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06 - 06141-Storm Report 2024.03.19PRELIMINARY STORM DRAII{AGE REPORT FOR Carter Loop SE City of Yelm, 'Washington March 2024 Prepared for: Projects West, Inc. Prepared by: Matthew Seawright, E.I.T., Project Daniel Smith, P.E., Senior Project Manager q ,'Û'Approved By: REPORT #0614I "I hereby state that this preliminary 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 sufficiency, 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 .............................................................................................................................. 2 4. PERMANENT STORMWATER CONTROL PLAN ...................................................................................................... 3 5. DISCUSSION OF MINIMUM REQUIREMENTS ........................................................................................................ 5 6. OTHER PERMITS ................................................................................................................................................. 7 Appendix A General Exhibits Vicinity Map ............................................................................................A-1 Soils Map ................................................................................................A-2 Appendix B Plans Post-Developed Basin Map......................................................................B-1 FIRMETTE Map ......................................................................................B-2 Appendix C WWHM Computer Results WWHM Modeling Report .......................................................................C-1 Appendix D Other Reports Geotechnical Report.................................................................................D-1 STORM DRAINAGE 1. Project Overview This storm report accompanies the preliminary short plat of the Carter Loop SE project as submitted to City of Yelm for review and approval. The site information and the analysis as provided to City of Yelm are included within. Methodology for the project is established by the 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 – Preliminary 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 project proposed 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). The property has frontage along State Route 507, however access is only proposed from Carter Loop SE. 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. All disturbed areas which are not converted to impervious surfaces will have their soils amended per BMP T5.13). 2. Existing Conditions Summary 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 Pierce 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 infiltrated as permeable pavement; 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 onsite infiltration trenches and permeable pavement to mitigate stormwater runoff from the site improvements. Runoff that is not infiltrated sheet flows towards Carter Loop SE where it is collected by the Hawk‘s Landing stormwater improvements and mitigated by an existing stormwater detention pond. From there, the pond discharges runoff to the west flowing northeast along State Route 507 for the full quarter mile drainage path. Ultimately the runoff ends up in Mill Pond just outside the quarter mile drainage path. No adverse impacts are anticipated to the downstream system as a result of the development due to the proposed infiltration trenches. 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 site is analyzed to demonstrate that during the post developed condition the areas not fully infiltrated do not exceed flow control thresholds. The existing conditions is modeled as forested to comply with the Manual. A summary of the pre-developed basin is summarized in the table below: Sub-Basin Land-use WWHM Description Area (acre) Onsite A Existing Trees A/B, Forest, Flat 0.916 Total 0.916 Table 4.1 – Pre Developed Basin Land-use The following is a summary of the flow rates from the pre-developed site: 2-year .....................................0.005-cfs 10-year ...................................0.035-cfs 100-year .................................0.196-cfs A copy of the WWHM computer printouts is included in Appendix ‘C’. Developed Site Hydrology 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 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 500 sq.ft. of landscaping on each lot is directed towards an infiltration trench in the rear yards. 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. Trench) Rooftop, Flat 0.624 Onsite B Driveway (to Infil. Trench) Driveway, Flat 0.066 Onsite C New Lawn Areas (To Infil. Trench) A/B, Pasture, Flat 0.066 Onsite D New Lawn Areas (Amended Soils) A/B, Pasture, Flat 0.16 Total 0.916 Table 1 – Post Developed Basin Land-use The following is a summary of the flow rates from the post developed site: 2-year .....................................0.002-cfs 10-year ...................................0.017-cfs 100-year .................................0.080-cfs The project passes both stream flow duration and the LID performance standard satisfying MR#5 and MR#7. A copy of the Post Developed Basin Map is included in Appendix ‘B’ and the WWHM computer printouts in Appendix ‘C’. Facility Sizing One infiltration trench (BMP T7.20) is proposed to fully infiltrate runoff from each proposed rooftop, driveway, and a portion of the amended yard. 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. A WWHM modeling report is included in Appendix ‘C’. Since the project proposes less than 5,000 sq.ft. of PGIS runoff treatment is not required. 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 This report is the preliminary stormwater site plan. 5.2 Minimum Requirement #2: Construction Stormwater Pollution Prevention (SWPP) An erosion control report addressing SWPPP elements 1-13 will be provided as part of the final engineering submittal. 5.3 Minimum Requirement #3: Source Control of Pollution A Pollution Source Control Manual will be provided as part of the final engineering submittal. 5.4 Minimum Requirement #4: Preservation of Natural Drainage System and Outfalls Under existing conditions, stormwater runoff is either infiltrated due to the drain nature of the soils or collected by the Hawk’s Landing stormwater improvements. Under the proposed conditions, runoff from impervious surfaces would be infiltrated and landscaping runoff 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 and permeable pavement. 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); therefore, minimum requirement #6 is not applicable to this project. 5.7 Minimum Requirement #7: Flow Control Infiltration trenches and permeable pavement are proposed for flow control. The trenches and permeable pavement are sized with the WWHM computer program. 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 An Operation and Maintenance Manual will be provided as part of the final engineering submittal. 6. Other Permits Other necessary permits and approvals include:  Site Development Permit  Final Short Plat  Building Permit  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 Post Developed Basin Map B-1 FIRM Panel (#53067C0365F) B-2 M S I N N O R R SS E OF E DR GETSI 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 3/18/2024 9:22:37 AM Page 2 General Model Information WWHM2012 Project Name:06141 Site Name:Carter Loop SE Site Address:15106 Carter Loop SE City:Yelm Report Date:3/18/2024 Gage:Lake Lawrence Data Start:1955/10/01 Data End:2008/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2023/01/27 Version:4.2.19 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year 06141 3/18/2024 9:22:37 AM Page 3 Landuse Basin Data Predeveloped Land Use Pre-Dev Bypass:No GroundWater:No Pervious Land Use acre A B, Forest, Flat 0.916 Pervious Total 0.916 Impervious Land Use acre Impervious Total 0 Basin Total 0.916 06141 3/18/2024 9:22:37 AM Page 4 Mitigated Land Use Impervious 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 0.104 DRIVEWAYS FLAT 0.011 Impervious Total 0.115 Basin Total 0.126 06141 3/18/2024 9:22:37 AM Page 5 Landscaped Areas Bypass:Yes GroundWater:No Pervious Land Use acre A B, Pasture, Flat 0.16 Pervious Total 0.16 Impervious Land Use acre Impervious Total 0 Basin Total 0.16 06141 3/18/2024 9:22:37 AM Page 6 Impervious 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 0.104 DRIVEWAYS FLAT 0.011 Impervious Total 0.115 Basin Total 0.126 06141 3/18/2024 9:22:37 AM Page 7 Impervious 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 0.104 DRIVEWAYS FLAT 0.011 Impervious Total 0.115 Basin Total 0.126 06141 3/18/2024 9:22:37 AM Page 8 Impervious Lot 4 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 0.104 DRIVEWAYS FLAT 0.011 Impervious Total 0.115 Basin Total 0.126 06141 3/18/2024 9:22:37 AM Page 9 Impervious Lot 5 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 0.104 DRIVEWAYS FLAT 0.011 Impervious Total 0.115 Basin Total 0.126 06141 3/18/2024 9:22:37 AM Page 10 Impervious Lot 6 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 0.104 DRIVEWAYS FLAT 0.011 Impervious Total 0.115 Basin Total 0.126 06141 3/18/2024 9:22:37 AM Page 11 Routing Elements Predeveloped Routing 06141 3/18/2024 9:22:37 AM Page 12 Mitigated Routing Trench 1 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.):23.425 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):23.425 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 Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.002 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 06141 3/18/2024 9:22:37 AM Page 13 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 3.6000 0.002 0.004 2.439 0.083 06141 3/18/2024 9:22:37 AM Page 14 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 3/18/2024 9:22:37 AM Page 15 Trench 2 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.):23.425 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):23.425 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 Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.002 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 1.1111 0.002 0.001 0.000 0.083 06141 3/18/2024 9:22:37 AM Page 16 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 3.6889 0.002 0.004 2.614 0.083 06141 3/18/2024 9:22:37 AM Page 17 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 3/18/2024 9:22:37 AM Page 18 Trench 3 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.):23.425 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):23.425 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 Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.002 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 1.1111 0.002 0.001 0.000 0.083 06141 3/18/2024 9:22:37 AM Page 19 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 3.6889 0.002 0.004 2.614 0.083 06141 3/18/2024 9:22:37 AM Page 20 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 3/18/2024 9:22:37 AM Page 21 Trench 4 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.):23.425 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):23.425 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 Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.002 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 1.1111 0.002 0.001 0.000 0.083 06141 3/18/2024 9:22:37 AM Page 22 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 3.6889 0.002 0.004 2.614 0.083 06141 3/18/2024 9:22:37 AM Page 23 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 3/18/2024 9:22:37 AM Page 24 Trench 5 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.):23.425 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):23.425 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 Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.002 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 1.1111 0.002 0.001 0.000 0.083 06141 3/18/2024 9:22:37 AM Page 25 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 3.6889 0.002 0.004 2.614 0.083 06141 3/18/2024 9:22:37 AM Page 26 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 3/18/2024 9:22:37 AM Page 27 Trench 6 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.):23.425 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):23.425 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 Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.002 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 1.1111 0.002 0.001 0.000 0.083 06141 3/18/2024 9:22:37 AM Page 28 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 3.6889 0.002 0.004 2.614 0.083 06141 3/18/2024 9:22:37 AM Page 29 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 3/18/2024 9:22:37 AM Page 30 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.916 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.226 Total Impervious Area:0.69 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.004896 5 year 0.017458 10 year 0.034901 25 year 0.074648 50 year 0.123456 100 year 0.195678 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.002345 5 year 0.008678 10 year 0.016945 25 year 0.03421 50 year 0.053537 100 year 0.079773 Annual Peaks 06141 3/18/2024 9:23:16 AM Page 31 Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1956 0.010 0.003 1957 0.015 0.020 1958 0.004 0.005 1959 0.004 0.004 1960 0.005 0.002 1961 0.007 0.002 1962 0.001 0.000 1963 0.019 0.010 1964 0.003 0.002 1965 0.010 0.007 1966 0.001 0.001 1967 0.005 0.002 1968 0.003 0.001 1969 0.001 0.000 1970 0.002 0.002 1971 0.012 0.004 1972 0.020 0.007 1973 0.001 0.001 1974 0.005 0.002 1975 0.001 0.001 1976 0.004 0.002 1977 0.001 0.000 1978 0.008 0.003 1979 0.001 0.000 1980 0.005 0.001 1981 0.010 0.008 1982 0.007 0.003 1983 0.002 0.001 1984 0.003 0.002 1985 0.001 0.000 1986 0.014 0.006 1987 0.009 0.003 1988 0.001 0.000 1989 0.001 0.000 1990 0.082 0.045 1991 0.017 0.006 1992 0.001 0.001 1993 0.001 0.000 1994 0.001 0.003 1995 0.016 0.005 1996 0.036 0.009 1997 0.018 0.007 1998 0.024 0.013 1999 0.001 0.000 2000 0.006 0.002 2001 0.001 0.000 2002 0.010 0.003 2003 0.003 0.002 2004 0.188 0.055 2005 0.116 0.066 2006 0.067 0.020 2007 0.032 0.011 2008 0.009 0.008 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 06141 3/18/2024 9:23:16 AM Page 32 Rank Predeveloped Mitigated 1 0.1883 0.0656 2 0.1157 0.0546 3 0.0817 0.0450 4 0.0670 0.0201 5 0.0364 0.0199 6 0.0324 0.0134 7 0.0239 0.0114 8 0.0198 0.0100 9 0.0194 0.0088 10 0.0179 0.0082 11 0.0166 0.0076 12 0.0156 0.0073 13 0.0151 0.0068 14 0.0140 0.0066 15 0.0125 0.0063 16 0.0102 0.0061 17 0.0100 0.0054 18 0.0098 0.0052 19 0.0097 0.0041 20 0.0094 0.0040 21 0.0090 0.0035 22 0.0085 0.0034 23 0.0073 0.0033 24 0.0069 0.0030 25 0.0063 0.0027 26 0.0054 0.0026 27 0.0054 0.0023 28 0.0054 0.0023 29 0.0050 0.0022 30 0.0045 0.0021 31 0.0040 0.0021 32 0.0038 0.0019 33 0.0033 0.0019 34 0.0031 0.0018 35 0.0030 0.0018 36 0.0026 0.0015 37 0.0019 0.0013 38 0.0016 0.0010 39 0.0014 0.0009 40 0.0014 0.0009 41 0.0013 0.0008 42 0.0011 0.0008 43 0.0009 0.0005 44 0.0007 0.0004 45 0.0007 0.0004 46 0.0007 0.0003 47 0.0007 0.0003 48 0.0007 0.0002 49 0.0007 0.0001 50 0.0007 0.0001 51 0.0007 0.0001 52 0.0007 0.0001 53 0.0007 0.0001 06141 3/18/2024 9:23:16 AM Page 33 LID Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0004 10352 690 6 Pass 0.0004 9530 661 6 Pass 0.0004 8798 626 7 Pass 0.0005 8136 604 7 Pass 0.0005 7441 583 7 Pass 0.0005 6804 562 8 Pass 0.0005 6222 548 8 Pass 0.0005 5614 532 9 Pass 0.0006 5070 511 10 Pass 0.0006 4505 494 10 Pass 0.0006 3908 478 12 Pass 0.0006 3360 463 13 Pass 0.0006 2908 455 15 Pass 0.0007 2427 439 18 Pass 0.0007 1935 432 22 Pass 0.0007 1462 421 28 Pass 0.0007 1030 413 40 Pass 0.0007 748 406 54 Pass 0.0008 726 389 53 Pass 0.0008 712 377 52 Pass 0.0008 696 367 52 Pass 0.0008 683 358 52 Pass 0.0008 665 352 52 Pass 0.0009 649 343 52 Pass 0.0009 626 339 54 Pass 0.0009 612 332 54 Pass 0.0009 598 324 54 Pass 0.0010 586 313 53 Pass 0.0010 571 305 53 Pass 0.0010 559 300 53 Pass 0.0010 547 295 53 Pass 0.0010 538 293 54 Pass 0.0011 527 287 54 Pass 0.0011 520 280 53 Pass 0.0011 507 271 53 Pass 0.0011 496 267 53 Pass 0.0011 485 265 54 Pass 0.0012 476 259 54 Pass 0.0012 467 247 52 Pass 0.0012 457 240 52 Pass 0.0012 450 235 52 Pass 0.0012 448 230 51 Pass 0.0013 436 226 51 Pass 0.0013 430 220 51 Pass 0.0013 424 215 50 Pass 0.0013 419 210 50 Pass 0.0013 413 206 49 Pass 0.0014 408 201 49 Pass 0.0014 400 198 49 Pass 0.0014 396 196 49 Pass 0.0014 392 193 49 Pass 0.0015 385 189 49 Pass 0.0015 383 185 48 Pass 06141 3/18/2024 9:23:16 AM Page 34 0.0015 377 184 48 Pass 0.0015 374 182 48 Pass 0.0015 368 180 48 Pass 0.0016 363 175 48 Pass 0.0016 355 174 49 Pass 0.0016 353 173 49 Pass 0.0016 350 171 48 Pass 0.0016 349 168 48 Pass 0.0017 346 166 47 Pass 0.0017 340 163 47 Pass 0.0017 338 161 47 Pass 0.0017 336 160 47 Pass 0.0017 332 155 46 Pass 0.0018 326 151 46 Pass 0.0018 324 149 45 Pass 0.0018 321 147 45 Pass 0.0018 315 147 46 Pass 0.0018 312 146 46 Pass 0.0019 310 142 45 Pass 0.0019 305 138 45 Pass 0.0019 304 138 45 Pass 0.0019 300 137 45 Pass 0.0019 295 134 45 Pass 0.0020 294 131 44 Pass 0.0020 291 131 45 Pass 0.0020 287 130 45 Pass 0.0020 282 129 45 Pass 0.0021 282 129 45 Pass 0.0021 280 129 46 Pass 0.0021 278 127 45 Pass 0.0021 275 127 46 Pass 0.0021 273 124 45 Pass 0.0022 270 124 45 Pass 0.0022 269 120 44 Pass 0.0022 267 119 44 Pass 0.0022 264 115 43 Pass 0.0022 262 114 43 Pass 0.0023 259 112 43 Pass 0.0023 257 111 43 Pass 0.0023 256 109 42 Pass 0.0023 253 108 42 Pass 0.0023 247 107 43 Pass 0.0024 241 106 43 Pass 0.0024 240 106 44 Pass 0.0024 239 106 44 Pass 0.0024 238 106 44 Pass 0.0024 235 106 45 Pass 06141 3/18/2024 9:23:26 AM Page 35 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0024 235 106 45 Pass 0.0037 140 61 43 Pass 0.0049 95 44 46 Pass 0.0061 70 31 44 Pass 0.0073 53 20 37 Pass 0.0086 44 16 36 Pass 0.0098 34 13 38 Pass 0.0110 30 11 36 Pass 0.0122 29 10 34 Pass 0.0134 27 9 33 Pass 0.0147 21 8 38 Pass 0.0159 17 7 41 Pass 0.0171 15 7 46 Pass 0.0183 13 7 53 Pass 0.0196 12 7 58 Pass 0.0208 11 5 45 Pass 0.0220 9 5 55 Pass 0.0232 8 4 50 Pass 0.0244 7 4 57 Pass 0.0257 7 4 57 Pass 0.0269 7 4 57 Pass 0.0281 7 4 57 Pass 0.0293 7 4 57 Pass 0.0306 7 3 42 Pass 0.0318 7 3 42 Pass 0.0330 6 3 50 Pass 0.0342 6 3 50 Pass 0.0355 6 3 50 Pass 0.0367 5 3 60 Pass 0.0379 5 3 60 Pass 0.0391 5 3 60 Pass 0.0403 5 3 60 Pass 0.0416 5 3 60 Pass 0.0428 5 3 60 Pass 0.0440 5 3 60 Pass 0.0452 5 2 40 Pass 0.0465 5 2 40 Pass 0.0477 4 2 50 Pass 0.0489 4 2 50 Pass 0.0501 4 2 50 Pass 0.0513 4 2 50 Pass 0.0526 4 2 50 Pass 0.0538 4 2 50 Pass 0.0550 4 1 25 Pass 0.0562 4 1 25 Pass 0.0575 4 1 25 Pass 0.0587 4 1 25 Pass 0.0599 4 1 25 Pass 0.0611 4 1 25 Pass 0.0623 4 1 25 Pass 0.0636 4 1 25 Pass 0.0648 4 1 25 Pass 0.0660 4 0 0 Pass 06141 3/18/2024 9:23:26 AM Page 36 0.0672 3 0 0 Pass 0.0685 3 0 0 Pass 0.0697 3 0 0 Pass 0.0709 3 0 0 Pass 0.0721 3 0 0 Pass 0.0733 3 0 0 Pass 0.0746 3 0 0 Pass 0.0758 3 0 0 Pass 0.0770 3 0 0 Pass 0.0782 3 0 0 Pass 0.0795 3 0 0 Pass 0.0807 3 0 0 Pass 0.0819 2 0 0 Pass 0.0831 2 0 0 Pass 0.0843 2 0 0 Pass 0.0856 2 0 0 Pass 0.0868 2 0 0 Pass 0.0880 2 0 0 Pass 0.0892 2 0 0 Pass 0.0905 2 0 0 Pass 0.0917 2 0 0 Pass 0.0929 2 0 0 Pass 0.0941 2 0 0 Pass 0.0953 2 0 0 Pass 0.0966 2 0 0 Pass 0.0978 2 0 0 Pass 0.0990 2 0 0 Pass 0.1002 2 0 0 Pass 0.1015 2 0 0 Pass 0.1027 2 0 0 Pass 0.1039 2 0 0 Pass 0.1051 2 0 0 Pass 0.1063 2 0 0 Pass 0.1076 2 0 0 Pass 0.1088 2 0 0 Pass 0.1100 2 0 0 Pass 0.1112 2 0 0 Pass 0.1125 2 0 0 Pass 0.1137 2 0 0 Pass 0.1149 2 0 0 Pass 0.1161 1 0 0 Pass 0.1173 1 0 0 Pass 0.1186 1 0 0 Pass 0.1198 1 0 0 Pass 0.1210 1 0 0 Pass 0.1222 1 0 0 Pass 0.1235 1 0 0 Pass 06141 3/18/2024 9:23:26 AM Page 37 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 3/18/2024 9:23:26 AM Page 38 LID Report 06141 3/18/2024 9:23:39 AM Page 39 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 3/18/2024 9:23:39 AM Page 40 Appendix Predeveloped Schematic 06141 3/18/2024 9:23:40 AM Page 41 Mitigated Schematic 06141 3/18/2024 9:23:41 AM Page 42 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 END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Pre-Dev MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 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 <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 06141 3/18/2024 9:23:41 AM Page 43 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 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATE1 06141 3/18/2024 9:23:41 AM Page 44 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Pre-Dev*** PERLND 1 0.916 COPY 501 12 PERLND 1 0.916 COPY 501 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 <-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 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 06141 3/18/2024 9:23:41 AM Page 45 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 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 3/18/2024 9:23:41 AM Page 46 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 30 POC061411.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 4 IMPLND 4 IMPLND 5 RCHRES 1 RCHRES 2 RCHRES 3 RCHRES 4 RCHRES 5 RCHRES 6 COPY 1 COPY 501 COPY 601 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Trench 1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 601 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 *** 4 A/B, Pasture, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY 06141 3/18/2024 9:23:41 AM Page 47 <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 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 4 0 0 1 0 0 0 5 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 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 06141 3/18/2024 9:23:41 AM Page 48 4 0 0 0 0 0 5 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 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 4 0 0 5 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 4 0 0 5 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Impervious Lot 1*** PERLND 4 0.011 RCHRES 1 2 PERLND 4 0.011 RCHRES 1 3 IMPLND 4 0.104 RCHRES 1 5 IMPLND 5 0.011 RCHRES 1 5 Impervious Lot 2*** PERLND 4 0.011 RCHRES 2 2 PERLND 4 0.011 RCHRES 2 3 IMPLND 4 0.104 RCHRES 2 5 IMPLND 5 0.011 RCHRES 2 5 Impervious Lot 3*** PERLND 4 0.011 RCHRES 3 2 PERLND 4 0.011 RCHRES 3 3 IMPLND 4 0.104 RCHRES 3 5 IMPLND 5 0.011 RCHRES 3 5 Impervious Lot 4*** PERLND 4 0.011 RCHRES 4 2 PERLND 4 0.011 RCHRES 4 3 IMPLND 4 0.104 RCHRES 4 5 IMPLND 5 0.011 RCHRES 4 5 Impervious Lot 5*** PERLND 4 0.011 RCHRES 5 2 PERLND 4 0.011 RCHRES 5 3 IMPLND 4 0.104 RCHRES 5 5 IMPLND 5 0.011 RCHRES 5 5 Impervious Lot 6*** PERLND 4 0.011 RCHRES 6 2 PERLND 4 0.011 RCHRES 6 3 IMPLND 4 0.104 RCHRES 6 5 IMPLND 5 0.011 RCHRES 6 5 Landscaped Areas*** PERLND 4 0.16 COPY 501 12 PERLND 4 0.16 COPY 601 12 PERLND 4 0.16 COPY 501 13 PERLND 4 0.16 COPY 601 13 ******Routing****** PERLND 4 0.011 COPY 1 12 IMPLND 4 0.104 COPY 1 15 IMPLND 5 0.011 COPY 1 15 06141 3/18/2024 9:23:41 AM Page 49 PERLND 4 0.011 COPY 1 13 PERLND 4 0.011 COPY 1 12 IMPLND 4 0.104 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 0.104 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 0.104 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 0.104 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 0.104 COPY 1 15 IMPLND 5 0.011 COPY 1 15 PERLND 4 0.011 COPY 1 13 RCHRES 1 1 COPY 501 17 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 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 <-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 *** 1 Trench 1 2 1 1 1 28 0 1 2 Trench 2 2 1 1 1 28 0 1 3 Trench 3 2 1 1 1 28 0 1 4 Trench 4 2 1 1 1 28 0 1 5 Trench 5 2 1 1 1 28 0 1 6 Trench 6 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 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 06141 3/18/2024 9:23:41 AM Page 50 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 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 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.01 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 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 <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 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 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 1 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 06141 3/18/2024 9:23:41 AM Page 51 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 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 06141 3/18/2024 9:23:41 AM Page 52 4.000000 0.002755 0.005523 3.149630 0.083333 4.044444 0.002755 0.005646 3.218861 0.083333 END FTABLE 1 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 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 06141 3/18/2024 9:23:41 AM Page 53 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 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 06141 3/18/2024 9:23:41 AM Page 54 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*** (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 06141 3/18/2024 9:23:41 AM Page 55 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 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 06141 3/18/2024 9:23:41 AM Page 56 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 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 06141 3/18/2024 9:23:41 AM Page 57 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 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 06141 3/18/2024 9:23:41 AM Page 58 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 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 END FTABLES 06141 3/18/2024 9:23:41 AM Page 59 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*** RCHRES 1 HYDR RO 1 1 1 WDM 1000 FLOW ENGL REPL RCHRES 1 HYDR O 1 1 1 WDM 1001 FLOW ENGL REPL RCHRES 1 HYDR O 2 1 1 WDM 1002 FLOW ENGL REPL RCHRES 1 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 2 HYDR RO 1 1 1 WDM 1004 FLOW ENGL REPL RCHRES 2 HYDR O 1 1 1 WDM 1005 FLOW ENGL REPL RCHRES 2 HYDR O 2 1 1 WDM 1006 FLOW ENGL REPL RCHRES 2 HYDR STAGE 1 1 1 WDM 1007 STAG ENGL REPL RCHRES 3 HYDR RO 1 1 1 WDM 1008 FLOW ENGL REPL RCHRES 3 HYDR O 1 1 1 WDM 1009 FLOW ENGL REPL RCHRES 3 HYDR O 2 1 1 WDM 1010 FLOW ENGL REPL RCHRES 3 HYDR STAGE 1 1 1 WDM 1011 STAG ENGL REPL RCHRES 4 HYDR RO 1 1 1 WDM 1012 FLOW ENGL REPL RCHRES 4 HYDR O 1 1 1 WDM 1013 FLOW ENGL REPL RCHRES 4 HYDR O 2 1 1 WDM 1014 FLOW ENGL REPL RCHRES 4 HYDR STAGE 1 1 1 WDM 1015 STAG ENGL REPL RCHRES 5 HYDR RO 1 1 1 WDM 1016 FLOW ENGL REPL RCHRES 5 HYDR O 1 1 1 WDM 1017 FLOW ENGL REPL RCHRES 5 HYDR O 2 1 1 WDM 1018 FLOW ENGL REPL RCHRES 5 HYDR STAGE 1 1 1 WDM 1019 STAG ENGL REPL RCHRES 6 HYDR RO 1 1 1 WDM 1020 FLOW ENGL REPL RCHRES 6 HYDR O 1 1 1 WDM 1021 FLOW ENGL REPL RCHRES 6 HYDR O 2 1 1 WDM 1022 FLOW ENGL REPL RCHRES 6 HYDR STAGE 1 1 1 WDM 1023 STAG 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 MASS-LINK 17 06141 3/18/2024 9:23:41 AM Page 60 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 END MASS-LINK END RUN 06141 3/18/2024 9:23:41 AM Page 61 Predeveloped HSPF Message File 06141 3/18/2024 9:23:41 AM Page 62 Mitigated HSPF Message File 06141 3/18/2024 9:23:41 AM Page 63 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! 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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 . ? 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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