Loading...
03 - 06141-Final Storm Report, 2024.11.21FINAL STORM DRAINAGE REPORT FOR Carter Loop SE City of Yelm, Washington November 2024 Prepared for: Projects West, Inc. Prepared by: Matthew Seawright, B.I.T.' Project Designer \'1'I Approved By: Daniel Smith, P.E., Senior Project Manager REPORT #0614I "I hereby state that this Drainage and Erosion/Sediment Control Plan for the Carter Loop SE 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 of professional engineers. I understand that City of Yelm does not and will not assume liability for the suffrciency, suitability or performance of drainage facilities prepared by me." This analysis is based on data and records either supplied to, or obtained by, C.E.S. NW, Inc. These documents are referenced within the text of the analysis. The analysis has been prepared utilizing procedures and practices within the standard accepted practices of the industry. TABLE OF CONTENTS PAGE STORM DRAINAGE .................................................................................................................................................. 1 1. PROJECT OVERVIEW ........................................................................................................................................... 1 2. EXISTING CONDITIONS SUMMARY ...................................................................................................................... 2 3. OFF-SITE ANALYSIS REPORT .............................................................................................................................. 3 4. PERMANENT STORMWATER CONTROL PLAN ...................................................................................................... 3 5. DISCUSSION OF MINIMUM REQUIREMENTS ........................................................................................................ 6 6. OTHER PERMITS ................................................................................................................................................. 8 Appendix A General Exhibits Vicinity Map ............................................................................................A-1 Soils Map ................................................................................................A-2 Appendix B Plans Pre-Developed Basin Map .......................................................................B-1 Post-Developed Basin Map......................................................................B-2 FIRMETTE Map ......................................................................................B-3 Appendix C WWHM Computer Results WWHM Modeling Report .......................................................................C-1 Appendix D Other Reports Geotechnical Report.................................................................................D-1 STORM DRAINAGE 1. Project Overview This report accompanies the Carter Loop SE short plat as submitted to the City of Yelm for site plan review. Pursuant to City of Yelm Municipal Code (YMC) 13.16.060 the methodology and design criteria for the project are established by the Department of Ecology’s 2019 Stormwater Management Manual for Western Washington (Manual). The Carter Loop SE project proposes a six (6) lot short plat on parcel #52920000003 with an area totaling 0.92 acres. The site is accessed from Carter Loop SE. A Vicinity Map can be found in Appendix “A” of this report. A project summary is as follows: Land Use Application – Final Short Plat Address – 15106 Carter Loop SE, Yelm, WA 98597 Parcel Number – 52920000003 Zoning – R-6 (Mod. Density Residential) Legal description – Tract D of Plat of Hawks Landing as Recorded March 13, 2003 Under Auditor's File No. 3511261; In Thurston County, Washington. The property is Tract D of Hawks Landing. The existing site coverage includes a single-family residence, concrete sidewalk, and landscaping that is typically found in single-family developments. The property has frontage along State Route 507, however access is only proposed from Carter Loop SE. The project proposes to remove the existing site improvements and subdivide the parcel into six (6) lots. Additionally, each proposed lot will allow for up to 4,500 sq.ft. of rooftops and up to 500 sq.ft. of driveway. Runoff from the future rooftops and driveways will be infiltrated with infiltration trenches (BMP T7.20). Additionally, approximately 645 sq.ft. of permeable sidewalk is proposed offsite within the State Route 507 right-of-way. All disturbed areas which are not converted to impervious surfaces will have their soils amended per BMP T5.13). The project proposes more than 5,000 sq.ft. of impervious surfaces; therefore, according to Figure I-3.1 of Volume I of the Manual, the project must evaluate all minimum requirements; see Section 5 of this report for a detailed discussion of the minimum requirements. 2. Existing Conditions Summary The project contains two Threshold Discharge Areas (TDA’s). TDA #1 primarily consists of the area inside the parcel. TDA #2 consists of the offsite proposed permeable sidewalk within the State Route 507 right-of-way. The current site coverage includes a single-family residence, concrete sidewalk, and typical residential landscaping. The site slopes from southwest to northeast with an elevation change of approximately 4 feet from the southwestern edge of the property. There is a stockpile of soils on the proposed lot 5 that doesn’t affect overall stormwater runoff direction and will be removed as part of the project. Stormwater runoff from this site is currently sheet flows to the northeast. Half of the onsite soils are identified as Everett very gravelly sandy loam and half Spanaway gravelly sandy loam (32 and 110) determined by the USDA SCS maps of Thurston County, Washington. These soils are classified as Type A soils and have low erosion potential. A description of these soils and a copy of the soil map for this portion of Thurston County have been included in Appendix “A” of this report. These findings are supported by the geotechnical report prepared by Golder Associates Inc. dated March 29, 2007, which indicates the site is comprised of fine to coarse gravel with some cobbles under a layer of topsoil. Based on the geotechnical report, infiltration is feasible and a design infiltration rate of 30 inches per hour is provided. There are no known drainage issues on the property. A copy of the study is included in Appendix “D” of this report. The entire City of Yelm and its urban growth area is identified as a highly susceptible critical aquifer recharge area. However, less than 5,000 sq.ft. of pollution generating impervious surfaces are anticipated to be infiltrated with the on-lot infiltration trenches and permeable pavement in both TDAs; therefore, treatment is not required. The parcel and all the proposed improvements are located within Zone X, which is considered outside of the 100-year floodplain, per FEMA Map #53067C0365F. A copy of the FIRM Panel map can be found in Appendix “B” of this report. 3. Off-site Analysis Report A quarter mile downstream analysis is required by the State of Washington. The project proposes on-lot infiltration trenches and permeable pavement to mitigate stormwater runoff from the site improvements. Runoff that is not infiltrated in TDA #1 is collected by the Hawk’s Landing conveyance and infiltrated in the adjacent Tract E of Hawk’s Landing storm drainage pond for the full drainage path. Runoff that is not infiltrated in TDA #2 sheet flows towards State Route 507 where it flows northeast along State Route 507 for the full quarter mile drainage path. Ultimately the runoff in TDA #2 ends up in Mill Pond just outside the quarter mile drainage path. No adverse impacts are anticipated to the downstream systems as a result of the development due to the proposed infiltration trenches and permeable pavement. 4. Permanent Stormwater Control Plan Existing Site Hydrology The current site coverage includes a single-family residence, concrete sidewalk, and typical residential landscaping. Section 2 of this report describes the existing site conditions in detail. Runoff from the existing TDAs is analyzed to demonstrate that during the post developed condition the areas not fully infiltrated do not exceed flow control thresholds. The existing conditions of each TDA are modeled as forested to comply with the Manual. TDA #1 is modeled as 0.960-acres A/B, Forest, Flat and TDA #2 is modeled as 0.015-acres A/B, Forest, Flat. The following is a summary of the flow rates from the pre-developed site in each TDA: TDA#1 2-year .....................................0.005-cfs 10-year ...................................0.037-cfs 100-year .................................0.205-cfs TDA#2 2-year .....................................0.000-cfs 10-year ...................................0.001-cfs 100-year .................................0.003-cfs A copy of the WWHM computer printout is included in Appendix ‘C’. Developed Site Hydrology In TDA #1, the project site proposes up to 5,000 sq.ft. of impervious surfaces per lot, including 4,500 sq.ft. of rooftops and 500 sq.ft. of driveways and concrete walkways. The existing gravel path on the proposed lot 6 will be repaved with asphalt. The remaining lot areas will be reconstructed as landscaping and lawns, and their soils will be amended per BMP T5.13. The runoff from the rooftops, driveways, and all but approximately 500 sq.ft. of landscaping on each lot is directed towards an infiltration trench in the rear yards. Runoff from the paved asphalt path will be directed towards the lot 6 infiltration trench. In TDA #2, the project proposed approximately 645 sq.ft. of sidewalk in the State Route 507 right-of-way. The sidewalk is proposed as permeable pavement to infiltrate potential runoff to the groundwater table. The project improvements are modelled with the WWHM computer program to demonstrate that the project does not exceed flow control thresholds. A summary of the post-developed basin is summarized in the table below: Sub-Basin Land-use WWHM Description Area (acre) Onsite A Rooftop (To Infil. Trenches) Rooftop, Flat 0.618 Onsite B Driveway (To Infil. Trenches) Driveway, Flat 0.066 Onsite C Sidewalk (To Lot 6 Infil. Trench) Sidewalk, Flat 0.014 Onsite D New Lawn Areas (To Infil. Trenches) A/B, Pasture, Flat 0.196 Bypass A New Lawn Areas (Amended Soils) A/B, Pasture, Flat 0.066 Total 0.960 Table 1 – Post Developed Basin – TDA#1 Sub-Basin Land-use WWHM Description Area (acre) Onsite E Sidewalk (Permeable Pavement) Permeable Pavement 0.015 Total 0.015 Table 2 – Post Developed Basin – TDA#2 The following is a summary of the flow rates from the post developed site in each TDA: TDA#1 2-year .....................................0.001-cfs 10-year ...................................0.007-cfs 100-year .................................0.033-cfs TDA#2 2-year .....................................0.000-cfs 10-year ...................................0.000-cfs 100-year .................................0.000-cfs A copy of the Post Developed Basin Map is included in Appendix ‘B’ and the WWHM computer printout in Appendix ‘C’. Facility Sizing Infiltration trenches (BMP T7.20) are proposed to fully infiltrate runoff from the future rooftops, driveways, and a portion of the amended yard area on each lot. A design infiltration rate of 30- inches per hour is used to size the trenches. As modelled by the WWHM computer program, the roofs require a 30-foot long by 4-foot wide by 3-feet deep trench to fully infiltrate the runoff. The infiltration trenches are located in the rear yards of each lot. The project passes both stream flow duration and the LID performance standard in both TDAs, satisfying MR#5 and MR#7. A WWHM modeling report is included in Appendix ‘C’. The project proposes less than 5,000 sq.ft. of Pollution Generating Impervious Surfaces in both TDAs; therefore, runoff treatment is not required. The trench basins and a summary of each trench size are provided below: Lot # Rooftops, Flat (4,500 SF/Lot) Driveways, Flat (500 SF/Lot) Sidewalk, Flat Yards, A/B Pasture, Flat Total (Acres) 1 0.103 Acres 0.011 Acres 0.0 Acres 0.011 Acres 0.125 Acres 2 0.103 Acres 0.011 Acres 0.0 Acres 0.011 Acres 0.125 Acres 3 0.103 Acres 0.011 Acres 0.0 Acres 0.011 Acres 0.125 Acres 4 0.103 Acres 0.011 Acres 0.0 Acres 0.021 Acres 0.135 Acres 5 0.103 Acres 0.011 Acres 0.0 Acres 0.066 Acres 0.180 Acres 6 0.103 Acres 0.011 Acres 0.014 Acres 0.076 Acres 0.204 Acres Total 0.894 Acres Table 3 – On-Lot Infiltration Trench Basins (TDA#1) Lot # Infiltration Trench Dimensions Lot # Infiltration Trench Dimensions 1 30' L x 4' W x 3' D 4 30' L x 4' W x 3' D 2 30' L x 4' W x 3' D 5 30' L x 4' W x 3' D 3 30' L x 4' W x 3' D 6 35' L x 4' W x 3' D Table 4 – On-lot Infiltration Trench Dimensions Conveyance Calculations The project does not propose a closed conveyance system that would need engineering calculations. 5. Discussion of Minimum Requirements The project proposes more than 5,000 sq.ft. of impervious surfaces; therefore, as required by Figure I-3.1 of Volume I of the Manual each minimum requirement applies. The following is a summary of the minimum requirements as described in Chapter 3 of Volume I of SMMWW2019. 5.1 Minimum Requirement #1: Preparation of a Stormwater Site Plan The stormwater site plan has been prepared and is summarized within this drainage report. 5.2 Minimum Requirement #2: Construction Stormwater Pollution Prevention (SWPP) An erosion control report has been prepared as part of this project addressing SWPPP elements 1-13. SWPP BMPs applicable to this project are shown on the approved plans. 5.3 Minimum Requirement #3: Source Control of Pollution Permanent source control BMPs are required for the development’s daily operations, and the stormwater facilities must be maintained as described in the Operation and Maintenance Manual which has been prepared for the project as a separate document. 5.4 Minimum Requirement #4: Preservation of Natural Drainage System and Outfalls Under existing conditions, TDA #1’s stormwater runoff is either infiltrated due to the high permeability of the soils or collected by the Hawk’s Landing stormwater improvements. TDA #2’s stormwater runoff is either infiltrated or flows northeast along State Route 507. Under the proposed conditions, runoff from impervious surfaces would be infiltrated by on-lot infiltration trenches and permeable pavement while landscaping runoff from TDA #1 will still be collected by the Hawk’s Landing stormwater improvements. 5.5 Minimum Requirement #5: Onsite Stormwater Management This project must meet minimum requirements 1-9; therefore, this project will either evaluate List 2 or meet the LID Performance Standard. The project meets the LID Performance Standard with the use of the infiltration trenches in TDA #1 and permeable pavement in TDA #2. All disturbed areas which are not converted to impervious areas shall apply soil amendment per Ecology BMP T5.13. 5.6 Minimum Requirement #6: Runoff Treatment The project proposes less than 5,000 square feet of pollution generating impervious surfaces (PGIS) in both TDAs; therefore, minimum requirement #6 is not applicable to this project. 5.7 Minimum Requirement #7: Flow Control Infiltration trenches and permeable pavement sized with the WWHM computer program are proposed for flow control. The project passes both stream flow duration and the LID performance standard in both TDAs. A copy of the WWHM computer printout is included in Appendix ‘C’. 5.8 Minimum Requirement #8: Wetlands Protection This requirement is not applicable to the project since there are no existing wetlands onsite or adjacent to the site. 5.9 Minimum Requirement #9: Operation and Maintenance Operation and maintenance of stormwater facilities will be the responsibility of the owner. An operation and maintenance manual is provided as a separate document. 6. Other Permits Other necessary permits and approvals include:  Final Short Plat  Water Service Permit  Side Sewer Permit APPENDIX A General Exhibits Vicinity Map A-1 Soils Map and Description (NRCS) A-2 Sw Berry Valley Rd 24 ?-28 TF-9—e Nisqually Ov va/ley Goff Course PI M (D CO - - -------- ---------- -- -- - - ------------------------- School 107th Lp Se S-28 Ca g 25 Fox H-111 Rd q,- �vv SITE TI 7N N w LO LSD S VICINITY MAP NTS Soil Map—Thurston County Area, Washington (Carter Loop SE) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/12/2024 Page 1 of 3 51 9 7 8 9 0 51 9 7 9 0 0 51 9 7 9 1 0 51 9 7 9 2 0 51 9 7 9 3 0 51 9 7 9 4 0 51 9 7 9 5 0 51 9 7 9 6 0 51 9 7 9 7 0 51 9 7 9 8 0 51 9 7 9 9 0 51 9 8 0 0 0 51 9 8 0 1 0 51 9 8 0 2 0 51 9 8 0 3 0 51 9 8 0 4 0 51 9 7 8 9 0 51 9 7 9 0 0 51 9 7 9 1 0 51 9 7 9 2 0 51 9 7 9 3 0 51 9 7 9 4 0 51 9 7 9 5 0 51 9 7 9 6 0 51 9 7 9 7 0 51 9 7 9 8 0 51 9 7 9 9 0 51 9 8 0 0 0 51 9 8 0 1 0 51 9 8 0 2 0 51 9 8 0 3 0 51 9 8 0 4 0 528900 528910 528920 528930 528940 528950 528960 528970 528980 528990 529000 529010 528900 528910 528920 528930 528940 528950 528960 528970 528980 528990 529000 529010 46° 56' 6'' N 12 2 ° 3 7 ' 1 3 ' ' W 46° 56' 6'' N 12 2 ° 3 7 ' 7 ' ' W 46° 56' 1'' N 12 2 ° 3 7 ' 1 3 ' ' W 46° 56' 1'' N 12 2 ° 3 7 ' 7 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84 0 35 70 140 210 Feet 0 10 20 40 60 Meters Map Scale: 1:754 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Thurston County Area, Washington Survey Area Data: Version 17, Aug 29, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: May 26, 2023—Aug 14, 2023 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—Thurston County Area, Washington (Carter Loop SE) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/12/2024 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 32 Everett very gravelly sandy loam, 0 to 8 percent slopes 0.5 48.9% 110 Spanaway gravelly sandy loam, 0 to 3 percent slopes 0.5 51.1% Totals for Area of Interest 1.0 100.0% Soil Map—Thurston County Area, Washington Carter Loop SE Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/12/2024 Page 3 of 3 APPENDIX B Basin Exhibits Pre Developed Basin Map B-1 Post Developed Basin Map B-2 FIRM Panel (#53067C0365F) B-3 M S I N N O R R SS E OF E DR G ETSI L E N E ION G A E D P TATS IHAWFS N G T O E R E H I T L A N EI UL A P M S I N N O R R SS E OF E DR G ETSI L E N E ION G A E D P TATS IHAWFS N G T O E R E H I T L A N EI UL A P National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) Zone A, V, A99 With BFE or DepthZone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction 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 the authoritative NFHL web services provided by FEMA. This map was exported on 3/12/2024 at 12:30 PM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements 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 for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 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. 1:6,000 122°37'29"W 46°56'17"N 122°36'52"W 46°55'53"N Basemap Imagery Source: USGS National Map 2023 APPENDIX C Computer Printouts WWHM Modeling Results C-1 WWHM2012 PROJECT REPORT 06141 11/18/2024 12:01:49 PM Page 2 General Model Information WWHM2012 Project Name:06141 Site Name:Carter Loop SE Site Address:15106 Carter Loop SE City:Yelm Report Date:11/18/2024 Gage:Lake Lawrence Data Start:1955/10/01 Data End:2008/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2024/06/28 Version:4.3.1 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year Low Flow Threshold for POC2:50 Percent of the 2 Year High Flow Threshold for POC2:50 Year 06141 11/18/2024 12:01:49 PM Page 3 Landuse Basin Data Predeveloped Land Use TDA#1 Bypass:No GroundWater:No Pervious Land Use acre A B, Forest, Flat 0.96 Pervious Total 0.96 Impervious Land Use acre Impervious Total 0 Basin Total 0.96 Element Flow Componants: Surface Interflow Groundwater Componant Flows To: POC 1 POC 1 06141 11/18/2024 12:01:49 PM Page 4 TDA#2 Bypass:No GroundWater:No Pervious Land Use acre A B, Forest, Flat 0.015 Pervious Total 0.015 Impervious Land Use acre Impervious Total 0 Basin Total 0.015 Element Flow Componants: Surface Interflow Groundwater Componant Flows To: POC 2 POC 2 06141 11/18/2024 12:01:49 PM Page 5 Mitigated Land Use Lot 1 Bypass:No GroundWater:No Pervious Land Use acre A B, Pasture, Flat 0.011 Pervious Total 0.011 Impervious Land Use acre ROOF TOPS FLAT 0.103 DRIVEWAYS FLAT 0.011 Impervious Total 0.114 Basin Total 0.125 Element Flow Componants: Surface Interflow Groundwater Componant Flows To: Lot 1 Infil Lot 1 Infil 06141 11/18/2024 12:01:49 PM Page 6 Bypass TDA#1 Bypass:Yes GroundWater:No Pervious Land Use acre A B, Pasture, Flat 0.066 Pervious Total 0.066 Impervious Land Use acre Impervious Total 0 Basin Total 0.066 Element Flow Componants: Surface Interflow Groundwater Componant Flows To: POC 1 POC 1 06141 11/18/2024 12:01:49 PM Page 7 Lot 2 Bypass:No GroundWater:No Pervious Land Use acre A B, Pasture, Flat 0.011 Pervious Total 0.011 Impervious Land Use acre ROOF TOPS FLAT 0.103 DRIVEWAYS FLAT 0.011 Impervious Total 0.114 Basin Total 0.125 Element Flow Componants: Surface Interflow Groundwater Componant Flows To: Lot 2 Infil Lot 2 Infil 06141 11/18/2024 12:01:49 PM Page 8 Lot 3 Bypass:No GroundWater:No Pervious Land Use acre A B, Pasture, Flat 0.011 Pervious Total 0.011 Impervious Land Use acre ROOF TOPS FLAT 0.103 DRIVEWAYS FLAT 0.011 Impervious Total 0.114 Basin Total 0.125 Element Flow Componants: Surface Interflow Groundwater Componant Flows To: Lot 3 Infil Lot 3 Infil 06141 11/18/2024 12:01:49 PM Page 9 Lot 4 Bypass:No GroundWater:No Pervious Land Use acre A B, Pasture, Flat 0.021 Pervious Total 0.021 Impervious Land Use acre ROOF TOPS FLAT 0.103 DRIVEWAYS FLAT 0.011 Impervious Total 0.114 Basin Total 0.135 Element Flow Componants: Surface Interflow Groundwater Componant Flows To: Lot 4 Infil Lot 4 Infil 06141 11/18/2024 12:01:49 PM Page 10 Lot 5 Bypass:No GroundWater:No Pervious Land Use acre A B, Pasture, Flat 0.066 Pervious Total 0.066 Impervious Land Use acre ROOF TOPS FLAT 0.103 DRIVEWAYS FLAT 0.011 Impervious Total 0.114 Basin Total 0.18 Element Flow Componants: Surface Interflow Groundwater Componant Flows To: Lot 5 Infil Lot 5 Infil 06141 11/18/2024 12:01:49 PM Page 11 Lot 6 Bypass:No GroundWater:No Pervious Land Use acre A B, Pasture, Flat 0.076 Pervious Total 0.076 Impervious Land Use acre ROOF TOPS FLAT 0.103 DRIVEWAYS FLAT 0.011 SIDEWALKS FLAT 0.014 Impervious Total 0.128 Basin Total 0.204 Element Flow Componants: Surface Interflow Groundwater Componant Flows To: Lot 6 Infil Lot 6 Infil 06141 11/18/2024 12:01:49 PM Page 12 Routing Elements Predeveloped Routing 06141 11/18/2024 12:01:49 PM Page 13 Mitigated Routing Lot 1 Infil Bottom Length:30.00 ft. Bottom Width:4.00 ft. Trench bottom slope 1:0 To 1 Trench Left side slope 0:0 To 1 Trench right side slope 2:0 To 1 Material thickness of first layer:3 Pour Space of material for first layer:0.33 Material thickness of second layer:0 Pour Space of material for second layer:0 Material thickness of third layer:0 Pour Space of material for third layer:0 Infiltration On Infiltration rate:30 Infiltration safety factor:1 Total Volume Infiltrated (ac-ft.):23.216 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):23.216 Percent Infiltrated:100 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:3 ft. Riser Diameter:12 in. Element Outlets: Outlet 1 Outlet 2 Outlet Flows To: Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.002 0.000 0.000 0.000 0.0444 0.002 0.000 0.000 0.083 0.0889 0.002 0.000 0.000 0.083 0.1333 0.002 0.000 0.000 0.083 0.1778 0.002 0.000 0.000 0.083 0.2222 0.002 0.000 0.000 0.083 0.2667 0.002 0.000 0.000 0.083 0.3111 0.002 0.000 0.000 0.083 0.3556 0.002 0.000 0.000 0.083 0.4000 0.002 0.000 0.000 0.083 0.4444 0.002 0.000 0.000 0.083 0.4889 0.002 0.000 0.000 0.083 0.5333 0.002 0.000 0.000 0.083 0.5778 0.002 0.000 0.000 0.083 0.6222 0.002 0.000 0.000 0.083 0.6667 0.002 0.000 0.000 0.083 0.7111 0.002 0.000 0.000 0.083 0.7556 0.002 0.000 0.000 0.083 0.8000 0.002 0.000 0.000 0.083 0.8444 0.002 0.000 0.000 0.083 0.8889 0.002 0.000 0.000 0.083 0.9333 0.002 0.000 0.000 0.083 0.9778 0.002 0.000 0.000 0.083 06141 11/18/2024 12:01:49 PM Page 14 1.0222 0.002 0.000 0.000 0.083 1.0667 0.002 0.001 0.000 0.083 1.1111 0.002 0.001 0.000 0.083 1.1556 0.002 0.001 0.000 0.083 1.2000 0.002 0.001 0.000 0.083 1.2444 0.002 0.001 0.000 0.083 1.2889 0.002 0.001 0.000 0.083 1.3333 0.002 0.001 0.000 0.083 1.3778 0.002 0.001 0.000 0.083 1.4222 0.002 0.001 0.000 0.083 1.4667 0.002 0.001 0.000 0.083 1.5111 0.002 0.001 0.000 0.083 1.5556 0.002 0.001 0.000 0.083 1.6000 0.002 0.001 0.000 0.083 1.6444 0.002 0.001 0.000 0.083 1.6889 0.002 0.001 0.000 0.083 1.7333 0.002 0.001 0.000 0.083 1.7778 0.002 0.001 0.000 0.083 1.8222 0.002 0.001 0.000 0.083 1.8667 0.002 0.001 0.000 0.083 1.9111 0.002 0.001 0.000 0.083 1.9556 0.002 0.001 0.000 0.083 2.0000 0.002 0.001 0.000 0.083 2.0444 0.002 0.001 0.000 0.083 2.0889 0.002 0.001 0.000 0.083 2.1333 0.002 0.001 0.000 0.083 2.1778 0.002 0.002 0.000 0.083 2.2222 0.002 0.002 0.000 0.083 2.2667 0.002 0.002 0.000 0.083 2.3111 0.002 0.002 0.000 0.083 2.3556 0.002 0.002 0.000 0.083 2.4000 0.002 0.002 0.000 0.083 2.4444 0.002 0.002 0.000 0.083 2.4889 0.002 0.002 0.000 0.083 2.5333 0.002 0.002 0.000 0.083 2.5778 0.002 0.002 0.000 0.083 2.6222 0.002 0.002 0.000 0.083 2.6667 0.002 0.002 0.000 0.083 2.7111 0.002 0.002 0.000 0.083 2.7556 0.002 0.002 0.000 0.083 2.8000 0.002 0.002 0.000 0.083 2.8444 0.002 0.002 0.000 0.083 2.8889 0.002 0.002 0.000 0.083 2.9333 0.002 0.002 0.000 0.083 2.9778 0.002 0.002 0.000 0.083 3.0222 0.002 0.002 0.035 0.083 3.0667 0.002 0.003 0.182 0.083 3.1111 0.002 0.003 0.389 0.083 3.1556 0.002 0.003 0.637 0.083 3.2000 0.002 0.003 0.907 0.083 3.2444 0.002 0.003 1.183 0.083 3.2889 0.002 0.003 1.447 0.083 3.3333 0.002 0.003 1.683 0.083 3.3778 0.002 0.003 1.879 0.083 3.4222 0.002 0.003 2.029 0.083 3.4667 0.002 0.004 2.138 0.083 3.5111 0.002 0.004 2.251 0.083 3.5556 0.002 0.004 2.347 0.083 06141 11/18/2024 12:01:49 PM Page 15 3.6000 0.002 0.004 2.439 0.083 3.6444 0.002 0.004 2.528 0.083 3.6889 0.002 0.004 2.614 0.083 3.7333 0.002 0.004 2.697 0.083 3.7778 0.002 0.004 2.777 0.083 3.8222 0.002 0.005 2.856 0.083 3.8667 0.002 0.005 2.932 0.083 3.9111 0.002 0.005 3.006 0.083 3.9556 0.002 0.005 3.078 0.083 4.0000 0.002 0.005 3.149 0.083 06141 11/18/2024 12:01:49 PM Page 16 Lot 2 Infil Bottom Length:30.00 ft. Bottom Width:4.00 ft. Trench bottom slope 1:0 To 1 Trench Left side slope 0:0 To 1 Trench right side slope 2:0 To 1 Material thickness of first layer:3 Pour Space of material for first layer:0.33 Material thickness of second layer:0 Pour Space of material for second layer:0 Material thickness of third layer:0 Pour Space of material for third layer:0 Infiltration On Infiltration rate:30 Infiltration safety factor:1 Total Volume Infiltrated (ac-ft.):23.216 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):23.216 Percent Infiltrated:100 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:3 ft. Riser Diameter:12 in. Element Outlets: Outlet 1 Outlet 2 Outlet Flows To: Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.002 0.000 0.000 0.000 0.0444 0.002 0.000 0.000 0.083 0.0889 0.002 0.000 0.000 0.083 0.1333 0.002 0.000 0.000 0.083 0.1778 0.002 0.000 0.000 0.083 0.2222 0.002 0.000 0.000 0.083 0.2667 0.002 0.000 0.000 0.083 0.3111 0.002 0.000 0.000 0.083 0.3556 0.002 0.000 0.000 0.083 0.4000 0.002 0.000 0.000 0.083 0.4444 0.002 0.000 0.000 0.083 0.4889 0.002 0.000 0.000 0.083 0.5333 0.002 0.000 0.000 0.083 0.5778 0.002 0.000 0.000 0.083 0.6222 0.002 0.000 0.000 0.083 0.6667 0.002 0.000 0.000 0.083 0.7111 0.002 0.000 0.000 0.083 0.7556 0.002 0.000 0.000 0.083 0.8000 0.002 0.000 0.000 0.083 0.8444 0.002 0.000 0.000 0.083 0.8889 0.002 0.000 0.000 0.083 0.9333 0.002 0.000 0.000 0.083 0.9778 0.002 0.000 0.000 0.083 1.0222 0.002 0.000 0.000 0.083 1.0667 0.002 0.001 0.000 0.083 06141 11/18/2024 12:01:49 PM Page 17 1.1111 0.002 0.001 0.000 0.083 1.1556 0.002 0.001 0.000 0.083 1.2000 0.002 0.001 0.000 0.083 1.2444 0.002 0.001 0.000 0.083 1.2889 0.002 0.001 0.000 0.083 1.3333 0.002 0.001 0.000 0.083 1.3778 0.002 0.001 0.000 0.083 1.4222 0.002 0.001 0.000 0.083 1.4667 0.002 0.001 0.000 0.083 1.5111 0.002 0.001 0.000 0.083 1.5556 0.002 0.001 0.000 0.083 1.6000 0.002 0.001 0.000 0.083 1.6444 0.002 0.001 0.000 0.083 1.6889 0.002 0.001 0.000 0.083 1.7333 0.002 0.001 0.000 0.083 1.7778 0.002 0.001 0.000 0.083 1.8222 0.002 0.001 0.000 0.083 1.8667 0.002 0.001 0.000 0.083 1.9111 0.002 0.001 0.000 0.083 1.9556 0.002 0.001 0.000 0.083 2.0000 0.002 0.001 0.000 0.083 2.0444 0.002 0.001 0.000 0.083 2.0889 0.002 0.001 0.000 0.083 2.1333 0.002 0.001 0.000 0.083 2.1778 0.002 0.002 0.000 0.083 2.2222 0.002 0.002 0.000 0.083 2.2667 0.002 0.002 0.000 0.083 2.3111 0.002 0.002 0.000 0.083 2.3556 0.002 0.002 0.000 0.083 2.4000 0.002 0.002 0.000 0.083 2.4444 0.002 0.002 0.000 0.083 2.4889 0.002 0.002 0.000 0.083 2.5333 0.002 0.002 0.000 0.083 2.5778 0.002 0.002 0.000 0.083 2.6222 0.002 0.002 0.000 0.083 2.6667 0.002 0.002 0.000 0.083 2.7111 0.002 0.002 0.000 0.083 2.7556 0.002 0.002 0.000 0.083 2.8000 0.002 0.002 0.000 0.083 2.8444 0.002 0.002 0.000 0.083 2.8889 0.002 0.002 0.000 0.083 2.9333 0.002 0.002 0.000 0.083 2.9778 0.002 0.002 0.000 0.083 3.0222 0.002 0.002 0.035 0.083 3.0667 0.002 0.003 0.182 0.083 3.1111 0.002 0.003 0.389 0.083 3.1556 0.002 0.003 0.637 0.083 3.2000 0.002 0.003 0.907 0.083 3.2444 0.002 0.003 1.183 0.083 3.2889 0.002 0.003 1.447 0.083 3.3333 0.002 0.003 1.683 0.083 3.3778 0.002 0.003 1.879 0.083 3.4222 0.002 0.003 2.029 0.083 3.4667 0.002 0.004 2.138 0.083 3.5111 0.002 0.004 2.251 0.083 3.5556 0.002 0.004 2.347 0.083 3.6000 0.002 0.004 2.439 0.083 3.6444 0.002 0.004 2.528 0.083 06141 11/18/2024 12:01:49 PM Page 18 3.6889 0.002 0.004 2.614 0.083 3.7333 0.002 0.004 2.697 0.083 3.7778 0.002 0.004 2.777 0.083 3.8222 0.002 0.005 2.856 0.083 3.8667 0.002 0.005 2.932 0.083 3.9111 0.002 0.005 3.006 0.083 3.9556 0.002 0.005 3.078 0.083 4.0000 0.002 0.005 3.149 0.083 06141 11/18/2024 12:01:49 PM Page 19 Lot 3 Infil Bottom Length:30.00 ft. Bottom Width:4.00 ft. Trench bottom slope 1:0 To 1 Trench Left side slope 0:0 To 1 Trench right side slope 2:0 To 1 Material thickness of first layer:3 Pour Space of material for first layer:0.33 Material thickness of second layer:0 Pour Space of material for second layer:0 Material thickness of third layer:0 Pour Space of material for third layer:0 Infiltration On Infiltration rate:30 Infiltration safety factor:1 Total Volume Infiltrated (ac-ft.):23.216 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):23.216 Percent Infiltrated:100 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:3 ft. Riser Diameter:12 in. Element Outlets: Outlet 1 Outlet 2 Outlet Flows To: Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.002 0.000 0.000 0.000 0.0444 0.002 0.000 0.000 0.083 0.0889 0.002 0.000 0.000 0.083 0.1333 0.002 0.000 0.000 0.083 0.1778 0.002 0.000 0.000 0.083 0.2222 0.002 0.000 0.000 0.083 0.2667 0.002 0.000 0.000 0.083 0.3111 0.002 0.000 0.000 0.083 0.3556 0.002 0.000 0.000 0.083 0.4000 0.002 0.000 0.000 0.083 0.4444 0.002 0.000 0.000 0.083 0.4889 0.002 0.000 0.000 0.083 0.5333 0.002 0.000 0.000 0.083 0.5778 0.002 0.000 0.000 0.083 0.6222 0.002 0.000 0.000 0.083 0.6667 0.002 0.000 0.000 0.083 0.7111 0.002 0.000 0.000 0.083 0.7556 0.002 0.000 0.000 0.083 0.8000 0.002 0.000 0.000 0.083 0.8444 0.002 0.000 0.000 0.083 0.8889 0.002 0.000 0.000 0.083 0.9333 0.002 0.000 0.000 0.083 0.9778 0.002 0.000 0.000 0.083 1.0222 0.002 0.000 0.000 0.083 1.0667 0.002 0.001 0.000 0.083 06141 11/18/2024 12:01:49 PM Page 20 1.1111 0.002 0.001 0.000 0.083 1.1556 0.002 0.001 0.000 0.083 1.2000 0.002 0.001 0.000 0.083 1.2444 0.002 0.001 0.000 0.083 1.2889 0.002 0.001 0.000 0.083 1.3333 0.002 0.001 0.000 0.083 1.3778 0.002 0.001 0.000 0.083 1.4222 0.002 0.001 0.000 0.083 1.4667 0.002 0.001 0.000 0.083 1.5111 0.002 0.001 0.000 0.083 1.5556 0.002 0.001 0.000 0.083 1.6000 0.002 0.001 0.000 0.083 1.6444 0.002 0.001 0.000 0.083 1.6889 0.002 0.001 0.000 0.083 1.7333 0.002 0.001 0.000 0.083 1.7778 0.002 0.001 0.000 0.083 1.8222 0.002 0.001 0.000 0.083 1.8667 0.002 0.001 0.000 0.083 1.9111 0.002 0.001 0.000 0.083 1.9556 0.002 0.001 0.000 0.083 2.0000 0.002 0.001 0.000 0.083 2.0444 0.002 0.001 0.000 0.083 2.0889 0.002 0.001 0.000 0.083 2.1333 0.002 0.001 0.000 0.083 2.1778 0.002 0.002 0.000 0.083 2.2222 0.002 0.002 0.000 0.083 2.2667 0.002 0.002 0.000 0.083 2.3111 0.002 0.002 0.000 0.083 2.3556 0.002 0.002 0.000 0.083 2.4000 0.002 0.002 0.000 0.083 2.4444 0.002 0.002 0.000 0.083 2.4889 0.002 0.002 0.000 0.083 2.5333 0.002 0.002 0.000 0.083 2.5778 0.002 0.002 0.000 0.083 2.6222 0.002 0.002 0.000 0.083 2.6667 0.002 0.002 0.000 0.083 2.7111 0.002 0.002 0.000 0.083 2.7556 0.002 0.002 0.000 0.083 2.8000 0.002 0.002 0.000 0.083 2.8444 0.002 0.002 0.000 0.083 2.8889 0.002 0.002 0.000 0.083 2.9333 0.002 0.002 0.000 0.083 2.9778 0.002 0.002 0.000 0.083 3.0222 0.002 0.002 0.035 0.083 3.0667 0.002 0.003 0.182 0.083 3.1111 0.002 0.003 0.389 0.083 3.1556 0.002 0.003 0.637 0.083 3.2000 0.002 0.003 0.907 0.083 3.2444 0.002 0.003 1.183 0.083 3.2889 0.002 0.003 1.447 0.083 3.3333 0.002 0.003 1.683 0.083 3.3778 0.002 0.003 1.879 0.083 3.4222 0.002 0.003 2.029 0.083 3.4667 0.002 0.004 2.138 0.083 3.5111 0.002 0.004 2.251 0.083 3.5556 0.002 0.004 2.347 0.083 3.6000 0.002 0.004 2.439 0.083 3.6444 0.002 0.004 2.528 0.083 06141 11/18/2024 12:01:49 PM Page 21 3.6889 0.002 0.004 2.614 0.083 3.7333 0.002 0.004 2.697 0.083 3.7778 0.002 0.004 2.777 0.083 3.8222 0.002 0.005 2.856 0.083 3.8667 0.002 0.005 2.932 0.083 3.9111 0.002 0.005 3.006 0.083 3.9556 0.002 0.005 3.078 0.083 4.0000 0.002 0.005 3.149 0.083 06141 11/18/2024 12:01:49 PM Page 22 Lot 4 Infil Bottom Length:30.00 ft. Bottom Width:4.00 ft. Trench bottom slope 1:0 To 1 Trench Left side slope 0:0 To 1 Trench right side slope 2:0 To 1 Material thickness of first layer:3 Pour Space of material for first layer:0.33 Material thickness of second layer:0 Pour Space of material for second layer:0 Material thickness of third layer:0 Pour Space of material for third layer:0 Infiltration On Infiltration rate:30 Infiltration safety factor:1 Total Volume Infiltrated (ac-ft.):23.222 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):23.222 Percent Infiltrated:100 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:3 ft. Riser Diameter:12 in. Element Outlets: Outlet 1 Outlet 2 Outlet Flows To: Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.002 0.000 0.000 0.000 0.0444 0.002 0.000 0.000 0.083 0.0889 0.002 0.000 0.000 0.083 0.1333 0.002 0.000 0.000 0.083 0.1778 0.002 0.000 0.000 0.083 0.2222 0.002 0.000 0.000 0.083 0.2667 0.002 0.000 0.000 0.083 0.3111 0.002 0.000 0.000 0.083 0.3556 0.002 0.000 0.000 0.083 0.4000 0.002 0.000 0.000 0.083 0.4444 0.002 0.000 0.000 0.083 0.4889 0.002 0.000 0.000 0.083 0.5333 0.002 0.000 0.000 0.083 0.5778 0.002 0.000 0.000 0.083 0.6222 0.002 0.000 0.000 0.083 0.6667 0.002 0.000 0.000 0.083 0.7111 0.002 0.000 0.000 0.083 0.7556 0.002 0.000 0.000 0.083 0.8000 0.002 0.000 0.000 0.083 0.8444 0.002 0.000 0.000 0.083 0.8889 0.002 0.000 0.000 0.083 0.9333 0.002 0.000 0.000 0.083 0.9778 0.002 0.000 0.000 0.083 1.0222 0.002 0.000 0.000 0.083 1.0667 0.002 0.001 0.000 0.083 06141 11/18/2024 12:01:49 PM Page 23 1.1111 0.002 0.001 0.000 0.083 1.1556 0.002 0.001 0.000 0.083 1.2000 0.002 0.001 0.000 0.083 1.2444 0.002 0.001 0.000 0.083 1.2889 0.002 0.001 0.000 0.083 1.3333 0.002 0.001 0.000 0.083 1.3778 0.002 0.001 0.000 0.083 1.4222 0.002 0.001 0.000 0.083 1.4667 0.002 0.001 0.000 0.083 1.5111 0.002 0.001 0.000 0.083 1.5556 0.002 0.001 0.000 0.083 1.6000 0.002 0.001 0.000 0.083 1.6444 0.002 0.001 0.000 0.083 1.6889 0.002 0.001 0.000 0.083 1.7333 0.002 0.001 0.000 0.083 1.7778 0.002 0.001 0.000 0.083 1.8222 0.002 0.001 0.000 0.083 1.8667 0.002 0.001 0.000 0.083 1.9111 0.002 0.001 0.000 0.083 1.9556 0.002 0.001 0.000 0.083 2.0000 0.002 0.001 0.000 0.083 2.0444 0.002 0.001 0.000 0.083 2.0889 0.002 0.001 0.000 0.083 2.1333 0.002 0.001 0.000 0.083 2.1778 0.002 0.002 0.000 0.083 2.2222 0.002 0.002 0.000 0.083 2.2667 0.002 0.002 0.000 0.083 2.3111 0.002 0.002 0.000 0.083 2.3556 0.002 0.002 0.000 0.083 2.4000 0.002 0.002 0.000 0.083 2.4444 0.002 0.002 0.000 0.083 2.4889 0.002 0.002 0.000 0.083 2.5333 0.002 0.002 0.000 0.083 2.5778 0.002 0.002 0.000 0.083 2.6222 0.002 0.002 0.000 0.083 2.6667 0.002 0.002 0.000 0.083 2.7111 0.002 0.002 0.000 0.083 2.7556 0.002 0.002 0.000 0.083 2.8000 0.002 0.002 0.000 0.083 2.8444 0.002 0.002 0.000 0.083 2.8889 0.002 0.002 0.000 0.083 2.9333 0.002 0.002 0.000 0.083 2.9778 0.002 0.002 0.000 0.083 3.0222 0.002 0.002 0.035 0.083 3.0667 0.002 0.003 0.182 0.083 3.1111 0.002 0.003 0.389 0.083 3.1556 0.002 0.003 0.637 0.083 3.2000 0.002 0.003 0.907 0.083 3.2444 0.002 0.003 1.183 0.083 3.2889 0.002 0.003 1.447 0.083 3.3333 0.002 0.003 1.683 0.083 3.3778 0.002 0.003 1.879 0.083 3.4222 0.002 0.003 2.029 0.083 3.4667 0.002 0.004 2.138 0.083 3.5111 0.002 0.004 2.251 0.083 3.5556 0.002 0.004 2.347 0.083 3.6000 0.002 0.004 2.439 0.083 3.6444 0.002 0.004 2.528 0.083 06141 11/18/2024 12:01:49 PM Page 24 3.6889 0.002 0.004 2.614 0.083 3.7333 0.002 0.004 2.697 0.083 3.7778 0.002 0.004 2.777 0.083 3.8222 0.002 0.005 2.856 0.083 3.8667 0.002 0.005 2.932 0.083 3.9111 0.002 0.005 3.006 0.083 3.9556 0.002 0.005 3.078 0.083 4.0000 0.002 0.005 3.149 0.083 06141 11/18/2024 12:01:49 PM Page 25 Lot 5 Infil Bottom Length:30.00 ft. Bottom Width:4.00 ft. Trench bottom slope 1:0 To 1 Trench Left side slope 0:0 To 1 Trench right side slope 2:0 To 1 Material thickness of first layer:3 Pour Space of material for first layer:0.33 Material thickness of second layer:0 Pour Space of material for second layer:0 Material thickness of third layer:0 Pour Space of material for third layer:0 Infiltration On Infiltration rate:30 Infiltration safety factor:1 Total Volume Infiltrated (ac-ft.):23.244 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):23.244 Percent Infiltrated:100 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:3 ft. Riser Diameter:12 in. Element Outlets: Outlet 1 Outlet 2 Outlet Flows To: Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.002 0.000 0.000 0.000 0.0444 0.002 0.000 0.000 0.083 0.0889 0.002 0.000 0.000 0.083 0.1333 0.002 0.000 0.000 0.083 0.1778 0.002 0.000 0.000 0.083 0.2222 0.002 0.000 0.000 0.083 0.2667 0.002 0.000 0.000 0.083 0.3111 0.002 0.000 0.000 0.083 0.3556 0.002 0.000 0.000 0.083 0.4000 0.002 0.000 0.000 0.083 0.4444 0.002 0.000 0.000 0.083 0.4889 0.002 0.000 0.000 0.083 0.5333 0.002 0.000 0.000 0.083 0.5778 0.002 0.000 0.000 0.083 0.6222 0.002 0.000 0.000 0.083 0.6667 0.002 0.000 0.000 0.083 0.7111 0.002 0.000 0.000 0.083 0.7556 0.002 0.000 0.000 0.083 0.8000 0.002 0.000 0.000 0.083 0.8444 0.002 0.000 0.000 0.083 0.8889 0.002 0.000 0.000 0.083 0.9333 0.002 0.000 0.000 0.083 0.9778 0.002 0.000 0.000 0.083 1.0222 0.002 0.000 0.000 0.083 1.0667 0.002 0.001 0.000 0.083 06141 11/18/2024 12:01:49 PM Page 26 1.1111 0.002 0.001 0.000 0.083 1.1556 0.002 0.001 0.000 0.083 1.2000 0.002 0.001 0.000 0.083 1.2444 0.002 0.001 0.000 0.083 1.2889 0.002 0.001 0.000 0.083 1.3333 0.002 0.001 0.000 0.083 1.3778 0.002 0.001 0.000 0.083 1.4222 0.002 0.001 0.000 0.083 1.4667 0.002 0.001 0.000 0.083 1.5111 0.002 0.001 0.000 0.083 1.5556 0.002 0.001 0.000 0.083 1.6000 0.002 0.001 0.000 0.083 1.6444 0.002 0.001 0.000 0.083 1.6889 0.002 0.001 0.000 0.083 1.7333 0.002 0.001 0.000 0.083 1.7778 0.002 0.001 0.000 0.083 1.8222 0.002 0.001 0.000 0.083 1.8667 0.002 0.001 0.000 0.083 1.9111 0.002 0.001 0.000 0.083 1.9556 0.002 0.001 0.000 0.083 2.0000 0.002 0.001 0.000 0.083 2.0444 0.002 0.001 0.000 0.083 2.0889 0.002 0.001 0.000 0.083 2.1333 0.002 0.001 0.000 0.083 2.1778 0.002 0.002 0.000 0.083 2.2222 0.002 0.002 0.000 0.083 2.2667 0.002 0.002 0.000 0.083 2.3111 0.002 0.002 0.000 0.083 2.3556 0.002 0.002 0.000 0.083 2.4000 0.002 0.002 0.000 0.083 2.4444 0.002 0.002 0.000 0.083 2.4889 0.002 0.002 0.000 0.083 2.5333 0.002 0.002 0.000 0.083 2.5778 0.002 0.002 0.000 0.083 2.6222 0.002 0.002 0.000 0.083 2.6667 0.002 0.002 0.000 0.083 2.7111 0.002 0.002 0.000 0.083 2.7556 0.002 0.002 0.000 0.083 2.8000 0.002 0.002 0.000 0.083 2.8444 0.002 0.002 0.000 0.083 2.8889 0.002 0.002 0.000 0.083 2.9333 0.002 0.002 0.000 0.083 2.9778 0.002 0.002 0.000 0.083 3.0222 0.002 0.002 0.035 0.083 3.0667 0.002 0.003 0.182 0.083 3.1111 0.002 0.003 0.389 0.083 3.1556 0.002 0.003 0.637 0.083 3.2000 0.002 0.003 0.907 0.083 3.2444 0.002 0.003 1.183 0.083 3.2889 0.002 0.003 1.447 0.083 3.3333 0.002 0.003 1.683 0.083 3.3778 0.002 0.003 1.879 0.083 3.4222 0.002 0.003 2.029 0.083 3.4667 0.002 0.004 2.138 0.083 3.5111 0.002 0.004 2.251 0.083 3.5556 0.002 0.004 2.347 0.083 3.6000 0.002 0.004 2.439 0.083 3.6444 0.002 0.004 2.528 0.083 06141 11/18/2024 12:01:49 PM Page 27 3.6889 0.002 0.004 2.614 0.083 3.7333 0.002 0.004 2.697 0.083 3.7778 0.002 0.004 2.777 0.083 3.8222 0.002 0.005 2.856 0.083 3.8667 0.002 0.005 2.932 0.083 3.9111 0.002 0.005 3.006 0.083 3.9556 0.002 0.005 3.078 0.083 4.0000 0.002 0.005 3.149 0.083 06141 11/18/2024 12:01:49 PM Page 28 Lot 6 Infil Bottom Length:35.00 ft. Bottom Width:4.00 ft. Trench bottom slope 1:0 To 1 Trench Left side slope 0:0 To 1 Trench right side slope 2:0 To 1 Material thickness of first layer:3 Pour Space of material for first layer:0.33 Material thickness of second layer:0 Pour Space of material for second layer:0 Material thickness of third layer:0 Pour Space of material for third layer:0 Infiltration On Infiltration rate:30 Infiltration safety factor:1 Total Volume Infiltrated (ac-ft.):26.188 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):26.188 Percent Infiltrated:100 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:3 ft. Riser Diameter:12 in. Element Outlets: Outlet 1 Outlet 2 Outlet Flows To: Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.003 0.000 0.000 0.000 0.0444 0.003 0.000 0.000 0.097 0.0889 0.003 0.000 0.000 0.097 0.1333 0.003 0.000 0.000 0.097 0.1778 0.003 0.000 0.000 0.097 0.2222 0.003 0.000 0.000 0.097 0.2667 0.003 0.000 0.000 0.097 0.3111 0.003 0.000 0.000 0.097 0.3556 0.003 0.000 0.000 0.097 0.4000 0.003 0.000 0.000 0.097 0.4444 0.003 0.000 0.000 0.097 0.4889 0.003 0.000 0.000 0.097 0.5333 0.003 0.000 0.000 0.097 0.5778 0.003 0.000 0.000 0.097 0.6222 0.003 0.000 0.000 0.097 0.6667 0.003 0.000 0.000 0.097 0.7111 0.003 0.000 0.000 0.097 0.7556 0.003 0.000 0.000 0.097 0.8000 0.003 0.000 0.000 0.097 0.8444 0.003 0.000 0.000 0.097 0.8889 0.003 0.000 0.000 0.097 0.9333 0.003 0.001 0.000 0.097 0.9778 0.003 0.001 0.000 0.097 1.0222 0.003 0.001 0.000 0.097 1.0667 0.003 0.001 0.000 0.097 06141 11/18/2024 12:01:49 PM Page 29 1.1111 0.003 0.001 0.000 0.097 1.1556 0.003 0.001 0.000 0.097 1.2000 0.003 0.001 0.000 0.097 1.2444 0.003 0.001 0.000 0.097 1.2889 0.003 0.001 0.000 0.097 1.3333 0.003 0.001 0.000 0.097 1.3778 0.003 0.001 0.000 0.097 1.4222 0.003 0.001 0.000 0.097 1.4667 0.003 0.001 0.000 0.097 1.5111 0.003 0.001 0.000 0.097 1.5556 0.003 0.001 0.000 0.097 1.6000 0.003 0.001 0.000 0.097 1.6444 0.003 0.001 0.000 0.097 1.6889 0.003 0.001 0.000 0.097 1.7333 0.003 0.001 0.000 0.097 1.7778 0.003 0.001 0.000 0.097 1.8222 0.003 0.001 0.000 0.097 1.8667 0.003 0.002 0.000 0.097 1.9111 0.003 0.002 0.000 0.097 1.9556 0.003 0.002 0.000 0.097 2.0000 0.003 0.002 0.000 0.097 2.0444 0.003 0.002 0.000 0.097 2.0889 0.003 0.002 0.000 0.097 2.1333 0.003 0.002 0.000 0.097 2.1778 0.003 0.002 0.000 0.097 2.2222 0.003 0.002 0.000 0.097 2.2667 0.003 0.002 0.000 0.097 2.3111 0.003 0.002 0.000 0.097 2.3556 0.003 0.002 0.000 0.097 2.4000 0.003 0.002 0.000 0.097 2.4444 0.003 0.002 0.000 0.097 2.4889 0.003 0.002 0.000 0.097 2.5333 0.003 0.002 0.000 0.097 2.5778 0.003 0.002 0.000 0.097 2.6222 0.003 0.002 0.000 0.097 2.6667 0.003 0.002 0.000 0.097 2.7111 0.003 0.002 0.000 0.097 2.7556 0.003 0.002 0.000 0.097 2.8000 0.003 0.003 0.000 0.097 2.8444 0.003 0.003 0.000 0.097 2.8889 0.003 0.003 0.000 0.097 2.9333 0.003 0.003 0.000 0.097 2.9778 0.003 0.003 0.000 0.097 3.0222 0.003 0.003 0.035 0.097 3.0667 0.003 0.003 0.182 0.097 3.1111 0.003 0.003 0.389 0.097 3.1556 0.003 0.003 0.637 0.097 3.2000 0.003 0.003 0.907 0.097 3.2444 0.003 0.004 1.183 0.097 3.2889 0.003 0.004 1.447 0.097 3.3333 0.003 0.004 1.683 0.097 3.3778 0.003 0.004 1.879 0.097 3.4222 0.003 0.004 2.029 0.097 3.4667 0.003 0.004 2.138 0.097 3.5111 0.003 0.004 2.251 0.097 3.5556 0.003 0.005 2.347 0.097 3.6000 0.003 0.005 2.439 0.097 3.6444 0.003 0.005 2.528 0.097 06141 11/18/2024 12:01:49 PM Page 30 3.6889 0.003 0.005 2.614 0.097 3.7333 0.003 0.005 2.697 0.097 3.7778 0.003 0.005 2.777 0.097 3.8222 0.003 0.005 2.856 0.097 3.8667 0.003 0.006 2.932 0.097 3.9111 0.003 0.006 3.006 0.097 3.9556 0.003 0.006 3.078 0.097 4.0000 0.003 0.006 3.149 0.097 06141 11/18/2024 12:01:49 PM Page 31 TDA#2 Pavement Area:0.0148 acre.Pavement Length: 129.00 ft. Pavement Width: 5.00 ft. Pavement slope 1:0.02 To 1 Pavement thickness: 0.33 Pour Space of Pavement: 0.3 Material thickness of second layer: 0.5 Pour Space of material for second layer: 0.3 Material thickness of third layer: 0 Pour Space of material for third layer: 0 Infiltration On Infiltration rate:30 Infiltration safety factor:1 Total Volume Infiltrated (ac-ft.):0.774 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):0.774 Percent Infiltrated:100 Total Precip Applied to Facility:0 Total Evap From Facility:0.12 Discharge Structure Riser Height:1.93 ft. Riser Diameter:60 in. Notch Type:Rectangular Notch Width:5.000 ft. Notch Height:1.000 ft. Element Outlets: Outlet 1 Outlet 2 Outlet Flows To: Permeable Pavement Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.014 0.000 0.000 0.000 0.0214 0.014 0.000 0.000 0.447 0.0429 0.014 0.000 0.000 0.447 0.0643 0.014 0.000 0.000 0.447 0.0858 0.014 0.000 0.000 0.447 0.1072 0.015 0.000 0.000 0.447 0.1287 0.015 0.000 0.000 0.447 0.1501 0.015 0.000 0.000 0.447 0.1716 0.015 0.000 0.000 0.447 0.1930 0.015 0.000 0.000 0.447 0.2144 0.015 0.001 0.000 0.447 0.2359 0.015 0.001 0.000 0.447 0.2573 0.015 0.001 0.000 0.447 0.2788 0.015 0.001 0.000 0.447 0.3002 0.015 0.001 0.000 0.447 0.3217 0.015 0.001 0.000 0.447 0.3431 0.015 0.001 0.000 0.447 0.3646 0.015 0.001 0.000 0.447 0.3860 0.015 0.001 0.000 0.447 0.4074 0.015 0.001 0.000 0.447 0.4289 0.015 0.001 0.000 0.447 0.4503 0.015 0.002 0.000 0.447 0.4718 0.015 0.002 0.000 0.447 0.4932 0.015 0.002 0.000 0.447 06141 11/18/2024 12:01:49 PM Page 32 0.5147 0.015 0.002 0.000 0.447 0.5361 0.015 0.002 0.000 0.447 0.5576 0.015 0.002 0.000 0.447 0.5790 0.015 0.002 0.000 0.447 0.6004 0.015 0.002 0.000 0.447 0.6219 0.015 0.002 0.000 0.447 0.6433 0.015 0.003 0.000 0.447 0.6648 0.015 0.003 0.000 0.447 0.6862 0.015 0.003 0.000 0.447 0.7077 0.015 0.003 0.000 0.447 0.7291 0.015 0.003 0.000 0.447 0.7506 0.015 0.003 0.000 0.447 0.7720 0.016 0.003 0.000 0.447 0.7934 0.016 0.003 0.000 0.447 0.8149 0.016 0.003 0.000 0.447 0.8363 0.016 0.004 0.000 0.447 0.8578 0.016 0.004 0.000 0.447 0.8792 0.016 0.004 0.000 0.447 0.9007 0.016 0.005 0.000 0.447 0.9221 0.016 0.005 0.000 0.447 0.9436 0.016 0.005 0.026 0.447 0.9650 0.016 0.006 0.109 0.447 0.9864 0.016 0.006 0.223 0.447 1.0079 0.016 0.006 0.361 0.447 1.0293 0.016 0.007 0.521 0.447 1.0508 0.016 0.007 0.698 0.447 1.0722 0.016 0.007 0.893 0.447 1.0937 0.016 0.008 1.102 0.447 1.1151 0.016 0.008 1.326 0.447 1.1366 0.016 0.009 1.563 0.447 1.1580 0.016 0.009 1.812 0.447 1.1794 0.016 0.009 2.074 0.447 1.2009 0.016 0.010 2.347 0.447 1.2223 0.016 0.010 2.631 0.447 1.2438 0.016 0.010 2.926 0.447 1.2652 0.016 0.011 3.231 0.447 1.2867 0.016 0.011 3.546 0.447 1.3081 0.016 0.011 3.871 0.447 1.3296 0.016 0.012 4.205 0.447 1.3510 0.016 0.012 4.548 0.447 1.3724 0.016 0.012 4.900 0.447 1.3939 0.016 0.013 5.260 0.447 1.4153 0.016 0.013 5.629 0.447 1.4368 0.016 0.014 6.006 0.447 1.4582 0.017 0.014 6.392 0.447 1.4797 0.017 0.014 6.785 0.447 1.5011 0.017 0.015 7.186 0.447 1.5226 0.017 0.015 7.594 0.447 1.5440 0.017 0.015 8.010 0.447 1.5654 0.017 0.016 8.433 0.447 1.5869 0.017 0.016 8.864 0.447 1.6083 0.017 0.016 9.302 0.447 1.6298 0.017 0.017 9.746 0.447 1.6512 0.017 0.017 10.19 0.447 1.6727 0.017 0.018 10.65 0.447 1.6941 0.017 0.018 11.12 0.447 1.7156 0.017 0.018 11.59 0.447 1.7370 0.017 0.019 12.07 0.447 06141 11/18/2024 12:01:49 PM Page 33 1.7584 0.017 0.019 12.55 0.447 1.7799 0.017 0.019 13.04 0.447 1.8013 0.017 0.020 13.54 0.447 1.8228 0.017 0.020 14.04 0.447 1.8442 0.017 0.021 14.55 0.447 1.8657 0.017 0.021 15.06 0.447 1.8871 0.017 0.021 15.59 0.447 1.9086 0.017 0.022 16.11 0.447 1.9300 0.017 0.022 16.65 0.447 06141 11/18/2024 12:01:49 PM Page 34 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.96 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.262 Total Impervious Area:0.698 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.005131 5 year 0.018296 10 year 0.036577 25 year 0.078234 50 year 0.129386 100 year 0.205078 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.000967 5 year 0.00358 10 year 0.00699 25 year 0.014112 50 year 0.022084 100 year 0.032906 Annual Peaks 06141 11/18/2024 12:02:29 PM Page 35 Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1956 0.010 0.001 1957 0.016 0.008 1958 0.005 0.002 1959 0.004 0.002 1960 0.006 0.001 1961 0.007 0.001 1962 0.001 0.000 1963 0.020 0.004 1964 0.003 0.001 1965 0.011 0.003 1966 0.001 0.001 1967 0.005 0.001 1968 0.003 0.000 1969 0.001 0.000 1970 0.002 0.001 1971 0.013 0.002 1972 0.021 0.003 1973 0.001 0.000 1974 0.006 0.001 1975 0.001 0.000 1976 0.004 0.001 1977 0.001 0.000 1978 0.009 0.001 1979 0.001 0.000 1980 0.006 0.000 1981 0.011 0.003 1982 0.008 0.001 1983 0.002 0.000 1984 0.003 0.001 1985 0.001 0.000 1986 0.015 0.003 1987 0.010 0.001 1988 0.001 0.000 1989 0.001 0.000 1990 0.086 0.019 1991 0.017 0.003 1992 0.001 0.000 1993 0.001 0.000 1994 0.002 0.001 1995 0.016 0.002 1996 0.038 0.004 1997 0.019 0.003 1998 0.025 0.006 1999 0.001 0.000 2000 0.007 0.001 2001 0.001 0.000 2002 0.010 0.001 2003 0.003 0.001 2004 0.197 0.023 2005 0.121 0.027 2006 0.070 0.008 2007 0.034 0.005 2008 0.009 0.003 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 06141 11/18/2024 12:02:29 PM Page 36 Rank Predeveloped Mitigated 1 0.1973 0.0271 2 0.1212 0.0225 3 0.0856 0.0186 4 0.0703 0.0083 5 0.0382 0.0082 6 0.0340 0.0055 7 0.0250 0.0047 8 0.0208 0.0041 9 0.0203 0.0036 10 0.0187 0.0034 11 0.0174 0.0031 12 0.0164 0.0030 13 0.0158 0.0028 14 0.0147 0.0027 15 0.0131 0.0026 16 0.0106 0.0025 17 0.0105 0.0022 18 0.0103 0.0021 19 0.0102 0.0017 20 0.0099 0.0016 21 0.0095 0.0014 22 0.0089 0.0014 23 0.0077 0.0014 24 0.0073 0.0012 25 0.0066 0.0011 26 0.0057 0.0011 27 0.0057 0.0010 28 0.0056 0.0010 29 0.0052 0.0009 30 0.0047 0.0009 31 0.0041 0.0009 32 0.0040 0.0008 33 0.0034 0.0008 34 0.0032 0.0008 35 0.0032 0.0007 36 0.0027 0.0006 37 0.0020 0.0005 38 0.0017 0.0004 39 0.0015 0.0004 40 0.0015 0.0004 41 0.0014 0.0003 42 0.0011 0.0003 43 0.0009 0.0002 44 0.0008 0.0002 45 0.0008 0.0002 46 0.0008 0.0001 47 0.0008 0.0001 48 0.0008 0.0001 49 0.0008 0.0001 50 0.0008 0.0001 51 0.0008 0.0001 52 0.0008 0.0001 53 0.0008 0.0001 06141 11/18/2024 12:02:29 PM Page 37 LID Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0004 10346 300 2 Pass 0.0004 9525 288 3 Pass 0.0005 8792 270 3 Pass 0.0005 8133 262 3 Pass 0.0005 7434 239 3 Pass 0.0005 6796 227 3 Pass 0.0005 6220 214 3 Pass 0.0006 5639 203 3 Pass 0.0006 5064 195 3 Pass 0.0006 4499 185 4 Pass 0.0006 3905 181 4 Pass 0.0006 3386 174 5 Pass 0.0007 2901 170 5 Pass 0.0007 2423 163 6 Pass 0.0007 1927 156 8 Pass 0.0007 1474 149 10 Pass 0.0008 1050 146 13 Pass 0.0008 748 138 18 Pass 0.0008 726 135 18 Pass 0.0008 712 131 18 Pass 0.0008 696 129 18 Pass 0.0009 683 127 18 Pass 0.0009 665 124 18 Pass 0.0009 649 116 17 Pass 0.0009 627 112 17 Pass 0.0010 612 109 17 Pass 0.0010 598 106 17 Pass 0.0010 586 106 18 Pass 0.0010 572 106 18 Pass 0.0010 560 98 17 Pass 0.0011 547 96 17 Pass 0.0011 538 95 17 Pass 0.0011 527 94 17 Pass 0.0011 520 89 17 Pass 0.0012 507 87 17 Pass 0.0012 496 87 17 Pass 0.0012 485 84 17 Pass 0.0012 476 82 17 Pass 0.0012 465 81 17 Pass 0.0013 457 79 17 Pass 0.0013 450 79 17 Pass 0.0013 448 78 17 Pass 0.0013 436 78 17 Pass 0.0013 430 73 16 Pass 0.0014 424 73 17 Pass 0.0014 419 71 16 Pass 0.0014 414 70 16 Pass 0.0014 408 66 16 Pass 0.0015 400 63 15 Pass 0.0015 396 63 15 Pass 0.0015 392 62 15 Pass 0.0015 385 61 15 Pass 0.0015 383 61 15 Pass 06141 11/18/2024 12:02:29 PM Page 38 0.0016 376 61 16 Pass 0.0016 374 58 15 Pass 0.0016 368 57 15 Pass 0.0016 362 57 15 Pass 0.0017 355 54 15 Pass 0.0017 353 52 14 Pass 0.0017 350 50 14 Pass 0.0017 349 50 14 Pass 0.0017 346 49 14 Pass 0.0018 340 48 14 Pass 0.0018 338 47 13 Pass 0.0018 336 47 13 Pass 0.0018 332 47 14 Pass 0.0018 326 47 14 Pass 0.0019 324 47 14 Pass 0.0019 321 45 14 Pass 0.0019 315 45 14 Pass 0.0019 312 44 14 Pass 0.0020 310 44 14 Pass 0.0020 305 44 14 Pass 0.0020 304 44 14 Pass 0.0020 300 44 14 Pass 0.0020 295 44 14 Pass 0.0021 294 44 14 Pass 0.0021 291 44 15 Pass 0.0021 287 43 14 Pass 0.0021 282 42 14 Pass 0.0022 282 42 14 Pass 0.0022 280 41 14 Pass 0.0022 278 40 14 Pass 0.0022 275 38 13 Pass 0.0022 273 35 12 Pass 0.0023 270 35 12 Pass 0.0023 269 34 12 Pass 0.0023 267 34 12 Pass 0.0023 264 34 12 Pass 0.0023 262 33 12 Pass 0.0024 259 33 12 Pass 0.0024 257 33 12 Pass 0.0024 256 33 12 Pass 0.0024 254 33 12 Pass 0.0025 247 32 12 Pass 0.0025 241 32 13 Pass 0.0025 240 32 13 Pass 0.0025 239 31 12 Pass 0.0025 238 31 13 Pass 0.0026 235 30 12 Pass 06141 11/18/2024 12:02:40 PM Page 39 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0026 235 30 12 Pass 0.0038 140 14 10 Pass 0.0051 95 10 10 Pass 0.0064 70 8 11 Pass 0.0077 53 7 13 Pass 0.0090 44 5 11 Pass 0.0103 34 4 11 Pass 0.0115 30 4 13 Pass 0.0128 29 3 10 Pass 0.0141 27 3 11 Pass 0.0154 21 3 14 Pass 0.0167 17 3 17 Pass 0.0179 15 3 20 Pass 0.0192 13 2 15 Pass 0.0205 12 2 16 Pass 0.0218 11 2 18 Pass 0.0231 9 1 11 Pass 0.0243 8 1 12 Pass 0.0256 7 1 14 Pass 0.0269 7 1 14 Pass 0.0282 7 0 0 Pass 0.0295 7 0 0 Pass 0.0307 7 0 0 Pass 0.0320 7 0 0 Pass 0.0333 7 0 0 Pass 0.0346 6 0 0 Pass 0.0359 6 0 0 Pass 0.0372 6 0 0 Pass 0.0384 5 0 0 Pass 0.0397 5 0 0 Pass 0.0410 5 0 0 Pass 0.0423 5 0 0 Pass 0.0436 5 0 0 Pass 0.0448 5 0 0 Pass 0.0461 5 0 0 Pass 0.0474 5 0 0 Pass 0.0487 5 0 0 Pass 0.0500 4 0 0 Pass 0.0512 4 0 0 Pass 0.0525 4 0 0 Pass 0.0538 4 0 0 Pass 0.0551 4 0 0 Pass 0.0564 4 0 0 Pass 0.0576 4 0 0 Pass 0.0589 4 0 0 Pass 0.0602 4 0 0 Pass 0.0615 4 0 0 Pass 0.0628 4 0 0 Pass 0.0641 4 0 0 Pass 0.0653 4 0 0 Pass 0.0666 4 0 0 Pass 0.0679 4 0 0 Pass 0.0692 4 0 0 Pass 06141 11/18/2024 12:02:40 PM Page 40 0.0705 3 0 0 Pass 0.0717 3 0 0 Pass 0.0730 3 0 0 Pass 0.0743 3 0 0 Pass 0.0756 3 0 0 Pass 0.0769 3 0 0 Pass 0.0781 3 0 0 Pass 0.0794 3 0 0 Pass 0.0807 3 0 0 Pass 0.0820 3 0 0 Pass 0.0833 3 0 0 Pass 0.0846 3 0 0 Pass 0.0858 2 0 0 Pass 0.0871 2 0 0 Pass 0.0884 2 0 0 Pass 0.0897 2 0 0 Pass 0.0910 2 0 0 Pass 0.0922 2 0 0 Pass 0.0935 2 0 0 Pass 0.0948 2 0 0 Pass 0.0961 2 0 0 Pass 0.0974 2 0 0 Pass 0.0986 2 0 0 Pass 0.0999 2 0 0 Pass 0.1012 2 0 0 Pass 0.1025 2 0 0 Pass 0.1038 2 0 0 Pass 0.1050 2 0 0 Pass 0.1063 2 0 0 Pass 0.1076 2 0 0 Pass 0.1089 2 0 0 Pass 0.1102 2 0 0 Pass 0.1115 2 0 0 Pass 0.1127 2 0 0 Pass 0.1140 2 0 0 Pass 0.1153 2 0 0 Pass 0.1166 2 0 0 Pass 0.1179 2 0 0 Pass 0.1191 2 0 0 Pass 0.1204 2 0 0 Pass 0.1217 1 0 0 Pass 0.1230 1 0 0 Pass 0.1243 1 0 0 Pass 0.1255 1 0 0 Pass 0.1268 1 0 0 Pass 0.1281 1 0 0 Pass 0.1294 1 0 0 Pass 06141 11/18/2024 12:02:40 PM Page 41 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0 acre-feet On-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. Off-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. 06141 11/18/2024 12:02:40 PM Page 42 POC 2 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #2 Total Pervious Area:0.015 Total Impervious Area:0 Mitigated Landuse Totals for POC #2 Total Pervious Area:0 Total Impervious Area:0.014807 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #2 Return Period Flow(cfs) 2 year 0.00008 5 year 0.000286 10 year 0.000572 25 year 0.001222 50 year 0.002022 100 year 0.003204 Flow Frequency Return Periods for Mitigated. POC #2 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #2 Year Predeveloped Mitigated 06141 11/18/2024 12:03:45 PM Page 43 1956 0.000 0.000 1957 0.000 0.000 1958 0.000 0.000 1959 0.000 0.000 1960 0.000 0.000 1961 0.000 0.000 1962 0.000 0.000 1963 0.000 0.000 1964 0.000 0.000 1965 0.000 0.000 1966 0.000 0.000 1967 0.000 0.000 1968 0.000 0.000 1969 0.000 0.000 1970 0.000 0.000 1971 0.000 0.000 1972 0.000 0.000 1973 0.000 0.000 1974 0.000 0.000 1975 0.000 0.000 1976 0.000 0.000 1977 0.000 0.000 1978 0.000 0.000 1979 0.000 0.000 1980 0.000 0.000 1981 0.000 0.000 1982 0.000 0.000 1983 0.000 0.000 1984 0.000 0.000 1985 0.000 0.000 1986 0.000 0.000 1987 0.000 0.000 1988 0.000 0.000 1989 0.000 0.000 1990 0.001 0.000 1991 0.000 0.000 1992 0.000 0.000 1993 0.000 0.000 1994 0.000 0.000 1995 0.000 0.000 1996 0.001 0.000 1997 0.000 0.000 1998 0.000 0.000 1999 0.000 0.000 2000 0.000 0.000 2001 0.000 0.000 2002 0.000 0.000 2003 0.000 0.000 2004 0.003 0.000 2005 0.002 0.000 2006 0.001 0.000 2007 0.001 0.000 2008 0.000 0.000 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #2 Rank Predeveloped Mitigated 1 0.0031 0.0000 06141 11/18/2024 12:03:45 PM Page 44 2 0.0019 0.0000 3 0.0013 0.0000 4 0.0011 0.0000 5 0.0006 0.0000 6 0.0005 0.0000 7 0.0004 0.0000 8 0.0003 0.0000 9 0.0003 0.0000 10 0.0003 0.0000 11 0.0003 0.0000 12 0.0003 0.0000 13 0.0002 0.0000 14 0.0002 0.0000 15 0.0002 0.0000 16 0.0002 0.0000 17 0.0002 0.0000 18 0.0002 0.0000 19 0.0002 0.0000 20 0.0002 0.0000 21 0.0001 0.0000 22 0.0001 0.0000 23 0.0001 0.0000 24 0.0001 0.0000 25 0.0001 0.0000 26 0.0001 0.0000 27 0.0001 0.0000 28 0.0001 0.0000 29 0.0001 0.0000 30 0.0001 0.0000 31 0.0001 0.0000 32 0.0001 0.0000 33 0.0001 0.0000 34 0.0001 0.0000 35 0.0000 0.0000 36 0.0000 0.0000 37 0.0000 0.0000 38 0.0000 0.0000 39 0.0000 0.0000 40 0.0000 0.0000 41 0.0000 0.0000 42 0.0000 0.0000 43 0.0000 0.0000 44 0.0000 0.0000 45 0.0000 0.0000 46 0.0000 0.0000 47 0.0000 0.0000 48 0.0000 0.0000 49 0.0000 0.0000 50 0.0000 0.0000 51 0.0000 0.0000 52 0.0000 0.0000 53 0.0000 0.0000 06141 11/18/2024 12:03:45 PM Page 45 LID Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0000 10357 0 0 Pass 0.0000 9644 0 0 Pass 0.0000 8984 0 0 Pass 0.0000 8172 0 0 Pass 0.0000 7584 0 0 Pass 0.0000 7003 0 0 Pass 0.0000 6317 0 0 Pass 0.0000 5767 0 0 Pass 0.0000 5111 0 0 Pass 0.0000 4600 0 0 Pass 0.0000 4079 0 0 Pass 0.0000 3453 0 0 Pass 0.0000 3027 0 0 Pass 0.0000 2464 0 0 Pass 0.0000 2022 0 0 Pass 0.0000 1600 0 0 Pass 0.0000 1101 0 0 Pass 0.0000 752 0 0 Pass 0.0000 729 0 0 Pass 0.0000 714 0 0 Pass 0.0000 700 0 0 Pass 0.0000 686 0 0 Pass 0.0000 671 0 0 Pass 0.0000 649 0 0 Pass 0.0000 629 0 0 Pass 0.0000 617 0 0 Pass 0.0000 600 0 0 Pass 0.0000 588 0 0 Pass 0.0000 572 0 0 Pass 0.0000 561 0 0 Pass 0.0000 551 0 0 Pass 0.0000 539 0 0 Pass 0.0000 531 0 0 Pass 0.0000 520 0 0 Pass 0.0000 512 0 0 Pass 0.0000 499 0 0 Pass 0.0000 487 0 0 Pass 0.0000 478 0 0 Pass 0.0000 471 0 0 Pass 0.0000 459 0 0 Pass 0.0000 452 0 0 Pass 0.0000 449 0 0 Pass 0.0000 440 0 0 Pass 0.0000 433 0 0 Pass 0.0000 427 0 0 Pass 0.0000 421 0 0 Pass 0.0000 414 0 0 Pass 0.0000 409 0 0 Pass 0.0000 403 0 0 Pass 0.0000 397 0 0 Pass 0.0000 393 0 0 Pass 0.0000 386 0 0 Pass 0.0000 383 0 0 Pass 06141 11/18/2024 12:03:45 PM Page 46 0.0000 381 0 0 Pass 0.0000 374 0 0 Pass 0.0000 369 0 0 Pass 0.0000 365 0 0 Pass 0.0000 357 0 0 Pass 0.0000 353 0 0 Pass 0.0000 350 0 0 Pass 0.0000 350 0 0 Pass 0.0000 346 0 0 Pass 0.0000 341 0 0 Pass 0.0000 340 0 0 Pass 0.0000 336 0 0 Pass 0.0000 335 0 0 Pass 0.0000 327 0 0 Pass 0.0000 324 0 0 Pass 0.0000 321 0 0 Pass 0.0000 317 0 0 Pass 0.0000 314 0 0 Pass 0.0000 310 0 0 Pass 0.0000 306 0 0 Pass 0.0000 304 0 0 Pass 0.0000 300 0 0 Pass 0.0000 298 0 0 Pass 0.0000 294 0 0 Pass 0.0000 291 0 0 Pass 0.0000 289 0 0 Pass 0.0000 282 0 0 Pass 0.0000 282 0 0 Pass 0.0000 280 0 0 Pass 0.0000 278 0 0 Pass 0.0000 277 0 0 Pass 0.0000 273 0 0 Pass 0.0000 271 0 0 Pass 0.0000 269 0 0 Pass 0.0000 268 0 0 Pass 0.0000 265 0 0 Pass 0.0000 262 0 0 Pass 0.0000 261 0 0 Pass 0.0000 258 0 0 Pass 0.0000 256 0 0 Pass 0.0000 254 0 0 Pass 0.0000 249 0 0 Pass 0.0000 241 0 0 Pass 0.0000 241 0 0 Pass 0.0000 239 0 0 Pass 0.0000 239 0 0 Pass 0.0000 236 0 0 Pass 06141 11/18/2024 12:03:56 PM Page 47 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0000 236 0 0 Pass 0.0001 141 0 0 Pass 0.0001 95 0 0 Pass 0.0001 70 0 0 Pass 0.0001 53 0 0 Pass 0.0001 44 0 0 Pass 0.0002 34 0 0 Pass 0.0002 30 0 0 Pass 0.0002 29 0 0 Pass 0.0002 27 0 0 Pass 0.0002 21 0 0 Pass 0.0003 17 0 0 Pass 0.0003 15 0 0 Pass 0.0003 13 0 0 Pass 0.0003 12 0 0 Pass 0.0003 11 0 0 Pass 0.0004 9 0 0 Pass 0.0004 8 0 0 Pass 0.0004 7 0 0 Pass 0.0004 7 0 0 Pass 0.0004 7 0 0 Pass 0.0005 7 0 0 Pass 0.0005 7 0 0 Pass 0.0005 7 0 0 Pass 0.0005 7 0 0 Pass 0.0005 6 0 0 Pass 0.0006 6 0 0 Pass 0.0006 6 0 0 Pass 0.0006 5 0 0 Pass 0.0006 5 0 0 Pass 0.0006 5 0 0 Pass 0.0007 5 0 0 Pass 0.0007 5 0 0 Pass 0.0007 5 0 0 Pass 0.0007 5 0 0 Pass 0.0007 5 0 0 Pass 0.0008 5 0 0 Pass 0.0008 4 0 0 Pass 0.0008 4 0 0 Pass 0.0008 4 0 0 Pass 0.0008 4 0 0 Pass 0.0009 4 0 0 Pass 0.0009 4 0 0 Pass 0.0009 4 0 0 Pass 0.0009 4 0 0 Pass 0.0009 4 0 0 Pass 0.0010 4 0 0 Pass 0.0010 4 0 0 Pass 0.0010 4 0 0 Pass 0.0010 4 0 0 Pass 0.0010 4 0 0 Pass 0.0011 4 0 0 Pass 0.0011 4 0 0 Pass 06141 11/18/2024 12:03:56 PM Page 48 0.0011 3 0 0 Pass 0.0011 3 0 0 Pass 0.0011 3 0 0 Pass 0.0012 3 0 0 Pass 0.0012 3 0 0 Pass 0.0012 3 0 0 Pass 0.0012 3 0 0 Pass 0.0012 3 0 0 Pass 0.0013 3 0 0 Pass 0.0013 3 0 0 Pass 0.0013 3 0 0 Pass 0.0013 3 0 0 Pass 0.0013 2 0 0 Pass 0.0014 2 0 0 Pass 0.0014 2 0 0 Pass 0.0014 2 0 0 Pass 0.0014 2 0 0 Pass 0.0014 2 0 0 Pass 0.0015 2 0 0 Pass 0.0015 2 0 0 Pass 0.0015 2 0 0 Pass 0.0015 2 0 0 Pass 0.0015 2 0 0 Pass 0.0016 2 0 0 Pass 0.0016 2 0 0 Pass 0.0016 2 0 0 Pass 0.0016 2 0 0 Pass 0.0016 2 0 0 Pass 0.0017 2 0 0 Pass 0.0017 2 0 0 Pass 0.0017 2 0 0 Pass 0.0017 2 0 0 Pass 0.0017 2 0 0 Pass 0.0018 2 0 0 Pass 0.0018 2 0 0 Pass 0.0018 2 0 0 Pass 0.0018 2 0 0 Pass 0.0018 2 0 0 Pass 0.0019 2 0 0 Pass 0.0019 2 0 0 Pass 0.0019 1 0 0 Pass 0.0019 1 0 0 Pass 0.0019 1 0 0 Pass 0.0020 1 0 0 Pass 0.0020 1 0 0 Pass 0.0020 1 0 0 Pass 0.0020 1 0 0 Pass 06141 11/18/2024 12:03:56 PM Page 49 Water Quality Water Quality BMP Flow and Volume for POC #2 On-line facility volume:0 acre-feet On-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. Off-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. 06141 11/18/2024 12:03:56 PM Page 50 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. 06141 11/18/2024 12:03:56 PM Page 51 Appendix Predeveloped Schematic 06141 11/18/2024 12:03:57 PM Page 52 Mitigated Schematic 06141 11/18/2024 12:03:58 PM Page 53 Predeveloped UCI File RUN GLOBAL WWHM4 model simulation START 1955 10 01 END 2008 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 06141.wdm MESSU 25 Pre06141.MES 27 Pre06141.L61 28 Pre06141.L62 30 POC061411.dat 31 POC061412.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 1 COPY 501 COPY 502 DISPLY 1 DISPLY 2 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 TDA#1 MAX 1 2 30 9 2 TDA#2 MAX 1 2 31 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 502 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 1 A/B, Forest, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 1 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO 06141 11/18/2024 12:03:58 PM Page 54 <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 1 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 1 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 1 0 5 2 400 0.05 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 1 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 1 0.2 0.5 0.35 0 0.7 0.7 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 1 0 0 0 0 3 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 06141 11/18/2024 12:03:58 PM Page 55 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** TDA#1*** PERLND 1 0.96 COPY 501 12 PERLND 1 0.96 COPY 501 13 TDA#2*** PERLND 1 0.015 COPY 502 12 PERLND 1 0.015 COPY 502 13 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 COPY 502 OUTPUT MEAN 1 1 48.4 DISPLY 2 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS 06141 11/18/2024 12:03:58 PM Page 56 END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL COPY 502 OUTPUT MEAN 1 1 48.4 WDM 502 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 END MASS-LINK END RUN 06141 11/18/2024 12:03:58 PM Page 57 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1955 10 01 END 2008 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 06141.wdm MESSU 25 Mit06141.MES 27 Mit06141.L61 28 Mit06141.L62 31 POC061412.dat 30 POC061411.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 4 IMPLND 4 IMPLND 5 IMPLND 8 IMPLND 26 RCHRES 1 RCHRES 2 RCHRES 3 RCHRES 4 RCHRES 5 RCHRES 6 RCHRES 7 COPY 2 COPY 502 COPY 602 COPY 1 COPY 501 COPY 601 DISPLY 2 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 2 TDA#2 MAX 1 2 31 9 1 Lot 1 Infil MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 2 1 1 502 1 1 602 1 1 501 1 1 601 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** 06141 11/18/2024 12:03:58 PM Page 58 END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 4 A/B, Pasture, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 4 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 4 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 4 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 4 0 5 1.5 400 0.05 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 4 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 4 0.15 0.5 0.3 0 0.7 0.4 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 4 0 0 0 0 3 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 4 ROOF TOPS/FLAT 1 1 1 27 0 5 DRIVEWAYS/FLAT 1 1 1 27 0 8 SIDEWALKS/FLAT 1 1 1 27 0 26 Porous Pavement 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 06141 11/18/2024 12:03:58 PM Page 59 4 0 0 1 0 0 0 5 0 0 1 0 0 0 8 0 0 1 0 0 0 26 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 4 0 0 4 0 0 4 1 9 5 0 0 4 0 0 0 1 9 8 0 0 4 0 0 0 1 9 26 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 4 0 0 0 0 0 5 0 0 0 0 0 8 0 0 0 0 0 26 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 4 400 0.01 0.1 0.1 5 400 0.01 0.1 0.1 8 400 0.01 0.1 0.1 26 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 4 0 0 5 0 0 8 0 0 26 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 4 0 0 5 0 0 8 0 0 26 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Lot 1*** PERLND 4 0.011 RCHRES 2 2 PERLND 4 0.011 RCHRES 2 3 IMPLND 4 0.103 RCHRES 2 5 IMPLND 5 0.011 RCHRES 2 5 Lot 2*** PERLND 4 0.011 RCHRES 3 2 PERLND 4 0.011 RCHRES 3 3 IMPLND 4 0.103 RCHRES 3 5 IMPLND 5 0.011 RCHRES 3 5 Lot 3*** PERLND 4 0.011 RCHRES 4 2 PERLND 4 0.011 RCHRES 4 3 IMPLND 4 0.103 RCHRES 4 5 06141 11/18/2024 12:03:58 PM Page 60 IMPLND 5 0.011 RCHRES 4 5 Lot 4*** PERLND 4 0.021 RCHRES 5 2 PERLND 4 0.021 RCHRES 5 3 IMPLND 4 0.103 RCHRES 5 5 IMPLND 5 0.011 RCHRES 5 5 Lot 5*** PERLND 4 0.066 RCHRES 6 2 PERLND 4 0.066 RCHRES 6 3 IMPLND 4 0.103 RCHRES 6 5 IMPLND 5 0.011 RCHRES 6 5 Lot 6*** PERLND 4 0.076 RCHRES 7 2 PERLND 4 0.076 RCHRES 7 3 IMPLND 4 0.103 RCHRES 7 5 IMPLND 5 0.011 RCHRES 7 5 IMPLND 8 0.014 RCHRES 7 5 IMPLND 26 0.0148 RCHRES 1 5 Bypass TDA#1*** PERLND 4 0.066 COPY 501 12 PERLND 4 0.066 COPY 601 12 PERLND 4 0.066 COPY 501 13 PERLND 4 0.066 COPY 601 13 ******Routing****** PERLND 4 0.011 COPY 1 12 IMPLND 4 0.103 COPY 1 15 IMPLND 5 0.011 COPY 1 15 PERLND 4 0.011 COPY 1 13 PERLND 4 0.011 COPY 1 12 IMPLND 4 0.103 COPY 1 15 IMPLND 5 0.011 COPY 1 15 PERLND 4 0.011 COPY 1 13 PERLND 4 0.011 COPY 1 12 IMPLND 4 0.103 COPY 1 15 IMPLND 5 0.011 COPY 1 15 PERLND 4 0.011 COPY 1 13 PERLND 4 0.021 COPY 1 12 IMPLND 4 0.103 COPY 1 15 IMPLND 5 0.011 COPY 1 15 PERLND 4 0.021 COPY 1 13 PERLND 4 0.066 COPY 1 12 IMPLND 4 0.103 COPY 1 15 IMPLND 5 0.011 COPY 1 15 PERLND 4 0.066 COPY 1 13 PERLND 4 0.076 COPY 1 12 IMPLND 4 0.103 COPY 1 15 IMPLND 5 0.011 COPY 1 15 IMPLND 8 0.014 COPY 1 15 PERLND 4 0.076 COPY 1 13 RCHRES 2 1 COPY 501 17 RCHRES 3 1 COPY 501 17 RCHRES 4 1 COPY 501 17 RCHRES 5 1 COPY 501 17 RCHRES 6 1 COPY 501 17 RCHRES 7 1 COPY 501 17 RCHRES 1 1 COPY 502 17 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 502 OUTPUT MEAN 1 1 48.4 DISPLY 2 INPUT TIMSER 1 COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK 06141 11/18/2024 12:03:58 PM Page 61 RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** 1 TDA#2 2 1 1 1 28 0 1 2 Lot 1 Infil 2 1 1 1 28 0 1 3 Lot 2 Infil 2 1 1 1 28 0 1 4 Lot 3 Infil 2 1 1 1 28 0 1 5 Lot 4 Infil 2 1 1 1 28 0 1 6 Lot 5 Infil 2 1 1 1 28 0 1 7 Lot 6 Infil 2 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0 0 3 1 0 0 0 0 0 0 0 0 0 4 1 0 0 0 0 0 0 0 0 0 5 1 0 0 0 0 0 0 0 0 0 6 1 0 0 0 0 0 0 0 0 0 7 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 2 4 0 0 0 0 0 0 0 0 0 1 9 3 4 0 0 0 0 0 0 0 0 0 1 9 4 4 0 0 0 0 0 0 0 0 0 1 9 5 4 0 0 0 0 0 0 0 0 0 1 9 6 4 0 0 0 0 0 0 0 0 0 1 9 7 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 2 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 3 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 4 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 5 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 6 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 7 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.02 0.0 0.0 0.5 0.0 2 2 0.01 0.0 0.0 0.5 0.0 3 3 0.01 0.0 0.0 0.5 0.0 4 4 0.01 0.0 0.0 0.5 0.0 5 5 0.01 0.0 0.0 0.5 0.0 6 6 0.01 0.0 0.0 0.5 0.0 7 7 0.01 0.0 0.0 0.5 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 06141 11/18/2024 12:03:58 PM Page 62 1 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 2 92 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.002755 0.000000 0.000000 0.000000 0.044444 0.002755 0.000040 0.000000 0.083333 0.088889 0.002755 0.000081 0.000000 0.083333 0.133333 0.002755 0.000121 0.000000 0.083333 0.177778 0.002755 0.000162 0.000000 0.083333 0.222222 0.002755 0.000202 0.000000 0.083333 0.266667 0.002755 0.000242 0.000000 0.083333 0.311111 0.002755 0.000283 0.000000 0.083333 0.355556 0.002755 0.000323 0.000000 0.083333 0.400000 0.002755 0.000364 0.000000 0.083333 0.444444 0.002755 0.000404 0.000000 0.083333 0.488889 0.002755 0.000444 0.000000 0.083333 0.533333 0.002755 0.000485 0.000000 0.083333 0.577778 0.002755 0.000525 0.000000 0.083333 0.622222 0.002755 0.000566 0.000000 0.083333 0.666667 0.002755 0.000606 0.000000 0.083333 0.711111 0.002755 0.000646 0.000000 0.083333 0.755556 0.002755 0.000687 0.000000 0.083333 0.800000 0.002755 0.000727 0.000000 0.083333 0.844444 0.002755 0.000768 0.000000 0.083333 0.888889 0.002755 0.000808 0.000000 0.083333 0.933333 0.002755 0.000848 0.000000 0.083333 0.977778 0.002755 0.000889 0.000000 0.083333 1.022222 0.002755 0.000929 0.000000 0.083333 1.066667 0.002755 0.000970 0.000000 0.083333 1.111111 0.002755 0.001010 0.000000 0.083333 1.155556 0.002755 0.001051 0.000000 0.083333 1.200000 0.002755 0.001091 0.000000 0.083333 1.244444 0.002755 0.001131 0.000000 0.083333 1.288889 0.002755 0.001172 0.000000 0.083333 1.333333 0.002755 0.001212 0.000000 0.083333 1.377778 0.002755 0.001253 0.000000 0.083333 1.422222 0.002755 0.001293 0.000000 0.083333 1.466667 0.002755 0.001333 0.000000 0.083333 1.511111 0.002755 0.001374 0.000000 0.083333 1.555556 0.002755 0.001414 0.000000 0.083333 1.600000 0.002755 0.001455 0.000000 0.083333 1.644444 0.002755 0.001495 0.000000 0.083333 1.688889 0.002755 0.001535 0.000000 0.083333 1.733333 0.002755 0.001576 0.000000 0.083333 1.777778 0.002755 0.001616 0.000000 0.083333 1.822222 0.002755 0.001657 0.000000 0.083333 1.866667 0.002755 0.001697 0.000000 0.083333 1.911111 0.002755 0.001737 0.000000 0.083333 1.955556 0.002755 0.001778 0.000000 0.083333 2.000000 0.002755 0.001818 0.000000 0.083333 2.044444 0.002755 0.001859 0.000000 0.083333 2.088889 0.002755 0.001899 0.000000 0.083333 2.133333 0.002755 0.001939 0.000000 0.083333 2.177778 0.002755 0.001980 0.000000 0.083333 2.222222 0.002755 0.002020 0.000000 0.083333 2.266667 0.002755 0.002061 0.000000 0.083333 2.311111 0.002755 0.002101 0.000000 0.083333 06141 11/18/2024 12:03:58 PM Page 63 2.355556 0.002755 0.002141 0.000000 0.083333 2.400000 0.002755 0.002182 0.000000 0.083333 2.444444 0.002755 0.002222 0.000000 0.083333 2.488889 0.002755 0.002263 0.000000 0.083333 2.533333 0.002755 0.002303 0.000000 0.083333 2.577778 0.002755 0.002343 0.000000 0.083333 2.622222 0.002755 0.002384 0.000000 0.083333 2.666667 0.002755 0.002424 0.000000 0.083333 2.711111 0.002755 0.002465 0.000000 0.083333 2.755556 0.002755 0.002505 0.000000 0.083333 2.800000 0.002755 0.002545 0.000000 0.083333 2.844444 0.002755 0.002586 0.000000 0.083333 2.888889 0.002755 0.002626 0.000000 0.083333 2.933333 0.002755 0.002667 0.000000 0.083333 2.977778 0.002755 0.002707 0.000000 0.083333 3.022222 0.002755 0.002830 0.035147 0.083333 3.066667 0.002755 0.002952 0.182234 0.083333 3.111111 0.002755 0.003074 0.389839 0.083333 3.155556 0.002755 0.003197 0.637321 0.083333 3.200000 0.002755 0.003319 0.907676 0.083333 3.244444 0.002755 0.003442 1.183559 0.083333 3.288889 0.002755 0.003564 1.447495 0.083333 3.333333 0.002755 0.003687 1.683468 0.083333 3.377778 0.002755 0.003809 1.879270 0.083333 3.422222 0.002755 0.003931 2.029388 0.083333 3.466667 0.002755 0.004054 2.138326 0.083333 3.511111 0.002755 0.004176 2.251735 0.083333 3.555556 0.002755 0.004299 2.347596 0.083333 3.600000 0.002755 0.004421 2.439693 0.083333 3.644444 0.002755 0.004544 2.528438 0.083333 3.688889 0.002755 0.004666 2.614172 0.083333 3.733333 0.002755 0.004788 2.697182 0.083333 3.777778 0.002755 0.004911 2.777713 0.083333 3.822222 0.002755 0.005033 2.855973 0.083333 3.866667 0.002755 0.005156 2.932146 0.083333 3.911111 0.002755 0.005278 3.006389 0.083333 3.955556 0.002755 0.005401 3.078843 0.083333 4.000000 0.002755 0.005523 3.149630 0.083333 4.044444 0.002755 0.005646 3.218861 0.083333 END FTABLE 2 FTABLE 3 92 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.002755 0.000000 0.000000 0.000000 0.044444 0.002755 0.000040 0.000000 0.083333 0.088889 0.002755 0.000081 0.000000 0.083333 0.133333 0.002755 0.000121 0.000000 0.083333 0.177778 0.002755 0.000162 0.000000 0.083333 0.222222 0.002755 0.000202 0.000000 0.083333 0.266667 0.002755 0.000242 0.000000 0.083333 0.311111 0.002755 0.000283 0.000000 0.083333 0.355556 0.002755 0.000323 0.000000 0.083333 0.400000 0.002755 0.000364 0.000000 0.083333 0.444444 0.002755 0.000404 0.000000 0.083333 0.488889 0.002755 0.000444 0.000000 0.083333 0.533333 0.002755 0.000485 0.000000 0.083333 0.577778 0.002755 0.000525 0.000000 0.083333 0.622222 0.002755 0.000566 0.000000 0.083333 0.666667 0.002755 0.000606 0.000000 0.083333 0.711111 0.002755 0.000646 0.000000 0.083333 0.755556 0.002755 0.000687 0.000000 0.083333 0.800000 0.002755 0.000727 0.000000 0.083333 0.844444 0.002755 0.000768 0.000000 0.083333 0.888889 0.002755 0.000808 0.000000 0.083333 0.933333 0.002755 0.000848 0.000000 0.083333 0.977778 0.002755 0.000889 0.000000 0.083333 1.022222 0.002755 0.000929 0.000000 0.083333 1.066667 0.002755 0.000970 0.000000 0.083333 1.111111 0.002755 0.001010 0.000000 0.083333 06141 11/18/2024 12:03:58 PM Page 64 1.155556 0.002755 0.001051 0.000000 0.083333 1.200000 0.002755 0.001091 0.000000 0.083333 1.244444 0.002755 0.001131 0.000000 0.083333 1.288889 0.002755 0.001172 0.000000 0.083333 1.333333 0.002755 0.001212 0.000000 0.083333 1.377778 0.002755 0.001253 0.000000 0.083333 1.422222 0.002755 0.001293 0.000000 0.083333 1.466667 0.002755 0.001333 0.000000 0.083333 1.511111 0.002755 0.001374 0.000000 0.083333 1.555556 0.002755 0.001414 0.000000 0.083333 1.600000 0.002755 0.001455 0.000000 0.083333 1.644444 0.002755 0.001495 0.000000 0.083333 1.688889 0.002755 0.001535 0.000000 0.083333 1.733333 0.002755 0.001576 0.000000 0.083333 1.777778 0.002755 0.001616 0.000000 0.083333 1.822222 0.002755 0.001657 0.000000 0.083333 1.866667 0.002755 0.001697 0.000000 0.083333 1.911111 0.002755 0.001737 0.000000 0.083333 1.955556 0.002755 0.001778 0.000000 0.083333 2.000000 0.002755 0.001818 0.000000 0.083333 2.044444 0.002755 0.001859 0.000000 0.083333 2.088889 0.002755 0.001899 0.000000 0.083333 2.133333 0.002755 0.001939 0.000000 0.083333 2.177778 0.002755 0.001980 0.000000 0.083333 2.222222 0.002755 0.002020 0.000000 0.083333 2.266667 0.002755 0.002061 0.000000 0.083333 2.311111 0.002755 0.002101 0.000000 0.083333 2.355556 0.002755 0.002141 0.000000 0.083333 2.400000 0.002755 0.002182 0.000000 0.083333 2.444444 0.002755 0.002222 0.000000 0.083333 2.488889 0.002755 0.002263 0.000000 0.083333 2.533333 0.002755 0.002303 0.000000 0.083333 2.577778 0.002755 0.002343 0.000000 0.083333 2.622222 0.002755 0.002384 0.000000 0.083333 2.666667 0.002755 0.002424 0.000000 0.083333 2.711111 0.002755 0.002465 0.000000 0.083333 2.755556 0.002755 0.002505 0.000000 0.083333 2.800000 0.002755 0.002545 0.000000 0.083333 2.844444 0.002755 0.002586 0.000000 0.083333 2.888889 0.002755 0.002626 0.000000 0.083333 2.933333 0.002755 0.002667 0.000000 0.083333 2.977778 0.002755 0.002707 0.000000 0.083333 3.022222 0.002755 0.002830 0.035147 0.083333 3.066667 0.002755 0.002952 0.182234 0.083333 3.111111 0.002755 0.003074 0.389839 0.083333 3.155556 0.002755 0.003197 0.637321 0.083333 3.200000 0.002755 0.003319 0.907676 0.083333 3.244444 0.002755 0.003442 1.183559 0.083333 3.288889 0.002755 0.003564 1.447495 0.083333 3.333333 0.002755 0.003687 1.683468 0.083333 3.377778 0.002755 0.003809 1.879270 0.083333 3.422222 0.002755 0.003931 2.029388 0.083333 3.466667 0.002755 0.004054 2.138326 0.083333 3.511111 0.002755 0.004176 2.251735 0.083333 3.555556 0.002755 0.004299 2.347596 0.083333 3.600000 0.002755 0.004421 2.439693 0.083333 3.644444 0.002755 0.004544 2.528438 0.083333 3.688889 0.002755 0.004666 2.614172 0.083333 3.733333 0.002755 0.004788 2.697182 0.083333 3.777778 0.002755 0.004911 2.777713 0.083333 3.822222 0.002755 0.005033 2.855973 0.083333 3.866667 0.002755 0.005156 2.932146 0.083333 3.911111 0.002755 0.005278 3.006389 0.083333 3.955556 0.002755 0.005401 3.078843 0.083333 4.000000 0.002755 0.005523 3.149630 0.083333 4.044444 0.002755 0.005646 3.218861 0.083333 END FTABLE 3 FTABLE 4 92 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** 06141 11/18/2024 12:03:58 PM Page 65 (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.002755 0.000000 0.000000 0.000000 0.044444 0.002755 0.000040 0.000000 0.083333 0.088889 0.002755 0.000081 0.000000 0.083333 0.133333 0.002755 0.000121 0.000000 0.083333 0.177778 0.002755 0.000162 0.000000 0.083333 0.222222 0.002755 0.000202 0.000000 0.083333 0.266667 0.002755 0.000242 0.000000 0.083333 0.311111 0.002755 0.000283 0.000000 0.083333 0.355556 0.002755 0.000323 0.000000 0.083333 0.400000 0.002755 0.000364 0.000000 0.083333 0.444444 0.002755 0.000404 0.000000 0.083333 0.488889 0.002755 0.000444 0.000000 0.083333 0.533333 0.002755 0.000485 0.000000 0.083333 0.577778 0.002755 0.000525 0.000000 0.083333 0.622222 0.002755 0.000566 0.000000 0.083333 0.666667 0.002755 0.000606 0.000000 0.083333 0.711111 0.002755 0.000646 0.000000 0.083333 0.755556 0.002755 0.000687 0.000000 0.083333 0.800000 0.002755 0.000727 0.000000 0.083333 0.844444 0.002755 0.000768 0.000000 0.083333 0.888889 0.002755 0.000808 0.000000 0.083333 0.933333 0.002755 0.000848 0.000000 0.083333 0.977778 0.002755 0.000889 0.000000 0.083333 1.022222 0.002755 0.000929 0.000000 0.083333 1.066667 0.002755 0.000970 0.000000 0.083333 1.111111 0.002755 0.001010 0.000000 0.083333 1.155556 0.002755 0.001051 0.000000 0.083333 1.200000 0.002755 0.001091 0.000000 0.083333 1.244444 0.002755 0.001131 0.000000 0.083333 1.288889 0.002755 0.001172 0.000000 0.083333 1.333333 0.002755 0.001212 0.000000 0.083333 1.377778 0.002755 0.001253 0.000000 0.083333 1.422222 0.002755 0.001293 0.000000 0.083333 1.466667 0.002755 0.001333 0.000000 0.083333 1.511111 0.002755 0.001374 0.000000 0.083333 1.555556 0.002755 0.001414 0.000000 0.083333 1.600000 0.002755 0.001455 0.000000 0.083333 1.644444 0.002755 0.001495 0.000000 0.083333 1.688889 0.002755 0.001535 0.000000 0.083333 1.733333 0.002755 0.001576 0.000000 0.083333 1.777778 0.002755 0.001616 0.000000 0.083333 1.822222 0.002755 0.001657 0.000000 0.083333 1.866667 0.002755 0.001697 0.000000 0.083333 1.911111 0.002755 0.001737 0.000000 0.083333 1.955556 0.002755 0.001778 0.000000 0.083333 2.000000 0.002755 0.001818 0.000000 0.083333 2.044444 0.002755 0.001859 0.000000 0.083333 2.088889 0.002755 0.001899 0.000000 0.083333 2.133333 0.002755 0.001939 0.000000 0.083333 2.177778 0.002755 0.001980 0.000000 0.083333 2.222222 0.002755 0.002020 0.000000 0.083333 2.266667 0.002755 0.002061 0.000000 0.083333 2.311111 0.002755 0.002101 0.000000 0.083333 2.355556 0.002755 0.002141 0.000000 0.083333 2.400000 0.002755 0.002182 0.000000 0.083333 2.444444 0.002755 0.002222 0.000000 0.083333 2.488889 0.002755 0.002263 0.000000 0.083333 2.533333 0.002755 0.002303 0.000000 0.083333 2.577778 0.002755 0.002343 0.000000 0.083333 2.622222 0.002755 0.002384 0.000000 0.083333 2.666667 0.002755 0.002424 0.000000 0.083333 2.711111 0.002755 0.002465 0.000000 0.083333 2.755556 0.002755 0.002505 0.000000 0.083333 2.800000 0.002755 0.002545 0.000000 0.083333 2.844444 0.002755 0.002586 0.000000 0.083333 2.888889 0.002755 0.002626 0.000000 0.083333 2.933333 0.002755 0.002667 0.000000 0.083333 2.977778 0.002755 0.002707 0.000000 0.083333 3.022222 0.002755 0.002830 0.035147 0.083333 06141 11/18/2024 12:03:58 PM Page 66 3.066667 0.002755 0.002952 0.182234 0.083333 3.111111 0.002755 0.003074 0.389839 0.083333 3.155556 0.002755 0.003197 0.637321 0.083333 3.200000 0.002755 0.003319 0.907676 0.083333 3.244444 0.002755 0.003442 1.183559 0.083333 3.288889 0.002755 0.003564 1.447495 0.083333 3.333333 0.002755 0.003687 1.683468 0.083333 3.377778 0.002755 0.003809 1.879270 0.083333 3.422222 0.002755 0.003931 2.029388 0.083333 3.466667 0.002755 0.004054 2.138326 0.083333 3.511111 0.002755 0.004176 2.251735 0.083333 3.555556 0.002755 0.004299 2.347596 0.083333 3.600000 0.002755 0.004421 2.439693 0.083333 3.644444 0.002755 0.004544 2.528438 0.083333 3.688889 0.002755 0.004666 2.614172 0.083333 3.733333 0.002755 0.004788 2.697182 0.083333 3.777778 0.002755 0.004911 2.777713 0.083333 3.822222 0.002755 0.005033 2.855973 0.083333 3.866667 0.002755 0.005156 2.932146 0.083333 3.911111 0.002755 0.005278 3.006389 0.083333 3.955556 0.002755 0.005401 3.078843 0.083333 4.000000 0.002755 0.005523 3.149630 0.083333 4.044444 0.002755 0.005646 3.218861 0.083333 END FTABLE 4 FTABLE 5 92 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.002755 0.000000 0.000000 0.000000 0.044444 0.002755 0.000040 0.000000 0.083333 0.088889 0.002755 0.000081 0.000000 0.083333 0.133333 0.002755 0.000121 0.000000 0.083333 0.177778 0.002755 0.000162 0.000000 0.083333 0.222222 0.002755 0.000202 0.000000 0.083333 0.266667 0.002755 0.000242 0.000000 0.083333 0.311111 0.002755 0.000283 0.000000 0.083333 0.355556 0.002755 0.000323 0.000000 0.083333 0.400000 0.002755 0.000364 0.000000 0.083333 0.444444 0.002755 0.000404 0.000000 0.083333 0.488889 0.002755 0.000444 0.000000 0.083333 0.533333 0.002755 0.000485 0.000000 0.083333 0.577778 0.002755 0.000525 0.000000 0.083333 0.622222 0.002755 0.000566 0.000000 0.083333 0.666667 0.002755 0.000606 0.000000 0.083333 0.711111 0.002755 0.000646 0.000000 0.083333 0.755556 0.002755 0.000687 0.000000 0.083333 0.800000 0.002755 0.000727 0.000000 0.083333 0.844444 0.002755 0.000768 0.000000 0.083333 0.888889 0.002755 0.000808 0.000000 0.083333 0.933333 0.002755 0.000848 0.000000 0.083333 0.977778 0.002755 0.000889 0.000000 0.083333 1.022222 0.002755 0.000929 0.000000 0.083333 1.066667 0.002755 0.000970 0.000000 0.083333 1.111111 0.002755 0.001010 0.000000 0.083333 1.155556 0.002755 0.001051 0.000000 0.083333 1.200000 0.002755 0.001091 0.000000 0.083333 1.244444 0.002755 0.001131 0.000000 0.083333 1.288889 0.002755 0.001172 0.000000 0.083333 1.333333 0.002755 0.001212 0.000000 0.083333 1.377778 0.002755 0.001253 0.000000 0.083333 1.422222 0.002755 0.001293 0.000000 0.083333 1.466667 0.002755 0.001333 0.000000 0.083333 1.511111 0.002755 0.001374 0.000000 0.083333 1.555556 0.002755 0.001414 0.000000 0.083333 1.600000 0.002755 0.001455 0.000000 0.083333 1.644444 0.002755 0.001495 0.000000 0.083333 1.688889 0.002755 0.001535 0.000000 0.083333 1.733333 0.002755 0.001576 0.000000 0.083333 1.777778 0.002755 0.001616 0.000000 0.083333 1.822222 0.002755 0.001657 0.000000 0.083333 06141 11/18/2024 12:03:58 PM Page 67 1.866667 0.002755 0.001697 0.000000 0.083333 1.911111 0.002755 0.001737 0.000000 0.083333 1.955556 0.002755 0.001778 0.000000 0.083333 2.000000 0.002755 0.001818 0.000000 0.083333 2.044444 0.002755 0.001859 0.000000 0.083333 2.088889 0.002755 0.001899 0.000000 0.083333 2.133333 0.002755 0.001939 0.000000 0.083333 2.177778 0.002755 0.001980 0.000000 0.083333 2.222222 0.002755 0.002020 0.000000 0.083333 2.266667 0.002755 0.002061 0.000000 0.083333 2.311111 0.002755 0.002101 0.000000 0.083333 2.355556 0.002755 0.002141 0.000000 0.083333 2.400000 0.002755 0.002182 0.000000 0.083333 2.444444 0.002755 0.002222 0.000000 0.083333 2.488889 0.002755 0.002263 0.000000 0.083333 2.533333 0.002755 0.002303 0.000000 0.083333 2.577778 0.002755 0.002343 0.000000 0.083333 2.622222 0.002755 0.002384 0.000000 0.083333 2.666667 0.002755 0.002424 0.000000 0.083333 2.711111 0.002755 0.002465 0.000000 0.083333 2.755556 0.002755 0.002505 0.000000 0.083333 2.800000 0.002755 0.002545 0.000000 0.083333 2.844444 0.002755 0.002586 0.000000 0.083333 2.888889 0.002755 0.002626 0.000000 0.083333 2.933333 0.002755 0.002667 0.000000 0.083333 2.977778 0.002755 0.002707 0.000000 0.083333 3.022222 0.002755 0.002830 0.035147 0.083333 3.066667 0.002755 0.002952 0.182234 0.083333 3.111111 0.002755 0.003074 0.389839 0.083333 3.155556 0.002755 0.003197 0.637321 0.083333 3.200000 0.002755 0.003319 0.907676 0.083333 3.244444 0.002755 0.003442 1.183559 0.083333 3.288889 0.002755 0.003564 1.447495 0.083333 3.333333 0.002755 0.003687 1.683468 0.083333 3.377778 0.002755 0.003809 1.879270 0.083333 3.422222 0.002755 0.003931 2.029388 0.083333 3.466667 0.002755 0.004054 2.138326 0.083333 3.511111 0.002755 0.004176 2.251735 0.083333 3.555556 0.002755 0.004299 2.347596 0.083333 3.600000 0.002755 0.004421 2.439693 0.083333 3.644444 0.002755 0.004544 2.528438 0.083333 3.688889 0.002755 0.004666 2.614172 0.083333 3.733333 0.002755 0.004788 2.697182 0.083333 3.777778 0.002755 0.004911 2.777713 0.083333 3.822222 0.002755 0.005033 2.855973 0.083333 3.866667 0.002755 0.005156 2.932146 0.083333 3.911111 0.002755 0.005278 3.006389 0.083333 3.955556 0.002755 0.005401 3.078843 0.083333 4.000000 0.002755 0.005523 3.149630 0.083333 4.044444 0.002755 0.005646 3.218861 0.083333 END FTABLE 5 FTABLE 6 92 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.002755 0.000000 0.000000 0.000000 0.044444 0.002755 0.000040 0.000000 0.083333 0.088889 0.002755 0.000081 0.000000 0.083333 0.133333 0.002755 0.000121 0.000000 0.083333 0.177778 0.002755 0.000162 0.000000 0.083333 0.222222 0.002755 0.000202 0.000000 0.083333 0.266667 0.002755 0.000242 0.000000 0.083333 0.311111 0.002755 0.000283 0.000000 0.083333 0.355556 0.002755 0.000323 0.000000 0.083333 0.400000 0.002755 0.000364 0.000000 0.083333 0.444444 0.002755 0.000404 0.000000 0.083333 0.488889 0.002755 0.000444 0.000000 0.083333 0.533333 0.002755 0.000485 0.000000 0.083333 0.577778 0.002755 0.000525 0.000000 0.083333 0.622222 0.002755 0.000566 0.000000 0.083333 06141 11/18/2024 12:03:58 PM Page 68 0.666667 0.002755 0.000606 0.000000 0.083333 0.711111 0.002755 0.000646 0.000000 0.083333 0.755556 0.002755 0.000687 0.000000 0.083333 0.800000 0.002755 0.000727 0.000000 0.083333 0.844444 0.002755 0.000768 0.000000 0.083333 0.888889 0.002755 0.000808 0.000000 0.083333 0.933333 0.002755 0.000848 0.000000 0.083333 0.977778 0.002755 0.000889 0.000000 0.083333 1.022222 0.002755 0.000929 0.000000 0.083333 1.066667 0.002755 0.000970 0.000000 0.083333 1.111111 0.002755 0.001010 0.000000 0.083333 1.155556 0.002755 0.001051 0.000000 0.083333 1.200000 0.002755 0.001091 0.000000 0.083333 1.244444 0.002755 0.001131 0.000000 0.083333 1.288889 0.002755 0.001172 0.000000 0.083333 1.333333 0.002755 0.001212 0.000000 0.083333 1.377778 0.002755 0.001253 0.000000 0.083333 1.422222 0.002755 0.001293 0.000000 0.083333 1.466667 0.002755 0.001333 0.000000 0.083333 1.511111 0.002755 0.001374 0.000000 0.083333 1.555556 0.002755 0.001414 0.000000 0.083333 1.600000 0.002755 0.001455 0.000000 0.083333 1.644444 0.002755 0.001495 0.000000 0.083333 1.688889 0.002755 0.001535 0.000000 0.083333 1.733333 0.002755 0.001576 0.000000 0.083333 1.777778 0.002755 0.001616 0.000000 0.083333 1.822222 0.002755 0.001657 0.000000 0.083333 1.866667 0.002755 0.001697 0.000000 0.083333 1.911111 0.002755 0.001737 0.000000 0.083333 1.955556 0.002755 0.001778 0.000000 0.083333 2.000000 0.002755 0.001818 0.000000 0.083333 2.044444 0.002755 0.001859 0.000000 0.083333 2.088889 0.002755 0.001899 0.000000 0.083333 2.133333 0.002755 0.001939 0.000000 0.083333 2.177778 0.002755 0.001980 0.000000 0.083333 2.222222 0.002755 0.002020 0.000000 0.083333 2.266667 0.002755 0.002061 0.000000 0.083333 2.311111 0.002755 0.002101 0.000000 0.083333 2.355556 0.002755 0.002141 0.000000 0.083333 2.400000 0.002755 0.002182 0.000000 0.083333 2.444444 0.002755 0.002222 0.000000 0.083333 2.488889 0.002755 0.002263 0.000000 0.083333 2.533333 0.002755 0.002303 0.000000 0.083333 2.577778 0.002755 0.002343 0.000000 0.083333 2.622222 0.002755 0.002384 0.000000 0.083333 2.666667 0.002755 0.002424 0.000000 0.083333 2.711111 0.002755 0.002465 0.000000 0.083333 2.755556 0.002755 0.002505 0.000000 0.083333 2.800000 0.002755 0.002545 0.000000 0.083333 2.844444 0.002755 0.002586 0.000000 0.083333 2.888889 0.002755 0.002626 0.000000 0.083333 2.933333 0.002755 0.002667 0.000000 0.083333 2.977778 0.002755 0.002707 0.000000 0.083333 3.022222 0.002755 0.002830 0.035147 0.083333 3.066667 0.002755 0.002952 0.182234 0.083333 3.111111 0.002755 0.003074 0.389839 0.083333 3.155556 0.002755 0.003197 0.637321 0.083333 3.200000 0.002755 0.003319 0.907676 0.083333 3.244444 0.002755 0.003442 1.183559 0.083333 3.288889 0.002755 0.003564 1.447495 0.083333 3.333333 0.002755 0.003687 1.683468 0.083333 3.377778 0.002755 0.003809 1.879270 0.083333 3.422222 0.002755 0.003931 2.029388 0.083333 3.466667 0.002755 0.004054 2.138326 0.083333 3.511111 0.002755 0.004176 2.251735 0.083333 3.555556 0.002755 0.004299 2.347596 0.083333 3.600000 0.002755 0.004421 2.439693 0.083333 3.644444 0.002755 0.004544 2.528438 0.083333 3.688889 0.002755 0.004666 2.614172 0.083333 3.733333 0.002755 0.004788 2.697182 0.083333 06141 11/18/2024 12:03:58 PM Page 69 3.777778 0.002755 0.004911 2.777713 0.083333 3.822222 0.002755 0.005033 2.855973 0.083333 3.866667 0.002755 0.005156 2.932146 0.083333 3.911111 0.002755 0.005278 3.006389 0.083333 3.955556 0.002755 0.005401 3.078843 0.083333 4.000000 0.002755 0.005523 3.149630 0.083333 4.044444 0.002755 0.005646 3.218861 0.083333 END FTABLE 6 FTABLE 7 92 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.003214 0.000000 0.000000 0.000000 0.044444 0.003214 0.000047 0.000000 0.097222 0.088889 0.003214 0.000094 0.000000 0.097222 0.133333 0.003214 0.000141 0.000000 0.097222 0.177778 0.003214 0.000189 0.000000 0.097222 0.222222 0.003214 0.000236 0.000000 0.097222 0.266667 0.003214 0.000283 0.000000 0.097222 0.311111 0.003214 0.000330 0.000000 0.097222 0.355556 0.003214 0.000377 0.000000 0.097222 0.400000 0.003214 0.000424 0.000000 0.097222 0.444444 0.003214 0.000471 0.000000 0.097222 0.488889 0.003214 0.000519 0.000000 0.097222 0.533333 0.003214 0.000566 0.000000 0.097222 0.577778 0.003214 0.000613 0.000000 0.097222 0.622222 0.003214 0.000660 0.000000 0.097222 0.666667 0.003214 0.000707 0.000000 0.097222 0.711111 0.003214 0.000754 0.000000 0.097222 0.755556 0.003214 0.000801 0.000000 0.097222 0.800000 0.003214 0.000848 0.000000 0.097222 0.844444 0.003214 0.000896 0.000000 0.097222 0.888889 0.003214 0.000943 0.000000 0.097222 0.933333 0.003214 0.000990 0.000000 0.097222 0.977778 0.003214 0.001037 0.000000 0.097222 1.022222 0.003214 0.001084 0.000000 0.097222 1.066667 0.003214 0.001131 0.000000 0.097222 1.111111 0.003214 0.001178 0.000000 0.097222 1.155556 0.003214 0.001226 0.000000 0.097222 1.200000 0.003214 0.001273 0.000000 0.097222 1.244444 0.003214 0.001320 0.000000 0.097222 1.288889 0.003214 0.001367 0.000000 0.097222 1.333333 0.003214 0.001414 0.000000 0.097222 1.377778 0.003214 0.001461 0.000000 0.097222 1.422222 0.003214 0.001508 0.000000 0.097222 1.466667 0.003214 0.001556 0.000000 0.097222 1.511111 0.003214 0.001603 0.000000 0.097222 1.555556 0.003214 0.001650 0.000000 0.097222 1.600000 0.003214 0.001697 0.000000 0.097222 1.644444 0.003214 0.001744 0.000000 0.097222 1.688889 0.003214 0.001791 0.000000 0.097222 1.733333 0.003214 0.001838 0.000000 0.097222 1.777778 0.003214 0.001886 0.000000 0.097222 1.822222 0.003214 0.001933 0.000000 0.097222 1.866667 0.003214 0.001980 0.000000 0.097222 1.911111 0.003214 0.002027 0.000000 0.097222 1.955556 0.003214 0.002074 0.000000 0.097222 2.000000 0.003214 0.002121 0.000000 0.097222 2.044444 0.003214 0.002168 0.000000 0.097222 2.088889 0.003214 0.002215 0.000000 0.097222 2.133333 0.003214 0.002263 0.000000 0.097222 2.177778 0.003214 0.002310 0.000000 0.097222 2.222222 0.003214 0.002357 0.000000 0.097222 2.266667 0.003214 0.002404 0.000000 0.097222 2.311111 0.003214 0.002451 0.000000 0.097222 2.355556 0.003214 0.002498 0.000000 0.097222 2.400000 0.003214 0.002545 0.000000 0.097222 2.444444 0.003214 0.002593 0.000000 0.097222 2.488889 0.003214 0.002640 0.000000 0.097222 2.533333 0.003214 0.002687 0.000000 0.097222 06141 11/18/2024 12:03:58 PM Page 70 2.577778 0.003214 0.002734 0.000000 0.097222 2.622222 0.003214 0.002781 0.000000 0.097222 2.666667 0.003214 0.002828 0.000000 0.097222 2.711111 0.003214 0.002875 0.000000 0.097222 2.755556 0.003214 0.002923 0.000000 0.097222 2.800000 0.003214 0.002970 0.000000 0.097222 2.844444 0.003214 0.003017 0.000000 0.097222 2.888889 0.003214 0.003064 0.000000 0.097222 2.933333 0.003214 0.003111 0.000000 0.097222 2.977778 0.003214 0.003158 0.000000 0.097222 3.022222 0.003214 0.003301 0.035147 0.097222 3.066667 0.003214 0.003444 0.182234 0.097222 3.111111 0.003214 0.003587 0.389839 0.097222 3.155556 0.003214 0.003730 0.637321 0.097222 3.200000 0.003214 0.003872 0.907676 0.097222 3.244444 0.003214 0.004015 1.183559 0.097222 3.288889 0.003214 0.004158 1.447495 0.097222 3.333333 0.003214 0.004301 1.683468 0.097222 3.377778 0.003214 0.004444 1.879270 0.097222 3.422222 0.003214 0.004587 2.029388 0.097222 3.466667 0.003214 0.004730 2.138326 0.097222 3.511111 0.003214 0.004872 2.251735 0.097222 3.555556 0.003214 0.005015 2.347596 0.097222 3.600000 0.003214 0.005158 2.439693 0.097222 3.644444 0.003214 0.005301 2.528438 0.097222 3.688889 0.003214 0.005444 2.614172 0.097222 3.733333 0.003214 0.005587 2.697182 0.097222 3.777778 0.003214 0.005729 2.777713 0.097222 3.822222 0.003214 0.005872 2.855973 0.097222 3.866667 0.003214 0.006015 2.932146 0.097222 3.911111 0.003214 0.006158 3.006389 0.097222 3.955556 0.003214 0.006301 3.078843 0.097222 4.000000 0.003214 0.006444 3.149630 0.097222 4.044444 0.003214 0.006586 3.218861 0.097222 END FTABLE 7 FTABLE 1 91 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.014807 0.000000 0.000000 0.000000 0.021444 0.014807 0.000048 0.000000 0.447917 0.042889 0.014807 0.000095 0.000000 0.447917 0.064333 0.014807 0.000143 0.000000 0.447917 0.085778 0.014807 0.000191 0.000000 0.447917 0.107222 0.014807 0.000238 0.000000 0.447917 0.128667 0.014807 0.000286 0.000000 0.447917 0.150111 0.014807 0.000333 0.000000 0.447917 0.171556 0.014807 0.000381 0.000000 0.447917 0.193000 0.014807 0.000429 0.000000 0.447917 0.214444 0.014807 0.000476 0.000000 0.447917 0.235889 0.014807 0.000524 0.000000 0.447917 0.257333 0.014807 0.000572 0.000000 0.447917 0.278778 0.014807 0.000619 0.000000 0.447917 0.300222 0.014807 0.000667 0.000000 0.447917 0.321667 0.014807 0.000714 0.000000 0.447917 0.343111 0.014807 0.000762 0.000000 0.447917 0.364556 0.014807 0.000810 0.000000 0.447917 0.386000 0.014807 0.000857 0.000000 0.447917 0.407444 0.014807 0.000905 0.000000 0.447917 0.428889 0.014807 0.000953 0.000000 0.447917 0.450333 0.014807 0.001000 0.000000 0.447917 0.471778 0.014807 0.001048 0.000000 0.447917 0.493222 0.014807 0.001095 0.000000 0.447917 0.514667 0.014807 0.001143 0.000000 0.447917 0.536111 0.014807 0.001191 0.000000 0.447917 0.557556 0.014807 0.001238 0.000000 0.447917 0.579000 0.014807 0.001286 0.000000 0.447917 0.600444 0.014807 0.001334 0.000000 0.447917 0.621889 0.014807 0.001381 0.000000 0.447917 0.643333 0.014807 0.001429 0.000000 0.447917 06141 11/18/2024 12:03:58 PM Page 71 0.664778 0.014807 0.001477 0.000000 0.447917 0.686222 0.014807 0.001524 0.000000 0.447917 0.707667 0.014807 0.001572 0.000000 0.447917 0.729111 0.014807 0.001619 0.000000 0.447917 0.750556 0.014807 0.001667 0.000000 0.447917 0.772000 0.014807 0.001715 0.000000 0.447917 0.793444 0.014807 0.001762 0.000000 0.447917 0.814889 0.014807 0.001810 0.000000 0.447917 0.836333 0.014807 0.002127 0.000000 0.447917 0.857778 0.014807 0.002445 0.000000 0.447917 0.879222 0.014807 0.002763 0.000000 0.447917 0.900667 0.014807 0.003080 0.000000 0.447917 0.922111 0.014807 0.003398 0.000000 0.447917 0.943556 0.014807 0.003715 0.026278 0.447917 0.965000 0.014807 0.004033 0.109023 0.447917 0.986444 0.014807 0.004350 0.223278 0.447917 1.007889 0.014807 0.004668 0.361932 0.447917 1.029333 0.014807 0.004985 0.521263 0.447917 1.050778 0.014807 0.005303 0.698867 0.447917 1.072222 0.014807 0.005620 0.893029 0.447917 1.093667 0.014807 0.005938 1.102439 0.447917 1.115111 0.014807 0.006255 1.326059 0.447917 1.136556 0.014807 0.006573 1.563038 0.447917 1.158000 0.014807 0.006890 1.812661 0.447917 1.179444 0.014807 0.007208 2.074316 0.447917 1.200889 0.014807 0.007525 2.347475 0.447917 1.222333 0.014807 0.007843 2.631672 0.447917 1.243778 0.014807 0.008161 2.926493 0.447917 1.265222 0.014807 0.008478 3.231569 0.447917 1.286667 0.014807 0.008796 3.546566 0.447917 1.308111 0.014807 0.009113 3.871180 0.447917 1.329556 0.014807 0.009431 4.205136 0.447917 1.351000 0.014807 0.009748 4.548177 0.447917 1.372444 0.014807 0.010066 4.900071 0.447917 1.393889 0.014807 0.010383 5.260599 0.447917 1.415333 0.014807 0.010701 5.629560 0.447917 1.436778 0.014807 0.011018 6.006764 0.447917 1.458222 0.014807 0.011336 6.392036 0.447917 1.479667 0.014807 0.011653 6.785211 0.447917 1.501111 0.014807 0.011971 7.186131 0.447917 1.522556 0.014807 0.012288 7.594651 0.447917 1.544000 0.014807 0.012606 8.010632 0.447917 1.565444 0.014807 0.012924 8.433942 0.447917 1.586889 0.014807 0.013241 8.864456 0.447917 1.608333 0.014807 0.013559 9.302057 0.447917 1.629778 0.014807 0.013876 9.746630 0.447917 1.651222 0.014807 0.014194 10.19807 0.447917 1.672667 0.014807 0.014511 10.65627 0.447917 1.694111 0.014807 0.014829 11.12113 0.447917 1.715556 0.014807 0.015146 11.59257 0.447917 1.737000 0.014807 0.015464 12.07048 0.447917 1.758444 0.014807 0.015781 12.55479 0.447917 1.779889 0.014807 0.016099 13.04540 0.447917 1.801333 0.014807 0.016416 13.54225 0.447917 1.822778 0.014807 0.016734 14.04524 0.447917 1.844222 0.014807 0.017051 14.55432 0.447917 1.865667 0.014807 0.017369 15.06940 0.447917 1.887111 0.014807 0.017686 15.59042 0.447917 1.908556 0.014807 0.018004 16.11731 0.447917 1.930000 0.014807 0.018322 16.65000 0.447917 END FTABLE 1 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP 06141 11/18/2024 12:03:58 PM Page 72 WDM 1 EVAP ENGL 0.76 RCHRES 1 EXTNL POTEV END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** RCHRES 2 HYDR RO 1 1 1 WDM 1000 FLOW ENGL REPL RCHRES 2 HYDR O 1 1 1 WDM 1001 FLOW ENGL REPL RCHRES 2 HYDR O 2 1 1 WDM 1002 FLOW ENGL REPL RCHRES 2 HYDR STAGE 1 1 1 WDM 1003 STAG ENGL REPL COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL COPY 601 OUTPUT MEAN 1 1 48.4 WDM 901 FLOW ENGL REPL RCHRES 3 HYDR RO 1 1 1 WDM 1004 FLOW ENGL REPL RCHRES 3 HYDR O 1 1 1 WDM 1005 FLOW ENGL REPL RCHRES 3 HYDR O 2 1 1 WDM 1006 FLOW ENGL REPL RCHRES 3 HYDR STAGE 1 1 1 WDM 1007 STAG ENGL REPL RCHRES 4 HYDR RO 1 1 1 WDM 1008 FLOW ENGL REPL RCHRES 4 HYDR O 1 1 1 WDM 1009 FLOW ENGL REPL RCHRES 4 HYDR O 2 1 1 WDM 1010 FLOW ENGL REPL RCHRES 4 HYDR STAGE 1 1 1 WDM 1011 STAG ENGL REPL RCHRES 5 HYDR RO 1 1 1 WDM 1012 FLOW ENGL REPL RCHRES 5 HYDR O 1 1 1 WDM 1013 FLOW ENGL REPL RCHRES 5 HYDR O 2 1 1 WDM 1014 FLOW ENGL REPL RCHRES 5 HYDR STAGE 1 1 1 WDM 1015 STAG ENGL REPL RCHRES 6 HYDR RO 1 1 1 WDM 1016 FLOW ENGL REPL RCHRES 6 HYDR O 1 1 1 WDM 1017 FLOW ENGL REPL RCHRES 6 HYDR O 2 1 1 WDM 1018 FLOW ENGL REPL RCHRES 6 HYDR STAGE 1 1 1 WDM 1019 STAG ENGL REPL RCHRES 7 HYDR RO 1 1 1 WDM 1020 FLOW ENGL REPL RCHRES 7 HYDR O 1 1 1 WDM 1021 FLOW ENGL REPL RCHRES 7 HYDR O 2 1 1 WDM 1022 FLOW ENGL REPL RCHRES 7 HYDR STAGE 1 1 1 WDM 1023 STAG ENGL REPL RCHRES 1 HYDR RO 1 1 1 WDM 1048 FLOW ENGL REPL RCHRES 1 HYDR O 1 1 1 WDM 1049 FLOW ENGL REPL RCHRES 1 HYDR O 2 1 1 WDM 1050 FLOW ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1051 STAG ENGL REPL COPY 2 OUTPUT MEAN 1 1 48.4 WDM 702 FLOW ENGL REPL COPY 502 OUTPUT MEAN 1 1 48.4 WDM 802 FLOW ENGL REPL COPY 602 OUTPUT MEAN 1 1 48.4 WDM 902 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 2 PERLND PWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 2 MASS-LINK 3 PERLND PWATER IFWO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 3 MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 06141 11/18/2024 12:03:58 PM Page 73 MASS-LINK 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 END MASS-LINK END RUN 06141 11/18/2024 12:03:58 PM Page 74 Predeveloped HSPF Message File 06141 11/18/2024 12:03:58 PM Page 75 Mitigated HSPF Message File 06141 11/18/2024 12:03:58 PM Page 76 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2024; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com APPENDIX D Other Studies Geotechnical Study Report D-1 Golder Associates Inc. 18300 NE Union Hill Road, Suite 200 Redmond, WA USA 98052-3333 Telephone (425) 883-0777 Fax (425) 882-5498 www.golder.com i older ociT%s REPORT ON GEOTECHNICAL INVESTIGATION YELM COMMERCIAL 15106 CARTER LOOP SOUTHEAST YELM, WASHINGTON Submitted to: Mr. Paul Edminster Projects West, LLC 2014 Meridian Street South Puyallup, Washington 98371-7510 Ms. Sarah Hales CES Northwest Inc., 5210 -12th Street East Fife, Washington 98424 Submitted by: Golder Associates Inc. 18300 Northeast Union Hill Road, Suite end, Washington 98052 Scott D. Dinkelman, LEG Senior Consultant Distribution: 2 Copies —Projects West, LLC 2 Copies — CES Northwest, Inc, March 29, 2007 Richard D. Luark, PE, LEG Associate and Senior Consultant 073-93048.000 032907sdd1_Yelm Commercial Geotech.doc OFFICES ACROSS AFRICA, ASIA, AUSTRAUA, EUROPE, NORTH AMERICA AND SOUTH AMERICA March 29, 2007 ES-1 073-93048.000 EXECUTIVE SUMMARY The purpose of this geotechnical investigation is to provide a description of the surface and subsurface conditions at the subject site and based on those conditions to provide geotechnical engineering recommendation for developing the site with the proposed commercial development. Our scope of services included a field investigation, geotechnical analysis, and preparation of this report. The proposed development is located at 15106 Carter Loop Southeast, in Yelm, Washington. Review of preliminary site development drawings prepared by CES Northwest, Inc. indicates it is planned to develop the approximately one acre site with a three -building commercial development. The proposed one story buildings will range in size from 500 square feet to 5,000 square feet. Based on the results of our investigation, the proposed site development is feasible from a geotechnical engineering standpoint. Support for the proposed buildings may be provided using conventional spread and continuous footing foundation systems bearing on competent native soils or on structural fill used to modify site grades. Slab on grade floors may be similarly supported. Stormwater from the development will be collected, treated, and infiltrated into the site soils using an underground infiltration gallery located below the paved parking and drive areas. Our scope of services included an evaluation of the feasibility of infiltrating stormwater. Based on in -situ infiltration tests and on textural analyses of the soils, in our opinion, infiltration of stormwater should be feasible. �L 032907sddi YelmCommercialGeotech.doc 1 - Golder Associates March 29, 2007 EXECUTIVE SUMMARY -i- TABLE OF CONTENTS 073-93048.000 ...................................................................................... ES-1 1.0 PURPOSE AND SCOPE ...................................................... 2.0 SITE AND PROJECT DESCRIPTION............................................................................2 3.0 FIELD INVESTIGATION.................................................................................................3 4.0 SUBSURFACE CONDITIONS........................................................................................4 4.1 Soil................................................................................................................................4 4.2 Groundwater..................................................................................................................4 5.'0 INFILTRATION ASSESSMENT.....................................................................................5 5.1 Infiltration Testing and Textural Analysis....................................................................5 5.2 Infiltration Conclusions................................................................................................6 6.0 ENGINEERING RECOMMENDATIONS ........... :........................................................... 7 6.1 General..........................................................................................................................7 6.2 Seismic Criteria.............................................................................................................7 6.2.1 Liquefaction Hazards.......................................................................................8 6.3 Foundations...................................................................................................................8 6.4 Slab -on -Grade Floors....................................................................................................9 6.5 Excavations and Slopes................................................................................................9 . 6.5.1 Temporary ..................................... Slopes.......................................................9 6.5.2 Permanent Slopes...........................................................................................10 6.6 Retaining Walls and Backfilled Walls....................................................................",..10 6.7 Permanent Drainage Provisions..................................................................................10 6.8 Suggested Minimum Pavement Sections....................................................................11 7.0 EARTHWORKS..............................................................................................................12 7.1 General.........................................................................................................................12 7.2 Construction Drainage................................................................................................12 7.3 - Erosion Control...........................................................................................................12 7.4 Site Preparation and Stripping....................................................................................12 7.4.1 Fill Materials and Placement.........................................................................13 7.4.2 Subgrade.........................................................................................................14 7.5 Utilities........................................................................................................................14 7.6 Construction Geotechnical Monitoring.......................................................................14 8.0 ADDITIONAL SERVICES.............................................................................................15 032907sdd1_Yelm Commercial Geotech.doc Golder Associates March 29, 2007 9.0 USE OF THIS REPORT .... 10.0 REFERENCES ................... -n- LIST OF TABLES Table 5-1 Infiltration Test and Textural Analysis Summary Table 6-1 Capillary Break Recommendations Table 6-2 Suggested Pavement Sections LIST OF FIGURES Figure 1 Vicinity Map Figure 2 Test Pit Location Plan LIST OF APPENDICES Appendix A Test Pit Logs Appendix B Laboratory Test Results 032907sdd1_YelmCommercial Geotechdoc Golder Associates T-1 March 29, 2007 -1- 073-93048.000 1.0 PURPOSE AND SCOPE iThe purpose of our geotechnical investigation is to provide a description of the surface and subsurface conditions at the site and based on those conditions to provide geotechnical recommendations for _ foundations, earthworks, drainage, infiltration, and retaining walls. Our scope of services consisted of a field investigation, laboratory testing, geotechnical analysis, and preparation of this report that includes the following: • Surface and subsurface soil and water conditions; • Site preparation, grading and earthwork procedures, including stripping depth recommendations, details of structural fill placement and. compaction; • Suitability of existing on -site materials for use as structural fill, and recommendations for imported fill materials; • Infiltration recommendations; • Short-term and long-term groundwater seepage and erosion control measures; • Foundation design recommendations, including bearing capacity and lateral pressures for structures and walls; • Estimates of potential total and differential settlement magnitudes; • Temporary and permanent slope recommendations; and • Suggested pavement sections. 032907sdd1 YelmCommercialGeotech.doc Golder Associates - , March 29, 2007 -2- 2.0 SITE AND PROJECT DESCRIPTION 073-93048.000 The subject site consists of an approximately one acre parcel located at 15106 Carter Loop Southeast in Yelm, Washington (Figure 1, Vicinity Map). The irregular -shaped property is bordered to the north by State Route 507, to the east by a stormwater quality pond, to the south by Carter Loop Road and residences, and to the west by residences (Figure 2, Test Pit Location Plan). Review of the preliminary site plan provided by the project civil engineer indicates it is planned to j develop the site with a three building commercial development along with associated asphalt paved drive and parking areas, underground utilities and a stormwater infiltration system. The majority of the site is relatively level with little discernible elevation change and contains a iJ vacant residence in the central portion of the site. The site is vegetated with scots broom and tall grass. The western portion of the site contains an approximately 10 foot high soil stockpile. We anticipate the proposed buildings will be single story structures .and of concrete masonry unit or wood -frame construction with slab -on -grade floors. Based on our experience with this type of construction, we anticipate perimeter wall loads will be approximately 3 to 4 kips per lineal foot and I interior columns will have loads of approximately 60 to 80 kips. We estimate slab -on -grade floor loads will be approximately 250 pounds per square foot (pso. I At the time of our investigation, the project was in the preliminary design phase and no grading plan was available. However, based on the relatively level condition of the site, we estimate cuts and fills will typically be in the range of five feet or less. It is planned to mass grade the site, with soil generated from cut areas used on -site as structural fill. We anticipate the stockpiled soil will be exported. Stormwater from the development will be collected, treated and infiltrated. The infiltration system will consist of a below grade infiltration gallery located beneath the parking lot in the west portion of the site. The conclusions and recommendations provided in this investigation are based on our understanding of the proposed development, which is in turn based on the preliminary drawings and design information provided us. If the above design information is incorrect or changes, Golder should be consulted to review the recommendations contained in this report. In any case, Golder should be retained to perform a review of the final design in order to confirm the geotechnical recommendations have been interpreted and implemented into the construction drawings. 032907sddl Yelm Commercial Geotech.doc Golder Associates March 29, 2007 -3- 073-93048.000 3.0 FIELD INVESTIGATION The field investigation was completed on February 26, 2007. The field investigation consisted of excavating 10 test pits (Test Pits TP-1 through TP-10) at the approximate locations shown on the Test Pit Location Plan, Figure 2. The locations shown on Figure 2 should be considered approximate as the locations were estimated by pacing from on -site features shown on the site plan provided by the project civil engineer. The test pit logs are included in Appendix A. r 4 The test pits were excavated using. a Case 580K rubber tired backhoe operated by Custom Backhoe j Service. The test pits were excavated to depths ranging from 10 to 12.5 feet below existing grade and were logged by an engineer from Golder. Pertinent information was recorded, including sample depths, soil contacts, depth to groundwater seepage, and soil engineering characteristics. I . :i The soil samples collected at the test pit locations were classified in accordance with Golder Technical Procedure TP-1.2-6, "Field Identification of Soil". The samples were collected and !, returned to our Redmond, Washington laboratory for further classification and testing. The stratification lines indicated on the test pit logs represent the approximate depth of transitions between soil units and depths to groundwater conditions. Actual transitions between soil units may be more gradual. In addition, the subsurface descriptions are based on the conditions encountered at the time of our exploration. Soil and groundwater conditions between our exploration locations may vary from those encountered and groundwater conditions may vary during certain times of the year. The nature and extent of variations between our exploratory locations may not become evident until construction. If variations are encountered at the time of construction, Golder should be requested to reevaluate the recommendations of this report and to modify or verify them in writing prior to proceeding with the grading and construction. 032907sddl_Yelm Commemial Geotech.doc Golder Associates March 29, 2007 -4- 073-93048.000 1 4.0 SUBSURFACE CONDITIONS 4.1 Soil Subsurface soil and groundwater conditions at the site were assessed as described in the Field j Investigation section of this report. Based on subsurface conditions encountered at our exploration 1 locations, the site soils consist of localized areas of existing fill and native recessional outwash gravel. Please refer to the test pit logs contained in Appendix A for a detailed description of the subsurface conditions encountered at each exploration location. The following is a generalized summary of the soil conditions encountered. • Topsoil - At all of our test pit locations, a surficial layer of topsoil was encountered. The topsoil ranged from 6 to 12 inches thick and consisted of organic debris in a silty sand (Unified Soil Classification SM) matrix. The topsoil was characterized by its dark brown color and an abundance of organic debris and roots. • Fill — At the locations of Test Pits TP-1, TP-3, and TP-6, we encountered existing fill. The fill was comprised of fine to coarse gravel (GP) with some cobbles. The fill was characterized by its loose to compact condition and the presence of trace amounts of organic debris, its dark brown to black mottled color, and the presence of a buried topsoil horizon at the contact with the underlying native soils at the locations of Test Pits TP-1 and TP-3. • Recessional Outwash — Underlying the topsoil in Test Pits TP-2, TP-4, TP-5, and TP-7 through TP-10, we encountered recessional outwash consisting of loose to dense poorly and well graded gravel containing some cobbles, and trace amounts of silt and sand (GP). The out•,vash was typically loose at the ground surface, grading to dense with depth. The northeast portion of the site contains a stockpile of soils. Based on visual observation of the stockpile, it appears to consist of topsoil and vegetation that was stripped from the site. 4.2 Groundwater Light to moderate groundwater seepage was encountered in Test Pits TP-1, TP-3, TP-4, TP-7, and TP-8 at depths ranging from 10.5 to 12 feet below existing grade. Groundwater levels are not static; there will likely be fluctuations in the groundwater level depending on the season, amount of rainfall, and other factors. Generally, the water level is higher and seepage rates are greater in the wetter, winter months and early spring (typically October through May). 032907sdd1_YelmComma•cialGeotech.doc Golder Associates i_ ,I March 29, 2007 -5- 073-93048.000 5.0 INFILTRATION ASSESSMENT We understand it is planned to dispose of stormwater runoff from the proposed development using an infiltration gallery located below the asphalt paved parking and driveway areas. As part of our study, we conducted an infiltration evaluation to determine the feasibility of infiltrating stormwater at the site. Our infiltration evaluation consisted of the following: • Performing infiltration tests using the EPA Falling Head Infiltration Test Procedure in three of our test pits at 4.5 to 5 feet below grade; • Conducting textural analyses of representative soils . collected at various elevations in potential infiltration areas; and • Interpreting the field data and laboratory analyses to provide ultimate infiltration rates for the project civil engineer's design. 5.1 Infiltration Testing and Textural Analysis The City of Yelm uses the Washington Department of Ecology Stormwater Manual for Western Washington (Ecology 1998) for infiltration system design. In order to evaluate the infiltration capabilities of the site soils, we performed a textural analysis of the soils in general accordance with the United States Department of Agriculture (USDA) Natural Resource Conservation Service (MRCS) classification method and performed in -situ infiltration tests in Test Pits TP-7, TP-8, and TP-9. Table 5-1 provides a summary of our textural analyses and measured ultimate infiltration rates. The test results are attached as Appendix B. TABLE 5-1 Infiltration Test and Textural Analysis Summary Measured Location Depth USDA Texture USCS Soil Classification Infiltration Rate (below Classification (inches/hour) rade TP-7 3.0 Extremely gravelly loamy Well graded GRAVEL, -- coarse sand some sand TP-7 4.5 Extremely gravelly loamy Well graded GRAVEL, 27 coarse sand some sand. TP-8 8.0 Extremely gravelly coarse Poorly graded GRAVEL 473 sandy loam TP-9 4.5 Extremely gravelly coarse Poorly graded GRAVEL 183 sandy loam TP-9 8.0 Extremely gravelly coarse Poorly graded GRAVEL -- sandy loam TP-10 8.0 Extremely gravelly loamy Well graded GRAVEL; -- coarse sand some sand 032907sdd1 Yelm Commercial Geotech.doc Golder Associates March 29, 2007 -6- 073-93048.000 5.2 Infiltration Conclusions Based on the results of our field exploration, infiltration tests, and textural analyses, in our opinion, infiltration of stormwater should be feasible in the area of Test Pits TP-8 and TP-9. The site is underlain by extremely gravelly coarse sandy loam and loamy sand. The field measured infiltration rates in Test Pits TP-8 and TP-9 were 473 inches per hour and 183 inches per hour, respectively. In our opinion, the infiltration system, if located in the area of Test Pits TP-8 and TP-9 can be designed for an ultimate infiltration rate of 60 inches per hour. The infiltration rate should be reduced by a factor of safety of 2.0 to achieve a long-term infiltration rate of 30 inches per hour. The infiltration system should be located at least three feet above the seasonal high groundwater table or shallowest relatively impermeable soil layer. Groundwater seepage was encountered at 12 feet below grade in Test Pit TP-8, as such, we recommend using that depth as the seasonal high groundwater table in the area of the infiltration system. The infiltration capability of the natural deposits underlying the site will vary vertically and laterally. Due to this potential variability, a representative from Golder should observe the infiltration system excavation to verify the soil and groundwater conditions encountered in the infiltration system jexcavation are as anticipated. 032907sddl_Yelm Commercial Geotech.doc Golder Associates March 29, 2007 -7- 073-93048.000 6.0 ENGINEERING RECOMMENDATIONS This section of the report presents our recommendations based on subsurface exploration data, observed surface conditions at the time of our field exploration, and on geotechnical analyses completed for this study. The recommendations provided in this report are applicable to this site and are based on our understanding of the conceptual design parameters provided by the client at the time of this study. The recommendations contained in this report do not include an assessment of the presence or implication(s) of possible surface and/or subsurface contamination resulting from previous site activities and/or resulting from the introduction of materials from off site sources. Recommendations that pertain to environmental issues are outside the scope of services for this report and have not been investigated or addressed in this report. 6.1 General Based on the results of our investigation, the proposed site development is feasible from a geotechnical standpoint and can be completed using conventional construction practices. Support for the proposed buildings may be provided using conventional spread and continuous footing foundation systems bearing on competent native soil or on structural fill. If existing fill or loose native soil is encountered at construction subgrade elevations in structural areas, the fill should be overexcavated and replaced with structural fill. Unsuitable soils should be removed from structural areas to expose the compact to dense native soils that were generally encountered within several feet of existing grade. The site soils should be suitable for use as structural backfill, however, they may need to be moisture conditioned to achieve adequate compaction. Geotechnical recommendations that may be used for planning and preliminary design are discussed below. 6.2 Seismic Criteria The 2003 International Building Code (IBC) seismic design section provides a series of site classes that are used as a basis for seismic design of structures. Washington State adopted the International Building Code (IBC) on July 1, 2004. Based on the encountered soil conditions, Site Class D, Very Dense Soil and Soft Rock as identified in Table 1615.1.1 of the IBC should be used for design. This conclusion is based on an assumed average "N-value" of greater than or equal to 50 in the upper 100 feet of the site. The following design parameters are based on the peak ground acceleration (PGA), the 0.2 second spectral acceleration (SS), and the 1.0 second spectral acceleration (Si) for the project site latitude of North 46.934581, longitude West 122.619775. These parameters were taken from the United States Geological Survey website for the Earthquake Hazards Program Probabilistic Hazard Lookup by latitude and Iongitude (USGS 2002). The following (un-modified) interpolated probabilistic ground motion values (2 percent probability of exceedance in 50 years) can be used for seismic design: • PGA = 0.5Ig • 0.2 sec SA SS = 1.14g 032907sddl_Yelm Co=mial Geotech.doc Golder Associates March 29, 2007 -8- 073-93048.000 1 6.2.1 Liquefaction Hazards Liquefaction is a phenomenon in which soils lose all shear strength for short periods of time during an earthquake. Groundshaking of sufficient duration results in the loss of grain -to -grain contact and rapid increase in pore water pressure, causing the soil to behave as a fluid. To have a potential for liquefaction, a soil must be cohesionless with a grain size distribution of a specified range (generally sand and silt); it must be loose; it must be below the groundwater table; and it must be subject to sufficient magnitude and duration of groundshaking. The effects of liquefaction may be large total and/or differential settlement for structures founded in the liquefying soils. In our opinion, the predominantly gravel soils underlying the site have a low susceptibility toward liquefaction. 6.3 Foundations Based on the results of our study, the proposed development is feasible from a geotechnical engineering standpoint, provided the recommendations contained in this report are incorporated into the project design. Support for the proposed buildings may be provided using conventional spread and continuous footing foundation systems bearing on competent native soil or on newly placed structural fill as described in the Earthworks section of this report. If very loose to loose native soil is encountered at construction subgrade elevations they should either be compacted in -place to the requirements of structural fill or they should be overexcavated and replaced with structural fill. If existing fill is encountered at construction subgrade elevations the fill should be overexcavated and replaced with structural fill. Alternatively, the footings may be extended through the loose fill or native soils to the underlying compact to very dense native soils. Foundations should be designed based on the following parameters: Maximum Allowable Bearing Pressures: Compact structural fill Native soils (compact to dense) 2,500 psf 2,500 psf The bearing capacity values may be increased by 1/3 for short-term wind or seismic loading. Passive Pressure: (equivalent fluid density) 350 pcf Coefficient of Friction: 0.30 (includes Factor of Safety of 1.5) Minimum Embedment for Frost Protection: Perimeter footings 18 inches Interior footings (below exterior grades) 12 inches Minimum Footing Widths: Perimeter footings 18 inches Interior isolated footings 18 inches 032907sddl Yelm Commercial Geotech.doc ,_ ; - Golder Associates March 29, 2007 -9- 073-93048.000 Based on the anticipated loading, we estimate settlement due to dead and live loads could be about 1 inch with differential settlement of about 1/2 inch. Most of this settlement will be realized during construction, as the dead loads are applied. The foundation bearing soils should be observed by a representative from Golder prior to placing forms or rebar to verify the bearing soil conditions are as anticipated. 6.4 Slab -on -Grade Floors Conventional slab -on -grade floors can be supported on compact to very dense native soils or on structural fill placed and compacted as noted in the Earthworks section of this report. Slab -on -grade. floors should not be founded on organic soils, loose native soils, or on uncompacted or uncontrolled fills. Slabs should be underlain by a capillary break material, consisting of at least four inches of clean, free draining sand and gravel or crushed rock that contains less than 3 percent fines passing the US No. 200 sieve (based on the minus US No. 4 sieve fraction) and meets the following specification: TABLE 6-1 Capillary Break Gradation Sieve Size Percent Passing 1-inch 100 US No. 4 0 - 20 US No. 200 0-3 Vapor transmission through floor slabs is an important consideration in the performance of floor coverings and controlling moisture in structures. Floor slab vapor transmission can be reduced through the use of suitable vapor retarders such as plastic sheeting placed between the capillary break and the floor slab, and/or specially formulated concrete mixes. Framed floors should also include vapor protection over any areas of bare soils and adequate crawl space ventilation and drainage should be provided. The identification of alternatives to prevent vapor transmission is outside of our expertise. A qualified architect or building envelope consultant can make recommendations for reducing vapor transmission through the slab. 6.5 Excavations and Slopes 6.5.1 Temporarppes The inclination of temporary slopes is dependent on several variables, including the height of the cut, the soil type and density, the presence of groundwater seepage, construction timing, weather, and surcharge loads from adjacent structures, roads and equipment. In no case should excavation slopes be greater than the limits specified in local, state (WISHA), and federal (OSHA) safety regulations. Safe temporary slopes are the responsibility of the contractor and should comply with all applicable OSHA and WISHA standards. Golder should observe temporary slope excavations during construction to verify soil and groundwater conditions. If temporary slopes cannot be constructed in accordance with OSHA/WISHA guidelines, temporary shoring may be necessary. Shoring will help protect against slope or excavation collapse and iwill provide protection to workers in the excavation. 032907sdd1 Yelm Commercial Geotechdoc L` Golder Associates March 29, 2007 -10- 073-93048.000 If groundwater seepage is encountered in site excavations, the excavation should be sloped to an inclination of 2H:1V or flatter to reduce caving or sloughing of the excavation face or sidewalls. In addition, the contractor may need to install temporary drainage measures to protect the cut face and to prevent degradation of the excavation area until permanent drainage measures can be installed. 6.5.2 Permanent Slopes Permanent cut and fill slopes should be inclined no steeper than 2H:1V. Cut slopes should be observed by Golder during excavation to. verify that conditions are as anticipated. Supplementary recommendations can then be developed, if needed, to improve stability, including flattening of slopes or installation of surface or subsurface drains. In our experience, 2H:lV and steeper slopes will likely experience erosion or sloughing during the first winter season, until vegetation is well established. Aggressive erosion control measures, including utilization of plastic sheeting can be used to reduce erosion and sloughing and surficial slope damage. Permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve stability of the surficial layer of soil. 6.6 Retaining Walls and Backfilled Walls If the proposed site development is to include retaining walls, the walls should be designed to resist the lateral loads imposed by the retained soils and applicable surcharge loads. The following equivalent earth pressures may be used for design of retaining walls in conjunction with the foundation recommendations given in Section 6.3, and the drainage recommendations given in Section 6.8. Earth Pressures for retaining structures or backfilled walls: Restrained Walls (Equivalent Fluid Weight) 55 pcf Cantilevered Walls (Equivalent Fluid Weight) 35 pcf Passive Earth Pressure 350 pcf The earth pressure values provided in this section are based on the assumption the retaining walls will have a flat backslope, the backfill will be horizontal, and will be fully drained. Surcharges due to backfill slopes, hydrostatic pressures, traffic, structural loads, or other surcharge loads should be added to the above design lateral pressure. A uniform seismic surcharge pressure equal to 8H in psf, where H equals the height of the wall in feet, is recommended. 6.7 Permanent Drainage Provisions Permanent control of surface water should be incorporated in the final grading design. It is important to separate all surface water drainage including roof downspouts from building underdrain system such as footing drains. The water collected from roof downspout and footing drains should be separately tightlined to an appropriate discharge point. Cleanouts should be installed at strategic locations to allow for periodic maintenance of the footing drain and downspout tightline systems. Subsurface drainage measures may include: 032907sddl Yelm Commercial Geotech.doc L I - v^^older Associates r- March 29,-2007 -11- 073-93048.000 i • WALL DRAINS: To reduce the potential for hydrostatic pressures to develop behind retaining walls, the retaining wall backfill should consist of a free -draining material that extends at least 18 inches behind the wall. The free draining backfill should consist of either pea gravel or washed rock. A rigid, 4 inch diameter, schedule 40, perforated PVC drain pipe should be placed at the base of the wall and should be surrounded by at least !, I six inches of drainage gravel with a minimum of two inches below the invert. The remainder of the backfill should consist of structural fill. The pipe should be placed with the perforations in the down position. Alternatively, a geocomposite drainage board can be used in place of the free draining backfill. The geocomposite should be connected to drain into the PVC drain. A relatively fine grained soil should be placed within a foot of the ground surface and the slope behind the wall should be graded to drain away from the wall. • FOOTING DRAINS: Footing drains should be installed around the perimeter of each of the buildings, at or just below the invert of the footings, with a gradient sufficient to initiate flow. A footing drain should consist of a rigid, 4 inch diameter, schedule 40, perforated PVC drain pipe that is placed with the perforations in the down position. The footing drains should be surrounded by a minimum of six inches of drainage gravel with a minimum of two inches below the pipe invert. In no case should roof downspouts be connected to the footing drain system. 6.8 Suggested Minimum Pavement Sections The recommended minimum pavement structure thicknesses for the future collector roadways are shown in Table 6.2. These sections are based on our experience with similar soils under similar anticipated traffic conditions. TABLE 6-2 Suggested Minimum Pavement Structure Designs Asphalt Concrete Asphalt Treated Crushed Aggregate Alternative (Class B) Thickness Base Thickness Base Thickness inches inches inches I 3 N/A 6 II 2 4 N/A Regardless, of the section used, the pavement materials should conform to the Pierce County requirements. The adequacy of site pavements is related in part to the condition of the underlying subgrade. To provide a proper subgrade for pavements, the subgrade should be treated and prepared as described in the Earthworks section of this report. 032907sdd1 Yelm Commercial Geotmh.doc - Golder Associates March 29, 2007 -12- 073-93048.000 7.0 EARTHWORKS 7.1 General Excavating and compacting fill on the site will require careful site preparation, surface drainage control, soil handling procedures, dust control, and sequencing on the part of the earthworks contractor. These issues are described in the following sections of this report. 7.2 Construction Drainage Surface water and shallow groundwater should be collected and tightlined to an appropriate surface water collection system. Surface water drainage from the site must be controlled during and after construction to avoid erosion and uncontrolled runoff. 7.3 Erosion Control Erosion control for the site should include best management practices incorporated in the civil design drawings and may contain the following recommendations: • Complete the primary site grading during the summer months; • Limit exposed cut slopes; • Route surface water through temporary drainage channels around and away from exposed slopes; • Use silt fences, straw bales, and temporary sedimentation ponds to collect and hold eroded material on the site; • Seed or plant vegetation on exposed areas where work is completed and no buildings are proposed; and • Retain existing vegetation to the greatest possible extent. We recommend the grading contractor sequence excavations so as to provide constant positive surface drainage for rainwater and groundwater seepage that may be encountered. This will require grading slopes, constructing temporary ditches, sumps and/or berms. Permanent slopes shall not be graded steeper than 2H:1V and, until vegetation is established, should be protected with plastic sheeting during adverse weather conditions. 7.4 Site Preparation and Stripping At the time of this report a grading plan was not available, so the extent of cuts and fills across the site was not known. We anticipate site earthwork will include cuts and fills in the proposed improvement area, preparation of the footing subgrades, backfilling foundation walls, and installing utilities. The building and pavement areas and areas where structural fill are to be placed should be stripped and cleared of surface vegetation, organic matter, and other deleterious material. Based on the thickness of the topsoil and vegetation cover encountered at our exploration locations, we estimate a typical stripping depth of approximately six to twelve inches with localized areas that may need to extend deeper. 032907sdd1 YelmCo==ialGeotech.doc Golder Associates March 29, 2007 -13- 073-93048.000 Root balls from vines, brush, and trees should be grubbed out to remove roots greater than approximately 1-inch in diameter. The excavation to remove root balls could exceed a depth of 2 feet below the existing ground surface. Depending on the grubbing methods used, disturbance and loosening of the subgrade could occur. Soil disturbed during grubbing operations should be compacted to the requirements of structural fill. Stripped materials should not be mixed with materials to be used as structural fill. The stripped soil materials may be utilized on site in non-structural landscaping areas or they should be exported. Excavations should be sequenced to limit the amount of exposed subgrade, particularly if the grading is conducted during the rainy season. The granular soils encountered at our test pit locations should generally hold up during wet weather, but may become unworkable if they are over their optimum moisture content. Conversely, if the site soils become too dry, dust problems may arise. 7.4.1 Fill Materials and Placement Structural fill should be free of organic and inorganic debris, be near the optimum moisture content, and capable of being compacted to the required specifications listed below. If the required compaction criteria cannot be achieved using the on -site soils, then an imported structural fill material may be needed. Structural till imported for use during wet weather should consist of a well graded soil free of organic material, with less than 5 percent fines (that portion of the soil that passes the U.S. No. 200 sieve). Other fill materials may be used with approval of the geotechnical engineer. Maximum Lift Thickness: • On -site native soils or imported Qranular materials - 12 inches loose. Minimum Compaction Requirements: • Beneath Building Foundations - The structural fill should be compacted to at least 95 percent of the ASTM D 1557 maximum dry density value (modified Proctor value) for the material. The structural fill beneath footings should at a minimum extend laterally at a 1H:1V slope projected down and away from the bottom footing edge. • Beneath Roadways, Slabs and Pavements — Three feet below final grade, structural fill should be compacted to at least 90 percent of the ASTM D 1557 maximum dry density value for the material. Within about three feet of subgrade elevation, the fill should be compacted to at least 95 percent of the ASTM D 1557 maximum dry density value for the material. • Utility Trench Backfill - The fill should generally be compacted to at least 90 percent of the ASTM D 1557 maximum dry density value for the material, except within three feet of subgrade elevation, where the fill should be compacted to at least 95 percent of the ASTM D 1557 maximum dry density value for the material. • Non-structural/Landscaped Areas - Firmly compact the soil to prevent excessive settlement and sloughing. Topsoil generated during stripping of the site would likely be suitable for these areas. Structural fill should be compacted with equipment suitable to achieve proper compaction. If density tests taken in the fill indicate that compaction is not being achieved due to high moisture content, then the fill should be scarified, moisture -conditioned, and recompacted. If the required compaction 032907sdd1_Yelm Commemial Geotech.doc Golder Associates March 29, 2007 -14- 073-93048.000 cannot be achieved then the material should be overexcavated and replaced with a suitable material or a soil admixture used to dry the soil. 7.4.2 Sub rg ade The subgrade soils should be prepared in accordance with the recommendations in this section to achieve a. firm and unyielding condition. Prior to paving, the subgrade should be observed by a Golder representative during a "proof roll" completed by a fully loaded dump truck. Soft or l excessively yielding areas should be remediated or overexcavated and replaced prior to construction of paving. The site soils will be sensitive to disturbance from construction activities and rainfall. Pavement and foundation subgrades should be maintained in a well compacted state and protected from degradation prior to paving or concrete placement. Disturbed or wet areas should be remediated by a method determined suitable, based on the observed field conditions. The options may include excavation and replacement of the disturbed soil, placement of a geotextile separation fabric (such as Mirafi 600x or equivalent), .chemical stabilization, and/or installation of drainage improvements. Protection measures may include restricted traffic, perimeter drain ditches, or placement of a protective gravel layer on the subgrade. 7.5 Utilities Maintaining safe utility excavations is the responsibility of the utility contractor. The soil and groundwater conditions in the utility excavations will vary across the site. The loose to compact gravelly soil underlying the site will be susceptible to raveling and caving when excavated. As appropriate, trench shoring should be used by the utility contractor. Existing underground utilities to be abandoned should be plugged or removed so they do not provide a conduit for water and cause soil saturation and instability problems. Utility trench backfill is a concern in preventing settlement along utility alignments, particularly in pavement areas. It is important that each section of utility line be adequately supported in the bedding material. Fill should be carefully placed and hand tamped to about 12 inches above the crown of the pipe . before any heavy compaction equipment is brought into use. The remainder of the trench backfill should be placed in lifts having a loose thickness of 12 inches. 7.6 Construction Geotechnical Monitoring Critical aspects of the foundation and earthwork should be observed and tested by Golder. Construction observation and testing services may include but not be limited to dewatering, foundation subgrade verification, installation of underdrains, pavement subgrade verification, and placement and compaction of structural fills. i 032907sddi_Yelm Commercial Geotech.doe i Golder Associates i ,I 1 March 29, 2007 -15- 073-93048.000 8.0 ADDITIONAL SERVICES As the geotechnical engineer of record, Golder should be retained to provide a review of the draft plans and specifications. The purpose of our review will be to verify the recommendations presented in this report have been properly interpreted and implemented "in the construction drawings and specifications. In addition, the review will allow a discussion of possible changes prior to finalization of the drawings. Golder should also be retained to observe the geotechnical aspects of the project during construction. The purpose of construction observation services is to verify that the actual conditions encountered during construction are consistent with the conditions encountered at our exploration locations. Our construction observation services will also allow us to facilitate changes in the design in the event subsurface conditions differ from those anticipated prior to the start of construction. 032907sdd] Yelm Commercial Geotech.doc Golder Associates March 29, 2007 -16- 073-93048.000 1 9.0 USE OF THIS REPORT This report has been prepared exclusively for the use of Projects West, LLC and CES Northwest, Inc. We encourage review of this report by bidders and/or contractors as it relates to factual data only (logs of test pits, conclusions, etc.). The conclusions and recommendations presented in this report are based on the explorations and observations completed for this study and conversations regarding the proposed site develop, and are not intended, nor should they be construed to represent a warranty regarding the proposed development, but are forwarded to assist in the planning and design process. Judgment has been applied in interpreting and presenting the results. Variations in subsurface conditions outside the actual exploration locations are common in glacial environments such as those encountered in the Puget Sound area. Actual conditions encountered during construction may be different from those observed in the test pits. The test pits were excavated in general accordance with locally accepted geotechnical engineering practice, subject to the time limits and financial and physical constraints applicable to the services for this project, to provide information for the areas explored. There are possible variations in the subsurface conditions between the test locations and variations over time. . 032907sddl Yelm Commercial Geotech.doc Golder Associates March 29, 2007 -17- 073-93048.000 10.0 REFERENCES ') IBC (2003). International Building Code. International Code Council, Country Club Hills, Illinois. l Washington Department of Ecology (1998) Surface Water Design Manual for Western Washington, Olympia, Washington. 032907sdd1_YelmCommercial Geotech.doc Golder Associates FIGURES Golder Associates Crystct! Spring 7 �� MobBe- 1 Yel f Flume -- - _.-_ Hare Pak 1 i V 6-12 LN ! ,, +1 �` . � E �9 It" .` ;:vx -330 ' • :\ I + /'" \i-' ''co_S• AthAll 90 lei( r-- • • � i • � 0\1 1 Imo• �\ `.�� ��•-^^�: _ +�'� meld � i sss :.:� \, •� t'\\ e 2 0 � o , I ell o � �7ti � - � ` �- by '" -mom A •\: I ) ( (tl 'o �\,r\fir l `\? \ o \ � �� • , I �J11 Ii .%Towe !1 ' s �• . r /fir ) ./ • .rr.n...' ` \ V '�' Y 'v 4 ,S -s =op Golf Course Cr 50 iv 20'�� - }• 3 •—� 3�5� �5 `j�� ��• 3F r,` • 3p I .•Corners' \\.� ,(%1 1- 11 -.- ,\.. .;CRlIUDF �. ROAD•'; ....-- .:\ / / � „ � / if 11 •' - ' ee�-_. � ---, ado` o l�� t 00 �'\ '•.ter" '`�\,t/�- ` \ :(/ �.. -� � `�.� 10 36 3n V I �L�� • -!40e l•Lp.• 1 �J "-�i I�.jc.i--'/ ...� �,\.. _jam t„�;,, � /: r � V 0 2000 SCALE IN FEET N FIGURE Source: USGS 7.5 Minute Topographic Quadrangle Map, VICINITY MAP Tenalquot Prairie, WA, 1990, McKenna, WA, 1990 CES NW/YELM COMMERCIAL GEOTECHMA 07393048000fig01.fh11 I Mod:03/13/07 1 AMP Golder Associates 0031500002000fig01.fh11 I Mod:MM/DD/YY I XXX Golder Associates APPENDIX A TEST PIT LOGS Golder Associates Golder LOG OF TEST PIT TP-1 Associates Temp 50 OF Weather_ partly cloudy Engineer B. Mattson Operator Ryan Equipment John Deere 410G Contractor Custom Backhoe Date 2/26/2007 Elevation Datum MSL Job 073-93048 Location 15106 Carter Loop SE, Yelm, WA I 2 12 16 �iii'iii'i i iii'i'►i'ii'i'ii'ii'ii���'i'i•♦ 0000�'O�O'000�0►OODOOOOOOOOO��DO000�0 'i'ii'iiiii'ii'i0•►•i'i'i'i'iiii'i'iiii!i'i'ii'i•�• •iii'i'ii'ii'ii'i'i�►•iiii'iii'i'i'iiii!�•iii'ii� •i'ii'i'i'i'iiiiii•►'iiii'i'i'i'i'i'ii'iii'iii'ii• •i'i'iii'iii'iiii�►'i'i'iiii'iii'i'ii'ii'i'iiii� 4:!:!:!:!RN 'i`i`�'i`i`i`i`i`i`i`iD`►`i`i`i`i`i`i`�`i`i`i`i`�`i'i`iD`�'i`i` 'ii'iiiiiiiii0�►•i'i'i'i'ii'ii'ii'iiiiii'i'i'�• .'.O•O.•.'O�❖�•O.O�►•�•O.❖.O•O.•00.'Di�Oii00•i� 'i'ii'�'i'iiii'iii•►•i'i'i'i'ii'ii'i'i'i'i'ii'ii'i'i'i• iiiiiiii'ii'iii�►•i'i'i'iii'ii'i'ii'i'i!iii'i'i'i� .•�'i'i'iii0❖.•O.O!►•�•�•�•O�O'•O•••�00'i!O.•.00•�! .'.•O.❖.•.00•i•�•i'i!►❖.❖.❖.•.00❖.❖.000❖.•.� ❖00�•.'.O'0.00'�•►•.'.•.'O.'.•000OOOi�ii0❖.•�•SUM LITHOLOGIC DESCRIPTIONS AND EXCAVATION NOTES A 0.0 - 0.3 ft: Loose to compact, black, decayed organics and roots in a silty fine to medium SAND matrix, little to some coarse gravel, little fine gravel, trace to little cobbles, little rootlets, damp (SM) (TOPSOIL) B 0.3 - 7.0 ft: Compact, dark brown, fine to coarse GRAVEL, some cobbles, little fine to coarse sand, trace silt, moist (GP) (FILL) C 7.0 - 7.5 ft: Compact, black, silty fine to medium SAND, some fine to coarse gravel, little cobbles, trace rootlets, moist (SM) (BURIED TOPSOIL HORIZON) D 7.5 -11.0 ft: Dense, grayish -brown, fine to coarse GRAVEL, some cobbles, little fine gravel, little fine to coarse sand, occasional boulders, moist to wet (GP) (RECESSIONAL OUTWASH) SAMPLES NO. DEPTH (ft) MOISTURE (off) 1 0.3 4.5 2 2.5 3 7.5 4 11.0 TIME DEPTH OF HOLE (ft) DEPTH TO W/L (ft) DEPTH TO SEEPAGE (ft) 09:30 10.7 SPECIAL NOTES: Minor caving from 0-7 feet (cobble and gravel fallout/spreading) rXGolder LOG.OF TEST PIT TP-2 ssociate§ Temp 50 OF Weather partly cloudy Engineer B. Mattson Operator _Ryan Equipment John Deere 410G Contractor Custom Backhoe Date 2/26/2007 Elevation Datum MSL Job 073-93048 Location 15106 Carter Loop SE, Yelm, WA 2 6 12 16 r'.� i'•� r: is •� is L•i. '�Ijis •� i:� is r: �'i:�: .1 `LLo d 1 0 0 I-0'0"0 a lzz:��o Qolz 0030 'Z o QD°O° o QD° QD°O° o O00 o oa0000aooao0oo 01000 °& a°Qo ooeo o°Qo o°Qo 00. 30 o DOo D�o Oo DOo D o D� 0 0 �DO° 0 0 �B�DO° l 01 0 DOo OOo00o00oJOo00 D oO° 0000 QD�°°QD°O°°o QD°O°o 00000000000000 �°°QD�° 0 O00 ° o o° o o° o° o o° o ° o o D o D o 00000000000000 o D o D o D DO00 ° 30.30 3 �303 ° Qo go Bottom of Test Pit at 10.0 ft A 0.0 - 0.8 ft: Loose, black, decayed organics and roots in a COBBLE and coarse GRAVEL matrix, little fine to medium sand, little fine gravel, trace silt, trace rootlets, moist (GP) (TOPSOIL) B 0.8 -10.0 ft: Compact, medium brown, fine to coarse GRAVEL, some cobbles, little fine gravel, little fine to coarse sand, moist (GP) (RECESSIONAL OUTWASH) -- becomes compact to dense, grayish brown at 8 feet SAMPLES NO. DEPTH (ft) MOISTURE (%) 1 0.5 2 2.5 3 1 8.5 TIME DEPTH OF HOLE (ft) DEPTH TO W/L (ft) DEPTH TO SEEPAGE (ft) SPECIAL NOTES: Minor to moderate caving from 0-10 feet (cobble and gravel fallout/spreading); Groundwater not observed. r Golder LOG OF TEST PIT TP-3 - Associates Temp 50 OF Weather partly cloudy Engineer B. Mattson Operator Ryan Equipment John Deere 410G Contractor Custom Backhoe Date 2/26/2007 Elevation Datum MSL Job 073-93048 Location 15106 Carter Loop SE Yelm WA 3E 2 'iii'iii�i'ii.•'iiiiiii'i'i!ii'i'�i•.'i� �i'00�'0000�'�'00:►0�•O�•�000000'O��i'�'O�'�'�': - �i•O�•�•00�•00�00•:►��i00•�O'00�0000�:•�•�•�•�•�•: 'i'i'i'iii'i'i'ii'ii•:►i'iii'iiii'ii'i'ii�:'ii'iii•: 'iiiiii'iiiiii•:►i'iii'ii'ii'ii'i'ii�:'iiii'i•: :❖:❖:❖:❖:❖:❖i':❖:❖:❖:❖:❖:❖:':❖:❖:❖: iiii'i'i'i'iiii0'i�►'i'ii'iiiiiiiiii!i'i'ii'ii� A 0.0 - 0.5 ft: Loose to compact, black, decayed organics and roots in a COBBLE matrix, some coarse gravel, little fine gravel, little fine to medium sand, trace silt, trace rootlets, trace scrap wood, trace glass, moist (GP) (TOPSOIL) B 0.5 - 5.0 ft: Compact to dense, light brown to orangish-brown, COBBLES and coarse GRAVEL, little fine to coarse sand, little fine gravel, trace silt, trace rootlets, moist (GP) (FILL) C 5.0 - 5.5 ft: Loose, black to brown, silty fine to medium SAND, little to some fine to coarse gravel, trace rootlets, moist (SM) (BURIED TOPSOIL HORIZON) D 5.5 - 11.0 ft: Compact to dense, medium brown, medium to coarse sandy fine to coarse GRAVEL, little cobbles, trace fine sand, moist (GP) (RECESSIONAL OUTWASH) SAMPLES NO. DEPTH (ft) MOISTURE (%) 1 1.0 2 4.0 3 7.0 4 11.0 TIME DEPTH OF HOLE (ft) DEPTH TO W/L (ft) DEPTH TO SEEPAGE (ft) 10:30 10.5 SPECIAL NOTES: Minor caving from 6-8.5 ft (cobble and gravel fallout/spreading); Some minor layering of cobbles/gravels/sands apparent from 6-11 ft. -Golder LOG OF TEST PIT TP-4 Associates Temp 50 T Weather_ partly cloudy Engineer B. Mattson Operator Ryan Equipment John Deere 410G Contractor Custom Backhoe Date 2/26/2007 Elevation Datum MSL Job 073-93048 Location 15106 Carter Loop SE, Yelm, WA 6 12 16 —. —.A::—.:—:—_. .. .. B I► .. .. do. .•. ►'. •. ►•. . . .• .'•:.'•�. :.'•:.'• .'•:. AK-0 &W ate! AL. AAK Bottom of Test Pit at 12.6 It A 0.0 -1.0 ft: Loose, black, decayed organics and roots in a COBBLE and coarse GRAVEL matrix, some fine to medium SAND, little fine gravel, trace silt, trace rootlets, damp (GP) (TOPSOIL) B 1.0 - 12.5 ft: Compact to dense, orangish-brown, coarse GRAVEL, little cobbles, little fine gravel, little fine to coarse sand, trace silt, damp (GW) (RECESSIONAL OUTWASH) -- becomes grayish brown at 5 feet SAMPLES NO. DEPTH (ft) MOISTURE (%) 1 4.0 2 10.0 TIME DEPTH OF HOLE (ft) DEPTH TO W/L (ft) DEPTH TO SEEPAGE (ft) 11:20 12.0 SPECIAL NOTES: Minor caving from 2.5-8 ft (cobble and gravel fallout/spreading). %_ =Gok%r LOG OF TEST PIT TP-5 Associates Temp 50 OF Weather partly cloudy Engineer B. Mattson Operator Ryan Equipment John Deere 410G Contractor Custom Backhoe Date 2/26/2007 Elevation Datum MSL Job 073-93048 Location 15106 Carter Loop SE Yelm WA 2 6 12 16 v 0 ° 0 00 0 00 °0 0 bO o 0 OO OOO 00000000000000 O'O� 000 p'bO pDOo O" QD 1DO° O O O O O O pDO �DOo 0O bDO �D bDO° 0.0 O0- 0� QC) 00 000 DoDoO � D 0O'o 1z 00000000000000 000 Qo oo& °o 'No o°Qo oo& -& 00 O O O 00000000000000 O O O DO00 °Do °Doo o °Do °D 1 0 °Do° Oo000000000000 DO00 Bottom of Test Pit at 11.0 ft LITHOLOGIC DESCRIPTIONS AND EXCAVATION NOTES A 0.0 - 0.5 ft: Loose, black, decayed organic matter and roots in a COBBLE and coarse GRAVEL matrix, some fine to medium SAND, little fine gravel, trace silt, trace rootlets, damp (GP) (TOPSOIL) B 0.5 -11.0 ft: Compact to dense, orangish-brown, fine to coarse GRAVEL, some cobbles, little fine to coarse sand, trace rootlets, damp (GP) (RECESSIONAL OUTWASH) -- becomes grayish brown at 4 feet -- sand becomes medium to coarse at 4 feet SAMPLES NO. DEPTH (ft) MOISTURE (%) 1 3.0 2 10.0 TIME DEPTH OF HOLE (ft) DEPTH TO W/L (ft) DEPTH TO SEEPAGE (ft) SPECIAL NOTES: Moderate caving from 1-8 ft (cobble and gravel fallout/spreading); Groundwater not observed. (V,,GolderLOG OF TEST PIT TP-6 ssociates Temp_OF Weather Engineer B. Mattson Operator Ryan Equipment John Deere 410G Contractor Custom Backhoe Date - Elevation Datum MSL Job 073-93048 Location Yelm 2 6 12 16 �i'�'�'�'�'DO.00�i�i�i►��i�i'�'�'Oi�i�i�i'�'�O�:�i�i�i'�'��i �i�i'Oi'�'�'Oi'�'�'�'��i►i�i�i�i�i�i'�O�i�i�i�i'i�:0'��i�i'�'i �000•'•�OOOOOOOi►O• �i�i�i'��i�i00�i�i'��i�i►i�i �iO�i�i�i�i�i�i�i�i'Oi'i►i�i'�O�ii'��i'�O�i�i�:�i'��i'��i�i �i�i�i�i'��i�i�iO�i�i�i�i►'��i�i'��'��i�i00�i�i�i�i�i�i�i'i c�►i0000000•�:�OOOOOi i'��i�i'�'�'��:�i�i�i'�'�'i i'i'i'i'i'i i'i'i i'i i i'i'i-- '��i�i'�'�'�'��i'�'�'i►i�i�i�i'�'Oi'�'�O�i�i'��:0'��i�i'�'i --'i ME L L, Bottomlaw A 0.0 - 0.5 ft: Loose, black, decayed organic matter and roots in a GRAVEL and COBBLE matrix, little to some fine to medium sand, trace silt, trace rootlets, moist (GP) (TOPSOIL) B 0.5 - 5.0 ft: Loose to compact, coarse GRAVEL, little to some coarse sand, little fine gravel, little cobbles, trace silt, moist (GW) (FILL) C 5.0 - 7.5 ft: Loose, coarse, black, fine to coarse GRAVEL, some fine to medium sand, little to some cobles, trace silt, trace rootlets, moist (GP) (RECESSIONAL OUTWASH) D 7.5 -11.5 ft: Compact to dense, medium brown to grayish -brown, coarse GRAVEL, little to some cobbles, little to some fine to coarse sand, little fine gravel, trace silt, moist (GW) (RECESSIONAL OUTWASH) SAMPLES NO. DEPTH MOISTURE (ft) (%) TIME DEPTH OF HOLE (ft) DEPTH TO W/L (ft) DEPTH TO SEEPAGE (ft) SPECIAL NOTES: Minor to moderate caving from 1 - 9 feet (cobble and gravel fallout/spreading). Groundwater not observed. 9mrssociates Golder LOG OF TEST PIT TP-7 Temp 50 OF Weather partly cloudy Engineer B. Mattson Operator Ryan Equipment John Deere 410G Contractor Custom Backhoe Date 2/26/2007 Elevation Datum MSL Job 073-93048 Location 15106 Carter Loop SE Yelm WA i r 2 M 12 16 �III� W. �'7M'! '•�. Bottom of Test Pit at 11.5 ft A 0.0 - 0.5 ft: Loose to compact, black, decayed organic matter and roots in a coarse GRAVEL matrix, some fine to medium SAND, little to some cobbles, trace silt, trace rootlets, moist (GP) (TOPSOIL) B 0.5 - 11.5 ft: Compact to dense, grayish -brown, medium to coarse GRAVEL, some cobbles, little to some fine to coarse sand, trace silt, moist (GW) (RECESSIONAL OUTWASH) SAMPLES NO. DEPTH (ft) MOISTURE (%) 1 4.0 2 6.0 3 8.0 6.6 4 10.5 TIME DEPTH OF HOLE (ft) DEPTH TO W/L (ft) DEPTH TO SEEPAGE (ft) 14:10 11.0 SPECIAL NOTES: Minor to moderate caving from 0-11.5 ft (cobble and gravel fallout/spreading); Infiltration test performed at 4 ft. Golder LOG OF TEST PIT TP-8 Associates Temp 50 OF Weather partly cloudy Engineer B. Mattson Operator Ryan Equipment John Deere 41OG Contractor Custom Backhoe Date 2/26/2007 Elevation Datum MSL Job 073-93048 Location 15106 Carter Loop SE Yelm WA I �--12 6 12 16 oao o�� oo ti� o71 �p00 QD°Ooo o QD°O° o QD° �C" o 00000000000000 Iz 000 O b°OO p°OO O0 & 00 O° ° bo 0, OD OD O OD OD OD �p0 bbOo 0 ' 3� QD< 00000'o0000000 :'0 0,( 0Q°O°o& Oo ^°^rY Qab° Obo 00 o D o D o 00000000000000 B D o D o D 10oo 0 & 00 & 00 0o & 00 & 0 & 00 O O O 00.0000000000Q O O O OQ0 0 0 00 0 00 �O0Oo 00 0 00 0 O 00 o OQo0o000 0 6 0 o0Qo'3 o DO O00 O Q°OO o°OO OO Q°OO Q° 030 00 OD OD O OD OD OD Bottom of Test Pit at 12.0 ft LITHOLOGIC DESCRIPTIONS AND EXCAVATION NOTES A 0.0 - 0.5 ft: Loose, black, decayed organics and roots in a COBBLE and coarse GRAVEL matrix, little fine to medium sand, little fine gravel, trace silt, trace rootlets, moist (GP) (TOPSOIL) B 0.5 -12.0 ft: Loose to compact, orangish-brown, fine to coarse GRAVEL, some cobbles, little to some fine to coarse sand, trace silt, trace rootlets, moist (GP) (RECESSIONAL OUTWASH) -- becomes compact to dense, grayish -brown at 5 feet SAMPLES NO. DEPTH (ft) MOISTURE (%) 1 5.0 5.5 2 8.0 3 10.0 TIME DEPTH OF HOLE (ftj DEPTH TO W/L (ft) DEPTH TO SEEPAGE (ft) 15:20 12.0 SPECIAL NOTES: Minor to moderate caving from 0-1Ift (cobble and gravel fallout/spreading); Infiltration test performed at 4 ft. Golder LOG OF TEST PIT TP-9 Associates Temp 50 OF Weather partly cloudy Engineer B. Mattson Operator Ryan Equipment John Deere 410G Contractor Custom Backhoe Date 2/26/2007 Elevation Datum MSL Job 073-93048 Location 15106 Carter Loop SE, Yelm, WA 12 16 0 o 00 30 00 00 0 00 o 0 1 o 00 o DODOo o 0Qo0QoaQo4Qo0Q Oo 1) O 000 O �oOO QoOO OO Q1'OO b0 0 Q0OO QQo0Qo0oQo Q �Qo o 00 o 00 00o 00 D , OOC J. o0oOQoOQB`)QooQ ODODoDO OQo 0 o 00 0 OOeo CC& e0 0 10bo 0o o DOo OOo oQoo0oo0ooQooQ Oo DOo D o DO DOQo o DOo DOo Oo DOo D o DO �poo0)Qo000 DOQo 0 bo 00 0 00 00 b0 00 0 0 o 00 o DOo DOo Oo D�o D O02(2) 0 oOgoO 0 o D� 0 OQo Bottom of Test Pit at 11.0 ft A 0.0 -1.0 ft: Loose, black, decayed organics and roots in a COBBLE and coarse GRAVEL matrix, little to some fine to medium sand, little fine gravel, little boulders, trace silt, trace rootlets, moist (GP) (TOPSOIL) B 1.0 - 11.0 ft: Compact to dense, orangish-brown, fine to coarse GRAVEL, some cobbles, little fine to coarse sand, trace silt, moist (GP) (RECESSIONAL OUTWASH) - becomes compact to dense, grayish brown at 5 feet SAMPLES NO. DEPTH (ft) MOISTURE (%) 1 4.5 4.5 2 7.0 3 8.5 4 TIME DEPTH OF HOLE (ft) DEPTH TO W/L (ft) DEPTH TO SEEPAGE (ft) SPECIAL NOTES: Minor to moderate caving from 0-11 ft (cobble and gravel fallout/spreading); Groundwater not observed; Some minor layering of cobbles/gravels/sands apparent from 5-11 ft; Infiltration test performed at 4 ft. I'MUGolder LOG OF TEST PIT TP-10 Associates Temp 50 °F Weather partly cloudy Engineer B. Mattson Operator Ryan Equipment John Deere 41 OG Contractor Custom Backhoe Date 2/26/2007 Elevation Datum MSL Job 073-93048 Location15106 Carter Loop SE, Yelm, WA %M 6 12 16 a r.'.� ii'•� s:� r: •� r: a•r: .. .: s•r: •� r:� r r: LJ �� o 0 0 00 0 00 0030 00 0 0° 00 o DOo DOo 0Oo00o00000000 Oo DOo D o DO OQo o ° r'<Z b°O° o ° ° ° O1< r° ° Q°O° (3 0 00 0000000000 O00 ° o °0 ° °° °0 ° o° ° �'Q� , 0 00 �< o D�o D�o OOo00o00o00000 OQo ° Qo 0 0 Qo 0 0 DOo B �o 0 0 Qo Co 0 Qo .0 o DOo a0oorl_0oa0000o00 DOo D o DO oQo < <D C3 O D ODODO 00O00O 00 00 OO 00 o ° °° ° °° 00 ° °0 ° O' O ' ° ° °° '< o DDo DOo O0a00a00o00000 OQo o Q°O° o Q°O° o Oo Q°O° o Q° C o Q°O° o Bottom of Test Pit at 12.0 ft LITHOLOGIC DESCRIPTIONS AND EXCAVATION NOTES A 0.0 - 1.0 ft: Loose, black, decayed organics and roots in a COBBLE and coarse GRAVEL matrix, little to some fine to medium sand, little fine gravel, trace silt, trace rootlets, moist (GP) (TOPSOIL) B 1.0 - 12.0 ft: Compact to dense, orangish-brown, fine to coarse GRAVEL, little to some cobbles, little to some fine to coarse sand, little fine gravel, trace silt, moist (GP) (RECESSIONAL OUTWASH) -- becomes brown at 5 feet -- becomes gray at 9 feet Z SAMPLES NO. DEPTH MOISTURE 1 3.0 2 7.0 3 10.0 TIME DEPTH OF HOLE (ft) DEPTH TO W/L (ft) DEPTH TO SEEPAGE (ft) SPECIAL NOTES: Minor to moderate caving from 0-12 ft (cobble and gravel fallout/spreading); Groundwater not observed. APPENDIX B LABORATORY TEST RESULTS Golder Associates k d \ u � %2 . o � $ o = m m E k � § / k0 ® .% % § d � k § c . Lu % \ U) 2w � �J,� R �k 05O %q w « � Z ® CO / co / 7� zi 2 \ / e f— /§ 2 a /m _— § k �§ & OL z /\ ® \ \ E � � � 7 R S C 2 2 ? R q 2 y iH S|]M kg SN|SSVd IN]0�1]d USDA SIEVE ANALYST RESULTS o 7_ \� uj U ) wcn— �� « 2_ � c 2 k / « / J— � �— }— G_ E k o u u o o \ 2 % < � 2 7 w co m 7 ƒ � � y 7 f En \ u 0 � § Q ) k ? u U _ E CL 0 O > co k % D R %� �> § % Q / ®x Lu mk �q D e w ww 3= \[ 2 R m E� FL \/ _ / $ R E 1H S|]M ­ *g S B 2 N|SSVd . ? IN]0'd]d R % 2 USDA SIEVE ANALYST RESULTS k o \ u E (L o / 0 3 � \ > /k j = % a) o ~ � \ co _ ) /— «/_ k \ u &K E 2 o � u c D Q \ ° / x q uj $� 2 2 =q D � w m / � 2 U 0 / e % ® \ 2w cn � I / U)0- . w_ o ®� 7 ECC �g 9 /\ / / E \ o 2 R R ? I. 2 2 ? CC o ¢ iH S|]M Ag S NISSVd IN]08]d USDA SIEVE ANALYST RESULTS CL d m n 0 0 N M N U U) U U) 0 co C. 0 0 rn v M 0 3k Lu CO ;I:_ o_ Z C — D "o\o M v�I M O 0 o y, o a U O O v¢i Z W CO Z U O W >w C7 0 W a m m 0 U o O O L `) J E c� � O C ca Co a) co co aa) (a a) is 0 L Q C 75 OL a) m X CO :3 wW J LL Q U) d W 0 U) Lae 1 W � z F_ J m >- m 0000 1H ti 913M (D Ag JNISSVd � 1N30213d c� N USDA SIEVE ANALYSIS RESULTS � }� w q� Lu � C CD / 7� _ \ E k o \ u � o o k C> \ 7 2 w � 2 ) R u ƒ 0 \ .E \ � E C/ Co75 %@ 2 \ Cc� % § / 2 f x mw %k 2 �m P w )ƒ / / § n 6 e� Em // 7 / § \ R S lH 1- OOM 2 /k8 SN|SSVd 2 D IN]0�]d / CC . USDA SIEVE ANALYST RESULTS Cl � w � � _ p Q C C6 vim— M Vl M CD O O O o U O H a r O z � � w co z U' a O w W C7 O Cod r W a ao 0 U O O O Z O 1- u- � J ca ca � � aD CU CO �cu 'Q U N >, "o — >, 1 L O OL N E X m W vi o U)D D� w a- li c = co a- Q O CO � it w cm C ~ Z O � ~ J O m � U) O O O o0 LH O r- 913M CD CO Ag E)NISSVd O V) CD �t 1N3O�J3d O M CD N O SIEVE ANALYSIS RESULTS