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2020.0110.PR0003 9339_Cruz_Storm Drainage Report_3-12-20Larson & Associates surveyors, engineers and planners 9027 Pacific Ave. Suite 4 Tacoma, WA 98444 C R UJ Z711-', D March 6, 2020 STORM DRAINAGE REPORT PROPONENT: CRUZ DEVELOPMENTS, LLC 9935 COCHR.ANE AVE YELM WA 98597 CONTACT: RYAN CRUZ PHONE: (253) 318-5494 PREPARED BY: I,ZI2o ?110 Larson & Associates surveyors, engineers and planners 9027 Pacific Ave. Suite 4 Tacoma, WA 98444 (253) 474-3404 PROJECT ENGINEER'S CERTIFICATION.......................................................................................................... 1 STORM DRAINAGE REPORT CHAPTER 1 - PROJECT DESCRIPTION ...................................................................................................................... 2 CHAPTER 2 - EXISTING CONDITION SUMMARY ................................................................................................... 2-3 CHAPTER 3 - OFF-SITE ANALYSIS .......................................................................................................................... 3 CHAPTER 4 - PERMANENT STORMWATER CONTROL PLAN .................................................................................. 3-7 SECTION 1 - PRE-DEVELOPED SITE HYDROLOGY ............................................................................................ 3 SECTION 2 - DEVELOPED SITE HYDROLOGY ................................................................................................... 4 SECTION 3 - PERFORMANCE STANDARDS AND GOALS .................................................................................... 4 SECTION 4 - FLOW CONTROL SYSTEM ......................................................................................................... 4-6 SECTION 5 - WATER QUALITY SYSTEM ........................................................................................................6-7 SECTION 6 - CONVEYANCE SYSTEM ANALYSIS AND DESIGN .......................................................................... 7 CHAPTER 5 - DISCUSSION OF MINIMUM REQUIREMENTS .................................................................................... 7-8 CHAPTER 6 - SPECIAL REPORTS AND STUDIES ......................................................................................................... 8 CHAPTER 7 - OTHER PERMITS .................................................................................................................................. 8 CHAPTER 8 - OPERATION AND MAINTENANCE MANUAL ......................................................................................... 8 CHAPTER 9 - BOND QUANTITIES WORKSHEET ........................................................................................................ 8 APPENDICES APPENDIX A - PROJECT MAPS ............................................................................................................................. A-1 APPENDIX B - SOUTH SOUND GEOTECHNICAL CONSULTING GEOTECHNICAL REPORT, DATED 2-20-20.……….B-1 APPENDIX C - BASIN MAP, LAND USE AREA SPREADSHEET, MGS FLOOD OUTPUTS…………………….…….C-1 APPENDIX D - BIOSWALE CALCULATIONS, PIPE MGS FLOOD OUTPUT & HAESTAD FLOWMASTER OUTPUT…D-1 PROJE,-t',4',C,.,T'E4'Ni'GINIE4'Eit'SM,' TIFIATION I hereby state that this Storm Drainage Report for the CRUZ DEVELOPMENT project 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. I understand that the City of Yelm does not and will not assume liability for the sufficiency, suitability, or performance of storm drainage facilities prepared by me. CHAPTER 1 – PROJECT DESCRIPTIOIN The proposed Cruz Development project is located in the SE 1/4 of the NW 1/4 of Section 29, Township 17 North, Range 2 East of the Willamette Meridian in Yelm, Washington. The address is 17041 State Route (SR) 507, Yelm, WA 98597, and the parcel number is 64303200300. A vicinity map, parcel map and aerial of the project parcels are provided in Appendix A. The project consists of developing 8.76 acres of the 9.33 acre parcel into an automotive dealership with the balance of the property dedicated to Washington State Dept. of Transportation (WSDOT) for SR 507 right-of-way and to contain the existing single-family residence at the northwest corner of the parcel. Property development will include a 12,000 square foot metal building, paved asphalt parking, driveways and display area, graveled areas for vehicle storage, and the required stormwater facilities, water and sewer utilities, and emergency vehicle access for the proposed development. For regulating stormwater runoff the City of Yelm has adopted Washington State Dept. of Ecology’s 2012 Stormwater Management Manual for Western Washington (SWMMWW) as amended in December 2014 and as amended by the City. In accordance with Section 2.4, Volume I of the SWMMWW, this project must comply with all 9 Minimum Requirements for stormwater management as more than 5,000 S.F. of new impervious surface will be created by this project. Stormwater runoff generated from pervious and impervious surface areas of the proposed building, parking/driveway and outdoor display will be collected and conveyed to a biofiltration swale/infiltration pond and bioretention cells for water quality treatment and flow control. All created landscaped areas will receive compost amended topsoil in accordance with BMP T5.13, Chapter V-5, Volume V of the SWMMWW. CHAPTER 2 – EXISTING CONDITION SUMMARY The project parcel is located on the south side of SR 507 at the eastern edge of the City of Yelm’s city limits across from Wal-Mart; SR 507 borders the project site to the north. The property is currently zoned C-2 Heavy Commercial according to the City’s current Zoning Map. Surrounding properties consist of large tract farms to the south, west and east. The project property was previously an egg producing farm that has since been vacated; two long, vacant buildings remain from that previous use. An existing single-family residence exists at the project property’s northwest corner; the residence and associated driveway access and landscaped area will remain. The topography of the site is relatively flat with no more than 3 feet of elevation change; it appears the site slopes very gently downward from the southeast partially to the northwest but more predominately to the east toward the Nisqually River. The topographic high point of the project site is approximately 359.00 (NAVD 88) at the southeast corner with a low point situated on the west side of this site at approximately 356.00 feet. A topographic map and a copy of the FEMA Flood Insurance Rate Map for the project site are provided in Appendix A, and it does not appear the project site is in a 100-year flood plain. A geotechnical engineering study of the existing soil conditions was performed by South Sound Geotechnical Consulting (SSGC) on February 7, 2020; a copy of their geotechnical engineering report dated February 20, 2020 is provided in Appendix B. SSGC observed, logged, and sampled 3 test pits ranging in depths from 6 feet to 9.5 feet below existing grade and performed one Pilot 2 Infiltration Test (PIT). Under approximately 24 inches of topsoil, SSGC encountered native soils consisting of gravelly sand to sandy gravel with trace to some silt, cobbles and occasional boulder; the native soils were in a loose grading to a medium dense condition. SSGC identifies the primary geologic unit underlying the site and surrounding areas as Spanaway Gravelly Sandy Loam based on geologic mapping, and states that the native soils encountered are consistent with the mapped outwash soil. Groundwater was not observed in the test pits at the time of excavation, and SSGC noted that soil mottling or other indicators of shallow groundwater were not observed. SSGC installed piezometers in two of the test pits to monitor for the presence and depth of shallow groundwater. To determine soil infiltration rates, SSGC performed a small scale PIT and a gradation analysis of soil samples taken from Test Pit #2. Using appropriate correction factors to the measured and calculated infiltration rates, SSGC recommends a long-term design infiltration rate of 17 inches per hour. SSGC forwarded soils samples to a laboratory to test for Cation Exchange Capacity (CEC) and organic content; the soils’ average CEC and organic content values were 7.25 milliequivalents and 2.29%, respectively. CHAPTER 3 – OFF-SITE ANALYSIS According to Thurston County GIS, the project property is located in the Nisqually watershed basin; the Nisqually River is located approximately 3,700 feet to the east. Although the property is not located in a flood plain, Thurston County GIS identifies the property is located in a High Groundwater Review Area. As noted in Chapter 2 above during SSGC’s geotechnical investigation, no ground water was observed in the soil test pits; SSGC will monitor the piezometers for the remainder of this year’s wet season. A site visit was conducted on February 10, 2020 during a period of moderate to heavy precipitation to observe existing runoff patterns and drainage conditions around the project property. At the time of the site visit, there was no evidence of stormwater runoff or run-on with the adjacent properties and SR 507 right-of-way, likely due to the flat topography and permeable glacial outwash soils. No evidenced of water ponding, erosion, or stormwater impacts to the property or adjacent properties were noted. No wetlands, erosion hazards, or landslide hazards were noted adjacent to the project property. There are no stormwater facilities within the SR 507 right-of-way, and it is likely that runoff from the roadway infiltrates into the adjacent shoulder areas, evidenced by the lack of ditches on the south side of the roadway. CHAPTER 4 – PERMANENT STORMWATER CONTROL PLAN SECTION 1 – PRE-DEVELOPED SITE HYDROLOGY As mentioned previously, the project property used to be an egg producing farm; two long, vacant buildings remain from that previous use. An existing single-family residence exists at the project property’s northwest corner; the residence and associated driveway access and landscaped area totaling 0.432 acres will remain. In addition, approximately 0.570 acres of the northern portion of the parcel will be dedicated to WSDOT for SR 507 right-of-way. That leaves 8.328 acres of the original 9.330 acres for project development. A pre-developed basin map of the 9.33 acre project property is provided in Appendix C. For stormwater modeling purposes, the project parcel, with the exception of the area to be dedicated to WSDOT, was modeled as “Outwash Forest”. 3 SECTION 2 – DEVELOPED SITE HYDROLOGY A breakdown of the developed areas within the project site is provided in the table below. Proposed Land Use Impervious and Pervious Coverage Proposed Land Use Impervious (acres) Pervious (acres) Total (acres) Commercial Building 0.275 0 0.275 Parking & Display Area 2.029 0.076 2.105 Vehicle Storage 5.166 0 5.166 Landscaping Buffers 0 0.507 0.507 Infiltration Pond 0.252 0.022 0.274 Existing SFR “Lot” 0.092 0.340 0.432 Future WSDOT ROW 0.045 0.525 0.570 Total Area 7.860 1.470 9.330 A developed basin map and a more detailed breakdown of the impervious areas associated with each land use are provided in Appendix C. For the developed condition, the 0.570 acres to be dedicated to WSDOT was excluded from consideration, leaving 8.76 acres of the project property. For stormwater modeling, MGS Flood version 4.46 was used to determine pre-developed and developed peak flows at recurrence intervals from the 2-year through the 100-year, 24-hour storm events. SECTION 3 – PERFORMANCE STANDARDS AND GOALS For regulating stormwater runoff the City of Yelm has adopted Washington State Dept. of Ecology’s 2012 Stormwater Management Manual for Western Washington (SWMMWW) as amended in December 2014 and as amended by the City. In accordance with Section 2.4, Volume I of the SWMMWW, this project must comply with all 9 Minimum Requirements for stormwater management as more than 5,000 S.F. of new impervious surface will be created by this project. See Chapter 5 below for additional information regarding how all 9 minimum requirements have been addressed. SECTION 4 – FLOW CONTROL SYSTEM Onsite flow control will be provided with the construction of an infiltration pond and bioretention cells. The infiltration pond is located in the west central portion of the property adjacent to the west property line. The bioretention cells are located within the 8-foot perimeter landscape buffer, in the frontage landscape buffer, and within the parking lot landscape islands. The infiltration pond and bioretention cells will receive runoff from 8.328 acres of the project property as follows: Flow Control Facilities – Tributary Impervious and Pervious Areas Flow Control Facility Impervious (Acres) Pervious (Acres) Total (Acres) Infiltration Pond 5.747 0.022 5.769 Bioretention Cell #1 0.371 0.146 0.518 Bioretention Cell #2 0.022 0.022 0.044 Bioretention Cell #3 0.184 0.047 0.231 Bioretention Cell #4 0.167 0.035 0.202 Bioretention Cell #5 0.220 0.043 0.263 4 Bioretention Cell #6 0.079 0.024 0.103 Bioretention Cell #7 0.462 0.055 0.517 Bioretention Cell #8 0.184 0.093 0.277 Bioretention Cell #9 0.147 0.096 0.243 Bioretention Cell #10 0.141 0.020 0.161 Bioretention Cell #11 0.092 0.340 0.432 Total Area 7.816 0.944 8.760 A detailed breakdown of the impervious and pervious areas to each facility is provided in Appendix C. Infiltration Pond – Section III-3.3, Volume III of the SWMMWW Design of the infiltration pond conforms to Section III-3.3, Volume III, of the SWMMWW. The dimensions of the pond were determined using MGS Flood with an infiltration rate of 17 inches per hour; the MGS Flood output is provided in Appendix C. In the predeveloped condition, the 5.769-acre sub-basin was modeled as “Outwash Forest”. In the developed condition, the pervious areas were modeled as “Outwash Pasture” because of the proposed use of compost amended soils (BMP T5.13) as allowed under Section V-5.3.1, Volume V of the SWMMWW. The pond bottom is 174 feet long by 29 feet wide. The bottom of the pond is at Elev. 350.00 and the top of the pond is at Elev. 356.50 which allows for live storage between Elev. 350.50 and Elev. 355.50 with 0.5 feet of sediment storage and 1 foot of freeboard. The water surface elevation equivalent to the 100-year, 24-hour storm event occurs at Elev. 352.00. Interior pond side slopes will be 2H:1V; the pond bottom and side slopes will be hydroseeded using a seed mixture from Table III-3.2.2, Stormwater Tract “Log Grow” Seed Mix, Volume III, of the SWMMWW. The entire pond will be fenced with 6-foot high chain link fence and a gate at the south end. Emergency overflow will be accommodated via a 6-foot wide spillway located on the pond’s west side. The spillway elevation will be 0.5 feet below the pond top at Elev. 356.00. A gravel access ramp, 15-feet wide, will be provided to the bottom of the pond constructed at a maximum 12% slope using a 2” thick layer of crushed rock over 2” – 4” quarry spalls over a geotextile fabric placed over the native subgrade. Signage similar to Figure III-3.2.4, Volume III, of the SWMMWW will be provided inside the fence on the pond’s north side. Bioretention Cells – BMP T7.30, Section V-7.4, Volume V of the SWMMWW Design of the bioretention cells conforms to Section V-7.4, Volume V, of the SWMMWW. MGS Flood was used for continuous modeling of the bioretention cells to determine the required length and bottom width of each cell. In the predeveloped condition, all sub-basins were modeled as “Outwash Forest”. In the developed condition, the pervious areas were modeled as “Outwash Pasture” because of the proposed use of compost amended soils (BMP T5.13) as allowed under Section V-5.3.1, Volume V of the SWMMWW. All bioretention cells were designed using the default bioretention soil mix (BSM) described in Section V-7.4. For the BSM infiltration rate, a safety factor of 4 was applied to the default infiltration rate of 12 inches/hour for those cells whose contributing sub-basin area exceeded 5,000 square feet of pollution-generating impervious area, 10,000 square feet of total impervious area, or 3/4-acre of lawn and landscape. Otherwise, a safety factor of 2 was applied if none of the aforementioned thresholds were exceeded. Therefore, the BSM infiltration rates used were either 3 inches/hour or 6 inches/hour. A long-term infiltration rate of 8.5 inches/hour was used for the native soils which is half the design rate provided by 5 SSGC as an additional safety factor. The results of the MGS Flood continuous modeling analyses for each bioretention cell are included in Appendix C, and the calculated minimum bioretention cell dimensions are provided on the accompanying site development plans. Design of the typical bioretention swale section follows Figure V-7.4.1a in Volume V of the SWMMWW. Cell bottom will be minimum 1 foot wide with a ponding depth of 1 foot and 0.5 feet of freeboard. Side slopes will be 2H:1V. The BSM will be 18 inches thick. Where sheet flow runoff enters the bioretention cells, 0.5 feet of woodchip mulch, aggregate, or sod will be provided between the edge of pavement and the top of the bioretention cells to provide energy dissipation and improve sheet flow dispersion across the cell. An overflow standpipe with the rim set 0.5 feet below the top of each cell will route overflow under the cell directly to the native subgrade which has a substantially higher infiltration rate. Minimum Requirement #7 An analysis using MGS Flood was performed to verify the entire 8.76 project acreage meets Minimum Requirement #7, Flow Control. In MGS Flood, under the predeveloped scenario, the entire 8.76 acres was modeled as “Outwash Forest”. In the developed scenario, the program sub- basins were set up the same as the infiltration pond and bioretention cell analyses. The infiltration pond, and bioretention cells were then linked to a separate point of compliance labeled “Minimum Requirement #7”. Running the model simulation, the project was found to meet Minimum Requirement #7 which also implies the project meets Minimum Requirement #5, On-Site Stormwater Management. A copy of the modeling results is provided in Appendix C. SECTION 5 – WATER QUALITY SYSTEM For those developed impervious and pervious areas tributary to the bioretention cells, Minimum Requirement #6 has been satisfied. For the 5.747 acres of impervious area and 0.022 acres of pervious area tributary to the infiltration pond, only 5.219 acres will be pollution generating impervious surface (PGIS); the remaining 0.528 acres of impervious area represents the area of the infiltration pond and the building roof area whose runoff will be routed directly to the pond via a 6-inch tightline. Using MGS Flood for the 5.219 acres of PGIS, a water quality discharge rate of 0.76 cfs was determined for the on-line condition and 0.42 cfs for the off-line condition. The MGS Flood output is provided in Appendix D. For the 5.219 acres of PGIS, a biofiltration swale is proposed to provide water quality treatment. Biofiltration Swale – BMP T9.10, Section V-9.4, Volume V of the SWMMWW Design of the biofiltration swale (bioswale) conforms to Section V-9.4, Volume V, of the SWMMWW. Since the bioswale will receive runoff from the PGIS upstream of the infiltration pond, the on-line water quality rate of 0.76 cfs was used to size the bioswale. Design calculations for sizing the bioswale, including a stability check at the 100-year discharge rate, is provided in Appendix D. The bioswale has a bottom width of 16 feet, a bottom length of 288 feet, a longitudinal slope of 1% and 4H:1V side slopes. Because the bottom width is greater than 10 feet, a cedar or pressure-treated wood divider will be installed along the bioswale’s length. A 6-inch Schedule 40 PVC perforated underdrain pipe will be installed under the bioswale because the bioswale slope is less than 1.5%; the underdrain will outlet into the infiltration pond. At the inlet end, a rip rap pad of 2” – 4” quarry spalls will act to dissipate energy and spread the runoff flow across the bioswale width. To accommodate the movement of automobiles through the site, a 15- 6 foot wide pad of gravel base will be installed part way along the bioswale; the total 288-foot length of bioswale will be maintained, and the quarry spall access will not impede runoff as it flows through the bioswale. SECTION 6 – CONVEYANCE SYSTEM ANALYSIS AND DESIGN Runoff generated from the pervious and impervious areas of the proposed development will sheet flow to the bioretention cells, bioswale and infiltration pond; the only piped conveyance is the 6- inch drain pipe from the building roof drain tightline to the infiltration pond. Using MGS Flood, the 100-year, 24-hour storm peak flow from the building roof was determined to be 0.277 cfs. Using Haestad Flowmaster and Manning’s equation with a Manning’s “n” of 0.013, a 6-inch pipe at 0.50% has a maximum discharge capacity of 0.43 cfs. Therefore, the 6-inch drain pipe at 0.50% from the building to the infiltration pond will be adequate. Output from MGS Flood and Haestad Flowmaster are provided in Appendix D. CHAPTER 5 – DISCUSSION OF MINIMUM REQUIREMENTS a.Minimum Requirement #1: Preparation of Stormwater Site Plan This report and the associated site development plan set fulfill this requirement. b. Minimum Requirement #2: Construction SWPPP The SWPPP that accompanies this report fulfills this requirement. c.Minimum Requirement #3: Source Control of Pollution Information on Source Control BMP’s is included in the Operation and Maintenance Manual (Minimum Requirement #9). d.Minimum Requirement #4: Preservation of Natural Drainage Systems and Outfalls As described in Chapters 2 and 3 above, onsite runoff does not appear to drain offsite but rather infiltrates through the highly permeable native soil. The lack of existing drainage outfalls from or through the site support this condition. e.Minimum Requirement #5: On-Site Stormwater Management According to Table 1-2.5.1, Volume 1, of the SWMMWW, for redevelopment projects on any parcel inside the Urban Growth Area (UGA), compliance with this minimum requirement must include both the Low Impact Development Performance Standard (LIDPS) and BMP T5.13: Post-Construction Soil Quality and Depth or List #2. The use of LID BMPs such as the bioretention cells and infiltration pond allow the project to meet the LIDPS. Compost amended soils conforming to BMP T5.13 will be used in all landscaped areas. f.Minimum Requirement #6: Runoff Treatment See Chapter 4, Section 5 for additional information. g. Minimum Requirement #7: Flow Control See Chapter 4, Section 4 for additional information. h.Minimum Requirement #8: Wetland Protection To the best of our knowledge, there are no wetlands in or around the vicinity of our site. 7 i. Minimum Requirement #9: Operation and Maintenance The accompanying Operation and Maintenance Manual fulfills this requirement. CHAPTER 6 – SPECIAL REPORT AND STUDIES A geotechnical report prepared by South Sound Geotechnical Consulting is included in Appendix B. CHAPTER 7 – OTHER PERMITS The following permits will be required in addition to the site development permit: •Coverage under Dept. of Ecology’s General Construction Stormwater Permit •City of Yelm Right-of-Way permits for work in SR 507 CHAPTER 8 – OPERATION AND MAINTENANCE MANUAL A completed Operation and Maintenance Manual accompanies this report. CHAPTER 9 – BOND QUANTITIES WORKSHEET If required, a construction cost estimate for work in SR 507 will be provided to the City for bonding prior to issuance of the right-of-way permit. End of Report 8 APPENDIX “A” PROJECT MAPS A-1 The information included on this map has been compiled by Thurston County staff from a variety of sources and is subject to change without notice. Additional elements may be present in reality that are not represented on the map. Ortho-photos and other data may not align. The boundaries depicted by these datasets are approximate. This document is not intended for use as a survey product. ALL DATA IS EXPRESSLY PROVIDED ‘AS IS’ AND ‘WITH ALL FAULTS’. Thurston County makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. In no event shall Thurston County be liable for direct, indirect, incidental, consequential, special, or tort damages of any kind, including, but not limited to, lost revenues or lost profits, real or anticipated, resulting from the use, misuse or reliance of the information contained on this map. If any portion of this map or disclaimer is missing or altered, Thurston County removes itself from all responsibility from the map and the data contained within. The burden for determining fitness for use lies entirely with the user and the user is solely responsible for understanding the accuracy limitation of the information contained in this map. Authorized for 3rd Party reproduction for personal use only. Cruz Development - Vicinity Map 21,476Scale 1: 0 2/20/2020 Note: Legend 1000 2000 Feet Published: Map Created Using GeoData Public Website Label - Parcel Number Parcel Boundaries Roads - Major (Large Scale) <all other values> I 5 ACCESS; US 101 ACCESS; US 101 SB OFF RAMP I 5; US 101 Roads (Large Scale) Railroads County Border Olympia Municipal Airport Water Bodies (River - Small Scale) Water Bodies (Other) Parks Cities Capital Forest County Background Roads - Major <all other values> I 5 ACCESS; US 101 ACCESS; US 101 SB OFF RAMP I 5; US 101 Roads Railroads County Border Olympia Municipal Airport Water Bodies (River - Small Scale) Water Bodies (Other) Parks Cities Capital Forest County Background Roads - Major Major Roads Ramp I 5; US 101 Roads (Large Scale) Railroads County Border 2020© Thurston County A-2 The information included on this map has been compiled by Thurston County staff from a variety of sources and is subject to change without notice. Additional elements may be present in reality that are not represented on the map. Ortho-photos and other data may not align. The boundaries depicted by these datasets are approximate. This document is not intended for use as a survey product. ALL DATA IS EXPRESSLY PROVIDED ‘AS IS’ AND ‘WITH ALL FAULTS’. Thurston County makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. In no event shall Thurston County be liable for direct, indirect, incidental, consequential, special, or tort damages of any kind, including, but not limited to, lost revenues or lost profits, real or anticipated, resulting from the use, misuse or reliance of the information contained on this map. If any portion of this map or disclaimer is missing or altered, Thurston County removes itself from all responsibility from the map and the data contained within. The burden for determining fitness for use lies entirely with the user and the user is solely responsible for understanding the accuracy limitation of the information contained in this map. Authorized for 3rd Party reproduction for personal use only. Cruz Development - Parcel Map 9,028Scale 1: 0 2/20/2020 Note: Legend 400 800 Feet Published: Map Created Using GeoData Public Website Label - Parcel Number Parcel Boundaries Roads - Major (Large Scale) <all other values> I 5 ACCESS; US 101 ACCESS; US 101 SB OFF RAMP I 5; US 101 Roads (Large Scale) Railroads County Border Olympia Municipal Airport Water Bodies (River - Small Scale) Water Bodies (Other) Parks Cities Capital Forest County Background Roads - Major <all other values> I 5 ACCESS; US 101 ACCESS; US 101 SB OFF RAMP I 5; US 101 Roads Railroads County Border Olympia Municipal Airport Water Bodies (River - Small Scale) Water Bodies (Other) Parks Cities Capital Forest County Background Roads - Major Major Roads Ramp I 5; US 101 Roads (Large Scale) Railroads County Border 2020© Thurston County A-3 The information included on this map has been compiled by Thurston County staff from a variety of sources and is subject to change without notice. Additional elements may be present in reality that are not represented on the map. Ortho-photos and other data may not align. The boundaries depicted by these datasets are approximate. This document is not intended for use as a survey product. ALL DATA IS EXPRESSLY PROVIDED ‘AS IS’ AND ‘WITH ALL FAULTS’. Thurston County makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. In no event shall Thurston County be liable for direct, indirect, incidental, consequential, special, or tort damages of any kind, including, but not limited to, lost revenues or lost profits, real or anticipated, resulting from the use, misuse or reliance of the information contained on this map. If any portion of this map or disclaimer is missing or altered, Thurston County removes itself from all responsibility from the map and the data contained within. The burden for determining fitness for use lies entirely with the user and the user is solely responsible for understanding the accuracy limitation of the information contained in this map. Authorized for 3rd Party reproduction for personal use only. Cruz Development - Aerial Map 9,028Scale 1: 0 2/20/2020 Note: Legend 400 800 Feet Published: Map Created Using GeoData Public Website Parcel Boundaries Roads - Major Major Roads Ramp I 5; US 101 Roads (Large Scale) Railroads County Border 2020© Thurston County A-4 Cruz Development - Topographic Map 4,514 2/20/2020 Note: Legend Map Created Using GeoData Public Website The information included on this map has been compiled by Thurston County staff from a variety of sources and is subject to change without notice. Additional elements may be present in reality that are not represented on the map. Ortho-photos and other data may not align. The boundaries depicted by these datasets are approximate. This document is not intended for use as a survey product. ALL DATA IS EXPRESSLY PROVIDED ‘AS IS’ AND ‘WITH ALL FAULTS’. Thurston County makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. In no event shall Thurston County be liable for direct, indirect, incidental, consequential, special, or tort damages of any kind, including, but not limited to, lost revenues or lost profits, real or anticipated, resulting from the use, misuse or reliance of the information contained on this map. If any portion of this map or disclaimer is missing or altered, Thurston County removes itself from all responsibility from the map and the data contained within. The burden for determining fitness for use lies entirely with the user and the user is solely responsible for understanding the accuracy limitation of the information contained in this map. Authorized for 3rd Party reproduction for personal use only. Scale 1: Published: Feet 2000 400 Contours 2ft 1996 (NGVD 29) Parcel Boundaries Roads - Major (Large Scale) <all other values> I 5 ACCESS; US 101 ACCESS; US 101 SB OFF RAMP I 5; US 101 Roads (Large Scale) Railroads County Border Olympia Municipal Airport Water Bodies (River - Large Scale) Water Bodies (Other) Parks Cities Capital Forest County Background Roads - Major <all other values> I 5 ACCESS; US 101 ACCESS; US 101 SB OFF RAMP I 5; US 101 Roads Railroads County Border Olympia Municipal Airport Water Bodies (River - Large Scale) Water Bodies (Other) Parks Cities Capital Forest County Background Roads - Major Major Roads Ramp I 5; US 101 Roads (Large Scale) Railroads County Border 2020© Thurston County A-5 USGS The National Map: Orthoimagery. Data refreshed April, 2019. National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250Feet Ü122°35'6.23"W 46°56'11.39"N 122°34'28.77"W46°55'46.82"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOODHAZARD AREAS Without Base Flood Elevation (BFE)Zone A, V, A99With BFE or Depth Zone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas of less than one square mile Zone X Future Conditions 1% AnnualChance Flood Hazard Zone XArea with Reduced Flood Risk due toLevee. See Notes.Zone X Area with Flood Risk due to Levee Zone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood Hazard Zone D Channel, Culvert, or Storm SewerLevee, Dike, or Floodwall Cross Sections with 1% Annual Chance17.5 Water Surface ElevationCoastal Transect Coastal Transect BaselineProfile BaselineHydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of StudyJurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from theauthoritative NFHL web services provided by FEMA. This mapwas exported on 2/20/2020 at 4:56:22 PM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome superseded by new data over time. This map image is void if the one or more of the following mapelements do not appear: basemap imagery, flood zone labels,legend, scale bar, map creation date, community identifiers,FIRM panel number, and FIRM effective date. Map images forunmapped and unmodernized areas cannot be used forregulatory purposes. Legend OTHER AREAS OFFLOOD HAZARD OTHER AREAS GENERALSTRUCTURES OTHERFEATURES MAP PANELS 8 1:6,000 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. APPENDIX “B” SOUTH SOUND GEOTECHNICAL CONSULTING GEOTECHNICAL REPORT DATED 02-20-20 B-1 South Sound Geotechnical Consulting P.O. Box 39500, Lakewood, WA 98496 (253) 973-0515 February 20, 2020 Cruz Developments, LLC 33419 SR 507 S Roy, WA 98580 Attention: Mr. Ryan Cruz Subject: Geotechnical Engineering Report 17041 Hwy 507 Yelm, Washington SSGC Project No. 20005 Mr. Cruz, South Sound Geotechnical Consulting (SSGC) has completed a geotechnical assessment for the motor sports development planned at the above addressed property. Our services have been completed in general conformance with our proposal P20006 (dated January 17, 2020) and authorized per signature of our agreement for services. Our scope of services included a field evaluation consisting of three test pits and one infiltration test, laboratory testing, engineering analyses, and preparation of this report. PROJECT INFORMATION A new motor sport complex is planned on the approximate 9.3 (+/-) acre site on the south side of State Highway 507. Development plans include a new building with a footprint of about 12,000 square feet, asphalt paved access from Hwy 507, and new asphalt or gravel parking areas. We anticipate conventional spread footing foundations will be used for support of the building, with concrete slab-on-grade floors. Infiltration facilities are proposed to assist in control of stormwater. SURFACE CONDITIONS The site is rectangular in shape with the long axis trending north-south. An existing residence is in the general northwest portion. Two abandoned metal buildings are on the eastern and western sides. Most of the property is covered with field grass or lawn. We understand historic uses of the site include poultry production. Surface grades across the site are generally level. Overall elevation change is estimated at about 3 to 4 feet. SUBSURFACE CONDITIONS Subsurface conditions were characterized by completing three test pits and one infiltration test on February 7, 2020. Explorations were advanced to depths between 6 and 9.5 feet below existing ground surface. Approximate locations of the explorations are shown on Figure 1, Exploration Plan. A summary B-2 Geotechnical Engineering Report SSGC Cruz Development – Hwy 507 Yelm, Washington SSGC Project No. 20005 February 20, 2020 2 description of observed subgrade conditions is provided below. Logs of the test pits are provided in Appendix A. Soil Conditions Topsoil was below the surface in the excavations and extended to an average depth of about 2 feet. Native soil below the topsoil consisted gravelly sand to sandy gravel with trace to some silt, and cobbles and occasional boulder. These soils were in a loose grading to medium dense condition and continued to the termination depth of the test pits. They are considered to represent glacial outwash. Groundwater Conditions Groundwater was not observed in the test pits at the time of excavation. Mottling or other indicators of shallow groundwater was not observed to the base of the tests pits. The permanent groundwater level is anticipated to be at depth and should not adversely impact the planned expansion. Piezometers were installed in two of the test pits to monitor for the presence of shallow seasonal groundwater. Geologic Setting The USDA Soil Conservation Service Soil Map of Thurston County, Washington maps soils on the property as “Spanaway gravelly sandy loam”. Spanaway soils reportedly formed in glacial outwash. Native soils in the explorations appear to conform to the mapped outwash soil. GEOTECHNICAL DESIGN CONSIDERATIONS Planned development is considered feasible based on observed soil conditions in the test pits. Native outwash soils are considered suitable for support of foundations and pavements. Infiltration to support stormwater control is feasible. Groundwater was not observed to a depth of 9.5 feet below existing surface grade. We estimate the typical seasonal high groundwater levels will be at depth that should not adversely impact the planned expansion. Recommendations presented in the following sections should be considered general and may require modifications when earthwork and grading occur. They are based upon the subsurface conditions observed in the explorations and the assumption that finish site grades will be similar to existing grades. It should be noted subsurface conditions across the site may vary from those depicted on the exploration logs and can change with time. Therefore, proper site preparation will depend upon the weather and soil conditions encountered at the time of construction. We recommend SSGC review final plans and assess subgrade conditions at the time of construction. B-3 Geotechnical Engineering Report SSGC Cruz Development – Hwy 507 Yelm, Washington SSGC Project No. 20005 February 20, 2020 3 General Site Preparation Site grading and earthwork should include procedures to control surface water runoff. Grading the site without adequate drainage control measures may negatively impact site soils, resulting in increased export of impacted soil and import of fill materials, thereby potentially increasing the cost of the earthwork and subgrade preparation phases of the project. Site grading should include removal (stripping) of topsoil and any fill encountered in building and pavement areas. Subgrades should consist of firm native soils following stripping. Fill or topsoil thickness averaged about 2 feet in the test pits, but may be deeper in other locations. Final stripping depths can only be determined at the time of earthwork. General Subgrade Preparation Subgrades in building and pavement areas should consist of firm native outwash soils. We recommend exposed subgrades in building and conventional pavement areas are proofrolled using a large roller, loaded dump truck, or other mechanical equipment to assess subgrade conditions following stripping. Proofrolling efforts should result in the upper 1 foot of subgrade soils achieving a compaction level of at least 95 percent of the maximum dry density (MDD) per the ASTM D1557 test method. Wet, loose, or soft subgrades that cannot achieve this compaction level should be removed (over-excavated) and replaced with structural fill. The depth of over-excavation should be based on soil conditions at the time of construction. A representative of SSGC should be present to assess subgrade conditions during proofrolling. Grading and Drainage Positive drainage should be provided during construction and maintained throughout the life of the development. Surface water should not be allowed into cut/fill areas, building footprints, or pavement areas. Structural Fill Materials The suitability of soil for use as structural fill will depend on the gradation and moisture content of the soil when it is placed. Soils with higher fines content (soil fraction passing the U.S. No. 200 sieve) will become sensitive with higher moisture content. It is often difficult to achieve adequate compaction if soil moisture is outside of optimum ranges for soils that contain more than about 5 percent fines. Site Soils: Topsoil is not considered suitable for structural fill due to organic. It can be used in non-structural fill or landscape areas. Native outwash is considered suitable for structural fill, if properly moisture conditioned. However, the outwash contained variable cobbles and boulders. Particles larger than about 4 inches should be screened from outwash soils prior to their use as B-4 Geotechnical Engineering Report SSGC Cruz Development – Hwy 507 Yelm, Washington SSGC Project No. 20005 February 20, 2020 4 structural fill. Larger particles have a tendency to cluster during earthwork activities and can form voids and non-uniform compaction. Import Fill Materials: We recommend import structural fill placed during dry weather periods consist of material which meets the specifications for Gravel Borrow as described in Section 9- 03.14(1) of the 2018 Washington State Department of Transportation (WSDOT) Specifications for Road, Bridge, and Municipal Construction (Publication M 41-10). Gravel Borrow should be protected from disturbance if exposed to wet conditions after placement. During wet weather, or for backfill on wet subgrades, import soil suitable for compaction in wetter conditions should be provided. Imported fill for use in wet conditions should generally conform to specifications for Select Borrow as described in Section 9-03.14(2), or Crushed Surfacing per Section 9-03.9(3) of the 2018 WSDOT M-41 manual, with the modification that a maximum of 5 percent by weight shall pass the U.S. No. 200 sieve for these soil types. Structural fill placement and compaction is weather-dependent. Delays due to inclement weather are common, even when using select granular fill. We recommend site grading and earthwork be scheduled for the drier months of the year. Structural fill should not consist of frozen material. Structural Fill Placement We recommend structural fill is placed in lifts not exceeding about 10 inches in loose measure. It may be necessary to adjust lift thickness based on site and fill conditions during placement and compaction. Finer grained soil used as structural fill and/or lighter weight compaction equipment may require significantly thinner lifts to attain required compaction levels. Coarser granular soil with lower fines contents could potentially be placed in thicker lifts if they can be adequately compacted. Structural fill should be compacted to attain the recommended levels presented in Table 1, Compaction Criteria. Table 1. Compaction Criteria Fill Application Compaction Criteria* Footing areas (below structures and retaining walls) 95 % Upper 2 feet in pavement areas, slabs and sidewalks, and utility trenches 95 % Below 2 feet in pavement areas, slabs and sidewalks, and utility trenches 92 % Utility trenches or general fill in non-paved or -building areas 90 % *Per the ASTM D 1557 test method. Trench backfill within about 2 feet of utility lines should not be over-compacted to reduce the risk of damage to the line. In some instances the top of the utility line may be within 2 feet of the surface. Backfill in these circumstances should be compacted to a firm and unyielding condition. B-5 Geotechnical Engineering Report SSGC Cruz Development – Hwy 507 Yelm, Washington SSGC Project No. 20005 February 20, 2020 5 We recommend fill procedures include maintaining grades that promote drainage and do not allow ponding of water within the fill area. The contractor should protect compacted fill subgrades from disturbance during wet weather. In the event of rain during structural fill placement, the exposed fill surface should be allowed to dry prior to placement of additional fill. Alternatively, the wet soil can be removed. We recommend consideration is given to protecting haul routes and other high traffic areas with free-draining granular fill material (i.e. sand and gravel containing less than 5 percent fines) or quarry spalls to reduce the potential for disturbance to the subgrade during inclement weather. Earthwork Procedures Conventional earthmoving equipment should be suitable for earthwork at this site. Earthwork may be difficult during periods of wet weather or if elevated soil moisture is present. Excavated site soils may not be suitable as structural fill depending on the soil moisture content and weather conditions at the time of earthwork. If soils are stockpiled and wet weather is anticipated, the stockpile should be protected with securely anchored plastic sheeting. If stockpiled soils become unusable, it may become necessary to import clean, granular soils to complete wet weather site work. Wet or disturbed subgrade soils should be over-excavated to expose firm, non-yielding, non-organic soils and backfilled with compacted structural fill. We recommend the earthwork portion of this project be completed during extended periods of dry weather. If earthwork is completed during the wet season (typically late October through May) it may be necessary to take extra measures to protect subgrade soils. If earthwork takes place during freezing conditions, we recommend the exposed subgrade be allowed to thaw and be re-compacted prior to placing subsequent lifts of structural fill. Alternatively, the frozen soil can be removed to unfrozen soil and replaced with structural fill. The contractor is responsible for designing and constructing stable, temporary excavations (such as utility trenches) to maintain stability of excavation sides and bottoms. Excavations should be sloped or shored in the interest of safety following local and federal regulations, including current OSHA excavation and trench safety standards. Temporary excavation cuts should be sloped at inclinations of 1.5H:1V (Horizontal:Vertical) or flatter, unless the contractor can demonstrate the safety of steeper inclinations. Deeper excavations may require shoring. Permanent cut and fill slopes should be graded at inclinations of 2H:1V, or flatter. A geotechnical engineer and accredited testing material laboratory should be retained during the construction phase of the project to observe earthwork operations and to perform necessary tests and observations during subgrade preparation, placement and compaction of structural fill, and backfilling of excavations. B-6 Geotechnical Engineering Report SSGC Cruz Development – Hwy 507 Yelm, Washington SSGC Project No. 20005 February 20, 2020 6 Foundations Foundations can be placed on native outwash soils or on a zone of structural fill above prepared native subgrades as described in this report. The following recommendations are for conventional spread footing foundations: Bearing Capacity (net allowable): 3,000 pounds per square foot (psf) for footings supported firm native outwash subgrades prepared as described in this report. Footing Width (Minimum): 18 inches (Strip) 24 inches (Column) Embedment Depth (Minimum): 18 inches (Exterior) 12 inches (Interior) Settlement: Total: < 1 inch Differential: < 1/2 inch (over 30 feet) Allowable Lateral Passive Resistance: 325 psf/ft* (below 18 inches) Allowable Coefficient of Friction: 0.40* *These values include a factor of safety of approximately 1.5. The net allowable bearing pressures presented above may be increased by one-third to resist transient, dynamic loads such as wind or seismic forces. Lateral resistance to footings should be ignored in the upper 12-inches from exterior finish grade. Foundation Construction Considerations All foundation subgrades should be free of water and loose soil prior to placing concrete, and should be prepared as recommended in this report. Concrete should be placed soon after excavating and compaction to reduce disturbance to bearing soils. Should soils at foundation level become excessively dry, disturbed, saturated, or frozen, the affected soil should be removed prior to placing concrete. We recommend SSGC observe all foundation subgrades prior to placement of concrete. Foundation Drainage Ground surface adjacent foundations should be sloped away from buildings. We recommend footing drains are installed around perimeter footings placed on structural fill. Footing drains are not considered necessary for footings founded directly on native outwash soils. Footing drains should include a minimum 4-inch diameter perforated rigid plastic or metal drain line installed at the base of the footing. The perforated drain lines should be connected to a tight line pipe B-7 Geotechnical Engineering Report SSGC Cruz Development – Hwy 507 Yelm, Washington SSGC Project No. 20005 February 20, 2020 7 that discharges to an approved storm drain receptor. The drain line should be surrounded by a zone of clean, free-draining granular material having less than 5 percent passing the No. 200 sieve or meeting the requirements of section 9-03.12(2) “Gravel Backfill for Walls” in the 2018 WSDOT (M41-10) manual. The free-draining aggregate zone should be at least 12 inches wide and wrapped in filter fabric. The granular fill should extend to within 6 inches of final grade where it should be capped with compacted fill containing sufficient fines to reduce infiltration of surface water into the footing drains. Alternately, the ground surface can be paved with asphalt or concrete. Cleanouts are recommended for maintenance of the drain system. On-Grade Floor Slabs On-grade floor slabs should be placed on native soils or structural fill prepared as described in this report. We recommend a modulus subgrade reaction of 200 pounds per square inch per inch (psi/in) for native soil or compacted granular structural fill over native soil. We recommend a capillary break is provided between the prepared subgrade and bottom of slab. Capillary break material should be a minimum of 4 inches thick and consist of compacted clean, free- draining, well graded course sand and gravel. The capillary break material should contain less than 5 percent fines, based on that soil fraction passing the U.S. No. 4 sieve. Alternatively, a clean angular gravel such as No. 7 aggregate per Section 9-03.1(4) C of the 2018 WSDOT (M41-10) manual could be used for this purpose. We recommend positive separations and/or isolation joints are provided between slabs and foundations, and columns or utility lines to allow independent movement where needed. Backfill in interior trenches beneath slabs should be compacted in accordance with recommendations presented in this report. A vapor retarder should be considered beneath concrete slabs that will be covered with moisture sensitive or impervious coverings (such as tile, wood, etc.), or when the slab will support equipment or stored materials sensitive to moisture. We recommend the slab designer refer to ACI 302 and/or ACI 360 for procedures and limitations regarding the use and placement of vapor retarders. Seismic Considerations Seismic parameters and values in Table 3 are recommended based on the 2015 International Building Code (IBC). B-8 Geotechnical Engineering Report SSGC Cruz Development – Hwy 507 Yelm, Washington SSGC Project No. 20005 February 20, 2020 8 Table 3. Seismic Parameters PARAMETER VALUE 2015 International Building Code (IBC) Site Classification1 D Ss Spectral Acceleration for a Short Period 1.242 S1 Spectral Acceleration for a 1-Second Period 0.493g Fa Site Coefficient for a Short Period 1.003 Fv Site Coefficient for a 1-Second Period 1.507 1 Note: In general accordance with the 2015 International Building Code, Section 1613.3.2 for risk categories I,II,III. IBC Site Class is based on the estimated characteristics of the upper 100 feet of the subsurface profile. Ss, S1, Fa, and Fv values based on the OSHPD Seismic Design Maps website using referenced site latitude and longitude. Liquefaction Soil liquefaction is a condition where loose, typically granular soils located below the groundwater surface lose strength during ground shaking, and is often associated with earthquakes. The risk of liquefaction at this site is low for the design level earthquake based on the Thurston County Liquefaction Hazard Map, dated April 2011. A site-specific liquefaction analyses was not part of our scope and would be required to fully assess liquefaction potential and impacts. Infiltration Characteristics Infiltration facilities are planned to support control of stormwater. An assessment of infiltration potential of native outwash was completed per Volume 3, Appendix III-A, Method 1 of the 2016 Thurston County Drainage Design and Erosion Control Manual. One small-scale pilot infiltration test was completed in the proposed storm pond area on the west side of the site. Additionally, a gradation correlation based on Massmann’s equation (Method 2 of the County Manual) was completed on a sample of the native outwash from test pit TP-2. Results of the tests are presented in Table 4. Table 4. Infiltration Rates Test Location and Depth Soil Type Field or Calculated Infiltration Rate (in/hr) Corrected Infiltration Rate (in/hr) Correction Factors* (Fg/Ft/Fp) TP-2, S-1, 6 feet Outwash 74 26 (1/0.4/0.9) PIT-1, 6 feet Outwash 37 17 (1/0.5/0.9) *Correction Factors from the 2016 Thurston County Drainage Design and Erosion Control Manual. B-9 Geotechnical Engineering Report SSGC Cruz Development – Hwy 507 Yelm, Washington SSGC Project No. 20005 February 20, 2020 9 Field and calculated infiltration rates are considered appropriate for the soil tested and are similar to infiltration tests completed at other sites with similar (Spanaway) soil throughout Thurston County. Slightly more silt was observed in the soil at the PIT site (as shown in gradation test results presented in Appendix B) and resulted in lower infiltration rates. We recommend a long-term design rate of 17 inches per hour (in/hr) for design of infiltration facilities located in outwash soils to account for natural variability in these soils. Modifications to the above correction factors (or other factors) should be applied to the above recommended long-term rate, as required by the County manual for the type of infiltration system used. Groundwater was not observed in the test pits to a maximum depth of 9.5 feet. Mottling or other indicators of elevated groundwater were not observed. Infiltration facilities should not be adversely influenced by groundwater or other impervious soil layers. Cation Exchange Capacity (CEC) and organic content tests were completed on two random samples of the site soils near the estimated depth of proposed infiltration trenches. Test results are summarized in the table below. Table 5. CEC and Organic Content Results Test Site, Sample Number, Depth CEC Results (milliequivalents) CEC Required* (milliequivalents) Organic Content Results (%) Organic Content Required* (%) PIT-1, S-1, 6 ft 9.3 ≥ 5 2.78 ≥1.0 TP-2, S-1, 6 ft 5.2 1.80 *Values from the 2016 Thurston County Drainage Design and Erosion Control Manual. Organic content and CEC results of the samples satisfy County requirements. Conventional Pavement Sections Subgrades for conventional pavements should be prepared as described in the “Subgrade Preparation” and “Structural Fill” sections of this report. Subgrades below pavement sections should be graded or crowned to promote drainage and not allow for ponding of water beneath the section. If drainage is not provided and ponding occurs, subgrade soils could become saturated, lose strength, and result in premature distress or failure of the section. In addition, the pavement surfacing should also be graded to promote drainage and reduce the potential for ponding of water on the pavement surface. Minimum recommended pavement sections for conventional asphalt pavements in the development are presented in Table 6. Pavement sections within the Hwy 507 right-of-way should conform to Washington State Department of Transportation requirements. B-10 Geotechnical Engineering Report SSGC Cruz Development – Hwy 507 Yelm, Washington SSGC Project No. 20005 February 20, 2020 10 Table 6. Pavement Sections Traffic Area Minimum Recommended Pavement Section Thickness (inches) Asphalt Concrete Surface1 Aggregate Base Course2 Subbase Aggregate3 Car Parking 2 4 6 Interior Truck Access Routes 3 6 8 1 1/2 –inch nominal aggregate hot-mix asphalt per WSDOT 9-03.8(1) 2 Crushed Surfacing Base Course per WSDOT 9-03.9(3) 3 Native 95% compacted soil or imported sand and gravel . Conventional Pavement Maintenance The performance and lifespan of pavements can be significantly impacted by future maintenance. The above pavement sections represent minimum recommended thicknesses and, as such, periodic maintenance should be completed. Proper maintenance will slow the rate of pavement deterioration, and will improve pavement performance and life. Preventive maintenance consists of both localized maintenance (crack and joint sealing and patching) and global maintenance (surface sealing). Added maintenance measures and reduced pavement life should be anticipated over the lifetime of pavements if any existing fill or topsoil is left in-place beneath pavement sections. REPORT CONDITIONS This report has been prepared for the exclusive use of Cruz Developments, LLC and their agents for specific application to the project discussed, and has been prepared in accordance with generally accepted geotechnical engineering practices in the area. No warranties, either express or implied, are intended or made. The analysis and recommendations presented in this report are based on observed soil conditions and test results at the indicated locations, and from other geologic information discussed. This report does not reflect variations that may occur across the site, or due to the modifying effects of construction, or weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided. This report was prepared for the planned type of development of the site as discussed herein. It is not valid for third party entities or alternate types of development on the site without the express written consent of SSGC. If development plans change we should be notified to review those changes and modify our recommendations as necessary. B-11 B-12 N South Sound Geotechnical Consulting P.O. Box 39500 Lakewood, WA 98496 (253) 973-0515 Figure 1 – Exploration Plan Cruz Development – Hwy507 Yelm, WA SSGC Project #20005 Approximate Test Pit Location PIT - 1 TP - 1 PIT - 1 Approximate Infiltration Test Location Scale: NTS Base map from drawing titled “Site Plan” provided by Larson and Associates TP-1 Legend TP-2 TP-3 PIT-1 TP-1 B-13 Geotechnical Engineering Report SSGC Cruz Development – Hwy 507 Yelm, Washington SSGC Project No. 20005 February 20, 2020 Appendix A Field Exploration Procedures and Exploration Logs B-14 Geotechnical Engineering Report SSGC Cruz Development – Hwy 507 Yelm, Washington SSGC Project No. 20005 February 20, 2020 A-1 Field Exploration Procedures Our field exploration for this project included three test pits and one infiltration test completed on February 7, 2020. The approximate locations of the explorations are shown on Figure 1, Exploration Plan. Exploration locations were determined by pacing from site features. Ground surface elevations referenced on the logs were inferred from topographic information from Google Earth. Exploration locations and elevations should be considered accurate only to the degree implied by the means and methods used. A private excavation contractor subcontracted to SSGU dug the test pits and infiltration test hole. Soil samples were collected and stored in moisture tight containers for further assessment and laboratory testing. Explorations were backfilled with excavated soils and tamped when completed. Please note backfill in the explorations may settle with time. Backfill material located in roads or building areas should be re-excavated and recompacted, or replaced with structural fill. The following logs indicate the observed lithology of soils and other materials observed in the explorations at the time of excavation. Where a soil contact was observed to be gradational, our log indicates the average contact depth. Our logs also indicate the approximate depth to groundwater (where observed at the time of excavation), along with sample numbers and approximate sample depths. Soil descriptions on the logs are based on the Unified Soil Classification System. B-15 Project: Cruz Development SSGC Job # 20005 TEST PIT LOGS PAGE 1 OF 2 Location: Yelm, WA TEST PIT LOGS FIGURE A-1 South Sound Geotechnical Consulting PIT-1, TP-1 TO TP-3 Logged by: THR PIT-1 Depth (feet) Material Description 0 – 2 2 – 6 Topsoil: Silt, sand, gravel, with organics: Loose, moist, dark brown. Sandy GRAVEL/Gravelly SAND with trace to some silt and occasional cobble and boulder: Loose to medium dense, moist, golden brown. (Glacial Outwash)(Sample S-1 @ 6 feet) Test hole completed at approximately 6 feet on 2/7/20. Groundwater not observed at time of excavation. Approximate surface elevation: 176 feet Test Pit TP-1 Depth (feet) Material Description 0 – 2 2 – 9 Topsoil Sandy GRAVEL/Gravelly SAND with trace to some silt and occasional cobble and boulder: Loose to medium dense, moist, golden brown. (Glacial Outwash) Test pit completed at approximately 6 feet on 2/7/20 due to caving. Groundwater not observed at time of excavation. Piezometer installed at 9 feet. Approximate surface elevation: 172 feet Test Pit TP-2 Depth (feet) Material Description 0 – 2 2 – 9.5 Topsoil. Sandy GRAVEL/Gravelly SAND with trace to some silt and occasional cobble and boulder: Loose to medium dense, moist, golden brown. (Glacial Outwash)(Sample S-1 @ 6 feet) Test pit completed at approximately 9.5 feet on 2/7/20 due to caving. Groundwater not observed at time of excavation. Piezometer installed at 9.5 feet Approximate surface elevation: 174 feet B-16 Project: Cruz Development SSGC Job # 20005 TEST PIT LOGS PAGE 2 OF 2 Location: Yelm, WA TEST PIT LOGS FIGURE A-1 South Sound Geotechnical Consulting PIT-1, TP-1 TO TP-3 Logged by: THR Test Pit TP-3 Depth (feet) Material Description 0 – 2 2 – 5 Topsoil Sandy GRAVEL/Gravelly SAND with trace to some silt and occasional cobble and boulder: Loose to medium dense, moist, golden brown. (Glacial Outwash) Test pit completed at approximately 5 feet on 2/7/20. Groundwater not observed at time of excavation. Approximate surface elevation: 175 feet B-17 Geotechnical Engineering Report SSGC Lakeview Apartment Expansion Olympia, Washington SSGC Project No. 19111 February 12, 2020 Appendix B Laboratory Testing and Results B-18 Geotechnical Engineering Report SSGC Cruz Development – Hwy 507 Yelm, Washington SSGC Project No. 20005 February 20, 2020 B-1 Laboratory Testing Select soil samples were tested for organic content and cation exchange capacity (CEC) by Northwest Agricultural Consultants of Kennewick, Washington. Grain size (gradation) tests were completed by Construction Testing Laboratories (CTL) of Puyallup, Washington. Results of the laboratory testing are included in this appendix. B-19 Report shall not be reproduced except in full without the written approval of the Laboratory. Report pertains only to the material tested.Tested By: R Rowden Checked By: C Pedersen Particle Size Distribution Report ASTM C-117,C136 PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0 30 20 10 22 10 86 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO) Material Description Atterberg Limits Classification Remarks Source of Sample: PIT-1 Sample Number: 20-254 Date: Client: Project: Project No:Figure Grab Sample, S-1 Sampled at 6'2" 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 78 70 62 58 50 42 34 23 14 10 7.8 Report: #02 Sampled by: Client South Sound Geotechnical Cruz (20005) 8311 PL=LL=PI= USCS=AASHTO= *(no specification provided) 02-07-20 Construction Testing Laboratories 400 Valley Ave. NE, Suite #102 Puyallup WA, 98372 Tel. (253) 383-8778 B-20 Report shall not be reproduced except in full without the written approval of the Laboratory. Report pertains only to the material tested.Tested By: R Rowden Checked By: C Pedersen Particle Size Distribution Report ASTM C-117,C136 PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0 20 34 11 23 10 26 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO) Material Description Atterberg Limits Classification Remarks Source of Sample: TP-2 Sample Number: 20-253 Date: Client: Project: Project No:Figure Grab Sample, S-1 Sampled at 6'2" 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 82 80 70 63 46 36 28 18 7 4 2.5 GP Report: #01 Sampled by: Client South Sound Geotechnical Cruz (20005) 8311 PL=LL=PI= USCS=AASHTO= *(no specification provided) 02-07-20 Construction Testing Laboratories 400 Valley Ave. NE, Suite #102 Puyallup WA, 98372 Tel. (253) 383-8778 B-21 2545 W Falls Avenue Kennewick, WA 99336 509.783.7450 www.nwag.com lab@nwag.com Sample ID Organic Matter Cation Exchange Capacity PIT-1, S-1 @ 6.0’ 2.78% 9.3 meq/100g TP-2, S-1 @ 6.0’ 1.80% 5.2 meq/100g Method ASTM D2974 EPA 9081 South Sound Geotechnical Consulting PO Box 39500 Lakewood, WA 98496 Report: 50398-1-1 Date: February 11, 2020 Project No: 20003 Project Name: Cruz B-22 UNIFIED SOIL CLASSIFICATION SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory TestsA Soil Classification Group Symbol Group NameB Coarse Grained Soils More than 50% retained on No. 200 sieve Gravels More than 50% of coarse fraction retained on No. 4 sieve Clean Gravels Less than 5% finesC Cu  4 and 1  Cc  3E GW Well-graded gravelF Cu  4 and/or 1  Cc  3E GP Poorly graded gravelF Gravels with Fines More than 12% finesC Fines classify as ML or MH GM Silty gravelF,G, H Fines classify as CL or CH GC Clayey gravelF,G,H Sands 50% or more of coarse fraction passes No. 4 sieve Clean Sands Less than 5% finesD Cu  6 and 1  Cc  3E SW Well-graded sandI Cu  6 and/or 1  Cc  3E SP Poorly graded sandI Sands with Fines More than 12% finesD Fines classify as ML or MH SM Silty sandG,H,I Fines Classify as CL or CH SC Clayey sandG,H,I Fine-Grained Soils 50% or more passes the No. 200 sieve Silts and Clays Liquid limit less than 50 inorganic PI  7 and plots on or above “A” lineJ CL Lean clayK,L,M PI  4 or plots below “A” lineJ ML SiltK,L,M organic Liquid limit - oven dried 0.75 OL Organic clayK,L,M,N Liquid limit - not dried Organic siltK,L,M,O Silts and Clays Liquid limit 50 or more inorganic PI plots on or above “A” line CH Fat clayK,L,M PI plots below “A” line MH Elastic SiltK,L,M organic Liquid limit - oven dried 0.75 OH Organic clayK,L,M,P Liquid limit - not dried Organic siltK,L,M,Q Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat A Based on the material passing the 3-in. (75-mm) sieve B If field sample contained cobbles or boulders, or both, add “with cobbles or boulders, or both” to group name. C Gravels with 5 to 12% fines require dual symbols: GW -GM well-graded gravel with silt, GW -GC well-graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay. D Sands with 5 to 12% fines require dual symbols: SW -SM well-graded sand with silt, SW -SC well-graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand with clay E Cu = D60/D10 Cc = 6010 2 30 DxD )(D F If soil contains  15% sand, add “with sand” to group name. GIf fines classify as CL-ML, use dual symbol GC-GM, or SC-SM. HIf fines are organic, add “with organic fines” to group name. I If soil contains  15% gravel, add “with gravel” to group name. J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay. K If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel,” whichever is predominant. L If soil contains  30% plus No. 200 predominantly sand, add “sandy” to group name. M If soil contains  30% plus No. 200, predominantly gravel, add “gravelly” to group name. N PI  4 and plots on or above “A” line. O PI  4 or plots below “A” line. P PI plots on or above “A” line. Q PI plots below “A” line. B-23 APPENDIX “C” BASIN MAP, LAND USE AREA SPREADSHEET, INFILTRATION POND, BIORETENTION CELLS & MINIMUM REQUIREMENT #7 MGS FLOOD OUTPUTS C-1 VICINITY MAP YELM M[rKENNA RD. sR !_ s0, i SI TE -'I 110TH AVE SE N. T. S BIORETENTION CELL #1= +x.518 AC IMPERVIOUS AREA = 0.371 AC ASPHALT = 0.312 AC GRAVEL = 0.059 AC PERVIOUS AREA = 0.147 AC EXISTING IMPERVIOUS = 0.045 AC EXISTING PERVIOUS = 0.525 AC SEC. 29, TWN. 17 N., RNG. 2 E., W.M. w W -- EX R/W SFM ASF SSFIvt EX PROPOSED R/W �7' RIMIT-OF-WAY BIORETENTION CELL #11 = 0.432 AL WSDOT TEMP. CC EASEMENT. IMPERVIOUS AREA = 0.092 AC HOUSE ROOF = 0.029 AC DRIVEWAY = 0.063 AC PERVIOUS AREA = 0.339 AC PRE -DEVELOPED BASIN = 9.330 AC EXISTING IMPERVIOUS = 0.092 AC EXISTING HOUSE TO REMAIN = 0.029 AC W - EX RAW EXISTING DRIVEWAY TO REMAIN = 0.063 AC M EiP EXISTING PERVIOUS = 9.238 AC BIORETENTION CELL #2 = 0.044 AC S8 23'27"E 508.84' 7`. n t q,, Mj v a°q `^ WSDOT TEMP. =� TRucT1CMI� ♦ . ♦ ♦. ♦ ♦ S E. 357 I ♦• HOUSE PROPANE TANK BIORETENTION CELL #10 = 0.161 AC IMPERVIOUS AREA = 0.141 AC PERVIOUS AREA = 0.020 AC INFILTRATION POND BASIN = 5.769 AC IMPERVOIUS AREA = 5.747 AC '\ BLDG ROOF = 0.275 AC ASPHALT = 0.895 AC GRAVEL = 4.324 AC POND = 0.253 AC PERVIOUS AREA = 0.022 AC h ol ASSUMED FUTURE RIGHT--CF-WAY BIORETENTION CELL #8 = 0.277 AC IMPERVIOUS AREA = 0.184 AC PERVIOUS AREA = 0.093 AC 0 T c ' ^ r - - x _ 051 4. TP a I •'i Vis': .,,� � -�-- _ - ♦ •.. / - i • i., .•:'.: • • i COMMERCIAL{TYP) t BUILDING • '..'. . . � -: - ' ' � , •• •' - 12o X�oa FF 358.50 - � N. V. • 4 I' , 4i Lo 358-". "�..,;� `• , , '. .. ... , ` . •.. .. � .. ... • • • .. .' �<, 41. s V. IMPERVIOUS AREA = 0.022 AC ESP PERVIOUS AREA = 0.022 AC EX R/W - PROPOSED R/W SCALE: 1 "=50' -71310RETENTION CELL #3 = 0.231 AC 0 25 50 100 41 Z¢ IMPERVIOUS AREA = 0.184 AC U. PERVIOUS AREA = 0.047 AC ate. x w os BIORETENTION CELL #6 0.103 AC cro IMPERVIOUS AREA = 0.079 AC VERTICAL DATUM N m PERVIOUS AREA = 0.024 AC (WSRN) wM NAVD 88 ESTABLISHED USING GPS RTK ROVER 04 IIORETENTION CELL #5 = 0.263 AC IMPERVIOUS AREA = 0.220 AC P RVIOUS AREA = 0.043 AC T F. BIORETENTION CELL #4 = 0.202 AC IMPERVIOUS AREA = 0.167 AC PERVIOUS AREA = 0.035 AC 8' PERIMETER LANDSCAPING & BIORETENTION CELL, TYP. BIORETENTION CELL #7 =0.517 AC IMPERVIOUS AREA = 0.462 AC ASPHALT = 0.150 AC G RAVEL = 0.312 AC PERVIOUS AREA = 0.055 AC CONSTRAINED TO THE WASHINGTON STATE REFERENCE NETWORK (WSRN) STATIONS CONTOUR INTERVAL= 9' TOPOGRAPHY PREPARED BY LARSON & ASSOCIATES HORIZONTAL DATUM NAD 83/11 WASHINGTON SOUTH ZONE ESTABLISHED USING GPS RTK ROVER CONSTRAINED TO THE WASHINGTON STATE REFERENCE NETWORK (WSRN) STATIONS NUMBER 9339 O Lo J �u N ti o � z u z CD Ea a w 605 U 0 Q U 14 - Lo I 00 n W N IL t 0 C�d :� L ¢ V �300 Z n 3 �o rn� CE V ti :-n* DA TE 3-11-2020 DRAWING N0. 9339BASE SHEET 10F 1 LEGEND PROPERTY LINE - - FUTURE ROW LINE -------- EASEMENT 123 EXISTING CONTOUR ---423---- PROPOSED CONTOUR El EXISTING WOOD FENCE Q-- PROPOSED CHAIN LINK FENCE �"✓ XISTING WATER LIN APPR0X, LOCATION SSFMXISTING SEWER FORCE MAIN �APPR0X. LOCATION) W- PROPOSED WATER LINE Fkf PROPOSED SEWER FORCE MAIN LINE T EXISTING TELECOMMUNICATIONS LINE IS FOUND MONUMENT AS STATED -0' EXISTING UTILITY POLE Ell EXISTING JUNCTION BOX ® EXISTING SIGNAL POLE ID EXISTING PHONE RISER EXISTING FIRE HYDRANT PROPOSED FIRE HYDRANT EXISTING MAILBOX EXISTING TREE EXISTING GRAVEL EXISTING PAVEMENT EXISTING CONCRETE PROPOSED PAVEMENT PROPOSED GRAVEL WSDOT TEMP CONSTRUCTION EASEMENT. NUMBER 9339 O Lo J �u N ti o � z u z CD Ea a w 605 U 0 Q U 14 - Lo I 00 n W N IL t 0 C�d :� L ¢ V �300 Z n 3 �o rn� CE V ti :-n* DA TE 3-11-2020 DRAWING N0. 9339BASE SHEET 10F 1 Impervious Area Asphalt (SF)Gravel (SF)Other Imp. (SF)Roof (SF)Landscape (SF)Existing (SF)Total Area (SF)Total Area (AC) Commercial Building 12000.0 12000.0 0.275 Parking & Display Area 88403.0 3296.0 91699.0 2.105 Vehicle Storage 225030.0 225030.0 5.166 Landscape Buffers 22069.0 22069.0 0.507 Infiltration Pond 11000.0 948.0 11948.0 0.274 Existing SFR "Lot"2762.0 1250.0 14812.0 18824.0 0.432 Future WSDOT ROW 1980.0 1122.0 21743.0 24845.0 0.570 Total Area (SF)90383.0 227792.0 11000.0 13250.0 42247.0 21743.0 406415.0 Total Area (AC)2.075 5.229 0.253 0.304 0.970 0.499 9.330 Total Impervious (SF)318175.0 342425.0 26313.0 Total Impervious (AC)7.304 7.861 Total PGIS Total Impervious Infiltration Facility Asphalt (SF)Gravel (SF)Other Imp. (SF)Roof (SF)Landscape (SF)Total Area (SF)Total Area (AC) Bioretention Cell #1 13600.0 2550.0 6418.0 22568.0 0.518 Bioretention Cell #2 954.0 945.0 1899.0 0.044 Bioretention Cell #3 7995.0 2052.0 10047.0 0.231 Bioretention Cell #4 7299.0 1512.0 8811.0 0.202 Bioretention Cell #5 9609.0 1848.0 11457.0 0.263 Bioretention Cell #6 3420.0 1068.0 4488.0 0.103 Bioretention Cell #7 6532.0 13585.0 2402.0 22519.0 0.517 Bioretention Cell #8 8000.0 4072.0 12072.0 0.277 Bioretention Cell #9 6387.5 4200.0 10587.5 0.243 Bioretention Cell #10 6148.0 848.0 6996.0 0.161 Bioretention Cell #11 2762.0 1250 14812.0 18824.0 0.432 Infiltration Pond 38994.0 188359.5 11000.0 12000.0 948.0 251301.5 5.769 88403.0 227792.0 11000.0 13250.0 41125.0 0.0 381570.0 8.760 SF AC Total Impervious to Infiltration Pond 250353.5 5.747 Total Pervious to Infiltration Pond 948.0 0.022 Total PGIS for Sizing WQ Facility to Pond 227353.5 5.219 Gross parcel area = 9.330 acres (406,430 SF); future WSDOT ROW = 0.570 acres (24,845 SF); Net parcel area = 8.760 acres (381,585 SF) ASSUMPTIONS/CONDITIONS: Cruz Development Land Use Area Calculation Minimum landscape buffers: 8' perimeter, 4' streetscape, 24 SF/parking stall w/min. 100 SF per landscaped parking area Existing house & driveway access at NW corner of property to remain; existing SFR "lot" assumed to be 18,824 SF (0.432 AC) Assume all landscape buffers include bioretention swales for stormwater WQ treatment & Flow Control of adjacent impervious runoff Assume infiltration pond water surface area = 200' x 55' = 11,000 SF (0.253 AC) C-2 ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.46 Program License Number: 200810005 Project Simulation Performed on: 03/03/2020 6:05 AM Report Generation Date: 03/03/2020 6:23 AM ————————————————————————————————— Input File Name: 9339_Cruz_Retention Pond.fld Project Name: Cruz Development Analysis Title: Size Retention Pond Comments: Size retention pond for 5.747 AC of impervious & 0.022 AC of pervious. ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 15 Full Period of Record Available used for Routing Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 5.769 5.769 Area of Links that Include Precip/Evap (acres) 0.000 0.000 Total (acres) 5.769 5.769 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Predeveloped ---------- -------Area (Acres) -------- Outwash Forest 5.769 ---------------------------------------------- Subbasin Total 5.769 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 C-3 ---------- Subbasin : Developed ---------- -------Area (Acres) -------- Outwash Pasture 0.022 Impervious 5.747 ---------------------------------------------- Subbasin Total 5.769 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: Retention Pond Link Type: Structure Downstream Link: None Prismatic Pond Option Used Pond Floor Elevation (ft) : 350.50 Riser Crest Elevation (ft) : 355.50 Max Pond Elevation (ft) : 356.50 Storage Depth (ft) : 5.00 Pond Bottom Length (ft) : 174.0 Pond Bottom Width (ft) : 29.0 Pond Side Slopes (ft/ft) : L1= 2.00 L2= 2.00 W1= 2.00 W2= 2.00 Bottom Area (sq-ft) : 5046. Area at Riser Crest El (sq-ft) : 9,506. (acres) : 0.218 Volume at Riser Crest (cu-ft) : 36,047. (ac-ft) : 0.828 Area at Max Elevation (sq-ft) : 10494. (acres) : 0.241 Vol at Max Elevation (cu-ft) : 46,044. (ac-ft) : 1.057 Constant Infiltration Option Used Infiltration Rate (in/hr): 17.00 Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 24.00 Common Length (ft) : 0.000 Riser Crest Elevation : 355.50 ft Hydraulic Structure Geometry C-4 Number of Devices: 0 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 1 ********** Link: Retention Pond ********** Link Inflow Frequency Stats Flood Frequency Data(cfs) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) Flood Peak (cfs) ====================================== 2-Year 2.142 5-Year 2.782 10-Year 3.130 25-Year 3.939 50-Year 5.014 100-Year 5.798 200-Year 6.009 ********** Link: Retention Pond ********** Link WSEL Stats WSEL Frequency Data(ft) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) WSEL Peak (ft) ====================================== 1.05-Year 350.516 1.11-Year 350.516 1.25-Year 350.518 2.00-Year 350.527 3.33-Year 350.618 5-Year 350.677 10-Year 350.932 25-Year 351.103 50-Year 351.568 100-Year 352.009 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Predeveloped 1530.995 _____________________________________ C-5 Total: 1530.995 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Developed 7.420 Link: Retention Pond 2576.668 _____________________________________ Total: 2584.088 Total Predevelopment Recharge is Less than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 9.690 ac-ft/year, Post Developed: 16.355 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: Retention Pond ********** Basic Wet Pond Volume (91% Exceedance): 25456. cu-ft Computed Large Wet Pond Volume, 1.5*Basic Volume: 38184. cu-ft Time to Infiltrate 91% Treatment Volume, (Hours): 2.70 Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 2576.67 Inflow Volume Including PPT-Evap (ac-ft): 2576.67 Total Runoff Infiltrated (ac-ft): 2576.67, 100.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 0.00 Secondary Outflow To Downstream System (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 100.00% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Predeveloped Scenario Postdeveloped Compliance Link: Retention Pond *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- C-6 2-Year 4.459E-03 2-Year 0.000 5-Year 4.603E-03 5-Year 0.000 10-Year 4.632E-03 10-Year 0.000 25-Year 4.754E-03 25-Year 0.000 50-Year 6.226E-03 50-Year 0.000 100-Year 9.914E-03 100-Year 0.000 200-Year 1.253E-02 200-Year 0.000 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals **** Flow Duration Performance **** Excursion at Predeveloped 50%Q2 (Must be Less Than or Equal to 0%): 0.0% PASS Maximum Excursion from 50%Q2 to Q2 (Must be Less Than or Equal to 0%): 0.0% PASS Maximum Excursion from Q2 to Q50 (Must be less than 10%): 0.0% PASS Percent Excursion from Q2 to Q50 (Must be less than 50%): 0.0% PASS ------------------------------------------------------------------------------------------------- MEETS ALL FLOW DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- **** LID Duration Performance **** Excursion at Predeveloped 8%Q2 (Must be Less Than 0%): 0.0% PASS Maximum Excursion from 8%Q2 to 50%Q2 (Must be Less Than 0%): 0.0% PASS ------------------------------------------------------------------------------------------------- MEETS ALL LID DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- C-7 ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.46 Program License Number: 200810005 Project Simulation Performed on: 02/17/2020 10:33 AM Report Generation Date: 02/17/2020 10:34 AM ————————————————————————————————— Input File Name: 9339_Cruz_Bioretention Cell #1.fld Project Name: Cruz Development Analysis Title: Bioretention Cell #1 Design Comments: Design bioretention swale in frontage landscape buffer for 0.371 AC of impervious and 0.147 AC of pervious ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 15 Full Period of Record Available used for Routing Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 0.518 0.503 Area of Links that Include Precip/Evap (acres) 0.000 0.015 Total (acres) 0.518 0.518 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Predeveloped ---------- -------Area (Acres) -------- Outwash Forest 0.518 ---------------------------------------------- Subbasin Total 0.518 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 2 C-8 ---------- Subbasin : Impervious ---------- -------Area (Acres) -------- Impervious 0.371 ---------------------------------------------- Subbasin Total 0.371 ---------- Subbasin : Pervious ---------- -------Area (Acres) -------- Outwash Pasture 0.132 ---------------------------------------------- Subbasin Total 0.132 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: Bioretention Cell #1 Link Type: Bioretention Facility Downstream Link: None Base Elevation (ft) : 100.00 Riser Crest Elevation (ft) : 101.00 Storage Depth (ft) : 1.00 Bottom Length (ft) : 260.0 Bottom Width (ft) : 2.5 Side Slopes (ft/ft) : L1= 2.00 L2= 2.00 W1= 2.00 W2= 2.00 Bottom Area (sq-ft) : 650. Area at Riser Crest El (sq-ft) : 1,716. (acres) : 0.039 Volume at Riser Crest (cu-ft) : 1,375. (ac-ft) : 0.032 Infiltration on Bottom and Sideslopes Selected Soil Properties Biosoil Thickness (ft) : 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) : 3.00 Biosoil Porosity (Percent) : 20.00 Maximum Elevation of Bioretention Soil : 101.00 Native Soil Hydraulic Conductivity (in/hr) : 8.50 C-9 Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 6.00 Common Length (ft) : 0.000 Riser Crest Elevation : 101.00 ft Hydraulic Structure Geometry Number of Devices: 0 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 2 Number of Links: 1 ********** Link: Bioretention Cell #1 ********** Link Inflow Frequency Stats Flood Frequency Data(cfs) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) Flood Peak (cfs) ====================================== 2-Year 0.138 5-Year 0.180 10-Year 0.202 25-Year 0.255 50-Year 0.324 100-Year 0.374 200-Year 0.388 ********** Link: Bioretention Cell #1 ********** Link WSEL Stats WSEL Frequency Data(ft) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) WSEL Peak (ft) ====================================== 1.05-Year 100.165 1.11-Year 100.208 1.25-Year 100.235 2.00-Year 100.342 3.33-Year 100.444 5-Year 100.499 10-Year 100.613 25-Year 100.754 50-Year 100.824 100-Year 100.918 C-10 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Predeveloped 137.468 _____________________________________ Total: 137.468 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Impervious 0.000 Subbasin: Pervious 44.521 Link: Bioretention Cell #1 173.189 _____________________________________ Total: 217.710 Total Predevelopment Recharge is Less than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.870 ac-ft/year, Post Developed: 1.378 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: Bioretention Cell #1 ********** Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 166.39 Inflow Volume Including PPT-Evap (ac-ft): 173.19 Total Runoff Infiltrated (ac-ft): 173.19, 100.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 0.00 Secondary Outflow To Downstream System (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 100.00% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Predeveloped Scenario Postdeveloped Compliance Link: Bioretention Cell #1 *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position C-11 Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 4.004E-04 2-Year 0.000 5-Year 4.133E-04 5-Year 0.000 10-Year 4.159E-04 10-Year 0.000 25-Year 4.268E-04 25-Year 0.000 50-Year 5.590E-04 50-Year 0.000 100-Year 8.902E-04 100-Year 0.000 200-Year 1.125E-03 200-Year 0.000 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals **** Flow Duration Performance **** Excursion at Predeveloped 50%Q2 (Must be Less Than or Equal to 0%): 0.0% PASS Maximum Excursion from 50%Q2 to Q2 (Must be Less Than or Equal to 0%): 0.0% PASS Maximum Excursion from Q2 to Q50 (Must be less than 10%): 0.0% PASS Percent Excursion from Q2 to Q50 (Must be less than 50%): 0.0% PASS ------------------------------------------------------------------------------------------------- MEETS ALL FLOW DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- **** LID Duration Performance **** Excursion at Predeveloped 8%Q2 (Must be Less Than 0%): 0.0% PASS Maximum Excursion from 8%Q2 to 50%Q2 (Must be Less Than 0%): 0.0% PASS ------------------------------------------------------------------------------------------------- MEETS ALL LID DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- C-12 ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.46 Program License Number: 200810005 Project Simulation Performed on: 02/17/2020 10:41 AM Report Generation Date: 02/17/2020 10:42 AM ————————————————————————————————— Input File Name: 9339_Cruz_Bioretention Cell #2.fld Project Name: Cruz Development Analysis Title: Bioretention Cell #2 Design Comments: Design bioretention swale in NE landscape buffer for 0.022 AC of impervious and 0.022 AC of pervious ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 15 Full Period of Record Available used for Routing Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 0.044 0.043 Area of Links that Include Precip/Evap (acres) 0.000 0.001 Total (acres) 0.044 0.044 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Predeveloped ---------- -------Area (Acres) -------- Outwash Forest 0.044 ---------------------------------------------- Subbasin Total 0.044 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 2 C-13 ---------- Subbasin : Impervious ---------- -------Area (Acres) -------- Impervious 0.022 ---------------------------------------------- Subbasin Total 0.022 ---------- Subbasin : Pervious ---------- -------Area (Acres) -------- Outwash Pasture 0.021 ---------------------------------------------- Subbasin Total 0.021 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: Bioretention Cell #2 Link Type: Bioretention Facility Downstream Link: None Base Elevation (ft) : 100.00 Riser Crest Elevation (ft) : 101.00 Storage Depth (ft) : 1.00 Bottom Length (ft) : 29.0 Bottom Width (ft) : 1.0 Side Slopes (ft/ft) : L1= 2.00 L2= 2.00 W1= 2.00 W2= 2.00 Bottom Area (sq-ft) : 29. Area at Riser Crest El (sq-ft) : 165. (acres) : 0.004 Volume at Riser Crest (cu-ft) : 103. (ac-ft) : 0.002 Infiltration on Bottom and Sideslopes Selected Soil Properties Biosoil Thickness (ft) : 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) : 6.00 Biosoil Porosity (Percent) : 20.00 Maximum Elevation of Bioretention Soil : 101.00 Native Soil Hydraulic Conductivity (in/hr) : 8.50 C-14 Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 6.00 Common Length (ft) : 0.000 Riser Crest Elevation : 101.00 ft Hydraulic Structure Geometry Number of Devices: 0 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 2 Number of Links: 1 ********** Link: Bioretention Cell #2 ********** Link Inflow Frequency Stats Flood Frequency Data(cfs) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) Flood Peak (cfs) ====================================== 2-Year 8.199E-03 5-Year 1.065E-02 10-Year 1.198E-02 25-Year 1.512E-02 50-Year 1.920E-02 100-Year 2.221E-02 200-Year 2.303E-02 ********** Link: Bioretention Cell #2 ********** Link WSEL Stats WSEL Frequency Data(ft) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) WSEL Peak (ft) ====================================== 1.05-Year 100.041 1.11-Year 100.060 1.25-Year 100.079 2.00-Year 100.143 3.33-Year 100.191 5-Year 100.213 10-Year 100.277 25-Year 100.322 50-Year 100.415 100-Year 100.503 C-15 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Predeveloped 11.677 _____________________________________ Total: 11.677 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Impervious 0.000 Subbasin: Pervious 7.083 Link: Bioretention Cell #2 10.170 _____________________________________ Total: 17.253 Total Predevelopment Recharge is Less than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.074 ac-ft/year, Post Developed: 0.109 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: Bioretention Cell #2 ********** Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 9.87 Inflow Volume Including PPT-Evap (ac-ft): 10.17 Total Runoff Infiltrated (ac-ft): 10.17, 100.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 0.00 Secondary Outflow To Downstream System (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 100.00% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Predeveloped Scenario Postdeveloped Compliance Link: Bioretention Cell #2 *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position C-16 Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 0.000 2-Year 0.000 5-Year 0.000 5-Year 0.000 10-Year 0.000 10-Year 0.000 25-Year 0.000 25-Year 0.000 50-Year 0.000 50-Year 0.000 100-Year 0.000 100-Year 0.000 200-Year 0.000 200-Year 0.000 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals **** Flow Duration Performance **** Excursion at Predeveloped 50%Q2 (Must be Less Than or Equal to 0%): 0.0% PASS Maximum Excursion from 50%Q2 to Q2 (Must be Less Than or Equal to 0%): 0.0% PASS Maximum Excursion from Q2 to Q50 (Must be less than 10%): 0.0% PASS Percent Excursion from Q2 to Q50 (Must be less than 50%): 0.0% PASS ------------------------------------------------------------------------------------------------- MEETS ALL FLOW DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- **** LID Duration Performance **** Excursion at Predeveloped 8%Q2 (Must be Less Than 0%): 0.0% PASS Maximum Excursion from 8%Q2 to 50%Q2 (Must be Less Than 0%): 0.0% PASS ------------------------------------------------------------------------------------------------- MEETS ALL LID DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- C-17 ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.46 Program License Number: 200810005 Project Simulation Performed on: 02/17/2020 10:45 AM Report Generation Date: 02/17/2020 10:47 AM ————————————————————————————————— Input File Name: 9339_Cruz_Bioretention Cell #3.fld Project Name: Cruz Development Analysis Title: Bioretention Cell #3 Design Comments: Design bioretention swale in landscape buffer east of parking area for 0.184 AC of impervious and 0.047 AC of pervious ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 15 Full Period of Record Available used for Routing Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 0.231 0.227 Area of Links that Include Precip/Evap (acres) 0.000 0.004 Total (acres) 0.231 0.231 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Predeveloped ---------- -------Area (Acres) -------- Outwash Forest 0.231 ---------------------------------------------- Subbasin Total 0.231 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 2 C-18 ---------- Subbasin : Impervious ---------- -------Area (Acres) -------- Impervious 0.184 ---------------------------------------------- Subbasin Total 0.184 ---------- Subbasin : Pervious ---------- -------Area (Acres) -------- Outwash Pasture 0.043 ---------------------------------------------- Subbasin Total 0.043 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: Bioretention Cell #3 Link Type: Bioretention Facility Downstream Link: None Base Elevation (ft) : 100.00 Riser Crest Elevation (ft) : 101.00 Storage Depth (ft) : 1.00 Bottom Length (ft) : 189.0 Bottom Width (ft) : 1.0 Side Slopes (ft/ft) : L1= 2.00 L2= 2.00 W1= 2.00 W2= 2.00 Bottom Area (sq-ft) : 189. Area at Riser Crest El (sq-ft) : 965. (acres) : 0.022 Volume at Riser Crest (cu-ft) : 631. (ac-ft) : 0.014 Infiltration on Bottom and Sideslopes Selected Soil Properties Biosoil Thickness (ft) : 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) : 3.00 Biosoil Porosity (Percent) : 20.00 Maximum Elevation of Bioretention Soil : 101.00 Native Soil Hydraulic Conductivity (in/hr) : 8.50 C-19 Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 6.00 Common Length (ft) : 0.000 Riser Crest Elevation : 101.00 ft Hydraulic Structure Geometry Number of Devices: 0 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 2 Number of Links: 1 ********** Link: Bioretention Cell #3 ********** Link Inflow Frequency Stats Flood Frequency Data(cfs) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) Flood Peak (cfs) ====================================== 2-Year 6.857E-02 5-Year 8.907E-02 10-Year 0.100 25-Year 0.126 50-Year 0.161 100-Year 0.186 200-Year 0.192 ********** Link: Bioretention Cell #3 ********** Link WSEL Stats WSEL Frequency Data(ft) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) WSEL Peak (ft) ====================================== 1.05-Year 100.268 1.11-Year 100.306 1.25-Year 100.340 2.00-Year 100.435 3.33-Year 100.515 5-Year 100.571 10-Year 100.650 25-Year 100.773 50-Year 100.831 100-Year 100.891 C-20 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Predeveloped 61.303 _____________________________________ Total: 61.303 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Impervious 0.000 Subbasin: Pervious 14.503 Link: Bioretention Cell #3 84.696 _____________________________________ Total: 99.199 Total Predevelopment Recharge is Less than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.388 ac-ft/year, Post Developed: 0.628 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: Bioretention Cell #3 ********** Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 82.51 Inflow Volume Including PPT-Evap (ac-ft): 84.70 Total Runoff Infiltrated (ac-ft): 84.70, 100.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 0.00 Secondary Outflow To Downstream System (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 100.00% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Predeveloped Scenario Postdeveloped Compliance Link: Bioretention Cell #3 *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position C-21 Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 1.786E-04 2-Year 0.000 5-Year 1.843E-04 5-Year 0.000 10-Year 1.855E-04 10-Year 0.000 25-Year 1.903E-04 25-Year 0.000 50-Year 2.493E-04 50-Year 0.000 100-Year 3.970E-04 100-Year 0.000 200-Year 5.016E-04 200-Year 0.000 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals **** Flow Duration Performance **** Excursion at Predeveloped 50%Q2 (Must be Less Than or Equal to 0%): 0.0% PASS Maximum Excursion from 50%Q2 to Q2 (Must be Less Than or Equal to 0%): 0.0% PASS Maximum Excursion from Q2 to Q50 (Must be less than 10%): 0.0% PASS Percent Excursion from Q2 to Q50 (Must be less than 50%): 0.0% PASS ------------------------------------------------------------------------------------------------- MEETS ALL FLOW DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- **** LID Duration Performance **** Excursion at Predeveloped 8%Q2 (Must be Less Than 0%): 0.0% PASS Maximum Excursion from 8%Q2 to 50%Q2 (Must be Less Than 0%): 0.0% PASS ------------------------------------------------------------------------------------------------- MEETS ALL LID DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- C-22 ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.46 Program License Number: 200810005 Project Simulation Performed on: 02/17/2020 10:50 AM Report Generation Date: 02/17/2020 10:51 AM ————————————————————————————————— Input File Name: 9339_Cruz_Bioretention Cell #4.fld Project Name: Cruz Development Analysis Title: Bioretention Cell #4 Design Comments: Design bioretention swale in landscape buffer east of building for 0.167 AC of impervious and 0.035 AC of pervious ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 15 Full Period of Record Available used for Routing Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 0.202 0.198 Area of Links that Include Precip/Evap (acres) 0.000 0.004 Total (acres) 0.202 0.202 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Predeveloped ---------- -------Area (Acres) -------- Outwash Forest 0.202 ---------------------------------------------- Subbasin Total 0.202 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 2 C-23 ---------- Subbasin : Impervious ---------- -------Area (Acres) -------- Impervious 0.167 ---------------------------------------------- Subbasin Total 0.167 ---------- Subbasin : Pervious ---------- -------Area (Acres) -------- Outwash Pasture 0.031 ---------------------------------------------- Subbasin Total 0.031 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: Bioretention Cell #4 Link Type: Bioretention Facility Downstream Link: None Base Elevation (ft) : 100.00 Riser Crest Elevation (ft) : 101.00 Storage Depth (ft) : 1.00 Bottom Length (ft) : 189.0 Bottom Width (ft) : 1.0 Side Slopes (ft/ft) : L1= 2.00 L2= 2.00 W1= 2.00 W2= 2.00 Bottom Area (sq-ft) : 189. Area at Riser Crest El (sq-ft) : 965. (acres) : 0.022 Volume at Riser Crest (cu-ft) : 631. (ac-ft) : 0.014 Infiltration on Bottom and Sideslopes Selected Soil Properties Biosoil Thickness (ft) : 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) : 3.00 Biosoil Porosity (Percent) : 20.00 Maximum Elevation of Bioretention Soil : 101.00 Native Soil Hydraulic Conductivity (in/hr) : 8.50 C-24 Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 6.00 Common Length (ft) : 0.000 Riser Crest Elevation : 101.00 ft Hydraulic Structure Geometry Number of Devices: 0 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 2 Number of Links: 1 ********** Link: Bioretention Cell #4 ********** Link Inflow Frequency Stats Flood Frequency Data(cfs) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) Flood Peak (cfs) ====================================== 2-Year 6.224E-02 5-Year 8.084E-02 10-Year 9.094E-02 25-Year 0.115 50-Year 0.146 100-Year 0.168 200-Year 0.175 ********** Link: Bioretention Cell #4 ********** Link WSEL Stats WSEL Frequency Data(ft) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) WSEL Peak (ft) ====================================== 1.05-Year 100.235 1.11-Year 100.273 1.25-Year 100.300 2.00-Year 100.391 3.33-Year 100.467 5-Year 100.513 10-Year 100.585 25-Year 100.705 50-Year 100.765 100-Year 100.809 C-25 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Predeveloped 53.607 _____________________________________ Total: 53.607 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Impervious 0.000 Subbasin: Pervious 10.456 Link: Bioretention Cell #4 77.026 _____________________________________ Total: 87.481 Total Predevelopment Recharge is Less than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.339 ac-ft/year, Post Developed: 0.554 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: Bioretention Cell #4 ********** Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 74.89 Inflow Volume Including PPT-Evap (ac-ft): 77.03 Total Runoff Infiltrated (ac-ft): 77.03, 100.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 0.00 Secondary Outflow To Downstream System (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 100.00% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Predeveloped Scenario Postdeveloped Compliance Link: Bioretention Cell #4 *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position C-26 Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 1.561E-04 2-Year 0.000 5-Year 1.612E-04 5-Year 0.000 10-Year 1.622E-04 10-Year 0.000 25-Year 1.664E-04 25-Year 0.000 50-Year 2.180E-04 50-Year 0.000 100-Year 3.471E-04 100-Year 0.000 200-Year 4.386E-04 200-Year 0.000 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals **** Flow Duration Performance **** Excursion at Predeveloped 50%Q2 (Must be Less Than or Equal to 0%): 0.0% PASS Maximum Excursion from 50%Q2 to Q2 (Must be Less Than or Equal to 0%): 0.0% PASS Maximum Excursion from Q2 to Q50 (Must be less than 10%): 0.0% PASS Percent Excursion from Q2 to Q50 (Must be less than 50%): 0.0% PASS ------------------------------------------------------------------------------------------------- MEETS ALL FLOW DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- **** LID Duration Performance **** Excursion at Predeveloped 8%Q2 (Must be Less Than 0%): 0.0% PASS Maximum Excursion from 8%Q2 to 50%Q2 (Must be Less Than 0%): 0.0% PASS ------------------------------------------------------------------------------------------------- MEETS ALL LID DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- C-27 ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.46 Program License Number: 200810005 Project Simulation Performed on: 02/17/2020 10:58 AM Report Generation Date: 02/17/2020 10:58 AM ————————————————————————————————— Input File Name: 9339_Cruz_Bioretention Cell #5.fld Project Name: Cruz Development Analysis Title: Bioretention Cell #5 Design Comments: Design bioretention swale in west parking landscape island for 0.220 AC of impervious and 0.043 AC of pervious ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 15 Full Period of Record Available used for Routing Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 0.263 0.254 Area of Links that Include Precip/Evap (acres) 0.000 0.009 Total (acres) 0.263 0.263 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Predeveloped ---------- -------Area (Acres) -------- Outwash Forest 0.263 ---------------------------------------------- Subbasin Total 0.263 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 2 C-28 ---------- Subbasin : Impervious ---------- -------Area (Acres) -------- Impervious 0.220 ---------------------------------------------- Subbasin Total 0.220 ---------- Subbasin : Pervious ---------- -------Area (Acres) -------- Outwash Pasture 0.034 ---------------------------------------------- Subbasin Total 0.034 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: Bioretention Cell #5 Link Type: Bioretention Facility Downstream Link: None Base Elevation (ft) : 100.00 Riser Crest Elevation (ft) : 101.00 Storage Depth (ft) : 1.00 Bottom Length (ft) : 132.0 Bottom Width (ft) : 3.0 Side Slopes (ft/ft) : L1= 2.00 L2= 2.00 W1= 2.00 W2= 2.00 Bottom Area (sq-ft) : 396. Area at Riser Crest El (sq-ft) : 952. (acres) : 0.022 Volume at Riser Crest (cu-ft) : 790. (ac-ft) : 0.018 Infiltration on Bottom and Sideslopes Selected Soil Properties Biosoil Thickness (ft) : 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) : 3.00 Biosoil Porosity (Percent) : 20.00 Maximum Elevation of Bioretention Soil : 101.00 Native Soil Hydraulic Conductivity (in/hr) : 8.50 C-29 Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 6.00 Common Length (ft) : 0.000 Riser Crest Elevation : 101.00 ft Hydraulic Structure Geometry Number of Devices: 0 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 2 Number of Links: 1 ********** Link: Bioretention Cell #5 ********** Link Inflow Frequency Stats Flood Frequency Data(cfs) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) Flood Peak (cfs) ====================================== 2-Year 8.199E-02 5-Year 0.106 10-Year 0.120 25-Year 0.151 50-Year 0.192 100-Year 0.222 200-Year 0.230 ********** Link: Bioretention Cell #5 ********** Link WSEL Stats WSEL Frequency Data(ft) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) WSEL Peak (ft) ====================================== 1.05-Year 100.163 1.11-Year 100.208 1.25-Year 100.237 2.00-Year 100.348 3.33-Year 100.454 5-Year 100.517 10-Year 100.637 25-Year 100.785 50-Year 100.860 100-Year 100.973 C-30 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Predeveloped 69.796 _____________________________________ Total: 69.796 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Impervious 0.000 Subbasin: Pervious 11.468 Link: Bioretention Cell #5 102.776 _____________________________________ Total: 114.243 Total Predevelopment Recharge is Less than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.442 ac-ft/year, Post Developed: 0.723 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: Bioretention Cell #5 ********** Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 98.65 Inflow Volume Including PPT-Evap (ac-ft): 102.78 Total Runoff Infiltrated (ac-ft): 102.78, 100.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 0.00 Secondary Outflow To Downstream System (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 100.00% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Predeveloped Scenario Postdeveloped Compliance Link: Bioretention Cell #5 *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position C-31 Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 2.033E-04 2-Year 0.000 5-Year 2.098E-04 5-Year 0.000 10-Year 2.112E-04 10-Year 0.000 25-Year 2.167E-04 25-Year 0.000 50-Year 2.838E-04 50-Year 0.000 100-Year 4.520E-04 100-Year 0.000 200-Year 5.711E-04 200-Year 6.474E-03 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals **** Flow Duration Performance **** Excursion at Predeveloped 50%Q2 (Must be Less Than or Equal to 0%): -99.9% PASS Maximum Excursion from 50%Q2 to Q2 (Must be Less Than or Equal to 0%): -98.3% PASS Maximum Excursion from Q2 to Q50 (Must be less than 10%): -63.2% PASS Percent Excursion from Q2 to Q50 (Must be less than 50%): 0.0% PASS ------------------------------------------------------------------------------------------------- MEETS ALL FLOW DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- **** LID Duration Performance **** Excursion at Predeveloped 8%Q2 (Must be Less Than 0%): -100.0%PASS Maximum Excursion from 8%Q2 to 50%Q2 (Must be Less Than 0%): -99999.0%PASS ------------------------------------------------------------------------------------------------- MEETS ALL LID DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- C-32 ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.46 Program License Number: 200810005 Project Simulation Performed on: 02/17/2020 11:02 AM Report Generation Date: 02/17/2020 11:02 AM ————————————————————————————————— Input File Name: 9339_Cruz_Bioretention Cell #6.fld Project Name: Cruz Development Analysis Title: Bioretention Cell #6 Design Comments: Design bioretention swale in east parking landscape island for 0.079 AC of impervious and 0.024 AC of pervious ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 15 Full Period of Record Available used for Routing Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 0.103 0.101 Area of Links that Include Precip/Evap (acres) 0.000 0.002 Total (acres) 0.103 0.103 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Predeveloped ---------- -------Area (Acres) -------- Outwash Forest 0.103 ---------------------------------------------- Subbasin Total 0.103 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 2 C-33 ---------- Subbasin : Impervious ---------- -------Area (Acres) -------- Impervious 0.079 ---------------------------------------------- Subbasin Total 0.079 ---------- Subbasin : Pervious ---------- -------Area (Acres) -------- Outwash Pasture 0.022 ---------------------------------------------- Subbasin Total 0.022 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: Bioretention Cell #6 Link Type: Bioretention Facility Downstream Link: None Base Elevation (ft) : 100.00 Riser Crest Elevation (ft) : 101.00 Storage Depth (ft) : 1.00 Bottom Length (ft) : 96.0 Bottom Width (ft) : 1.0 Side Slopes (ft/ft) : L1= 2.00 L2= 2.00 W1= 2.00 W2= 2.00 Bottom Area (sq-ft) : 96. Area at Riser Crest El (sq-ft) : 500. (acres) : 0.011 Volume at Riser Crest (cu-ft) : 324. (ac-ft) : 0.007 Infiltration on Bottom and Sideslopes Selected Soil Properties Biosoil Thickness (ft) : 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) : 6.00 Biosoil Porosity (Percent) : 20.00 Maximum Elevation of Bioretention Soil : 101.00 Native Soil Hydraulic Conductivity (in/hr) : 8.50 C-34 Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 6.00 Common Length (ft) : 0.000 Riser Crest Elevation : 101.00 ft Hydraulic Structure Geometry Number of Devices: 0 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 2 Number of Links: 1 ********** Link: Bioretention Cell #6 ********** Link Inflow Frequency Stats Flood Frequency Data(cfs) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) Flood Peak (cfs) ====================================== 2-Year 2.944E-02 5-Year 3.824E-02 10-Year 4.302E-02 25-Year 5.421E-02 50-Year 6.893E-02 100-Year 7.971E-02 200-Year 8.264E-02 ********** Link: Bioretention Cell #6 ********** Link WSEL Stats WSEL Frequency Data(ft) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) WSEL Peak (ft) ====================================== 1.05-Year 100.059 1.11-Year 100.079 1.25-Year 100.101 2.00-Year 100.169 3.33-Year 100.220 5-Year 100.252 10-Year 100.316 25-Year 100.367 50-Year 100.463 100-Year 100.566 C-35 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Predeveloped 27.334 _____________________________________ Total: 27.334 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Impervious 0.000 Subbasin: Pervious 7.420 Link: Bioretention Cell #6 36.416 _____________________________________ Total: 43.836 Total Predevelopment Recharge is Less than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.173 ac-ft/year, Post Developed: 0.277 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: Bioretention Cell #6 ********** Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 35.43 Inflow Volume Including PPT-Evap (ac-ft): 36.42 Total Runoff Infiltrated (ac-ft): 36.42, 100.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 0.00 Secondary Outflow To Downstream System (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 100.00% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Predeveloped Scenario Postdeveloped Compliance Link: Bioretention Cell #6 *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position C-36 Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 0.000 2-Year 0.000 5-Year 0.000 5-Year 0.000 10-Year 0.000 10-Year 0.000 25-Year 0.000 25-Year 0.000 50-Year 1.112E-04 50-Year 0.000 100-Year 1.770E-04 100-Year 0.000 200-Year 2.237E-04 200-Year 0.000 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals **** Flow Duration Performance **** Excursion at Predeveloped 50%Q2 (Must be Less Than or Equal to 0%): 0.0% PASS Maximum Excursion from 50%Q2 to Q2 (Must be Less Than or Equal to 0%): 0.0% PASS Maximum Excursion from Q2 to Q50 (Must be less than 10%): 0.0% PASS Percent Excursion from Q2 to Q50 (Must be less than 50%): 0.0% PASS ------------------------------------------------------------------------------------------------- MEETS ALL FLOW DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- C-37 ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.46 Program License Number: 200810005 Project Simulation Performed on: 02/17/2020 11:14 AM Report Generation Date: 02/17/2020 11:16 AM ————————————————————————————————— Input File Name: 9339_Cruz_Bioretention Cell #7.fld Project Name: Cruz Development Analysis Title: Bioretention Cell #7 Design Comments: Design bioretention swale within SE perimeter landscape buffer for 0.462 AC of impervious and 0.055 AC of pervious ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 15 Full Period of Record Available used for Routing Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 0.517 0.507 Area of Links that Include Precip/Evap (acres) 0.000 0.010 Total (acres) 0.517 0.517 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Predeveloped ---------- -------Area (Acres) -------- Outwash Forest 0.517 ---------------------------------------------- Subbasin Total 0.517 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 2 C-38 ---------- Subbasin : Impervious ---------- -------Area (Acres) -------- Impervious 0.462 ---------------------------------------------- Subbasin Total 0.462 ---------- Subbasin : Pervious ---------- -------Area (Acres) -------- Outwash Pasture 0.045 ---------------------------------------------- Subbasin Total 0.045 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: Bioretention Cell #7 Link Type: Bioretention Facility Downstream Link: None Base Elevation (ft) : 100.00 Riser Crest Elevation (ft) : 101.00 Storage Depth (ft) : 1.00 Bottom Length (ft) : 294.0 Bottom Width (ft) : 1.5 Side Slopes (ft/ft) : L1= 2.00 L2= 2.00 W1= 2.00 W2= 2.00 Bottom Area (sq-ft) : 441. Area at Riser Crest El (sq-ft) : 1,639. (acres) : 0.038 Volume at Riser Crest (cu-ft) : 1,170. (ac-ft) : 0.027 Infiltration on Bottom and Sideslopes Selected Soil Properties Biosoil Thickness (ft) : 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) : 6.00 Biosoil Porosity (Percent) : 20.00 Maximum Elevation of Bioretention Soil : 101.00 Native Soil Hydraulic Conductivity (in/hr) : 8.50 C-39 Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 6.00 Common Length (ft) : 0.000 Riser Crest Elevation : 101.00 ft Hydraulic Structure Geometry Number of Devices: 0 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 2 Number of Links: 1 ********** Link: Bioretention Cell #7 ********** Link Inflow Frequency Stats Flood Frequency Data(cfs) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) Flood Peak (cfs) ====================================== 2-Year 0.172 5-Year 0.224 10-Year 0.252 25-Year 0.317 50-Year 0.403 100-Year 0.466 200-Year 0.483 ********** Link: Bioretention Cell #7 ********** Link WSEL Stats WSEL Frequency Data(ft) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) WSEL Peak (ft) ====================================== 1.05-Year 100.147 1.11-Year 100.180 1.25-Year 100.218 2.00-Year 100.322 3.33-Year 100.398 5-Year 100.454 10-Year 100.544 25-Year 100.678 50-Year 100.737 100-Year 100.869 C-40 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Predeveloped 137.203 _____________________________________ Total: 137.203 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Impervious 0.000 Subbasin: Pervious 15.178 Link: Bioretention Cell #7 211.692 _____________________________________ Total: 226.869 Total Predevelopment Recharge is Less than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.868 ac-ft/year, Post Developed: 1.436 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: Bioretention Cell #7 ********** Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 207.15 Inflow Volume Including PPT-Evap (ac-ft): 211.69 Total Runoff Infiltrated (ac-ft): 211.69, 100.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 0.00 Secondary Outflow To Downstream System (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 100.00% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Predeveloped Scenario Postdeveloped Compliance Link: Bioretention Cell #7 *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position C-41 Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 3.996E-04 2-Year 0.000 5-Year 4.125E-04 5-Year 0.000 10-Year 4.151E-04 10-Year 0.000 25-Year 4.260E-04 25-Year 0.000 50-Year 5.579E-04 50-Year 0.000 100-Year 8.884E-04 100-Year 0.000 200-Year 1.123E-03 200-Year 0.000 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals **** Flow Duration Performance **** Excursion at Predeveloped 50%Q2 (Must be Less Than or Equal to 0%): 0.0% PASS Maximum Excursion from 50%Q2 to Q2 (Must be Less Than or Equal to 0%): 0.0% PASS Maximum Excursion from Q2 to Q50 (Must be less than 10%): 0.0% PASS Percent Excursion from Q2 to Q50 (Must be less than 50%): 0.0% PASS ------------------------------------------------------------------------------------------------- MEETS ALL FLOW DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- **** LID Duration Performance **** Excursion at Predeveloped 8%Q2 (Must be Less Than 0%): 0.0% PASS Maximum Excursion from 8%Q2 to 50%Q2 (Must be Less Than 0%): 0.0% PASS ------------------------------------------------------------------------------------------------- MEETS ALL LID DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- C-42 ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.46 Program License Number: 200810005 Project Simulation Performed on: 02/17/2020 11:23 AM Report Generation Date: 02/17/2020 11:24 AM ————————————————————————————————— Input File Name: 9339_Cruz_Bioretention Cell #8.fld Project Name: Cruz Development Analysis Title: Bioretention Cell #8 Design Comments: Design bioretention swale within south perimeter landscape buffer for 0.184 AC of impervious and 0.093 AC of pervious ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 15 Full Period of Record Available used for Routing Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 0.277 0.266 Area of Links that Include Precip/Evap (acres) 0.000 0.011 Total (acres) 0.277 0.277 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Predeveloped ---------- -------Area (Acres) -------- Outwash Forest 0.277 ---------------------------------------------- Subbasin Total 0.277 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 2 C-43 ---------- Subbasin : Impervious ---------- -------Area (Acres) -------- Impervious 0.184 ---------------------------------------------- Subbasin Total 0.184 ---------- Subbasin : Pervious ---------- -------Area (Acres) -------- Outwash Pasture 0.082 ---------------------------------------------- Subbasin Total 0.082 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: Bioretention Cell #8 Link Type: Bioretention Facility Downstream Link: None Base Elevation (ft) : 100.00 Riser Crest Elevation (ft) : 101.00 Storage Depth (ft) : 1.00 Bottom Length (ft) : 490.0 Bottom Width (ft) : 1.0 Side Slopes (ft/ft) : L1= 2.00 L2= 2.00 W1= 2.00 W2= 2.00 Bottom Area (sq-ft) : 490. Area at Riser Crest El (sq-ft) : 2,470. (acres) : 0.057 Volume at Riser Crest (cu-ft) : 1,624. (ac-ft) : 0.037 Infiltration on Bottom and Sideslopes Selected Soil Properties Biosoil Thickness (ft) : 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) : 3.00 Biosoil Porosity (Percent) : 20.00 Maximum Elevation of Bioretention Soil : 101.00 Native Soil Hydraulic Conductivity (in/hr) : 8.50 C-44 Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 6.00 Common Length (ft) : 0.000 Riser Crest Elevation : 101.00 ft Hydraulic Structure Geometry Number of Devices: 0 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 2 Number of Links: 1 ********** Link: Bioretention Cell #8 ********** Link Inflow Frequency Stats Flood Frequency Data(cfs) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) Flood Peak (cfs) ====================================== 2-Year 6.858E-02 5-Year 8.907E-02 10-Year 0.100 25-Year 0.126 50-Year 0.161 100-Year 0.186 200-Year 0.193 ********** Link: Bioretention Cell #8 ********** Link WSEL Stats WSEL Frequency Data(ft) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) WSEL Peak (ft) ====================================== 1.05-Year 100.036 1.11-Year 100.050 1.25-Year 100.065 2.00-Year 100.113 3.33-Year 100.152 5-Year 100.175 10-Year 100.218 25-Year 100.286 50-Year 100.321 100-Year 100.391 C-45 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Predeveloped 73.511 _____________________________________ Total: 73.511 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Impervious 0.000 Subbasin: Pervious 27.657 Link: Bioretention Cell #8 87.696 _____________________________________ Total: 115.353 Total Predevelopment Recharge is Less than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.465 ac-ft/year, Post Developed: 0.730 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: Bioretention Cell #8 ********** Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 82.53 Inflow Volume Including PPT-Evap (ac-ft): 87.70 Total Runoff Infiltrated (ac-ft): 87.70, 100.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 0.00 Secondary Outflow To Downstream System (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 100.00% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Predeveloped Scenario Postdeveloped Compliance Link: Bioretention Cell #8 *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position C-46 Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 2.141E-04 2-Year 0.000 5-Year 2.210E-04 5-Year 0.000 10-Year 2.224E-04 10-Year 0.000 25-Year 2.282E-04 25-Year 0.000 50-Year 2.989E-04 50-Year 0.000 100-Year 4.760E-04 100-Year 0.000 200-Year 6.015E-04 200-Year 0.000 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals **** Flow Duration Performance **** Excursion at Predeveloped 50%Q2 (Must be Less Than or Equal to 0%): 0.0% PASS Maximum Excursion from 50%Q2 to Q2 (Must be Less Than or Equal to 0%): 0.0% PASS Maximum Excursion from Q2 to Q50 (Must be less than 10%): 0.0% PASS Percent Excursion from Q2 to Q50 (Must be less than 50%): 0.0% PASS ------------------------------------------------------------------------------------------------- MEETS ALL FLOW DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- **** LID Duration Performance **** Excursion at Predeveloped 8%Q2 (Must be Less Than 0%): 0.0% PASS Maximum Excursion from 8%Q2 to 50%Q2 (Must be Less Than 0%): 0.0% PASS ------------------------------------------------------------------------------------------------- MEETS ALL LID DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- C-47 ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.46 Program License Number: 200810005 Project Simulation Performed on: 02/17/2020 11:38 AM Report Generation Date: 02/17/2020 11:40 AM ————————————————————————————————— Input File Name: 9339_Cruz_Bioretention Cell #9.fld Project Name: Cruz Development Analysis Title: Bioretention Cell #9 Design Comments: Design bioretention swale within SW perimeter landscape buffer for 0.147 AC of impervious and 0.096 AC of pervious ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 15 Full Period of Record Available used for Routing Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 0.243 0.236 Area of Links that Include Precip/Evap (acres) 0.000 0.007 Total (acres) 0.243 0.243 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Predeveloped ---------- -------Area (Acres) -------- Outwash Forest 0.243 ---------------------------------------------- Subbasin Total 0.243 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 2 C-48 ---------- Subbasin : Impervious ---------- -------Area (Acres) -------- Impervious 0.147 ---------------------------------------------- Subbasin Total 0.147 ---------- Subbasin : Pervious ---------- -------Area (Acres) -------- Outwash Pasture 0.089 ---------------------------------------------- Subbasin Total 0.089 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: Bioretention Cell #9 Link Type: Bioretention Facility Downstream Link: None Base Elevation (ft) : 100.00 Riser Crest Elevation (ft) : 101.00 Storage Depth (ft) : 1.00 Bottom Length (ft) : 312.0 Bottom Width (ft) : 1.0 Side Slopes (ft/ft) : L1= 2.00 L2= 2.00 W1= 2.00 W2= 2.00 Bottom Area (sq-ft) : 312. Area at Riser Crest El (sq-ft) : 1,580. (acres) : 0.036 Volume at Riser Crest (cu-ft) : 1,037. (ac-ft) : 0.024 Infiltration on Bottom and Sideslopes Selected Soil Properties Biosoil Thickness (ft) : 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) : 3.00 Biosoil Porosity (Percent) : 20.00 Maximum Elevation of Bioretention Soil : 101.00 Native Soil Hydraulic Conductivity (in/hr) : 8.50 C-49 Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 6.00 Common Length (ft) : 0.000 Riser Crest Elevation : 101.00 ft Hydraulic Structure Geometry Number of Devices: 0 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 2 Number of Links: 1 ********** Link: Bioretention Cell #9 ********** Link Inflow Frequency Stats Flood Frequency Data(cfs) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) Flood Peak (cfs) ====================================== 2-Year 5.479E-02 5-Year 7.116E-02 10-Year 8.006E-02 25-Year 0.101 50-Year 0.128 100-Year 0.148 200-Year 0.154 ********** Link: Bioretention Cell #9 ********** Link WSEL Stats WSEL Frequency Data(ft) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) WSEL Peak (ft) ====================================== 1.05-Year 100.073 1.11-Year 100.088 1.25-Year 100.110 2.00-Year 100.169 3.33-Year 100.214 5-Year 100.245 10-Year 100.298 25-Year 100.385 50-Year 100.414 100-Year 100.474 C-50 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Predeveloped 64.488 _____________________________________ Total: 64.488 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Impervious 0.000 Subbasin: Pervious 30.018 Link: Bioretention Cell #9 69.247 _____________________________________ Total: 99.265 Total Predevelopment Recharge is Less than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.408 ac-ft/year, Post Developed: 0.628 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: Bioretention Cell #9 ********** Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 65.94 Inflow Volume Including PPT-Evap (ac-ft): 69.25 Total Runoff Infiltrated (ac-ft): 69.25, 100.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 0.00 Secondary Outflow To Downstream System (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 100.00% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Predeveloped Scenario Postdeveloped Compliance Link: Bioretention Cell #9 *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position C-51 Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 1.878E-04 2-Year 0.000 5-Year 1.939E-04 5-Year 0.000 10-Year 1.951E-04 10-Year 0.000 25-Year 2.002E-04 25-Year 0.000 50-Year 2.622E-04 50-Year 0.000 100-Year 4.176E-04 100-Year 0.000 200-Year 5.277E-04 200-Year 0.000 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals **** Flow Duration Performance **** Excursion at Predeveloped 50%Q2 (Must be Less Than or Equal to 0%): 0.0% PASS Maximum Excursion from 50%Q2 to Q2 (Must be Less Than or Equal to 0%): 0.0% PASS Maximum Excursion from Q2 to Q50 (Must be less than 10%): 0.0% PASS Percent Excursion from Q2 to Q50 (Must be less than 50%): 0.0% PASS ------------------------------------------------------------------------------------------------- MEETS ALL FLOW DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- **** LID Duration Performance **** Excursion at Predeveloped 8%Q2 (Must be Less Than 0%): 0.0% PASS Maximum Excursion from 8%Q2 to 50%Q2 (Must be Less Than 0%): 0.0% PASS ------------------------------------------------------------------------------------------------- MEETS ALL LID DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- C-52 ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.46 Program License Number: 200810005 Project Simulation Performed on: 02/17/2020 11:46 AM Report Generation Date: 02/17/2020 11:47 AM ————————————————————————————————— Input File Name: 9339_Cruz_Bioretention Cell #10.fld Project Name: Cruz Development Analysis Title: Bioretention Cell #10 Design Comments: Design bioretention swale within perimeter landscape buffer north of pond for 0.141 AC of impervious and 0.020 AC of pervious ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 15 Full Period of Record Available used for Routing Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 0.161 0.159 Area of Links that Include Precip/Evap (acres) 0.000 0.002 Total (acres) 0.161 0.161 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Predeveloped ---------- -------Area (Acres) -------- Outwash Forest 0.161 ---------------------------------------------- Subbasin Total 0.161 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 2 C-53 ---------- Subbasin : Impervious ---------- -------Area (Acres) -------- Impervious 0.141 ---------------------------------------------- Subbasin Total 0.141 ---------- Subbasin : Pervious ---------- -------Area (Acres) -------- Outwash Pasture 0.018 ---------------------------------------------- Subbasin Total 0.018 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: Bioretention Cell #10 Link Type: Bioretention Facility Downstream Link: None Base Elevation (ft) : 100.00 Riser Crest Elevation (ft) : 101.00 Storage Depth (ft) : 1.00 Bottom Length (ft) : 100.0 Bottom Width (ft) : 1.0 Side Slopes (ft/ft) : L1= 2.00 L2= 2.00 W1= 2.00 W2= 2.00 Bottom Area (sq-ft) : 100. Area at Riser Crest El (sq-ft) : 520. (acres) : 0.012 Volume at Riser Crest (cu-ft) : 337. (ac-ft) : 0.008 Infiltration on Bottom and Sideslopes Selected Soil Properties Biosoil Thickness (ft) : 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) : 6.00 Biosoil Porosity (Percent) : 20.00 Maximum Elevation of Bioretention Soil : 101.00 Native Soil Hydraulic Conductivity (in/hr) : 8.50 C-54 Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 6.00 Common Length (ft) : 0.000 Riser Crest Elevation : 101.00 ft Hydraulic Structure Geometry Number of Devices: 0 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 2 Number of Links: 1 ********** Link: Bioretention Cell #10 ********** Link Inflow Frequency Stats Flood Frequency Data(cfs) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) Flood Peak (cfs) ====================================== 2-Year 5.255E-02 5-Year 6.825E-02 10-Year 7.678E-02 25-Year 9.670E-02 50-Year 0.123 100-Year 0.142 200-Year 0.147 ********** Link: Bioretention Cell #10 ********** Link WSEL Stats WSEL Frequency Data(ft) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) WSEL Peak (ft) ====================================== 1.05-Year 100.205 1.11-Year 100.243 1.25-Year 100.278 2.00-Year 100.379 3.33-Year 100.448 5-Year 100.502 10-Year 100.580 25-Year 100.701 50-Year 100.760 100-Year 100.884 C-55 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Predeveloped 42.727 _____________________________________ Total: 42.727 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Impervious 0.000 Subbasin: Pervious 6.071 Link: Bioretention Cell #1 64.296 _____________________________________ Total: 70.367 Total Predevelopment Recharge is Less than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.270 ac-ft/year, Post Developed: 0.445 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: Bioretention Cell #10 ********** Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 63.22 Inflow Volume Including PPT-Evap (ac-ft): 64.30 Total Runoff Infiltrated (ac-ft): 64.30, 100.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 0.00 Secondary Outflow To Downstream System (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 100.00% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Predeveloped Scenario Postdeveloped Compliance Link: Bioretention Cell #10 *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position C-56 Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 1.244E-04 2-Year 0.000 5-Year 1.285E-04 5-Year 0.000 10-Year 1.293E-04 10-Year 0.000 25-Year 1.327E-04 25-Year 0.000 50-Year 1.737E-04 50-Year 0.000 100-Year 2.767E-04 100-Year 0.000 200-Year 3.496E-04 200-Year 0.000 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals **** Flow Duration Performance **** Excursion at Predeveloped 50%Q2 (Must be Less Than or Equal to 0%): 0.0% PASS Maximum Excursion from 50%Q2 to Q2 (Must be Less Than or Equal to 0%): 0.0% PASS Maximum Excursion from Q2 to Q50 (Must be less than 10%): 0.0% PASS Percent Excursion from Q2 to Q50 (Must be less than 50%): 0.0% PASS ------------------------------------------------------------------------------------------------- MEETS ALL FLOW DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- **** LID Duration Performance **** Excursion at Predeveloped 8%Q2 (Must be Less Than 0%): 0.0% PASS Maximum Excursion from 8%Q2 to 50%Q2 (Must be Less Than 0%): 0.0% PASS ------------------------------------------------------------------------------------------------- MEETS ALL LID DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- C-57 ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.46 Program License Number: 200810005 Project Simulation Performed on: 03/02/2020 8:47 AM Report Generation Date: 03/02/2020 8:48 AM ————————————————————————————————— Input File Name: 9339_Cruz_Bioretention Cell #11.fld Project Name: Cruz Development Analysis Title: Existing Residence Comments: Determine flow control BMPs for 0.432 AC of existing residential "lot" (0.092 AC impervious / 0.340 AC pervious) ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 15 Full Period of Record Available used for Routing Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 0.432 0.431 Area of Links that Include Precip/Evap (acres) 0.000 0.001 Total (acres) 0.432 0.432 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Predeveloped ---------- -------Area (Acres) -------- Outwash Forest 0.432 ---------------------------------------------- Subbasin Total 0.432 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 C-58 ---------- Subbasin : Exist. Residence ---------- -------Area (Acres) -------- Outwash Pasture 0.339 Impervious 0.092 ---------------------------------------------- Subbasin Total 0.431 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: Bioretention Cell #11 Link Type: Bioretention Facility Downstream Link: None Base Elevation (ft) : 100.00 Riser Crest Elevation (ft) : 101.00 Storage Depth (ft) : 1.00 Bottom Length (ft) : 55.0 Bottom Width (ft) : 1.0 Side Slopes (ft/ft) : L1= 2.00 L2= 2.00 W1= 2.00 W2= 2.00 Bottom Area (sq-ft) : 55. Area at Riser Crest El (sq-ft) : 295. (acres) : 0.007 Volume at Riser Crest (cu-ft) : 189. (ac-ft) : 0.004 Infiltration on Bottom and Sideslopes Selected Soil Properties Biosoil Thickness (ft) : 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) : 6.00 Biosoil Porosity (Percent) : 20.00 Maximum Elevation of Bioretention Soil : 101.00 Native Soil Hydraulic Conductivity (in/hr) : 8.50 Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 6.00 Common Length (ft) : 0.000 Riser Crest Elevation : 101.00 ft C-59 Hydraulic Structure Geometry Number of Devices: 0 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 1 ********** Link: Bioretention Cell #11 ********** Link Inflow Frequency Stats Flood Frequency Data(cfs) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) Flood Peak (cfs) ====================================== 2-Year 3.453E-02 5-Year 4.469E-02 10-Year 5.013E-02 25-Year 6.344E-02 50-Year 8.035E-02 100-Year 9.301E-02 200-Year 9.663E-02 ********** Link: Bioretention Cell #11 ********** Link WSEL Stats WSEL Frequency Data(ft) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) WSEL Peak (ft) ====================================== 1.05-Year 100.270 1.11-Year 100.306 1.25-Year 100.352 2.00-Year 100.459 3.33-Year 100.544 5-Year 100.598 10-Year 100.674 25-Year 100.822 50-Year 100.915 100-Year 100.992 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- C-60 Subbasin: Predeveloped 114.646 _____________________________________ Total: 114.646 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Exist. Residence 114.338 Link: Bioretention Cell #1 41.991 _____________________________________ Total: 156.328 Total Predevelopment Recharge is Less than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.726 ac-ft/year, Post Developed: 0.989 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: Bioretention Cell #11 ********** Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 41.38 Inflow Volume Including PPT-Evap (ac-ft): 41.99 Total Runoff Infiltrated (ac-ft): 41.99, 100.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 0.00 Secondary Outflow To Downstream System (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 100.00% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Predeveloped Scenario Postdeveloped Compliance Link: Bioretention Cell #11 *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 3.339E-04 2-Year 0.000 5-Year 3.447E-04 5-Year 0.000 10-Year 3.468E-04 10-Year 0.000 25-Year 3.560E-04 25-Year 0.000 C-61 50-Year 4.662E-04 50-Year 0.000 100-Year 7.424E-04 100-Year 0.000 200-Year 9.381E-04 200-Year 1.272E-02 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals **** Flow Duration Performance **** Excursion at Predeveloped 50%Q2 (Must be Less Than or Equal to 0%): -99.9% PASS Maximum Excursion from 50%Q2 to Q2 (Must be Less Than or Equal to 0%): -97.6% PASS Maximum Excursion from Q2 to Q50 (Must be less than 10%): -47.4% PASS Percent Excursion from Q2 to Q50 (Must be less than 50%): 0.0% PASS ------------------------------------------------------------------------------------------------- MEETS ALL FLOW DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- **** LID Duration Performance **** Excursion at Predeveloped 8%Q2 (Must be Less Than 0%): -100.0%PASS Maximum Excursion from 8%Q2 to 50%Q2 (Must be Less Than 0%): -99999.0%PASS ------------------------------------------------------------------------------------------------- MEETS ALL LID DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- C-62 ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.46 Program License Number: 200810005 Project Simulation Performed on: 03/02/2020 9:10 AM Report Generation Date: 03/02/2020 9:10 AM ————————————————————————————————— Input File Name: 9339_Cruz_Min Reqmt #7.fld Project Name: Cruz Development Analysis Title: Minimum Requirement #7 Comments: Determine if project meets Minimum Requirement #7 ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 15 Full Period of Record Available used for Routing Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 8.760 8.692 Area of Links that Include Precip/Evap (acres) 0.000 0.068 Total (acres) 8.760 8.760 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Predeveloped ---------- -------Area (Acres) -------- Outwash Forest 8.760 ---------------------------------------------- Subbasin Total 8.760 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 12 C-63 ---------- Subbasin : Developed ---------- -------Area (Acres) -------- Outwash Pasture 0.022 Impervious 5.745 ---------------------------------------------- Subbasin Total 5.767 ---------- Subbasin : Developed Cell #1 ---------- -------Area (Acres) -------- Outwash Pasture 0.132 Impervious 0.371 ---------------------------------------------- Subbasin Total 0.503 ---------- Subbasin : Developed Cell #2 ---------- -------Area (Acres) -------- Outwash Pasture 0.021 Impervious 0.022 ---------------------------------------------- Subbasin Total 0.043 ---------- Subbasin : Developed Cell #3 ---------- -------Area (Acres) -------- Outwash Pasture 0.043 Impervious 0.184 ---------------------------------------------- Subbasin Total 0.227 ---------- Subbasin : Developed Cell #4 ---------- -------Area (Acres) -------- Outwash Pasture 0.031 Impervious 0.167 ---------------------------------------------- Subbasin Total 0.198 ---------- Subbasin : Developed Cell #5 ---------- -------Area (Acres) -------- Outwash Pasture 0.034 Impervious 0.220 ---------------------------------------------- Subbasin Total 0.254 ---------- Subbasin : Developed Cell #6 ---------- -------Area (Acres) -------- Outwash Pasture 0.022 Impervious 0.079 ---------------------------------------------- Subbasin Total 0.101 C-64 ---------- Subbasin : Developed Cell #7 ---------- -------Area (Acres) -------- Outwash Pasture 0.045 Impervious 0.462 ---------------------------------------------- Subbasin Total 0.507 ---------- Subbasin : Developed Cell #8 ---------- -------Area (Acres) -------- Outwash Pasture 0.082 Impervious 0.184 ---------------------------------------------- Subbasin Total 0.266 ---------- Subbasin : Developed Cell #9 ---------- -------Area (Acres) -------- Outwash Pasture 0.089 Impervious 0.147 ---------------------------------------------- Subbasin Total 0.236 ---------- Subbasin : Developed Cell #10 ---------- -------Area (Acres) -------- Outwash Pasture 0.018 Impervious 0.141 ---------------------------------------------- Subbasin Total 0.159 ---------- Subbasin : Exist. Residence ---------- -------Area (Acres) -------- Outwash Pasture 0.339 Impervious 0.092 ---------------------------------------------- Subbasin Total 0.431 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 13 ------------------------------------------ Link Name: Retention Pond C-65 Link Type: Structure Downstream Link Name: Min. Reqmt. #7 Prismatic Pond Option Used Pond Floor Elevation (ft) : 351.50 Riser Crest Elevation (ft) : 355.50 Max Pond Elevation (ft) : 356.50 Storage Depth (ft) : 4.00 Pond Bottom Length (ft) : 170.0 Pond Bottom Width (ft) : 28.0 Pond Side Slopes (ft/ft) : L1= 3.00 L2= 3.00 W1= 3.00 W2= 3.00 Bottom Area (sq-ft) : 4760. Area at Riser Crest El (sq-ft) : 10,088. (acres) : 0.232 Volume at Riser Crest (cu-ft) : 29,312. (ac-ft) : 0.673 Area at Max Elevation (sq-ft) : 11600. (acres) : 0.266 Vol at Max Elevation (cu-ft) : 40,150. (ac-ft) : 0.922 Constant Infiltration Option Used Infiltration Rate (in/hr): 17.00 Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 24.00 Common Length (ft) : 0.000 Riser Crest Elevation : 355.50 ft Hydraulic Structure Geometry Number of Devices: 0 ------------------------------------------ Link Name: Bioretention Cell #1 Link Type: Bioretention Facility Downstream Link Name: Min. Reqmt. #7 Base Elevation (ft) : 100.00 Riser Crest Elevation (ft) : 101.00 Storage Depth (ft) : 1.00 Bottom Length (ft) : 260.0 Bottom Width (ft) : 2.5 Side Slopes (ft/ft) : L1= 2.00 L2= 2.00 W1= 2.00 W2= 2.00 Bottom Area (sq-ft) : 650. Area at Riser Crest El (sq-ft) : 1,716. (acres) : 0.039 Volume at Riser Crest (cu-ft) : 1,375. (ac-ft) : 0.032 Infiltration on Bottom and Sideslopes Selected Soil Properties Biosoil Thickness (ft) : 1.50 C-66 Biosoil Saturated Hydraulic Conductivity (in/hr) : 3.00 Biosoil Porosity (Percent) : 20.00 Maximum Elevation of Bioretention Soil : 101.00 Native Soil Hydraulic Conductivity (in/hr) : 8.50 Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 6.00 Common Length (ft) : 0.000 Riser Crest Elevation : 101.00 ft Hydraulic Structure Geometry Number of Devices: 0 ------------------------------------------ Link Name: Min. Reqmt. #7 Link Type: Copy Downstream Link: None ------------------------------------------ Link Name: Bioretention Cell #2 Link Type: Bioretention Facility Downstream Link Name: Min. Reqmt. #7 Base Elevation (ft) : 100.00 Riser Crest Elevation (ft) : 101.00 Storage Depth (ft) : 1.00 Bottom Length (ft) : 29.0 Bottom Width (ft) : 1.0 Side Slopes (ft/ft) : L1= 2.00 L2= 2.00 W1= 2.00 W2= 2.00 Bottom Area (sq-ft) : 29. Area at Riser Crest El (sq-ft) : 165. (acres) : 0.004 Volume at Riser Crest (cu-ft) : 103. (ac-ft) : 0.002 Infiltration on Bottom and Sideslopes Selected Soil Properties Biosoil Thickness (ft) : 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) : 6.00 Biosoil Porosity (Percent) : 20.00 Maximum Elevation of Bioretention Soil : 101.00 Native Soil Hydraulic Conductivity (in/hr) : 8.50 Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 6.00 Common Length (ft) : 0.000 Riser Crest Elevation : 101.00 ft C-67 Hydraulic Structure Geometry Number of Devices: 0 ------------------------------------------ Link Name: Bioretention Cell #3 Link Type: Bioretention Facility Downstream Link Name: Min. Reqmt. #7 Base Elevation (ft) : 100.00 Riser Crest Elevation (ft) : 101.00 Storage Depth (ft) : 1.00 Bottom Length (ft) : 189.0 Bottom Width (ft) : 1.0 Side Slopes (ft/ft) : L1= 2.00 L2= 2.00 W1= 2.00 W2= 2.00 Bottom Area (sq-ft) : 189. Area at Riser Crest El (sq-ft) : 965. (acres) : 0.022 Volume at Riser Crest (cu-ft) : 631. (ac-ft) : 0.014 Infiltration on Bottom and Sideslopes Selected Soil Properties Biosoil Thickness (ft) : 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) : 3.00 Biosoil Porosity (Percent) : 20.00 Maximum Elevation of Bioretention Soil : 101.00 Native Soil Hydraulic Conductivity (in/hr) : 8.50 Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 6.00 Common Length (ft) : 0.000 Riser Crest Elevation : 101.00 ft Hydraulic Structure Geometry Number of Devices: 0 ------------------------------------------ Link Name: Bioretention Cell #4 Link Type: Bioretention Facility Downstream Link Name: Min. Reqmt. #7 Base Elevation (ft) : 100.00 Riser Crest Elevation (ft) : 101.00 Storage Depth (ft) : 1.00 Bottom Length (ft) : 189.0 Bottom Width (ft) : 1.0 Side Slopes (ft/ft) : L1= 2.00 L2= 2.00 W1= 2.00 W2= 2.00 Bottom Area (sq-ft) : 189. Area at Riser Crest El (sq-ft) : 965. C-68 (acres) : 0.022 Volume at Riser Crest (cu-ft) : 631. (ac-ft) : 0.014 Infiltration on Bottom and Sideslopes Selected Soil Properties Biosoil Thickness (ft) : 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) : 3.00 Biosoil Porosity (Percent) : 20.00 Maximum Elevation of Bioretention Soil : 101.00 Native Soil Hydraulic Conductivity (in/hr) : 8.50 Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 6.00 Common Length (ft) : 0.000 Riser Crest Elevation : 101.00 ft Hydraulic Structure Geometry Number of Devices: 0 ------------------------------------------ Link Name: Bioretention Cell #5 Link Type: Bioretention Facility Downstream Link Name: Min. Reqmt. #7 Base Elevation (ft) : 100.00 Riser Crest Elevation (ft) : 101.00 Storage Depth (ft) : 1.00 Bottom Length (ft) : 132.0 Bottom Width (ft) : 3.0 Side Slopes (ft/ft) : L1= 2.00 L2= 2.00 W1= 2.00 W2= 2.00 Bottom Area (sq-ft) : 396. Area at Riser Crest El (sq-ft) : 952. (acres) : 0.022 Volume at Riser Crest (cu-ft) : 790. (ac-ft) : 0.018 Infiltration on Bottom and Sideslopes Selected Soil Properties Biosoil Thickness (ft) : 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) : 3.00 Biosoil Porosity (Percent) : 20.00 Maximum Elevation of Bioretention Soil : 101.00 Native Soil Hydraulic Conductivity (in/hr) : 8.50 Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 6.00 Common Length (ft) : 0.000 C-69 Riser Crest Elevation : 101.00 ft Hydraulic Structure Geometry Number of Devices: 0 ------------------------------------------ Link Name: Bioretention Cell #6 Link Type: Bioretention Facility Downstream Link Name: Min. Reqmt. #7 Base Elevation (ft) : 100.00 Riser Crest Elevation (ft) : 101.00 Storage Depth (ft) : 1.00 Bottom Length (ft) : 96.0 Bottom Width (ft) : 1.0 Side Slopes (ft/ft) : L1= 2.00 L2= 2.00 W1= 2.00 W2= 2.00 Bottom Area (sq-ft) : 96. Area at Riser Crest El (sq-ft) : 500. (acres) : 0.011 Volume at Riser Crest (cu-ft) : 324. (ac-ft) : 0.007 Infiltration on Bottom and Sideslopes Selected Soil Properties Biosoil Thickness (ft) : 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) : 6.00 Biosoil Porosity (Percent) : 20.00 Maximum Elevation of Bioretention Soil : 101.00 Native Soil Hydraulic Conductivity (in/hr) : 8.50 Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 6.00 Common Length (ft) : 0.000 Riser Crest Elevation : 101.00 ft Hydraulic Structure Geometry Number of Devices: 0 ------------------------------------------ Link Name: Bioretention Cell #7 Link Type: Bioretention Facility Downstream Link Name: Min. Reqmt. #7 Base Elevation (ft) : 100.00 Riser Crest Elevation (ft) : 101.00 Storage Depth (ft) : 1.00 Bottom Length (ft) : 294.0 Bottom Width (ft) : 1.5 Side Slopes (ft/ft) : L1= 2.00 L2= 2.00 W1= 2.00 W2= 2.00 C-70 Bottom Area (sq-ft) : 441. Area at Riser Crest El (sq-ft) : 1,639. (acres) : 0.038 Volume at Riser Crest (cu-ft) : 1,170. (ac-ft) : 0.027 Infiltration on Bottom and Sideslopes Selected Soil Properties Biosoil Thickness (ft) : 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) : 6.00 Biosoil Porosity (Percent) : 20.00 Maximum Elevation of Bioretention Soil : 101.00 Native Soil Hydraulic Conductivity (in/hr) : 8.50 Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 6.00 Common Length (ft) : 0.000 Riser Crest Elevation : 101.00 ft Hydraulic Structure Geometry Number of Devices: 0 ------------------------------------------ Link Name: Bioretention Cell #8 Link Type: Bioretention Facility Downstream Link Name: Min. Reqmt. #7 Base Elevation (ft) : 100.00 Riser Crest Elevation (ft) : 101.00 Storage Depth (ft) : 1.00 Bottom Length (ft) : 490.0 Bottom Width (ft) : 1.0 Side Slopes (ft/ft) : L1= 2.00 L2= 2.00 W1= 2.00 W2= 2.00 Bottom Area (sq-ft) : 490. Area at Riser Crest El (sq-ft) : 2,470. (acres) : 0.057 Volume at Riser Crest (cu-ft) : 1,624. (ac-ft) : 0.037 Infiltration on Bottom and Sideslopes Selected Soil Properties Biosoil Thickness (ft) : 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) : 3.00 Biosoil Porosity (Percent) : 20.00 Maximum Elevation of Bioretention Soil : 101.00 Native Soil Hydraulic Conductivity (in/hr) : 8.50 Riser Geometry Riser Structure Type : Circular C-71 Riser Diameter (in) : 6.00 Common Length (ft) : 0.000 Riser Crest Elevation : 101.00 ft Hydraulic Structure Geometry Number of Devices: 0 ------------------------------------------ Link Name: Bioretention Cell #9 Link Type: Bioretention Facility Downstream Link Name: Min. Reqmt. #7 Base Elevation (ft) : 100.00 Riser Crest Elevation (ft) : 101.00 Storage Depth (ft) : 1.00 Bottom Length (ft) : 312.0 Bottom Width (ft) : 1.0 Side Slopes (ft/ft) : L1= 2.00 L2= 2.00 W1= 2.00 W2= 2.00 Bottom Area (sq-ft) : 312. Area at Riser Crest El (sq-ft) : 1,580. (acres) : 0.036 Volume at Riser Crest (cu-ft) : 1,037. (ac-ft) : 0.024 Infiltration on Bottom and Sideslopes Selected Soil Properties Biosoil Thickness (ft) : 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) : 3.00 Biosoil Porosity (Percent) : 20.00 Maximum Elevation of Bioretention Soil : 101.00 Native Soil Hydraulic Conductivity (in/hr) : 8.50 Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 6.00 Common Length (ft) : 0.000 Riser Crest Elevation : 101.00 ft Hydraulic Structure Geometry Number of Devices: 0 ------------------------------------------ Link Name: Bioretention Cell #10 Link Type: Bioretention Facility Downstream Link Name: Min. Reqmt. #7 Base Elevation (ft) : 100.00 Riser Crest Elevation (ft) : 103.00 Storage Depth (ft) : 3.00 Bottom Length (ft) : 100.0 C-72 Bottom Width (ft) : 1.0 Side Slopes (ft/ft) : L1= 2.00 L2= 2.00 W1= 2.00 W2= 2.00 Bottom Area (sq-ft) : 100. Area at Riser Crest El (sq-ft) : 1,456. (acres) : 0.033 Volume at Riser Crest (cu-ft) : 2,292. (ac-ft) : 0.053 Infiltration on Bottom and Sideslopes Selected Soil Properties Biosoil Thickness (ft) : 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) : 6.00 Biosoil Porosity (Percent) : 20.00 Maximum Elevation of Bioretention Soil : 101.00 Native Soil Hydraulic Conductivity (in/hr) : 8.50 Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 6.00 Common Length (ft) : 0.000 Riser Crest Elevation : 103.00 ft Hydraulic Structure Geometry Number of Devices: 0 ------------------------------------------ Link Name: Bioretention Cell #11 Link Type: Bioretention Facility Downstream Link Name: Min. Reqmt. #7 Base Elevation (ft) : 100.00 Riser Crest Elevation (ft) : 101.00 Storage Depth (ft) : 1.00 Bottom Length (ft) : 55.0 Bottom Width (ft) : 1.0 Side Slopes (ft/ft) : L1= 2.00 L2= 2.00 W1= 2.00 W2= 2.00 Bottom Area (sq-ft) : 55. Area at Riser Crest El (sq-ft) : 295. (acres) : 0.007 Volume at Riser Crest (cu-ft) : 189. (ac-ft) : 0.004 Infiltration on Bottom and Sideslopes Selected Soil Properties Biosoil Thickness (ft) : 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) : 6.00 Biosoil Porosity (Percent) : 20.00 Maximum Elevation of Bioretention Soil : 101.00 Native Soil Hydraulic Conductivity (in/hr) : 8.50 C-73 Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 6.00 Common Length (ft) : 0.000 Riser Crest Elevation : 101.00 ft Hydraulic Structure Geometry Number of Devices: 0 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 12 Number of Links: 13 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Predeveloped 2324.755 _____________________________________ Total: 2324.755 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Developed 7.420 Subbasin: Developed Cell #1 44.521 Subbasin: Developed Cell #2 7.083 Subbasin: Developed Cell #3 14.503 Subbasin: Developed Cell #4 10.456 Subbasin: Developed Cell #5 11.468 Subbasin: Developed Cell #6 7.420 Subbasin: Developed Cell #7 15.178 Subbasin: Developed Cell #8 27.657 Subbasin: Developed Cell #9 30.018 Subbasin: Developed Cell #10 6.071 Subbasin: Exist. Residence 114.338 Link: Retention Pond Not Computed Link: Bioretention Cell #1 Not Computed Link: Min. Reqmt. #7 0.000 Link: Bioretention Cell #2 Not Computed Link: Bioretention Cell #3 Not Computed Link: Bioretention Cell #4 Not Computed Link: Bioretention Cell #5 Not Computed Link: Bioretention Cell #6 Not Computed C-74 Link: Bioretention Cell #7 Not Computed Link: Bioretention Cell #8 Not Computed Link: Bioretention Cell #9 Not Computed Link: Bioretention Cell #1 Not Computed Link: Bioretention Cell #1 Not Computed _____________________________________ Total: 296.131 Total Predevelopment Recharge is Greater than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 14.714 ac-ft/year, Post Developed: 1.874 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 13 ********** Link: Min. Reqmt. #7 ********** Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 0.01 Inflow Volume Including PPT-Evap (ac-ft): 0.01 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 0.01 Secondary Outflow To Downstream System (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 0.00% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Predeveloped Scenario Postdeveloped Compliance Link: Min. Reqmt. #7 *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 6.771E-03 2-Year 0.000 5-Year 6.989E-03 5-Year 0.000 10-Year 7.033E-03 10-Year 0.000 25-Year 7.218E-03 25-Year 0.000 50-Year 9.453E-03 50-Year 0.000 100-Year 1.505E-02 100-Year 0.000 200-Year 1.902E-02 200-Year 1.281E-02 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals C-75 **** Flow Duration Performance **** Excursion at Predeveloped 50%Q2 (Must be Less Than or Equal to 0%): -99.9% PASS Maximum Excursion from 50%Q2 to Q2 (Must be Less Than or Equal to 0%): -97.6% PASS Maximum Excursion from Q2 to Q50 (Must be less than 10%): -47.4% PASS Percent Excursion from Q2 to Q50 (Must be less than 50%): 0.0% PASS ------------------------------------------------------------------------------------------------- MEETS ALL FLOW DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- **** LID Duration Performance **** Excursion at Predeveloped 8%Q2 (Must be Less Than 0%): -100.0%PASS Maximum Excursion from 8%Q2 to 50%Q2 (Must be Less Than 0%): -99.9%PASS ------------------------------------------------------------------------------------------------- MEETS ALL LID DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- C-76 C-77 APPENDIX “D” BIOFILTRATION SWALE CALCULATIONS, CONVEYANCE PIPE MGS FLOOD OUTPUT, HAESTAD FLOWMASTER OUTPUT D-1 Cruz Development BMP T9.10 (reference Section 9.4., Volume V, SWMMWW) Design Calculations for Biofiltration Swale Use: b ~ [2.5Qn / 1.49(y)1.67 (s)0.5 - Zy] where b = swale bottom width, feet Q = flow = 0.76 cfs n = runoff coefficient = 0.24 y = water depth = 4 in = 0.33 ft s = channel slope = 0.01 ft/ft Z = side slope (horiz.) = 4 b ~ [2.5(0.76)(0.24) / 1.49(0.33)1.67 (0.01)0.5 - (4)(0.33) b ~ 0.456/0.0234 - 1.32 ~ 18.167 ft => Set b = 16 ft Check: V = KQ/A where V = velocity, fps K = 4.00 from Fig. 9.4.6b of SWMMWW Q = 0.76 cfs A = by + Zy2 where b = 16 feet y = 0.33 feet Z = 4 A = (16)(0.33) + (4)(0.33)2 = 5.7156 ft2 V = (4.00)(0.76) / (5.7156) = 0.532 fps < 1.0 fps, therefore, okay with b = 16 ft Determine biofiltration swale length, L L = Vt where V = velocity = 0.532 fps t = residence time = 9 minutes L = (0.532)(9 min)(60 sec/min) = 287.21 feet => Use 288 feet Stability Check Where: Q100 = 5.265 cfs Vegetation Coverage = Good Degree of Retardance (Table V-9.4.2) = D. Low Vmax = 3 fps Manning’s n = 0.04 VRapprox. (from Figure V-9.4.7) = 3 ft2/s R = VRapprox. / Vmax = 3 ft2/s / 3 fps = 1.0 ft VRactual = (1.49/n)R1.67s0.5 = (1.49/0.04)(1.0)1.67(0.01)0.5 = 3.73 ft2/s D-2 Select new Manning’s n = 0.044 VRapprox. (from Figure V-9.4.7) = 2.45 ft2/s, R = 2.45 / 3 = 0.82 ft VRactual = (1.49/0.044)(0.82)1.67(0.01)0.5 = 2.41 ft2/s VRactual within 5% of VRapprox., therefore R = 0.82 ft okay V = VRactual / R = 2.41 / 0.82 = 2.94 fps < Vmax, therefore okay Astability = Q100 / V = 5.265 / 2.94 = 1.79 ft2 < A, therefore bioswale passes stability check D-3 ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.46 Program License Number: 200810005 Project Simulation Performed on: 02/17/2020 10:09 AM Report Generation Date: 02/17/2020 10:10 AM ————————————————————————————————— Input File Name: 9339_Cruz_WQ Requirements.fld Project Name: Cruz Development Analysis Title: Water Quality Reqmts Comments: Determine WQ reqmts for 5.219 AC of PGIS ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 15 Full Period of Record Available used for Routing Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 5.219 5.219 Area of Links that Include Precip/Evap (acres) 0.000 0.000 Total (acres) 5.219 5.219 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Predeveloped ---------- -------Area (Acres) -------- Outwash Forest 5.219 ---------------------------------------------- Subbasin Total 5.219 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 D-4 ---------- Subbasin : Total PGIS ---------- -------Area (Acres) -------- Impervious 5.219 ---------------------------------------------- Subbasin Total 5.219 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: New Copy Lnk1 Link Type: Copy Downstream Link: None **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 1 ********** Link: New Copy Lnk1 ********** Link Inflow Frequency Stats Flood Frequency Data(cfs) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) Flood Peak (cfs) ====================================== 2-Year 1.945 5-Year 2.526 10-Year 2.842 25-Year 3.577 50-Year 4.554 100-Year 5.265 200-Year 5.457 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures D-5 Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Predeveloped 1385.034 _____________________________________ Total: 1385.034 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Total PGIS 0.000 Link: New Copy Lnk1 0.000 _____________________________________ Total: 0.000 Total Predevelopment Recharge is Greater than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 8.766 ac-ft/year, Post Developed: 0.000 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: New Copy Lnk1 ********** Basic Wet Pond Volume (91% Exceedance): 23117. cu-ft Computed Large Wet Pond Volume, 1.5*Basic Volume: 34676. cu-ft 2-Year Discharge Rate : 1.945 cfs 15-Minute Timestep, Water Quality Treatment Design Discharge On-line Design Discharge Rate (91% Exceedance): 0.76 cfs Off-line Design Discharge Rate (91% Exceedance): 0.42 cfs Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 2339.93 Inflow Volume Including PPT-Evap (ac-ft): 2339.93 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 2339.93 Secondary Outflow To Downstream System (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 0.00% ***********Compliance Point Results ************* D-6 Scenario Predeveloped Compliance Subbasin: Predeveloped Scenario Postdeveloped Compliance Link: New Copy Lnk1 *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 4.034E-03 2-Year 1.945 5-Year 4.164E-03 5-Year 2.526 10-Year 4.190E-03 10-Year 2.842 25-Year 4.300E-03 25-Year 3.577 50-Year 5.632E-03 50-Year 4.554 100-Year 8.969E-03 100-Year 5.265 200-Year 1.133E-02 200-Year 5.457 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals D-7 Figure V-9.4.6b Ratio of SBUH Peak/WQ Flow D EPARTMENT OF ECOLOGY State of Washington Please see http://www.ecy.wa.gov/copyright.html for copyright notice including permissions, limitation of liability, and disclaimer. Figure V-9.4.6b Ratio of SBUH Peak/WQ Flow Revised February 2016 NOT TO SCALE 2014 Stormwater Management Manual for Western Washington Volume V - Chapter 9 - Page 1044 Per Figure III-A.1, Vol. III, 2014 SWMMWW, 2-Year, 24-Hour Precipitation at project site = 2.25 inches Therefore, 6-month, 24-Hour Precipitation = 72% of 2.25 inches = 1.62 inches 1.62 D-8 ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.46 Program License Number: 200810005 Project Simulation Performed on: 02/24/2020 11:47 AM Report Generation Date: 02/24/2020 11:47 AM ————————————————————————————————— Input File Name: 9339_Cruz_Building Developed Q.fld Project Name: Cruz Development Analysis Title: Building Developed Flows Comments: Determine Q from building impervious 0.275 AC (12,000 SF) for pipe sizing ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 15 Full Period of Record Available used for Routing Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 0.275 0.275 Area of Links that Include Precip/Evap (acres) 0.000 0.000 Total (acres) 0.275 0.275 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Predeveloped ---------- -------Area (Acres) -------- Outwash Forest 0.275 ---------------------------------------------- Subbasin Total 0.275 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 D-9 ---------- Subbasin : Building Impervious ---------- -------Area (Acres) -------- Impervious 0.275 ---------------------------------------------- Subbasin Total 0.275 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: New Copy Lnk1 Link Type: Copy Downstream Link: None **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 1 ********** Link: New Copy Lnk1 ********** Link Inflow Frequency Stats Flood Frequency Data(cfs) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) Flood Peak (cfs) ====================================== 2-Year 0.102 5-Year 0.133 10-Year 0.150 25-Year 0.189 50-Year 0.240 100-Year 0.277 200-Year 0.288 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures D-10 Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Predeveloped 72.980 _____________________________________ Total: 72.980 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Building Impervious 0.000 Link: New Copy Lnk1 0.000 _____________________________________ Total: 0.000 Total Predevelopment Recharge is Greater than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.462 ac-ft/year, Post Developed: 0.000 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: New Copy Lnk1 ********** Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 123.30 Inflow Volume Including PPT-Evap (ac-ft): 123.30 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 123.30 Secondary Outflow To Downstream System (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 0.00% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Predeveloped Scenario Postdeveloped Compliance Link: New Copy Lnk1 *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- D-11 2-Year 2.126E-04 2-Year 0.102 5-Year 2.194E-04 5-Year 0.133 10-Year 2.208E-04 10-Year 0.150 25-Year 2.266E-04 25-Year 0.189 50-Year 2.968E-04 50-Year 0.240 100-Year 4.726E-04 100-Year 0.277 200-Year 5.972E-04 200-Year 0.288 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals D-12 D-13