.1 Topography Critical descending slopes, with grades exceeding 40% appear to be within 300 feet of the planned development. The maximum critical slope is approximately 66% with a vertical relief of about 80 feet. Ascending grades are generally located to the south of the planned development. These slopes are relatively minor within 300 feet of the project, with no apparent slope grades of at least 15%. 2.2 Surface Drainage Much of the natural drainage from the property is directed to the center of the property to the ravine. The water travels by sheet flow to a natural drainage stream feet located on the property. The stream eventually drains into Hood Canal. Drainage on the west side of the property generally sheet flows to the northwest away from the stream. 2.3 Subsurface Conditions Information on infiltration rates and soil conditions pertaining to the Project was accomplished by Envirotech. Selected information pertaining to the drainage aspect of the project is provided below. The following subsurface conditions are estimated descriptions of the Project subgrade utilizing information from the depth of penetration at all testing, sampling, observed and investigated locations. Soils for this project were described utilizing the Unified Soil Classification System (USCS). Using the USCS in conjunction with estimated relative densities and other anticipated engineering properties of the soil, susceptibility for potential landslides, erosion and seismic hazards may be assessed. 2.3.1 Subsurface Conditions The project is currently composed of native soils without indications of fill. Within test pit locations, soils within the upper 5 feet of natural ground were generally observed to be moist, brown silty sand with gravel (SM). Soils below the upper 5 feet layer were observed to be mostly grey, low moisture, silty sand with gravel (SM), locally known as hardpan. The hardpan may extend to depths greater than 50 feet. This is based on nearby well reports, site geology, and/ or knowledge of the general area. According to the "Soil Survey of Mason County," by the United States Department of Agriculture, Soil Conservation Service, the site soils are described as Alderwood gravelly sandy loam, Ab and Ac, with 8% - 30% slopes, and Bellingham silt loam, Bd, with 8% - 30% slopes Envirotech Engineering PO Box 984 Belfair, Washington 98528 Ph. 360-275-9374 page 2 Drainage Report Parcel 22212-52-06001 et al. Mason County, Washington May 14, 2021 2.3.2 Groundwater From the water well report(s) and knowledge of the general area, permanent groundwater is at least 100 feet directly below the property at the building pad location. Aerial/Soils Map from USDA NRCS Website Envirotech Engineering PO Box 984 Belfair, Washington 98528 Ph. 360-275-9374 page 3 Drainage Report Parcel 22212-52-06001 et al. Mason County, Washington May 14, 2021 3.0 HYDROLOGIC/ HYDRAULIC INFORMATION 3.1 Developed Site Drainage Conditions The total land area that is anticipated to be disturbed as a result of development is 54.8 acres. Cut and fill quantities were approximated to be 1350 cubic yards (cy) and 1350 cy, respectively. Best Management Practices (BMPs) for this project includes vegetated swales. 3.2 Downstream Analysis This project has been analyzed as a Level 1 Downstream Drainage Analysis in accordance with the prevailing Western Washington Stormwater Drainage Manual. 3.2.1 Tributary Drainage Area The upslope watershed is relatively small, and has low to slightly sloping grades. Stormwater entering the site appears to be negligible. 3.2.2 Downstream Discharge The natural drainage from the site appears to be directed to a stream located in the center of the project and to the northwest away from the stream. Water in both instances travels directly to Hood Canal. 3.2.3 Downstream Erosion and Water Quality FEMA mapping, and other documentation do not reveal flooding or erosion hazards on the property where logging will occur. Water quality within the project watershed is not known to have major issues. Ordinary pollution caused by residences and roadways are pollution contributors in the area. Off -site mitigation is not deemed necessary for this project. This is based on the scale of on -site mitigation design. 3.2.4 Downstream Conclusions The project will not increase pollution generating hard surfaces. Existing mild sloping green areas near the entrance appear to have sufficient vegetation and pollution removal qualities for the pollution generating surfaces, and construction traffic will be temporary. The proposed drainage design encourages sheet flow dispersal for the runoff. It is our opinion that with proper maintenance and care of the proposed drainage facility, the proposed development will not constitute measurable runoff to offsite properties. 3.3 Hydrology and Hydraulic Analysis/ Design A continuous simulation model was used in order to complete the drainage analysis of this Envirotech Engineering PO Box 984 Belfair, Washington 98528 Ph. 360-275-9374 page 4 Drainage Report Parcel 22212-52-06001 et al. Mason County, Washington May 14, 2021 project. This was accomplished with the Western Washington Hydrology Model (WWHM), version 2012, by the Washington State Department of Ecology, et al. The WWHM utilizes recorded rain gauge data near the project for 100yr and 6mo design storm parameters. The WWHM was used in order to comply with the flow control requirements. A spreadsheet was used to calculate infiltration rates as a function of the infiltrating surface area of the facility. A Stage -Area -Discharge -Infiltration table was generated and it shows the facility's storage and infiltration as a function of the stage. The WWHM uses long-term (43-50 years) precipitation data to simulate the potential impact of land use development in Western Washington. A minimum period of 20 years is required to simulate enough peak flow events to produce accurate flow frequency results. A 48-year record was used in our modeling. The primary source for precipitation data is National Weather Service stations. In the WWHM, 19 precipitation stations have been included. Although rainfall data from the program has been used, design storm precipitation values and isopluvials are included in the new version of 2012 WWHM. The WWHM uses the predevelopment peak flow value for each water year to compute the predevelopment 2-year through 100-year flow frequency values. The post -development 2-year to 100-year flow frequency runoff values are computed from the outlet of the proposed stormwater facility. The model then routes the post -development runoff through the stormwater facility. The maximum developed flow value for each water year will be selected by the model to compute the developed 2- through 100-year flow frequency. The WWHM compares the post -development 2-year flow frequency value with the predevelopment flood value. If the post -development value is greater than the predevelopment value then flow frequency requirement has not been met. The same test is conducted for the 5, 10, 25, 50, and 100-year flow frequency values. WWHM uses the entire pre -development and post -development runoff record to compute flow duration. Flows must not exceed the flow duration values of the pre -development runoff between the pre -development flow values of 50% of the 2-year flow and 100% of the 50-year flow. 3.2 Infiltration Swale Per WWHM, the bio-swale was designed with the following parameters: • Biofilter length: 3662 ft • Biofilter bottom width: 1 and 2 ft •Flow line slopes: 0% .Side slopes: 2:1 (horizontal:vertical) Envirotech Engineering PO Box 984 Belfair, Washington 98528 Ph. 360-275-9374 page 5 Drainage Report Parcel 22212-52-06001 et al. Mason County, Washington May 14, 2021 4.0 INSPECTION AND MAINTENANCE Erosion and sediment control measures that may be necessary for this project includes: • Temporary stabilized construction entrance; • Temporary silt fence (if needed); and, • Permanent vegetation. The following subsections provide details regarding inspection and maintenance schedule, inspection and maintenance responsibility, and an engineer's inspection report. Stabilized Construction Entrance The stabilized construction entrance shall be inspected at reasonable increments. Increased usage of the construction entrance warrants more frequent inspections. Additional rock shall be added periodically to maintain proper function of the pad. Silt Fence Silt fencing should be used if needed. All silt fencing shall be inspected immediately after each rainfall and at least daily during prolonged rainfall. Any required repairs shall be made immediately. Permanent Vegetation Expected forestry practice includes minimizing disturbance to the ground and underbrush. Permanent vegetation shall initially be inspected regularly to insure establishment and healthy growth. Once established, vegetation may need to be periodically fertilized for continuous growth. Vegetation shall be re-established in areas where necessary. 4.1 Inspection and Maintenance Schedule While active construction is in process, all temporary erosion and sediment control facilities shall be inspected and immediately maintained if necessary per the requirements provided above. In the event that construction activities are discontinued for at least 4 consecutive days, the owner shall be responsible for the inspection, and immediate maintenance if necessary, of all temporary erosion and sediment control facilities immediately after storm events, and at least once every 7 days. In addition to the aforementioned inspection and maintenance schedule, the owner shall install additional erosion and sediment control facilities if proposed erosion and sediment control measures prove to be inadequate. Envirotech Engineering PO Box 984 Belfair, Washington 98528 Ph. 360-275-9374 page 6 Drainage Report Parcel 22212-52-06001 et al. Mason County, Washington May 14, 2021 For permanent facilities, an Operation and Maintenance Manual should be required for this project. 4.2 Inspection and Maintenance Responsibility Inspection, maintenance, and financial liability of all temporary/ permanent erosion and sedimentation control facilities shall ultimately be the responsibility of the property owner. Currently, the property owner is: Tru North Investments LLC 10441 Case Road SW Olympia, Washington 98382 (360) 413-7500 An operation and maintenance covenant will be required to cover all stormwater facilities. Performance bonding, or other appropriate instrument, shall be required for this project to ensure compliance with the standards presented in this report. Furthermore, the owner may need to retain an Erosion and Spill Control (ESC) Lead for construction observation and oversight of the project if required by the County to ensure compliance with the ESC components of the approved Drainage and Erosion/ Sediment Control Plans. Envirotech Engineering PO Box 984 Belfair, Washington 98528 Ph. 360-275-9374 page 7 Drainage Report Parcel 22212-52-06001 et al. Mason County, Washington May 14, 2021 5.0 CONTROL OF POLLUTANTS OTHER THAN SEDIMENTS Upon completion of this project and future development of the lot, this project is expected to render no traffic. Potential source of pollutants will be during logging only. See the Stormwater Pollution Prevention Plan under a separate cover, which addresses the temporary pollution aspect of the project. Envirotech Engineering PO Box 984 Belfair, Washington 98528 Ph. 360-275-9374 page 8 Drainage Report Parcel 22212-52-06001 et al. Mason County, Washington May 14, 2021 6.0 PROJECT ENGINEER'S CERTIFICATION I hereby state that this drainage plan has been prepared by me or under my supervision and meets the standard of care and expertise which is usual and customary in this community for professional engineers. Please contact Michael Staten at 360-275-9374 if you have any questions, comments, or require additional information. Sincerely, Envirotech Engineering Michael Staten, P.E. Project Director Envirotech Engineering PO Box 984 Belfair, Washington 98528 Ph. 360-275-9374 page 9 Drainage Report Parcel 22212-52-06001 et al. Mason County, Washington May 14, 2021 APPENDIX A SITE MAP 11,\IN3V1,Pq OCINI rr MAP 0,1 r.,••-/r, 'urn. I TCEND • '• lVrIMIWEV.R.VNY • ”0/1.RIY • , $‘41•141 mow a Tv tzm — yttr.v.wrri B.101 — 11.111.0 Mr). ORA•14.01ALCMA MI ea schlmo tWo INDEX OF SHELIS 31.171444,03,1106,1:friMONIIV YAP. VAISIT,.. :::.d141: VItVg7iVrt•AstAl. VI IMIYRI,SOMPA COVER SHEET; EXISTING/ PROPOSED CONDITIONS IISTIAIATE OF QUAN11111, I ON SWAM:: CONSIRUCININ ---1-----f --- --,1---,)---- ' APPENDIX B HYDROLOGIC MODELING WWHM2012 PROJECT REPORT Project Name: default[0] Site Name: Tru North Site Address: XXX E State Route 106 City : Belfair Report Date: 5/18/2021 Gage : Quilcene Data Start : 1955/10/01 Data End : 2008/09/30 Precip Scale: 1.22 Version Date: 2019/09/13 Version : 4.2.17 Low Flow Threshold for POC 1 : 50 Percent of the 2 Year High Flow Threshold for POC 1: 50 year PREDEVELOPED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use A B, Forest, Mod acre 54.8 Pervious Total 54.8 Impervious Land Use acre Impervious Total 0 Basin Total 54.8 Element Flows To: Surface Interflow Groundwater MITIGATED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use acre A B, Forest, Mod 36 A B, Pasture, Mod 18.8 Pervious Total 54.8 Impervious Land Use acre Impervious Total 0 Basin Total 54.8 Element Flows To: Surface Interflow Groundwater Trapezoidal Pond 1 Trapezoidal Pond 1 Name : Trapezoidal Pond 1 Bottom Length: 3662.00 ft. Bottom Width: 1.00 ft. Depth: 1 ft. Volume at riser head: 0.0000 acre-feet. Infiltration On Infiltration rate: 4 Infiltration safety factor: 1 Wetted surface area On Total Volume Infiltrated (ac-ft.): 36.313 Total Volume Through Riser (ac-ft.): 0 Total Volume Through Facility (ac-ft.): 36.313 Percent Infiltrated: 100 Total Precip Applied to Facility: 0 Total Evap From Facility: 0 Side slope 1: 2 To 1 Side slope 2: 2 To 1 Side slope 3: 2 To 1 Side slope 4: 2 To 1 Discharge Structure Riser Height: 0 ft. Riser Diameter: 0 in. Element Flows To: Outlet 1 Outlet 2 Pond Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.0111 0.0222 0.0333 0.0444 0.0556 0.0667 0.0778 0.0889 0.1000 0.1111 0.1222 0.1333 0.1444 0.1556 0.1667 0.1778 0.1889 0.2000 0.2111 0.2222 0.2333 0.2444 0.2556 0.2667 0.2778 0.2889 0.3000 0.3111 0.3222 0.3333 0.3444 0.3556 0.3667 0.3778 0.3889 0.4000 0.4111 0.4222 0.4333 0.4444 0.4556 0.4667 0.4778 0.4889 0.5000 0.5111 0.5222 0.5333 0.5444 0.5556 0.5667 0.5778 0.5889 0.6000 0.6111 0.6222 0.084 0.000 0.000 0.000 0.087 0.001 0.000 0.354 0.091 0.002 0.000 0.369 0.095 0.003 0.000 0.384 0.099 0.004 0.000 0.399 0.102 0.005 0.000 0.414 0.106 0.006 0.000 0.429 0.110 0.007 0.000 0.444 0.114 0.008 0.000 0.459 0.117 0.010 0.000 0.474 0.121 0.011 0.000 0.489 0.125 0.012 0.000 0.504 0.128 0.014 0.000 0.520 0.132 0.015 0.000 0.535 0.136 0.017 0.000 0.550 0.140 0.018 0.000 0.565 0.143 0.020 0.000 0.580 0.147 0.021 0.000 0.595 0.151 0.023 0.000 0.610 0.155 0.025 0.000 0.625 0.158 0.027 0.000 0.640 0.162 0.028 0.000 0.655 0.166 0.030 0.000 0.670 0.170 0.032 0.000 0.685 0.173 0.034 0.000 0.701 0.177 0.036 0.000 0.716 0.181 0.038 0.000 0.731 0.185 0.040 0.000 0.746 0.188 0.042 0.000 0.761 0.192 0.044 0.000 0.776 0.196 0.046 0.000 0.791 0.200 0.048 0.000 0.806 0.203 0.051 0.000 0.821 0.207 0.053 0.000 0.836 0.211 0.055 0.000 0.851 0.214 0.058 0.000 0.866 0.218 0.060 0.000 0.882 0.222 0.063 0.000 0.897 0.226 0.065 0.000 0.912 0.229 0.068 0.000 0.927 0.233 0.070 0.000 0.942 0.237 0.073 0.000 0.957 0.241 0.075 0.000 0.972 0.244 0.078 0.000 0.987 0.248 0.081 0.000 1.002 0.252 0.084 0.000 1.017 0.256 0.086 0.000 1.032 0.259 0.089 0.000 1.048 0.263 0.092 0.000 1.063 0.267 0.095 0.000 1.078 0.271 0.098 0.000 1.093 0.274 0.101 0.000 1.108 0.278 0.104 0.000 1.123 0.282 0.107 0.000 1.138 0.286 0.111 0.000 1.153 0.289 0.114 0.000 1.168 0.293 0.117 0.000 1.183 0.6333 0.297 0.120 0.000 1.198 0.6444 0.301 0.124 0.000 1.214 0.6556 0.304 0.127 0.000 1.229 0.6667 0.308 0.130 0.000 1.244 0.6778 0.312 0.134 0.000 1.259 0.6889 0.316 0.137 0.000 1.274 0.7000 0.319 0.141 0.000 1.289 0.7111 0.323 0.144 0.000 1.304 0.7222 0.327 0.148 0.000 1.319 0.7333 0.330 0.152 0.000 1.334 0.7444 0.334 0.155 0.000 1.349 0.7556 0.338 0.159 0.000 1.365 0.7667 0.342 0.163 0.000 1.380 0.7778 0.345 0.167 0.000 1.395 0.7889 0.349 0.171 0.000 1.410 0.8000 0.353 0.175 0.000 1.425 0.8111 0.357 0.178 0.000 1.440 0.8222 0.360 0.182 0.000 1.455 0.8333 0.364 0.186 0.000 1.470 0.8444 0.368 0.191 0.000 1.485 0.8556 0.372 0.195 0.000 1.500 0.8667 0.375 0.199 0.000 1.516 0.8778 0.379 0.203 0.000 1.531 0.8889 0.383 0.207 0.000 1.546 0.9000 0.387 0.212 0.000 1.561 0.9111 0.390 0.216 0.000 1.576 0.9222 0.394 0.220 0.000 1.591 0.9333 0.398 0.225 0.000 1.606 0.9444 0.402 0.229 0.000 1.621 0.9556 0.405 0.234 0.000 1.636 0.9667 0.409 0.238 0.000 1.651 0.9778 0.413 0.243 0.000 1.667 0.9889 0.417 0.247 0.000 1.682 1.0000 0.420 0.252 0.000 1.697 1.0111 0.424 0.257 0.000 1.712 ANALYSIS RESULTS Stream Protection Duration Predeveloped Landuse Totals for POC #1 Total Pervious Area:54.8 Total Impervious Area:O Mitigated Landuse Totals for POC #1 Total Pervious Area:54.8 Total Impervious Area:O Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 5 year 10 year 25 year 50 year 100 year 0.923924 2.686184 4.355203 6.912842 9.059837 11.34925 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 Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1956 1.307 0.000 1957 1.981 0.000 1958 1.001 0.000 1959 0.440 0.000 1960 2.903 0.000 1961 2.520 0.000 1962 0.051 0.000 1963 4.492 0.000 1964 2.248 0.000 1965 3.540 0.000 1966 1.156 0.000 1967 0.805 0.000 1968 0.520 0.000 1969 0.111 0.000 1970 0.956 0.000 1971 0.753 0.000 1972 1.928 0.000 1973 0.214 0.000 1974 1.348 0.000 1975 1.689 0.000 1976 1.463 0.000 1977 0.042 0.000 1978 0.748 0.000 1979 1.602 0.000 1980 0.577 0.000 1981 2.804 0.000 1982 0.601 0.000 1983 0.319 0.000 1984 1.841 0.000 1985 0.044 0.000 1986 1.507 0.000 1987 8.232 0.000 1988 0.044 0.000 1989 0.132 0.000 1990 5.076 0.000 1991 4.381 0.000 1992 0.128 0.000 1993 0.781 0.000 1994 0.044 0.000 1995 0.617 0.000 1996 2.450 0.000 1997 2.670 0.000 1998 1.651 0.000 1999 0.902 0.000 2000 0.438 0.000 2001 0.042 0.000 2002 1.039 0.000 2003 0.466 0.000 2004 1.393 0.000 2005 0.632 0.000 2006 1.045 0.000 2007 8.758 0.000 2008 2.871 0.000 Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 8.7583 0.0000 2 8.2323 0.0000 3 5.0763 0.0000 4 4.4923 0.0000 5 4.3810 0.0000 6 3.5397 0.0000 7 2.9027 0.0000 8 2.8713 0.0000 9 2.8041 0.0000 10 2.6703 0.0000 11 2.5195 0.0000 12 2.4497 0.0000 13 2.2481 0.0000 14 1.9812 0.0000 15 1.9282 0.0000 16 1.8408 0.0000 17 1.6894 0.0000 18 1.6509 0.0000 19 1.6022 0.0000 20 1.5066 0.0000 21 1.4630 0.0000 22 1.3926 0.0000 23 1.3481 0.0000 24 1.3065 0.0000 25 1.1558 0.0000 26 1.0451 0.0000 27 1.0393 0.0000 28 1.0006 0.0000 29 0.9562 0.0000 30 0.9024 0.0000 31 0.8046 0.0000 32 0.7806 0.0000 33 0.7532 0.0000 34 0.7479 0.0000 35 0.6321 0.0000 36 0.6170 0.0000 37 0.6007 0.0000 38 0.5767 0.0000 39 0.5201 0.0000 40 0.4665 0.0000 41 0.4399 0.0000 42 0.4380 0.0000 43 0.3185 0.0000 44 0.2142 0.0000 45 0.1322 0.0000 46 0.1277 0.0000 47 0.1112 0.0000 48 0.0514 0.0000 49 0.0441 0.0000 50 0.0441 0.0000 51 0.0439 0.0000 52 0.0421 0.0000 53 0.0418 0.0000 Stream Protection Duration POC #1 The Facility PASSED The Facility PASSED. Flow(cfs) Predev Mit Percentage Pass/Fail 0.4620 194 0 0 Pass 0.5488 155 0 0 Pass 0.6357 121 0 0 Pass 0.7225 105 0 0 Pass 0.8094 88 0 0 Pass 0.8962 79 0 0 Pass 0.9830 71 0 0 Pass 1.0699 64 0 0 Pass 1.1567 59 0 0 Pass 1.2436 54 0 0 Pass 1.3304 50 0 0 Pass 1.4173 40 0 0 Pass 1.5041 36 0 0 Pass 1.5910 31 0 0 Pass 1.6778 28 0 0 Pass 1.7647 25 0 0 Pass 1.8515 23 0 0 Pass 1.9384 21 0 0 Pass 2.0252 20 0 0 Pass 2.1121 20 0 0 Pass 2.1989 20 0 0 Pass 2.2858 19 0 0 Pass 2.3726 19 0 0 Pass 2.4594 17 0 0 Pass 2.5463 16 0 0 Pass 2.6331 16 0 0 Pass 2.7200 15 0 0 Pass 2.8068 14 0 0 Pass 2.8937 13 0 0 Pass 2.9805 12 0 0 Pass 3.0674 12 0 0 Pass 3.1542 12 0 0 Pass 3.2411 10 0 0 Pass 3.3279 10 0 0 Pass 3.4148 10 0 0 Pass 3.5016 10 0 0 Pass 3.5885 8 0 0 Pass 3.6753 8 0 0 Pass 3.7622 8 0 0 Pass 3.8490 8 0 0 Pass 3.9359 8 0 0 Pass 4.0227 8 0 0 Pass 4.1095 8 0 0 Pass 4.1964 7 0 0 Pass 4.2832 7 0 0 Pass 4.3701 7 0 0 Pass 4.4569 5 0 0 Pass 4.5438 3 0 0 Pass 4.6306 3 0 0 Pass 4.7175 3 0 0 Pass 4.8043 3 0 0 Pass 4.8912 3 0 0 Pass 4.9780 3 0 0 Pass 5.0649 3 0 0 Pass 5.1517 2 0 0 Pass 5.2386 2 0 0 Pass 5.3254 2 0 0 Pass 5.4123 2 0 0 Pass 5.4991 2 0 0 Pass 5.5859 2 0 0 Pass 5.6728 2 0 0 Pass 5.7596 2 0 0 Pass 5.8465 2 0 0 Pass 5.9333 2 0 0 Pass 6.0202 2 0 0 Pass 6.1070 2 0 0 Pass 6.1939 2 0 0 Pass 6.2807 2 0 0 Pass 6.3676 2 0 0 Pass 6.4544 2 0 0 Pass 6.5413 2 0 0 Pass 6.6281 2 0 0 Pass 6.7150 2 0 0 Pass 6.8018 2 0 0 Pass 6.8887 2 0 0 Pass 6.9755 2 0 0 Pass 7.0624 2 0 0 Pass 7.1492 2 0 0 Pass 7.2360 2 0 0 Pass 7.3229 2 0 0 Pass 7.4097 2 0 0 Pass 7.4966 2 0 0 Pass 7.5834 2 0 0 Pass 7.6703 2 0 0 Pass 7.7571 2 0 0 Pass 7.8440 2 0 0 Pass 7.9308 2 0 0 Pass 8.0177 2 0 0 Pass 8.1045 2 0 0 Pass 8.1914 2 0 0 Pass 8.2782 1 0 0 Pass 8.3651 1 0 0 Pass 8.4519 1 0 0 Pass 8.5388 1 0 0 Pass 8.6256 1 0 0 Pass 8.7124 1 0 0 Pass 8.7993 0 0 0 Pass 8.8861 0 0 0 Pass 8.9730 0 0 0 Pass 9.0598 0 0 0 Pass 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. LID Report LID Technique Used for Total Volume Volume Infiltration Cumulative Percent Water Quality Percent Comment Treatment? Needs Through Volume Volume Volume Water Quality Treatment Facility (ac-ft.) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Trapezoidal Pond 1 POC N 33.04 N 100.00 Total Volume Infiltrated 33.04 0.00 0.00 100.00 0.00 0% No Treat. Credit Compliance with LID Standard 8 Duration Analysis Result = Passed Perind and Impind Changes No changes have been made. This program and accompanying documentation are provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. 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