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26_Drainage Report_2024-0620
PLEASANT HARBOR MASTER PLANNED RESORT Drainage Report Prepared for: Statesmen GC, LTD 7370 Sierra Morena Blvd SW Calgary, Alberta, Canada (403) 256 - 4151 garth.mann@statesmengroup.com Report Date: June 20, 2024 Prepared by: Augustus Brinckmeyer, EIT Reviewed by: Steve Hatton, PE HATTON GODAT PANTIER 3910 Martin Way E., Suite B Olympia, WA 98506 (360) 943-1599 Project No: 19-060 Project Name: PLEASANT HARBOR MASTER PLANNED RESORT H:\Office\JOBS\2019\19-060 Pleasant Harbor Marina & Golf Course\PERMIT\Reports and Calculations\DRAIN\RPT - Drainage Report - 2024.05.13.docx Exhibit 26 I hereby state that this Preliminary Drainage Control Plan for Pleasant Harbor Master Planned Resort located at 30891 Highway 101, Brinnon, WA has been prepared by me or under my supervision and meets the requirements of the 2024 Stormwater Management Manual of Western Washington and the standard of care and expertise which is usual and customary in this community for professional engineers. I understand that Jefferson County does not and will not assume liability for the sufficiency, suitability, or performance of drainage facilities prepared by me. Signature Date Seal 06.20.25 Exhibit 26 TABLE OF CONTENTS Drainage Report ............................................................................................................ 1 Section 1 Proposed Project Description ............................................................................................. 1 Section 1.1 Permits .......................................................................................................................... 1 Section 1.2 Project Location ............................................................................................................ 1 Section 1.3 Property Boundaries and Zoning .................................................................................. 1 Section 1.4 Project Description ....................................................................................................... 1 Section 1.5 Timing of the Project ..................................................................................................... 2 Section 2 Existing Site Conditions ...................................................................................................... 5 Section 2.1 Topography .................................................................................................................. 5 Section 2.2 Ground Cover ............................................................................................................... 5 Section 2.3 Drainage ....................................................................................................................... 5 Section 2.4 Soils .............................................................................................................................. 5 Section 2.5 Critical Areas ................................................................................................................ 5 Section 2.6 Adjacent Areas ............................................................................................................. 6 Section 2.7 Precipitation Records ................................................................................................... 6 Section 2.8 Reports and Studies ..................................................................................................... 6 Section 3 Geotechnical Report ........................................................................................................... 8 Section 4 Wells and Septic Systems .................................................................................................. 8 Section 5 Fuel Tanks .......................................................................................................................... 9 Section 6 Analysis of the 100-Year Flood ........................................................................................... 9 Section 7 Aesthetic Considerations for Facilities ................................................................................ 9 Section 8 Facility Sizing and Offsite Analysis ..................................................................................... 9 Section 8.1 Impervious and Pervious Area Tabulations .................................................................. 9 Section 8.2 Proposed BMP Design ............................................................................................... 13 Section 8.3 Conveyance System Analysis and Design ................................................................. 19 Section 9 Utilities ............................................................................................................................... 20 Section 10 Covenants, Dedications, and Easements ......................................................................... 20 Section 11 Property Owners Association Articles of Incorporation ..................................................... 20 Section 12 Other Permits or Conditions Place on the Project ............................................................ 20 APPENDIX 1 Design Calculations .......................................................................... 21 APPENDIX 2 Geotechnical report .......................................................................... 22 APPENDIX 3 Sieve Analysis ................................................................................... 23 APPENDIX 4 Water Balance Report ....................................................................... 24 Exhibit 26 PLEASANT HARBOR MASTER PLANNED RESORT 06.18.2025 PAGE 1 DRAINAGE REPORT Section 1 Proposed Project Description Section 1.1 Permits The Pleasant Harbor Master Planned Resort project will require plat approval, grading, building, rockery/retaining wall, and utility permits. Section 1.2 Project Location The Pleasant Harbor Master Planned Resort project is located south of Black Point Road and east of Highway 101, with the Hood Canal to the south, in Jefferson County. The site is located in Section 15, Township 25N, Range 2W, W.M. on tax parcel numbers 502153 – 002, 003, 020, 021, 022, 023, and 502154002. See site Vicinity Map on page 3. Section 1.3 Property Boundaries and Zoning The project site is bounded by Black Point Road and rural single-family residences to the north, Highway 101 to the west, the Hood Canal to the south, and undeveloped forested land to the east. Zoning for the property is MPR-PH (Master Planned Resort – Pleasant Harbor) Section 1.4 Project Description The Pleasant Harbor Master Planned Resort project proposes to construct ~ 15 acres of buildings, 17 acres of road with 2.6 acres of sidewalks, and 2.4 acres of driveways. The project also includes water, sewer, reclaimed water from a water treatment plant. Drainage facilities include bioretention swales, infiltration ponds, a stormwater pump, and underground infiltration galleries. See proposed Site Plan on page 4. Stormwater mitigation for this project includes runoff collection from the new impervious surfaces via catch basins and roadside bioretention swales. Water quality is provided via infiltration treatment ponds, roadside bioretention swales, detention/wet ponds, and stormfilter vaults. All runoff is infiltrated through infiltration ponds and infiltration galleries, or will continue to flow similarly to existing conditions. The site is divided into 13 basins for stormwater analysis: Basins 1-10, Kettle B basin, Kettle C basin, and a Bypass basin. Runoff in Basin 1, and 8 will be treated by a stormfilter vault and infiltrated by an underground infiltration gallery. Runoff in Basin 10 will flow offsite to the north just as in current undeveloped conditions. Runoff from Basins 2, and 7 will be treated and infiltrated in stormwater ponds in existing topographic depressions. Runoff from basin 7 will be treated via a stormfilter prior to infiltration. Runoff from Basin 4 will be treated by a stormfilter vault and infiltrated in a retention pond. Runoff from Basins 5 will be treated and infiltrated by infiltration treatment pond. Runoff from Basin 9 will flow to a wet pond for treatment before flowing into the Retention Pond for a metered release prior to being released to the Bypass basin matching existing flow patterns. Runoff from Basin 6 will be conveyed via piping and swales to a storm pump that includes a buffer pond. The storm pump discharges into Basin 5’s conveyance system to be treated and infiltrated in the Basin 5 pond. The Bypass Basin includes areas in which runoff cannot be collected and infiltrated and is predominantly undisturbed areas. Kettle C will be used to store reclaimed water. See Basin Map on page 11. Exhibit 26 PLEASANT HARBOR MASTER PLANNED RESORT 06.18.2025 PAGE 2 Section 1.5 Timing of the Project Construction is expected to take place from beginning in earnest in the Spring of 2026. Final development will not occur until sometime during 2030. Construction will take place over the wet seasons. Construction stormwater pollution source control measures have been selected to prevent adverse stormwater impacts from construction activities on downstream resources and on-site stormwater facilities. Refer to the Construction Stormwater Pollution Prevention Plan (C-SWPPP) submitted as part of this Drainage Control Plan for a more thorough explanation of construction BMPs associated with this project. Exhibit 26 PLEASANT HARBOR RESORT 308913 US-101, BRINNON, WA 98320 VICINITY MAP HOOD CANAL PLEA S A N T H A R B O R ROBI N S O N R D HOOD CANALBLAC K P T R DMT. JUPITER RD110 SITE N.T.S. Exhibit 26 HIGWAY 101WETLAND "B" WETLAND "C" WETLAND "D" 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 8687888990 91 92 93 94 95 96 979899 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123124125126127 128 129 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144145146 147 148 149 UNITS 62 63 64 66 67 65 LEGEND 150 BLAC K P T R D US HIGHWAY 101B LA CK P T ROAD HOOD C A N A L 'A ' ROAD'B' ROAD'D ' ROAD ' E ' ROAD 'B ' ROAD ' C ' R O A D 'G' R O A D ' A ' R O A D 'H' ROAD'C' ROAD'F' ROAD KETT L E B KETT L E C PLEASANT HARBOR RESORT 308913 US-101, BRINNON, WA 98320 SITE PLAN N HATTON PANTIER GODATN.T.S. STORM POND #1 BIORENTENTION SWALE INFILTRATION GALLERIES STORM POND #3 CONTECH STORMFILTER CONTECH STORMFILTER STORM POND #6 STORM POND #5 STORM POND #4 STORMWATER PUMP 100 YR STORM BUFFER POND STORM POND #2 PRESETTLING BASIN 200' SHORELINE SETBACK 'I' ROAD Exhibit 26 PLEASANT HARBOR MASTER PLANNED RESORT 06.18.2025 PAGE 5 Section 2 Existing Site Conditions See page 7 for an Existing Conditions Map of the project site. Section 2.1 Topography The site is hilly with geology formed by the advance and retreat of glaciers. Elevations range from around 8 in the south by the Hood Canal to around 290 near the eastern boundary of the site. There are several large depressions or kettles throughout the site, as well as mounds and hills. Steep slopes can be found throughout the site – many at or above 2:1 horizontal to vertical with some reaching 1:1 at the southern portion of the site near the Hood Canal. Section 2.2 Ground Cover The existing site is heavily forested, interspersed with cleared areas and paved, gravel, and dirt roads from the site having previously been a commercial recreational campground. There’s approximately 3.1 acres of impervious area in the existing condition. Vegetation consists largely of second-growth coniferous forest with an understory of shrubs. Section 2.3 Drainage In the existing condition, runoff largely drains either to the Hood Canal south of the site, towards Highway 101 and Black Point Road to the northwest and northeast of the site, or to one of the kettles or depressions throughout the site. Some minor offsite areas north of the site drain onto the northern portion of the property. There are no known current or historical drainage problems. Section 2.4 Soils According to a NRCS Web Soil Survey, the site is predominantly composed of Hoodsport Grove very gravelly sandy loams, 0 to 30 percent slopes, with a significant amount of the remaining soils being Hoodsport very gravelly sandy loam, 0 to 15 percent slopes. The Hoodsport Grove very gravelly sandy loams (66% of the site) are classified as somewhat excessively drained soils with a high hydraulic capacity and a depth to water table of more than 80 inches. The Hoodsport very gravelly sandy loams (22% of the site) are classified as a moderately well drained soils with a very low to moderately low hydraulic capacity and a depth to water table of about 19 to 36 inches. The remaining 12% of the site is largely comprised of Grove very sandy loamy sand, 15 to 50% slopes, and Grove very gravelly sandy loam, 15 to 30% slopes. See NRCS Soil Map in Appendix 2. The site was formed by glaciers over 10,000 years ago, leaving sand and gravel outwash with glacial till exposures. The kettles of the property were formed by sand and gravel deposits around the ice filling the depressions as the ice melted. Hoodsport soils tend to be formed from Vashon glacial till while Grove soils and Hoodsport Grove soils are formed from Vashon glacial recessional outwash. A 2008 geotechnical report conducted by Perrone Consulting, Inc. is in Appendix 2. See Section 3 of this report for discussion on their analysis and findings. Section 2.5 Critical Areas Critical areas were determined using Jefferson County GIS data. The site has SUSC (susceptible) critical aquifer recharge areas primarily in the south, with some in the mid-north of the site at the existing kettles, along with three wetland areas, two in depressions at the middle of the site and one at the eastern Exhibit 26 PLEASANT HARBOR MASTER PLANNED RESORT 06.18.2025 PAGE 6 property line. The site also consists of many steep slopes and includes landslide hazard, shoreline slope stability, and seismic hazard areas. Liquefaction susceptibility ranges from very low to low across the site. The south of the site includes Seawater Intrusion Protection Zone areas. A 200’ setback from the bottom of the south slope is proposed. Section 2.6 Adjacent Areas The site is bounded by the Hood Canal to the south, Highway 101 to the west, and Black Point Road to the northeast, with single-family homes to the southwest and north, and undeveloped areas to the east. Section 2.7 Precipitation Records WWHM2012 continuous simulation hydrologic modeling software was used to size and analyze proposed BMPs for this project. WWHM2012 utilizes rainfall data for Jefferson County from 1955 to 2011. See attached WWHM reports and output in Appendix 1. Section 2.8 Reports and Studies A geotechnical investigation report conducted by Perrone Consulting, Inc., P.S. and dated December 17, 2008 is included in Appendix 2 of this report. Sieve analysis was done by GeoPacific Consultants Ltd and results dated November 23, 2022 are included in Appendix 3 of this report. Infiltration testing was done by Krazan and associates, inc. and a draft report was supplied on June 10th 2024, results included in Appendix 2 of this report. A Water Balance Summary by Bender Consulting, LLC and dated September 30, 2021 is included in Appendix 4 of this report. Exhibit 26 GATE GATE GATE MONITOR WATER TOWER POND TEST PIT MONITOR SIGN"PLEASANTHARBORRESORT" WATERTANK DRIVEWAY HOOD CANAL EX 12"METALCULVERT EX 12"METALCULVERT SIGN"CORMORANTVIEW DRIVE" SIGN "DEADEND" BLACK P T R D US HIGHWAY 101B LACK PO IN T ROAD HOOD C A N A L WETLAND 2 0 0 ' S H O R E L I N E S E T B A C K PLEASANT HARBOR RESORT 308913 US-101, BRINNON, WA 98320 EXISTING CONDITIONS N HATTON PANTIER GODATN.T.S. STORMWATER RUNOFF (TYP) EXISTING STRUCTURES EXISTING STRUCTURES KETTLE B KETTLE C240180200220190 25020090 20010 200100140 21 0 28 0 32 0 1801401 9 0240 10 110 200 2 8 0 240280 24011012013014015070 110 10 0 130 200270 130200 15 0 170210190 240 200270200 15 0 210 1 5 0 Exhibit 26 PLEASANT HARBOR MASTER PLANNED RESORT 06.18.2025 PAGE 8 Section 3 Geotechnical Report The 2008 Perrone Consulting, Inc. geotechnical investigation is included in Appendix 2. It includes summaries of the site geology, site exploration and laboratory testing, and conclusions on site soils. Borings were drilled throughout the site and infiltration tests were performed in select pits. Appendix A of the geotechnical report includes descriptions of site explorations. Soil samples were classified in the laboratory using the visual-manual procedure, and grain size distribution analyses were done on select samples from the test pits. Appendix B of the geotechnical report describes these testing methods and results. Much of the site consists of Vashon age glacial deposits, including recessional outwash (Qvr), Ice Contact Deposits (Qvi), Vashon Basal Till (Qvt), Vashon Lodgement Till (Qvtl), and Vashon Advance Outwash (Qva). Recessional outwash can be found at the tops of hills and in meltwater drainages, and consists of sand and gravel with scattered boulders. Ice contact deposits are further broken up into glacial till (Qvit), which is a mix of silt sand, gravel and cobbles found at the bottom of kettles, glacial outwash (Qvio), dense sand, gravelly sand, and sandy gravel, and Glacio-Laustrine (Qvil), consisting of stiff silt to medium dense sandy silt. Vashon basal till consists of a very dense mixture of silt, sand, subrounded gravel, and cobbles, found in the southwest of the site. Vashon lodgement till is found in the north of the site near State Route 101 and consists of gravelly, sandy, silt with subrounded cobbles to boulders. Vashon advance outwash consists of dense to very dense sand, gravelly sand, and sandy gravel, and was found in monitoring wells 1, 3, 4, and 5. Figure 14 in the geotechnical report shows estimated infiltration rates across the site, with the large kettles and edges of the site being 1 to 5 inches per hour, and much of the rest of the site being 5 to 15 or 15 to 30 inches per hour. For the purposes of WWHM modeling, soils were classified as A/B. Groundwater at the site generally resides in the sea-level aquifer and was not encountered in test pit explorations. Perrone Consulting, Inc. concluded in the report that the predominantly glacial granular soils of the site were suitable for regrading, structural fill, infiltration areas, and bedding beneath fairways and greens. See the full geotechnical report in Appendix 2 of this drainage report. Infiltration testing done by Krazan and Associates, INC. is included in Appendix 2 of this drainage report. Results were used to size infiltration facilities and confirm natural basins infiltration rates. Section 4 Wells and Septic Systems Records at Jefferson County and the Department of Ecology were searched in order to locate the presence of wells and septic systems that may be located within the setback distances from the infiltration ponds and galleries, and bioretention swales. In addition, the Project Engineer, or someone under his/her direct supervision, has visited the site to verify the presence or absence of wells and septic systems as best can be done visually without trespassing onto other properties. All wells and septic systems found to be located within the setback distances from the stormwater facilities have been shown on the plans. Exhibit 26 PLEASANT HARBOR MASTER PLANNED RESORT 06.18.2025 PAGE 9 Section 5 Fuel Tanks Records at Jefferson County and the Department of Ecology were searched in order to locate the presence of above and below ground fuel storage tanks that may be located within the setback distances from the infiltration ponds, infiltration galleries, and bioretention swales. In addition, the Project Engineer, or someone under his/her direct supervision, has visited the site to verify the absence of fuel tanks as best can be done visually without trespassing onto other properties. All fuel tanks found to be located within the setback distances from the stormwater facilities have been shown on the plans. Section 6 Analysis of the 100-Year Flood The Federal Emergency Management Agency prepares maps for all areas within Jefferson County, including the incorporated cities therein. Panel #53031C1295C depicts the areas, if any, subjected to flooding in the vicinity of this proposal. By inspection of this map, this proposal appears to be located in Zone X, an area of minimal flooding. This area, therefore, is not located within the 100-year flood plain. Section 7 Aesthetic Considerations for Facilities All above ground stormwater facilities will be hydroseeded upon completion. Additional landscaping shall also be provided throughout the project in conformance with the approved landscaping and tree restoration plan, as applicable, and as otherwise required by the approving authority. Signage designed in accordance with Jefferson County standards shall be installed for all aboveground stormwater facilities and stormwater facilities located within the development. Section 8 Facility Sizing and Offsite Analysis Section 8.1 Impervious and Pervious Area Tabulations The Pleasant Harbor Master Planned Resort project is required to meet the criteria of the 2024 SWMMWW. The project site consists of 13 basins for stormwater modeling; basins 1-10, which will be directed to infiltration ponds, detention ponds, or infiltration galleries, as well as the Kettle B basin, Kettle C basin, and the bypass basin, which are comprised of mainly undisturbed areas of the site not being directed to one of the flow control facilities. See Basin Map on page 11. Basin 1 is 4.44 acres of road, landscape, and parking in the northwest of the site, Basin 2 consists of 21.63 acres of road, roof, and landscape east and south of basin 1. Basin 3 consists of 11.81 acres of mainly existing forested landscape with some golf course areas in the west of the site. Basins 4, 5, and 6 consist of road, landscape, and single-family homes in the south of the site and are 8.09, 25.08, and 25.08 acres respectively. Basin 7 consists of 23.45 acres of mainly roads with landscape and roof in the east of the site, and basin 8 consists of 7.78 acres of parking, landscape, and roof area in the northeast corner of the site. Basin 9 consists of 2.51 acres of road, and landscape in the northeast of the site. Basin 10 consists of 1.71 acres of landscape, and existing forest area in the northwest of the site. The Kettle B and Kettle C basins consist of mostly existing landscape at 27.21 and 12.64 acres respectively, including some golf greens. The bypass basin consists of 49.04 total acres of existing landscape and golf greens. Table 8.1 summarizes the threshold discharge areas for each stormwater basin. Exhibit 26 Pre-Developed TOTAL SITE 1 2 3 4 5 6 7 8 9 10 Kettle B Kettle C Bypass TOTAL (Includes Offsite Areas) Forest (A/Flat)8.92 2.46 1.13 0.58 13.09 Forest (A/Steep) 217.34 1.37 2.17 6.82 2.43 9.37 13.04 1.46 25.36 12.64 40.60 115.27 Landscape (A/Flat)2.69 4.45 0.82 8.33 16.28 Landscape (A/Mod)1.06 1.90 13.58 16.53 Landscape (A/Steep)1.50 1.90 2.53 0.33 5.96 4.04 2.59 3.23 0.30 0.24 1.85 1.34 25.82 Roof 4.40 0.33 1.89 1.80 3.03 1.51 12.97 Road (Flat)0.28 0.52 0.16 0.33 1.29 Road (Moderate) 3.10 0.43 0.98 0.92 1.63 1.02 1.52 0.19 6.69 Driveway (Flat)0.02 0.36 0.59 0.45 1.41 Sidewalk (Flat)0.31 0.61 0.08 0.24 1.14 2.37 Parking (Flat)0.84 3.04 3.88 Holding Pond 0.00 Infiltration/Wet Pond 1.31 0.95 2.43 0.19 4.88 Total 220.44 4.44 21.63 11.81 8.09 25.08 25.08 23.45 7.78 1.27 1.71 27.21 12.64 50.28 220.48 Facility Vol (ac-ft)-1.082 29.006 2.565 11.389 - 2.945 2.34 0.499 - - - - - Facility Vol (cf)-47131.92 1263501 111731.4 496104.84 - 128284.2 101930.4 21736.44 - - - - - Infiltration Rate (in/hr)-1 2 5 1 - 2 2 0 - - - - - 1 2 3 4 5 6 7 8 9 10 Kettle B Kettle C Bypass Total 2.87 14.05 11.81 5.78 18.02 21.53 16.99 3.23 0.89 1.71 27.21 12.64 50.28 187.00 65% 65% 100% 71% 72% 86% 72% 41% 70% 100% 100% 100% 100% 85% 1 2 3 4 5 6 7 8 9 10 Kettle B Kettle C Bypass Total 1.57 7.58 0.00 2.31 7.07 3.56 6.46 4.56 0.38 0.00 0.00 0.00 0.00 33.49 35% 35% 0% 29% 28% 14% 28% 59% 30% 0% 0% 0% 0% 15% Developed Impervious Pervious Table 8.1 - Area Summary Assumptions: Driveways = 500 sf Roofs = 1500 sf Exhibit 26 HIGWAY 101WETLAND "B" WETLAND "C" WETLAND "D" 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 8687888990 91 92 93 94 95 96 979899 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123124125126127 128 129 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144145146 147 148 149 UNITS 62 63 64 66 67 65 LEGEND 150 BLAC K P T R D US HIGHWAY 101B LA CK P T ROAD HOOD C A N A L 'A ' ROAD'B' ROAD'D ' ROAD ' E ' ROAD 'H ' ROAD ' C ' RO AD 'G' R O A D ' A ' R O A D 'B' ROAD'C' ROADKETT L E B KETT L E C PLEASANT HARBOR RESORT 308913 US-101, BRINNON, WA 98320 BASIN MAP N HATTON PANTIER GODATN.T.S. BASIN 4 KETTLE C BASIN BYPASS BASIN BASIN 6 BYPASS BASIN BASIN 5 BASIN 7 BASIN 8 BASIN 9 KETTLE B BASIN BASIN 2 BYPASS BASIN BASIN 10 BYPASS BASIN BASIN 1 BASIN 3 'F' ROAD'I' ROAD Exhibit 26 PLEASANT HARBOR MASTER PLANNED RESORT 06.18.2025 PAGE 13 Section 8.2 Proposed BMP Design The SWMM summarizes the thresholds which determine the applicability of the Minimum Requirements for each project. All new development projects are required to comply with Minimum Requirement #2; Construction Stormwater Pollution Prevention. Table 8.2 summarizes the thresholds which trigger compliance with the remaining Minimum Requirements. Table 8.2 Thresholds for Minimum Requirement Applicability Required to comply with Minimum Requirements #1 through #5 & #11 Required to comply with Minimum Requirements #1 through #11 ≥ 2,000 ft2 of new, replaced, or new + replaced hard surface area X ≥ 7,000 ft2 land disturbing activity X ≥ 5,000 ft2 new + replaced hard surface area X Converts ≥ 0.75 acre of vegetation to lawn or landscape X Coverts ≥ 2.5 acres of native vegetation to pasture X This project adds 1.6 million square feet of impervious area; therefore, all Minimum Requirements apply. The applicable Minimum Requirements are: · Minimum Requirement #1: Preparation of Stormwater Site Plans · Minimum Requirement #2: Construction Stormwater Pollution Prevention Plan (SWPPP) · Minimum Requirement #3: Source Control of Pollution · Minimum Requirement #4: Preservation of Natural Drainage Systems and Outfalls · Minimum Requirement #5: On-Site Stormwater Management · Minimum Requirement #6: Runoff Treatment · Minimum Requirement #7: Flow Control · Minimum Requirement #8: Wetlands Protection · Minimum Requirement #9: Operation and Maintenance · Additional Protective Measure #1: Financial Liability · Additional Protective Measure #2: Off-Site Analysis Report Addressing these Minimum Requirements and additional protective measures, it is anticipated that the proposed project will have little or no adverse effects on the downstream and surrounding hydrology. Each of the Minimum Requirements is discussed below. Exhibit 26 PLEASANT HARBOR MASTER PLANNED RESORT 06.18.2025 PAGE 14 MINIMUM REQUIREMENT #1: STORMWATER SITE PLANNING The main components of Stormwater Site Planning are Construction Stormwater Pollution Prevention Planning and Permanent Stormwater Control Planning. This Drainage Report, a Construction Stormwater Pollution Prevention Plan, Soils Report, Maintenance Plan, and copy of the proposed Maintenance Covenant for stormwater facilities are submitted as part of the Pleasant Harbor Master Planned Resort Drainage Control Plan to meet this requirement. MINIMUM REQUIREMENT #2: CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN A Construction Stormwater Pollution Prevention Plan (SWPPP) has been developed to address erosion and sediment control anticipated during construction and has been included as part of this Drainage Control Plan. The C-SWPPP addresses all thirteen elements as required by the Department of Ecology. MINIMUM REQUIREMENT #3: SOURCE CONTROL OF POLLUTION Permanent source control BMPs are used to prevent stormwater from coming in contact with pollutants and are used as a cost-effective means of reducing pollutants in stormwater. The selection of permanent source control BMPs is based on the activities likely to occur on the site and the pollutants associated with those activities. Methods to address source control of pollution from the post-developed project site will be provided in the Maintenance and Source Control Manual included with the final design. Construction source control BMPs are addressed in the C-SWPPP. Based on Volume IV of the 2024 stormwater management manual, the applicable activities with Source Control BMPs on this site include automobile washing, automobile maintenance, storage of solid wastes and food wastes, composting, yard hazardous material use, storage and disposal, pet waste management, and maintenance of stormwater drainage and treatment facilities. There are two types of source control BMPs: operational and structural. Operational source control BMPs are non-structural practices that prevent or reduce pollutants from entering stormwater. Structural source control BMP’s are physical, structural, or mechanical devices or facilities intended to prevent pollutants from entering stormwater. Volume IV of the SWMM lists examples of both operational and structural source control BMP’s. Examples of Operational Source Control BMPs A. Form a Pollution Prevention Team that will be responsible for inspecting the stormwater systems and potential pollution sources, operation and maintenance of stormwater systems and enforcement of preventing pollution discharges into the stormwater systems. The team will also be the emergency response team. B. Good housekeeping includes containing and cleaning up spills on any exposed soils, vegetation or paved areas; sweeping paved surfaces; cleaning pollutants and debris from all BMPs regularly; and making repairs to containment systems, leaks and other sources that could pollute the drainage system. C. Preventative Maintenance 1. Provide recycling or post signs to recycle materials such as oils, solvents and wood waste to the maximum extent practicable. 2. Prevent the discharge of unpermitted liquids and solids into the storm drainage system. 3. Use drip pans to collect leaks and spills from vehicles and equipment. Exhibit 26 PLEASANT HARBOR MASTER PLANNED RESORT 06.18.2025 PAGE 15 4. Store liquids in steel or plastic containers that are rigid, durable, corrosion resistant, non- absorbent, water tight, rodent-proof and equipped with a close fitting cover. D. Spill Prevention and Cleanup 1. Stencil warning signs at stormwater catch basins and drains – “Dump no waste”. 2. Immediately stop, contain and clean up all spills. 3. Contact appropriate local agency (Fire Department, Jefferson County Public Works, Health Department or Department of Ecology) for assistance and guidance. 4. Keep spill containment and clean up kits readily accessible. E. Employee training shall include identification of pollutant sources, understanding pollutant control measures, spill response procedures and acceptable material handling practices. F. Inspections 1. Inspections should occur, a minimum of twice a year, once during October 1 through April 30 and once during May 1 through September 30. Verify that BMPs are being implemented adequately and make note of any observations of floating materials, suspended solids, oil and grease, discoloration, turbidity or odor in stormwater discharges. Check pH as needed. 2. Determine whether there are unpermitted non-stormwater discharges to the drainage system and eliminate discharges. G. Retain the following reports for at least three years: 1. Visual inspection reports. 2. Reports on spills of oil or hazardous substances greater than Reportable Quantities that cause a violation of the State of Washington’s Water Quality Standards. Contact Department of Ecology and ask for an oil spill operations or a hazardous waste specialist to determine if a spill is a substance of a Reportable Quantity. Southwest Region Dept. of Ecology: (360) 407- 6300 or call 911. Examples of Structural Source Control BMPs A. Enclosing or covering pollutant sources (i.e., within a building or other enclosure, a roof over storage and working areas, a temporary tarpaulin, etc). B. Physically segregating the pollutant source to prevent contact with uncontaminated stormwater that runs on the site from surrounding areas. C. Devices that separate contaminated runoff and send it to appropriate treatment instead of discharging into the main stormwater flow. For instance, polluted runoff could be discharged to a sanitary sewer if a permit is first obtained from the sewer service provider. Contact your local sewer service provider to determine what the requirements for industrial pre-treatment are for your location. The owner will receive a copy of the Pollution Source Control Program included in the Stormwater Maintenance Plan submitted with final design for the Pleasant Harbor Master Planned Resort project. Exhibit 26 PLEASANT HARBOR MASTER PLANNED RESORT 06.18.2025 PAGE 16 MINIMUM REQUIREMENT #4: PRESERVATION OF NATURAL DRAINAGE SYSTEMS AND OUTFALLS Infiltration BMPs will be used to reduce developed site runoff to the maximum extent feasible. In the existing condition, runoff from the project area sheet flows either to the Hood Canal south of the site, towards Highway 101 or Black Point Road to the northwest or northeast of the site, or to one of the existing kettles or depressions across the site where it is infiltrated. In the developed condition, runoff from the project will be collected by catch basins and conveyed by stormwater pipes and roadside bioretention swales to either onsite infiltration ponds, existing depressions for infiltration, or underground infiltration galleries. Runoff from Basin 6 will first go to a lined pond and is then pumped to the Basin 5 pond. Proposed stormwater mitigation BMPs reduce stormwater runoff from the site and mimic pre-developed natural drainage patterns. Impacts to existing downstream drainage systems are not anticipated. WWHM reports indicate a predeveloped 100-year flowrate of 249.4 cfs and a developed 100-year flowrate of 142.7 cfs. See Site Analysis WWHM model in Appendix 1. MINIMUM REQUIREMENT #5: ON-SITE STORMWATER MANAGEMENT The 2024 SWMM summarizes the requirements for employing on-site stormwater management BMPs, providing treatment, and flow control in decision charts. This project proposes to satisfy Minimum Requirement #5 by meeting the LID Performance Standard as defined in the 2024 SWMM. This project proposes to implement Postconstruction Soil Quality and Depth (Ecology BMP T5.13) in all new and disturbed lawn/landscape areas to retain greater stormwater functions, including increased infiltration potential and treatment of pollutants and sediments resulting from development. This project proposes the use of infiltration basins (BMP T7.10) to treat and infiltrate runoff from Basins 2, and 5-9, and to infiltrate runoff from Basin 4. The project also proposes the use of infiltration galleries and trenches (BMP T7.20) to infiltrate runoff from Basin 1. Runoff from Kettle B and Kettle C basins will continue to flow towards those kettles, respectively, and runoff from the bypass basins will continue to flow as in existing conditions. The combination of stormwater BMPs used for this project results in the site meeting the Low Impact Development Performance Standard as illustrated on page 49 of the Site Analysis WWHM report. See attached report in Appendix 1. MINIMUM REQUIREMENT #6: RUNOFF TREATMENT Table 8.3 below summarizes the thresholds for construction of stormwater treatment facilities. Table 8.3 Thresholds for Minimum Requirement #6: Runoff Treatment Required to Comply ≥ 5,000 sf of total effective pollution-generating hard surface (PGHS) X ≥ ¾ acres of pollution-generating pervious surface (PGPS) from which there will be a surface discharge in a natural or artificial conveyance system from the site X This project generates more than 5,000 square feet of pollution-generating hard surfaces and is therefore required to provide stormwater runoff treatment. The Volume III-1.2 step-by-step process in the SWMMWW was used to determine runoff treatment BMPs. Step 1: Receiving waters are the groundwater of the site. Step 2: This project is not a “high use” site; therefore, oil control is not required. Exhibit 26 PLEASANT HARBOR MASTER PLANNED RESORT 06.18.2025 PAGE 17 Step 3: It is practical to provide runoff treatment by infiltrating into the groundwater through the ponds for Basins 2, 5, 6, 7, 8, and 9. It is not practical to provide runoff treatment in Basin 1 due to the use of underground infiltration galleries rather than ponds. Treatment via infiltration is impractical in Basin 4 due to the pond having a long term design infiltration rate above 3 inches per hour. Infiltration treatment is proposed for basins 2, 3, and 5 through 9. Step 4: Phosphorus treatment is not required for Basins 1, and 4 due to non-sensitive receiving water bodies. Step 5: Enhanced treatment is not required for Basins 1, and 4 as they will not discharge directly to, discharge to conveyance systems tributary to, or infiltrate within ¼ mile of fresh waters designated for aquatic life use. Step 6: Basic treatment is proposed for Basins 1, and 4. For Basin 1, and Basin 2, and 4, Contech stormfilters are proposed. For Subbasin 4-1, bioretention is proposed for treatment. Stormfilter sizing was performed using the offline water quality flowrate. Presettling basins for Ponds 4 and 6 were sized using the water quality volume and drawdown calculations indicating a drawdown time of under 48 hours for Ponds 1, 2, 4, 5, and 6 used the water quality volumes as well as the ponds’ wetted surface areas. See these calculations and the corresponding WWHM models in Appendix 1. MINIMUM REQUIREMENT #7: FLOW CONTROL Table 8.4 below summarizes the thresholds for achievement of the standard flow control requirement for Western Washington. Table 8.4 Thresholds for Minimum Requirement #7: Flow Control Required to Comply ≥ ¾ acres of native vegetation converted to lawn/landscape or ≥ 2.5 acres converted to pasture from which there is a surface discharge in a natural or artificial conveyance system from the site X ≥ 10,000 sf of effective impervious area X ≥ 0.10 cfs increase in the 100-year storm flow frequency using 1-hour time steps or ≥ 0.15 cfs increase in the 100-year storm flow frequency using 15-minute time steps X This project generates more than 10,000 square feet of effective hard surfaces and is therefore required to provide flow control. This project proposes to provide flow control through the use of five onsite infiltration ponds and two underground infiltration galleries. Three of the ponds will be excavated while three will use existing kettles. The ponds were sized for infiltration using the WWHM2012 continuous simulation model. All ponds were sized to provide 100% infiltration with the exception of ponds 4 and 5. Pond 5,6 has a modeled infiltration of 99.2%. And Pond 3, will retain the storm flows after the settling pond with a metered release matching existing offsite flows. Runoff from largely undisturbed areas forms the Kettle B and Kettle C basins, for which it follows pre-developed drainage patterns to infiltrate in those kettles, as well as the bypass basin, for which runoff follows pre-developed drainage patterns off the site. Exhibit 26 PLEASANT HARBOR MASTER PLANNED RESORT 06.18.2025 PAGE 18 A Site Analysis model compared the runoff of the predeveloped site to the developed condition, and shows that overall site runoff will decrease from 249.39 cfs to 142.77 cfs for the 100-year storm. The site meets pre-developed stormwater durations. See Site Analysis model in Appendix 1. Roof areas of 1,500 sf and driveway areas of 500 sf per lot were assumed when designing flow control facilities. MINIMUM REQUIREMENT #8: WETLANDS PROTECTION Developed basins will not discharge to wetlands, though unmitigated runoff in the Kettle B and bypass basin will continue to discharge to wetlands as in the existing condition. No facilities or impervious surfaces are being proposed within wetland buffers. MINIMUM REQUIREMENT #9: OPERATION AND MAINTENANCE Proper operation and maintenance of proposed stormwater facilities is a vital component to the success of stormwater mitigation. A Maintenance Plan and Stormwater Maintenance Agreement have been prepared and are included as part of the Drainage Control Plan for the Pleasant Harbor Master Planned Resort project. ADDITIONAL PROTECTIVE MEASURE #1: FINANCIAL LIABILITY Financial guarantees will be provided to ensure that: 1. The project will operate according to the design approved by the project engineer, and 2. Operation of erosion control facilities will provide protection against siltation of surface water, erosion, damage to permanent stormwater BMPs, and damage to adjacent properties. ADDITIONAL PROTECTIVE MEASURE #2: OFF-SITE ANALYSIS REPORT An off-site analysis was conducted to determine any potential water quality, erosion, slope stability, or drainage impacts that may be caused or aggravated by the proposed improvements. This project proposes infiltration BMPs and post-construction soil enhancement to decrease overall site runoff form the pre-developed condition. A majority of on-site runoff from developed areas will be conveyed via catch basins, piping, and roadside swales to onsite stormwater facilities for treatment and flow control. Runoff from undeveloped areas in the Kettle B basin, Kettle C basin, and Bypass basin will continue to follow existing drainage patterns. These basins include some golf green areas, which have been included in WWHM modeling as pasture. Some offsite areas draining towards the site are also included in modeling and flow control facilities have been sized for them. The southern portion of the site is a steep slope down to the Hood Canal. This was assessed by Perrone Consulting, Inc., who determined that the upland areas of the site have adequate factors of safety against slope instability. The bluff near the shoreline is subject to wave erosion. A 200’ shoreline buffer is proposed with no development taking place within that buffer. The site also includes critical aquifer areas. Runoff from pollution-generating surfaces will be treated before infiltration. See Section 2 for further discussion on existing conditions. Conveyance capacity is not anticipated to be a problem. See Section 8.3 for analysis. Erosion impacts are not anticipated. No stream channel or surface flow impacts are anticipated as added runoff is being infiltrated. Exhibit 26 PLEASANT HARBOR MASTER PLANNED RESORT 06.18.2025 PAGE 19 The project will reduce overall runoff from the site from 249.39 cfs in the predeveloped condition to 142.77 in the developed condition, improving any capacity or flooding issues that may exist. No adverse downstream impacts are expected due to the development of the site. Section 8.3 Conveyance System Analysis and Design Runoff will be conveyed across the property through a mix of storm pipes and roadside bioretention swales. Onsite conveyance and piping was sized to convey the 25-year flow in accordance with the 2024 SWMMWW. Basins 2, 4, 5, and 7 were further split into conveyance subbasins to model the separate conveyances to their respective ponds. Further conveyance calcs to be provided at final submission. A treatment and conveyance model for each of basins 1-10 was created to give the 25-year flows. See Appendix 1 for Treatment and Conveyance Areas, Conveyance Sizing, along with the treatment and conveyance WWHM models. Exhibit 26 PLEASANT HARBOR MASTER PLANNED RESORT 06.18.2025 PAGE 20 Section 9 Utilities Proposed utilities for the project are shown on the site plan and have been designed to accommodate the drainage design. Section 10 Covenants, Dedications, and Easements All stormwater facilities located on private property shall be owned, operated and maintained by the property owners, their heirs, successors and assigns. The property owners shall enter into an agreement with the governing body, a copy of which agreement is included in the Maintenance Plan included as part of the Drainage Control Plan. The agreement requires maintenance of the stormwater facilities in accordance with the maintenance plan provided and shall grant easement for access to the governing body to inspect the stormwater facilities. The agreement also makes provisions for the governing body to make repairs, after due notice is given to the owners, if repairs are necessary to ensure proper performance of the stormwater system and if the owners fail to make the necessary repairs. The cost of said repairs shall be borne by the property owners, their heirs, successors, and assigns. Section 11 Property Owners Association Articles of Incorporation All residential subdivisions shall form a Homeowners’ Association (HOA) for the purpose of assigning responsibility and liability for the operation and maintenance of stormwater facilities jointly serving lots within the subdivision. The HOA is not required for facilities that serve a single property owner. Articles of Incorporation shall be prepared for the HOA and submitted to the governing body with Final Plat Approval. Section 12 Other Permits or Conditions Place on the Project Washington State Department of Ecology NPDES Permit Exhibit 26 PLEASANT HARBOR MASTER PLANNED RESORT 06.18.2025 PAGE 21 APPENDIX 1 DESIGN CALCULATIONS Exhibit 26 Pre-Developed TOTAL SITE 1 2 3 4 5 6 7 8 9 10 Kettle B Kettle C Bypass TOTAL (Includes Offsite Areas) Forest (A/Flat)8.92 2.46 1.13 0.58 13.09 Forest (A/Steep) 217.34 1.37 2.17 6.82 2.43 9.37 13.04 1.46 25.36 12.64 40.60 115.27 Landscape (A/Flat)2.69 4.45 0.82 8.33 16.28 Landscape (A/Mod)1.06 1.90 13.58 16.53 Landscape (A/Steep)1.50 1.90 2.53 0.33 5.96 4.04 2.59 3.23 0.30 0.24 1.85 1.34 25.82 Roof 4.40 0.33 1.89 1.80 3.03 1.51 12.97 Road (Flat)0.28 0.52 0.16 0.33 1.29 Road (Moderate) 3.10 0.43 0.98 0.92 1.63 1.02 1.52 0.19 6.69 Driveway (Flat)0.02 0.36 0.59 0.45 1.41 Sidewalk (Flat)0.31 0.61 0.08 0.24 1.14 2.37 Parking (Flat)0.84 3.04 3.88 Holding Pond 0.00 Infiltration/Wet Pond 1.31 0.95 2.43 0.19 4.88 Total 220.44 4.44 21.63 11.81 8.09 25.08 25.08 23.45 7.78 1.27 1.71 27.21 12.64 50.28 220.48 Facility Vol (ac-ft)-1.082 29.006 2.565 11.389 - 2.945 2.34 0.499 - - - - - Facility Vol (cf)-47131.92 1263501 111731.4 496104.84 - 128284.2 101930.4 21736.44 - - - - - Infiltration Rate (in/hr)-1 2 5 1 - 2 2 0 - - - - - 1 2 3 4 5 6 7 8 9 10 Kettle B Kettle C Bypass Total 2.87 14.05 11.81 5.78 18.02 21.53 16.99 3.23 0.89 1.71 27.21 12.64 50.28 187.00 65% 65% 100% 71% 72% 86% 72% 41% 70% 100% 100% 100% 100% 85% 1 2 3 4 5 6 7 8 9 10 Kettle B Kettle C Bypass Total 1.57 7.58 0.00 2.31 7.07 3.56 6.46 4.56 0.38 0.00 0.00 0.00 0.00 33.49 35% 35% 0% 29% 28% 14% 28% 59% 30% 0% 0% 0% 0% 15% Developed Impervious Pervious Table 8.1 - Area Summary Assumptions: Driveways = 500 sf Roofs = 1500 sf Exhibit 26 Basin 1 2 4 5 6 5&6 7 8 9 Q25 (cfs) from WWHM 5.5790 25.0312 9.8567 31.4584 28.1819 59.6403 30.6023 11.9825 1.4844 Pipe Diameter (in) 15.0000 36.0000 24.0000 36.0000 24.0000 36.0000 24.0000 18.0000 24.0000 Manning's n 0.0120 0.0120 0.0120 0.0120 0.0120 0.0120 0.0120 0.0120 0.0120 Minimum Pipe Slope (ft/ft) 0.0100 0.0060 0.0100 0.0100 0.0470 0.0110 0.0700 0.0500 0.0100 Velocity 5.7179 7.9394 7.8220 10.2497 16.9577 10.7500 20.6951 14.4381 7.8220 Qcapacity (cfs)7.0169 56.1204 24.5736 72.4511 53.2742 75.9873 65.0156 25.5143 24.5736 Capacity Check OK OK OK OK OK OK OK OK OK Conveyance Sizing Exhibit 26 18"27"30" Basin Offline WQ Flow (cfs)Online WQ Flow (cfs)Cartridge Cartridge Cartridge Infiltration Gallery 1 0.4137 0.7607 25 16 11 Infiltration Pond 3 1.2486 2.2845 75 50 33 Infiltration Pond 4 2.5482 4.3437 153 101 67 Infiltration Gallery 2 1.2486 1.5927 75 50 33 Stormfilter Sizing # of cartridges: 18" = Qoffline * (449 gpm/cfs / 7.5 gpm/cartridge) 27" = Qoffline * (449 gpm/cfs / 11.3 gpm/cartridge) Exhibit 26 WWHM2012 PROJECT REPORT 19-060 Site Analysis Exhibit 26 19-060 Site Analysis 6/19/2025 2:37:38 PM Page 2 General Model Information WWHM2012 Project Name:19-060 Site Analysis Site Name: Site Address: City: Report Date:6/19/2025 Gage:Quilcene Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.333 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 Exhibit 26 19-060 Site Analysis 6/19/2025 2:37:38 PM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre A B, Forest, Steep 217.34 Pervious Total 217.34 Impervious Land Use acre ROADS MOD 3.1 Impervious Total 3.1 Basin Total 220.44 Exhibit 26 19-060 Site Analysis 6/19/2025 2:37:38 PM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre A B, Forest, Steep 1.37 A B, Pasture, Steep 1.5 Pervious Total 2.87 Impervious Land Use acre ROADS MOD 0.43 SIDEWALKS FLAT 0.31 PARKING FLAT 0.84 Impervious Total 1.58 Basin Total 4.45 Exhibit 26 19-060 Site Analysis 6/19/2025 2:37:38 PM Page 5 Basin 2 Bypass:No GroundWater:No Pervious Land Use acre A B, Forest, Flat 8.92 A B, Forest, Steep 2.17 A B, Pasture, Mod 1.06 A B, Pasture, Steep 1.9 Pervious Total 14.05 Impervious Land Use acre ROADS FLAT 0.28 ROADS MOD 0.98 ROOF TOPS FLAT 4.4 SIDEWALKS FLAT 0.61 POND 1.31 Impervious Total 7.58 Basin Total 21.63 Exhibit 26 19-060 Site Analysis 6/19/2025 2:37:38 PM Page 6 Basin 3 Bypass:Yes GroundWater:No Pervious Land Use acre A B, Pasture, Steep 2.53 A B, Forest, Flat 2.46 A B, Forest, Steep 6.82 Pervious Total 11.81 Impervious Land Use acre Impervious Total 0 Basin Total 11.81 Exhibit 26 19-060 Site Analysis 6/19/2025 2:37:38 PM Page 7 Basin 4 Bypass:No GroundWater:No Pervious Land Use acre A B, Forest, Flat 1.13 A B, Forest, Steep 2.43 A B, Pasture, Mod 1.9 A B, Pasture, Steep 0.33 Pervious Total 5.79 Impervious Land Use acre ROADS MOD 0.92 ROOF TOPS FLAT 0.33 DRIVEWAYS FLAT 0.02 SIDEWALKS FLAT 0.08 POND 0.95 Impervious Total 2.3 Basin Total 8.09 Exhibit 26 19-060 Site Analysis 6/19/2025 2:37:38 PM Page 8 Basin 5 Bypass:No GroundWater:No Pervious Land Use acre A B, Forest, Steep 9.37 A B, Pasture, Flat 2.69 A B, Pasture, Steep 5.96 Pervious Total 18.02 Impervious Land Use acre ROADS FLAT 0.52 ROADS MOD 1.63 ROOF TOPS FLAT 1.89 DRIVEWAYS FLAT 0.36 SIDEWALKS FLAT 0.24 POND 2.43 Impervious Total 7.07 Basin Total 25.09 Exhibit 26 19-060 Site Analysis 6/19/2025 2:37:38 PM Page 9 Basin 6 Bypass:No GroundWater:No Pervious Land Use acre A B, Forest, Steep 13.04 A B, Pasture, Flat 4.45 A B, Pasture, Steep 4.04 Pervious Total 21.53 Impervious Land Use acre ROADS FLAT 0.16 ROADS MOD 1.02 ROOF TOPS FLAT 1.8 DRIVEWAYS FLAT 0.59 Impervious Total 3.57 Basin Total 25.1 Exhibit 26 19-060 Site Analysis 6/19/2025 2:37:38 PM Page 10 Basin 7 Bypass:No GroundWater:No Pervious Land Use acre A B, Pasture, Flat 0.82 A B, Pasture, Mod 13.58 A B, Pasture, Steep 2.59 Pervious Total 16.99 Impervious Land Use acre ROADS FLAT 0.33 ROADS MOD 1.52 ROOF TOPS FLAT 3.03 DRIVEWAYS FLAT 0.45 SIDEWALKS FLAT 1.14 Impervious Total 6.47 Basin Total 23.46 Exhibit 26 19-060 Site Analysis 6/19/2025 2:37:38 PM Page 11 Basin 8 Bypass:No GroundWater:No Pervious Land Use acre A B, Pasture, Steep 3.23 Pervious Total 3.23 Impervious Land Use acre ROOF TOPS FLAT 1.51 PARKING FLAT 3.04 Impervious Total 4.55 Basin Total 7.78 Exhibit 26 19-060 Site Analysis 6/19/2025 2:37:38 PM Page 12 Basin 9 Bypass:No GroundWater:No Pervious Land Use acre A B, Forest, Flat 1.82 A B, Pasture, Steep 0.3 Pervious Total 2.12 Impervious Land Use acre ROADS MOD 0.19 POND 0.19 Impervious Total 0.38 Basin Total 2.5 Exhibit 26 19-060 Site Analysis 6/19/2025 2:37:38 PM Page 13 Basin 10 Bypass:Yes GroundWater:No Pervious Land Use acre A B, Forest, Steep 1.46 A B, Lawn, Steep 0.24 Pervious Total 1.7 Impervious Land Use acre Impervious Total 0 Basin Total 1.7 Exhibit 26 19-060 Site Analysis 6/19/2025 2:37:38 PM Page 14 Kettle B Basin Bypass:Yes GroundWater:No Pervious Land Use acre A B, Forest, Steep 25.36 A B, Pasture, Steep 1.85 Pervious Total 27.21 Impervious Land Use acre Impervious Total 0 Basin Total 27.21 Exhibit 26 19-060 Site Analysis 6/19/2025 2:37:38 PM Page 15 Kettle C Basin Bypass:Yes GroundWater:No Pervious Land Use acre A B, Forest, Steep 12.64 Pervious Total 12.64 Impervious Land Use acre Impervious Total 0 Basin Total 12.64 Exhibit 26 19-060 Site Analysis 6/19/2025 2:37:38 PM Page 16 Bypass Basin Bypass:Yes GroundWater:No Pervious Land Use acre A B, Forest, Steep 40.6 A B, Pasture, Steep 1.34 A B, Pasture, Flat 8.33 Pervious Total 50.27 Impervious Land Use acre Impervious Total 0 Basin Total 50.27 Exhibit 26 19-060 Site Analysis 6/19/2025 2:37:38 PM Page 17 Routing Elements Predeveloped Routing Exhibit 26 19-060 Site Analysis 6/19/2025 2:37:38 PM Page 18 Mitigated Routing Gallery 1 Bottom Length:150.00 ft. Bottom Width:110.00 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:4 Pour Space of material for first layer:0.7 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:1 Infiltration safety factor:1 Total Volume Infiltrated (ac-ft.):611.951 Total Volume Through Riser (ac-ft.):0.006 Total Volume Through Facility (ac-ft.):611.957 Percent Infiltrated:100 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:4 ft. Riser Diameter:10 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 0.378 0.000 0.000 0.000 0.0556 0.378 0.014 0.000 0.381 0.1111 0.378 0.029 0.000 0.381 0.1667 0.378 0.044 0.000 0.381 0.2222 0.378 0.058 0.000 0.381 0.2778 0.378 0.073 0.000 0.381 0.3333 0.378 0.088 0.000 0.381 0.3889 0.378 0.103 0.000 0.381 0.4444 0.378 0.117 0.000 0.381 0.5000 0.378 0.132 0.000 0.381 0.5556 0.378 0.147 0.000 0.381 0.6111 0.378 0.162 0.000 0.381 0.6667 0.378 0.176 0.000 0.381 0.7222 0.378 0.191 0.000 0.381 0.7778 0.378 0.206 0.000 0.381 0.8333 0.378 0.221 0.000 0.381 0.8889 0.378 0.235 0.000 0.381 0.9444 0.378 0.250 0.000 0.381 1.0000 0.378 0.265 0.000 0.381 1.0556 0.378 0.279 0.000 0.381 1.1111 0.378 0.294 0.000 0.381 1.1667 0.378 0.309 0.000 0.381 1.2222 0.378 0.324 0.000 0.381 1.2778 0.378 0.338 0.000 0.381 Exhibit 26 19-060 Site Analysis 6/19/2025 2:37:38 PM Page 19 1.3333 0.378 0.353 0.000 0.381 1.3889 0.378 0.368 0.000 0.381 1.4444 0.378 0.383 0.000 0.381 1.5000 0.378 0.397 0.000 0.381 1.5556 0.378 0.412 0.000 0.381 1.6111 0.378 0.427 0.000 0.381 1.6667 0.378 0.441 0.000 0.381 1.7222 0.378 0.456 0.000 0.381 1.7778 0.378 0.471 0.000 0.381 1.8333 0.378 0.486 0.000 0.381 1.8889 0.378 0.500 0.000 0.381 1.9444 0.378 0.515 0.000 0.381 2.0000 0.378 0.530 0.000 0.381 2.0556 0.378 0.545 0.000 0.381 2.1111 0.378 0.559 0.000 0.381 2.1667 0.378 0.574 0.000 0.381 2.2222 0.378 0.589 0.000 0.381 2.2778 0.378 0.604 0.000 0.381 2.3333 0.378 0.618 0.000 0.381 2.3889 0.378 0.633 0.000 0.381 2.4444 0.378 0.648 0.000 0.381 2.5000 0.378 0.662 0.000 0.381 2.5556 0.378 0.677 0.000 0.381 2.6111 0.378 0.692 0.000 0.381 2.6667 0.378 0.707 0.000 0.381 2.7222 0.378 0.721 0.000 0.381 2.7778 0.378 0.736 0.000 0.381 2.8333 0.378 0.751 0.000 0.381 2.8889 0.378 0.766 0.000 0.381 2.9444 0.378 0.780 0.000 0.381 3.0000 0.378 0.795 0.000 0.381 3.0556 0.378 0.810 0.000 0.381 3.1111 0.378 0.824 0.000 0.381 3.1667 0.378 0.839 0.000 0.381 3.2222 0.378 0.854 0.000 0.381 3.2778 0.378 0.869 0.000 0.381 3.3333 0.378 0.883 0.000 0.381 3.3889 0.378 0.898 0.000 0.381 3.4444 0.378 0.913 0.000 0.381 3.5000 0.378 0.928 0.000 0.381 3.5556 0.378 0.942 0.000 0.381 3.6111 0.378 0.957 0.000 0.381 3.6667 0.378 0.972 0.000 0.381 3.7222 0.378 0.987 0.000 0.381 3.7778 0.378 1.001 0.000 0.381 3.8333 0.378 1.016 0.000 0.381 3.8889 0.378 1.031 0.000 0.381 3.9444 0.378 1.045 0.000 0.381 4.0000 0.378 1.060 0.000 0.381 4.0556 0.378 1.081 0.115 0.381 4.1111 0.378 1.102 0.323 0.381 4.1667 0.378 1.123 0.575 0.381 4.2222 0.378 1.144 0.835 0.381 4.2778 0.378 1.165 1.067 0.381 4.3333 0.378 1.186 1.242 0.381 4.3889 0.378 1.207 1.355 0.381 4.4444 0.378 1.229 1.458 0.381 4.5000 0.378 1.250 1.546 0.381 Exhibit 26 19-060 Site Analysis 6/19/2025 2:37:38 PM Page 20 4.5556 0.378 1.271 1.630 0.381 4.6111 0.378 1.292 1.709 0.381 4.6667 0.378 1.313 1.785 0.381 4.7222 0.378 1.334 1.858 0.381 4.7778 0.378 1.355 1.929 0.381 4.8333 0.378 1.376 1.996 0.381 4.8889 0.378 1.397 2.062 0.381 4.9444 0.378 1.418 2.125 0.381 5.0000 0.378 1.439 2.187 0.381 Exhibit 26 19-060 Site Analysis 6/19/2025 2:37:38 PM Page 21 Pond 1 Bottom Length:79.40 ft. Bottom Width:79.40 ft. Depth:41 ft. Volume at riser head:29.0061 acre-feet. Infiltration On Infiltration rate:2 Infiltration safety factor:1 Wetted surface area On Total Volume Infiltrated (ac-ft.):2888.393 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):2888.393 Percent Infiltrated:100 Total Precip Applied to Facility:0 Total Evap From Facility:0 Side slope 1:2.9 To 1 Side slope 2:2.13 To 1 Side slope 3:2 To 1 Side slope 4:2 To 1 Discharge Structure Riser Height:40 ft. Riser Diameter:24 in. Element Flows To: Outlet 1 Outlet 2 Pond Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 160.00 0.144 0.000 0.000 0.000 160.46 0.152 0.067 0.000 0.307 160.91 0.160 0.138 0.000 0.322 161.37 0.168 0.213 0.000 0.339 161.82 0.176 0.292 0.000 0.355 162.28 0.184 0.374 0.000 0.372 162.73 0.193 0.460 0.000 0.389 163.19 0.201 0.550 0.000 0.407 163.64 0.210 0.644 0.000 0.425 164.10 0.220 0.742 0.000 0.443 164.56 0.229 0.844 0.000 0.462 165.01 0.238 0.951 0.000 0.481 165.47 0.248 1.062 0.000 0.501 165.92 0.258 1.178 0.000 0.521 166.38 0.268 1.298 0.000 0.541 166.83 0.278 1.422 0.000 0.562 167.29 0.289 1.552 0.000 0.583 167.74 0.300 1.686 0.000 0.605 168.20 0.310 1.825 0.000 0.627 168.66 0.322 1.969 0.000 0.649 169.11 0.333 2.119 0.000 0.672 169.57 0.344 2.273 0.000 0.695 170.02 0.356 2.433 0.000 0.718 170.48 0.368 2.598 0.000 0.742 170.93 0.380 2.768 0.000 0.766 171.39 0.392 2.944 0.000 0.791 171.84 0.404 3.126 0.000 0.816 172.30 0.417 3.313 0.000 0.841 Exhibit 26 19-060 Site Analysis 6/19/2025 2:37:38 PM Page 22 172.76 0.430 3.506 0.000 0.867 173.21 0.443 3.705 0.000 0.893 173.67 0.456 3.910 0.000 0.920 174.12 0.469 4.121 0.000 0.947 174.58 0.483 4.338 0.000 0.974 175.03 0.497 4.562 0.000 1.002 175.49 0.511 4.791 0.000 1.030 175.94 0.525 5.027 0.000 1.059 176.40 0.539 5.270 0.000 1.088 176.86 0.554 5.519 0.000 1.117 177.31 0.568 5.775 0.000 1.147 177.77 0.583 6.037 0.000 1.177 178.22 0.598 6.307 0.000 1.207 178.68 0.614 6.583 0.000 1.238 179.13 0.629 6.866 0.000 1.270 179.59 0.645 7.157 0.000 1.301 180.04 0.661 7.455 0.000 1.333 180.50 0.677 7.760 0.000 1.366 180.96 0.693 8.072 0.000 1.398 181.41 0.710 8.392 0.000 1.432 181.87 0.726 8.719 0.000 1.465 182.32 0.743 9.054 0.000 1.499 182.78 0.760 9.396 0.000 1.534 183.23 0.777 9.747 0.000 1.568 183.69 0.795 10.10 0.000 1.603 184.14 0.813 10.47 0.000 1.639 184.60 0.830 10.84 0.000 1.675 185.06 0.848 11.22 0.000 1.711 185.51 0.867 11.62 0.000 1.748 185.97 0.885 12.01 0.000 1.785 186.42 0.904 12.42 0.000 1.823 186.88 0.922 12.84 0.000 1.860 187.33 0.941 13.26 0.000 1.899 187.79 0.960 13.70 0.000 1.937 188.24 0.980 14.14 0.000 1.976 188.70 0.999 14.59 0.000 2.016 189.16 1.019 15.05 0.000 2.056 189.61 1.039 15.52 0.000 2.096 190.07 1.059 16.00 0.000 2.136 190.52 1.079 16.48 0.000 2.177 190.98 1.100 16.98 0.000 2.219 191.43 1.121 17.49 0.000 2.261 191.89 1.142 18.00 0.000 2.303 192.34 1.163 18.53 0.000 2.345 192.80 1.184 19.06 0.000 2.388 193.26 1.205 19.61 0.000 2.431 193.71 1.227 20.16 0.000 2.475 194.17 1.249 20.72 0.000 2.519 194.62 1.271 21.30 0.000 2.564 195.08 1.293 21.88 0.000 2.609 195.53 1.316 22.48 0.000 2.654 195.99 1.338 23.08 0.000 2.699 196.44 1.361 23.70 0.000 2.746 196.90 1.384 24.32 0.000 2.792 197.36 1.407 24.96 0.000 2.839 197.81 1.431 25.61 0.000 2.886 198.27 1.454 26.26 0.000 2.934 198.72 1.478 26.93 0.000 2.982 Exhibit 26 19-060 Site Analysis 6/19/2025 2:37:38 PM Page 23 199.18 1.502 27.61 0.000 3.030 199.63 1.526 28.30 0.000 3.079 200.09 1.551 29.00 0.561 3.128 200.54 1.575 29.71 7.642 3.177 201.00 1.600 30.44 12.59 3.227 Exhibit 26 19-060 Site Analysis 6/19/2025 2:37:38 PM Page 24 Pond 3 Bottom Length:222.30 ft. Bottom Width:150.00 ft. Depth:4 ft. Volume at riser head:2.5651 acre-feet. Infiltration On Infiltration rate:5 Infiltration safety factor:1 Wetted surface area On Total Volume Infiltrated (ac-ft.):897.474 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):897.474 Percent Infiltrated:100 Total Precip Applied to Facility:0 Total Evap From Facility:0 Side slope 1:3.4 To 1 Side slope 2:3 To 1 Side slope 3:3 To 1 Side slope 4:3 To 1 Discharge Structure Riser Height:3 ft. Riser Diameter:12 in. Element Flows To: Outlet 1 Outlet 2 Pond Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 186.00 0.765 0.000 0.000 0.000 186.04 0.767 0.034 0.000 3.871 186.09 0.770 0.068 0.000 3.883 186.13 0.772 0.102 0.000 3.895 186.18 0.775 0.136 0.000 3.907 186.22 0.777 0.171 0.000 3.919 186.27 0.779 0.206 0.000 3.931 186.31 0.782 0.240 0.000 3.943 186.36 0.784 0.275 0.000 3.955 186.40 0.787 0.310 0.000 3.967 186.44 0.789 0.345 0.000 3.979 186.49 0.791 0.380 0.000 3.991 186.53 0.794 0.415 0.000 4.004 186.58 0.796 0.451 0.000 4.016 186.62 0.799 0.486 0.000 4.028 186.67 0.801 0.522 0.000 4.040 186.71 0.803 0.557 0.000 4.052 186.76 0.806 0.593 0.000 4.065 186.80 0.808 0.629 0.000 4.077 186.84 0.811 0.665 0.000 4.089 186.89 0.813 0.701 0.000 4.101 186.93 0.816 0.737 0.000 4.114 186.98 0.818 0.774 0.000 4.126 187.02 0.820 0.810 0.000 4.138 187.07 0.823 0.847 0.000 4.151 187.11 0.825 0.883 0.000 4.163 187.16 0.828 0.920 0.000 4.176 187.20 0.830 0.957 0.000 4.188 Exhibit 26 19-060 Site Analysis 6/19/2025 2:37:38 PM Page 25 187.24 0.833 0.994 0.000 4.200 187.29 0.835 1.031 0.000 4.213 187.33 0.838 1.068 0.000 4.225 187.38 0.840 1.106 0.000 4.238 187.42 0.843 1.143 0.000 4.250 187.47 0.845 1.181 0.000 4.263 187.51 0.848 1.218 0.000 4.275 187.56 0.850 1.256 0.000 4.288 187.60 0.853 1.294 0.000 4.300 187.64 0.855 1.332 0.000 4.313 187.69 0.858 1.370 0.000 4.326 187.73 0.860 1.408 0.000 4.338 187.78 0.863 1.446 0.000 4.351 187.82 0.865 1.485 0.000 4.364 187.87 0.868 1.523 0.000 4.376 187.91 0.870 1.562 0.000 4.389 187.96 0.873 1.601 0.000 4.402 188.00 0.875 1.640 0.000 4.414 188.04 0.878 1.679 0.000 4.427 188.09 0.880 1.718 0.000 4.440 188.13 0.883 1.757 0.000 4.453 188.18 0.885 1.796 0.000 4.465 188.22 0.888 1.836 0.000 4.478 188.27 0.890 1.875 0.000 4.491 188.31 0.893 1.915 0.000 4.504 188.36 0.896 1.954 0.000 4.517 188.40 0.898 1.994 0.000 4.530 188.44 0.901 2.034 0.000 4.543 188.49 0.903 2.074 0.000 4.556 188.53 0.906 2.115 0.000 4.568 188.58 0.908 2.155 0.000 4.581 188.62 0.911 2.195 0.000 4.594 188.67 0.914 2.236 0.000 4.607 188.71 0.916 2.277 0.000 4.620 188.76 0.919 2.318 0.000 4.633 188.80 0.921 2.358 0.000 4.647 188.84 0.924 2.399 0.000 4.660 188.89 0.926 2.441 0.000 4.673 188.93 0.929 2.482 0.000 4.686 188.98 0.932 2.523 0.000 4.699 189.02 0.934 2.565 0.035 4.712 189.07 0.937 2.606 0.182 4.725 189.11 0.939 2.648 0.389 4.738 189.16 0.942 2.690 0.637 4.751 189.20 0.945 2.732 0.907 4.765 189.24 0.947 2.774 1.183 4.778 189.29 0.950 2.816 1.447 4.791 189.33 0.953 2.858 1.683 4.804 189.38 0.955 2.901 1.879 4.818 189.42 0.958 2.943 2.029 4.831 189.47 0.960 2.986 2.138 4.844 189.51 0.963 3.029 2.251 4.858 189.56 0.966 3.072 2.347 4.871 189.60 0.968 3.115 2.439 4.884 189.64 0.971 3.158 2.528 4.898 189.69 0.974 3.201 2.614 4.911 189.73 0.976 3.244 2.697 4.925 189.78 0.979 3.288 2.777 4.938 Exhibit 26 19-060 Site Analysis 6/19/2025 2:37:38 PM Page 26 189.82 0.982 3.331 2.856 4.951 189.87 0.984 3.375 2.932 4.965 189.91 0.987 3.419 3.006 4.978 189.96 0.990 3.463 3.078 4.992 190.00 0.992 3.507 3.149 5.005 190.04 0.995 3.551 3.218 5.019 Exhibit 26 19-060 Site Analysis 6/19/2025 2:37:38 PM Page 27 Pond 4 Bottom Length:688.65 ft. Bottom Width:100.00 ft. Depth:7 ft. Volume at riser head:11.3893 acre-feet. Infiltration On Infiltration rate:1 Infiltration safety factor:1 Wetted surface area On Total Volume Infiltrated (ac-ft.):4267.918 Total Volume Through Riser (ac-ft.):0.834 Total Volume Through Facility (ac-ft.):4268.752 Percent Infiltrated:99.98 Total Precip Applied to Facility:0 Total Evap From Facility:0 Side slope 1:3 To 1 Side slope 2:3 To 1 Side slope 3:2.3 To 1 Side slope 4:2 To 1 Discharge Structure Riser Height:6 ft. Riser Diameter:24 in. Element Flows To: Outlet 1 Outlet 2 Pond Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 105.00 1.580 0.000 0.000 0.000 105.08 1.588 0.123 0.000 1.601 105.16 1.595 0.247 0.000 1.609 105.23 1.603 0.371 0.000 1.616 105.31 1.610 0.496 0.000 1.624 105.39 1.618 0.622 0.000 1.631 105.47 1.625 0.748 0.000 1.639 105.54 1.633 0.874 0.000 1.646 105.62 1.640 1.002 0.000 1.654 105.70 1.647 1.130 0.000 1.661 105.78 1.655 1.258 0.000 1.669 105.86 1.662 1.387 0.000 1.676 105.93 1.670 1.517 0.000 1.684 106.01 1.677 1.647 0.000 1.691 106.09 1.685 1.778 0.000 1.699 106.17 1.692 1.909 0.000 1.707 106.24 1.700 2.041 0.000 1.714 106.32 1.708 2.174 0.000 1.722 106.40 1.715 2.307 0.000 1.729 106.48 1.723 2.440 0.000 1.737 106.56 1.730 2.575 0.000 1.745 106.63 1.738 2.710 0.000 1.752 106.71 1.745 2.845 0.000 1.760 106.79 1.753 2.981 0.000 1.767 106.87 1.760 3.118 0.000 1.775 106.94 1.768 3.255 0.000 1.783 107.02 1.776 3.393 0.000 1.790 107.10 1.783 3.531 0.000 1.798 >91% Exhibit 26 19-060 Site Analysis 6/19/2025 2:37:38 PM Page 28 107.18 1.791 3.670 0.000 1.806 107.26 1.798 3.810 0.000 1.813 107.33 1.806 3.950 0.000 1.821 107.41 1.814 4.091 0.000 1.829 107.49 1.821 4.232 0.000 1.837 107.57 1.829 4.374 0.000 1.844 107.64 1.837 4.517 0.000 1.852 107.72 1.844 4.660 0.000 1.860 107.80 1.852 4.804 0.000 1.867 107.88 1.860 4.948 0.000 1.875 107.96 1.867 5.093 0.000 1.883 108.03 1.875 5.239 0.000 1.891 108.11 1.883 5.385 0.000 1.898 108.19 1.890 5.532 0.000 1.906 108.27 1.898 5.679 0.000 1.914 108.34 1.906 5.827 0.000 1.922 108.42 1.914 5.976 0.000 1.930 108.50 1.921 6.125 0.000 1.937 108.58 1.929 6.275 0.000 1.945 108.66 1.937 6.425 0.000 1.953 108.73 1.945 6.576 0.000 1.961 108.81 1.952 6.728 0.000 1.969 108.89 1.960 6.880 0.000 1.976 108.97 1.968 7.033 0.000 1.984 109.04 1.976 7.186 0.000 1.992 109.12 1.984 7.340 0.000 2.000 109.20 1.991 7.495 0.000 2.008 109.28 1.999 7.650 0.000 2.016 109.36 2.007 7.806 0.000 2.024 109.43 2.015 7.962 0.000 2.032 109.51 2.023 8.119 0.000 2.039 109.59 2.030 8.277 0.000 2.047 109.67 2.038 8.435 0.000 2.055 109.74 2.046 8.594 0.000 2.063 109.82 2.054 8.754 0.000 2.071 109.90 2.062 8.914 0.000 2.079 109.98 2.070 9.074 0.000 2.087 110.06 2.078 9.236 0.000 2.095 110.13 2.086 9.398 0.000 2.103 110.21 2.093 9.560 0.000 2.111 110.29 2.101 9.723 0.000 2.119 110.37 2.109 9.887 0.000 2.127 110.44 2.117 10.05 0.000 2.135 110.52 2.125 10.21 0.000 2.143 110.60 2.133 10.38 0.000 2.151 110.68 2.141 10.54 0.000 2.159 110.76 2.149 10.71 0.000 2.167 110.83 2.157 10.88 0.000 2.175 110.91 2.165 11.05 0.000 2.183 110.99 2.173 11.22 0.000 2.191 111.07 2.181 11.38 0.365 2.199 111.14 2.189 11.55 1.161 2.207 111.22 2.197 11.73 2.205 2.215 111.30 2.205 11.90 3.421 2.223 111.38 2.213 12.07 4.745 2.231 111.46 2.221 12.24 6.112 2.239 111.53 2.229 12.41 7.456 2.247 111.61 2.237 12.59 8.711 2.256 Exhibit 26 19-060 Site Analysis 6/19/2025 2:37:38 PM Page 29 111.69 2.245 12.76 9.823 2.264 111.77 2.253 12.94 10.75 2.272 111.84 2.261 13.11 11.48 2.280 111.92 2.269 13.29 12.02 2.288 112.00 2.277 13.47 12.46 2.296 112.08 2.285 13.64 13.07 2.304 Exhibit 26 19-060 Site Analysis 6/19/2025 2:37:38 PM Page 30 Pond 5 Bottom Length:100.00 ft. Bottom Width:47.70 ft. Depth:15 ft. Volume at riser head:2.9449 acre-feet. Infiltration On Infiltration rate:2 Infiltration safety factor:1 Wetted surface area On Total Volume Infiltrated (ac-ft.):2521.83 Total Volume Through Riser (ac-ft.):64.283 Total Volume Through Facility (ac-ft.):2586.113 Percent Infiltrated:97.51 Total Precip Applied to Facility:0 Total Evap From Facility:0 Side slope 1:1.18 To 1 Side slope 2:2 To 1 Side slope 3:2 To 1 Side slope 4:2 To 1 Discharge Structure Riser Height:14 ft. Riser Diameter:36 in. Element Flows To: Outlet 1 Outlet 2 Pond Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 81.000 0.109 0.000 0.000 0.000 81.167 0.111 0.018 0.000 0.224 81.333 0.113 0.037 0.000 0.228 81.500 0.115 0.056 0.000 0.232 81.667 0.117 0.075 0.000 0.236 81.833 0.119 0.095 0.000 0.240 82.000 0.121 0.115 0.000 0.245 82.167 0.123 0.135 0.000 0.249 82.333 0.125 0.156 0.000 0.253 82.500 0.127 0.177 0.000 0.257 82.667 0.129 0.199 0.000 0.261 82.833 0.131 0.221 0.000 0.266 83.000 0.134 0.243 0.000 0.270 83.167 0.136 0.265 0.000 0.274 83.333 0.138 0.288 0.000 0.279 83.500 0.140 0.311 0.000 0.283 83.667 0.142 0.335 0.000 0.287 83.833 0.144 0.359 0.000 0.292 84.000 0.147 0.383 0.000 0.296 84.167 0.149 0.408 0.000 0.301 84.333 0.151 0.433 0.000 0.305 84.500 0.154 0.459 0.000 0.310 84.667 0.156 0.484 0.000 0.315 84.833 0.158 0.511 0.000 0.319 85.000 0.160 0.537 0.000 0.324 85.167 0.163 0.564 0.000 0.329 85.333 0.165 0.592 0.000 0.334 85.500 0.168 0.619 0.000 0.338 >91% Exhibit 26 19-060 Site Analysis 6/19/2025 2:37:38 PM Page 31 85.667 0.170 0.648 0.000 0.343 85.833 0.172 0.676 0.000 0.348 86.000 0.175 0.705 0.000 0.353 86.167 0.177 0.735 0.000 0.358 86.333 0.180 0.764 0.000 0.363 86.500 0.182 0.795 0.000 0.368 86.667 0.185 0.825 0.000 0.373 86.833 0.187 0.856 0.000 0.378 87.000 0.190 0.888 0.000 0.383 87.167 0.192 0.920 0.000 0.388 87.333 0.195 0.952 0.000 0.393 87.500 0.197 0.985 0.000 0.398 87.667 0.200 1.018 0.000 0.404 87.833 0.203 1.052 0.000 0.409 88.000 0.205 1.086 0.000 0.414 88.167 0.208 1.120 0.000 0.419 88.333 0.210 1.155 0.000 0.425 88.500 0.213 1.190 0.000 0.430 88.667 0.216 1.226 0.000 0.436 88.833 0.218 1.262 0.000 0.441 89.000 0.221 1.299 0.000 0.447 89.167 0.224 1.336 0.000 0.452 89.333 0.227 1.374 0.000 0.458 89.500 0.229 1.412 0.000 0.463 89.667 0.232 1.451 0.000 0.469 89.833 0.235 1.490 0.000 0.474 90.000 0.238 1.529 0.000 0.480 90.167 0.241 1.569 0.000 0.486 90.333 0.244 1.609 0.000 0.492 90.500 0.246 1.650 0.000 0.497 90.667 0.249 1.692 0.000 0.503 90.833 0.252 1.734 0.000 0.509 91.000 0.255 1.776 0.000 0.515 91.167 0.258 1.819 0.000 0.521 91.333 0.261 1.862 0.000 0.527 91.500 0.264 1.906 0.000 0.533 91.667 0.267 1.950 0.000 0.539 91.833 0.270 1.995 0.000 0.545 92.000 0.273 2.040 0.000 0.551 92.167 0.276 2.086 0.000 0.557 92.333 0.279 2.132 0.000 0.563 92.500 0.282 2.179 0.000 0.569 92.667 0.285 2.227 0.000 0.575 92.833 0.288 2.274 0.000 0.582 93.000 0.291 2.323 0.000 0.588 93.167 0.294 2.372 0.000 0.594 93.333 0.298 2.421 0.000 0.600 93.500 0.301 2.471 0.000 0.607 93.667 0.304 2.521 0.000 0.613 93.833 0.307 2.572 0.000 0.620 94.000 0.310 2.624 0.000 0.626 94.167 0.313 2.676 0.000 0.633 94.333 0.317 2.729 0.000 0.639 94.500 0.320 2.782 0.000 0.646 94.667 0.323 2.835 0.000 0.652 94.833 0.327 2.890 0.000 0.659 95.000 0.330 2.944 0.000 0.666 95.167 0.333 3.000 2.162 0.672 Exhibit 26 19-060 Site Analysis 6/19/2025 2:37:38 PM Page 32 95.333 0.336 3.056 6.077 0.679 95.500 0.340 3.112 10.96 0.686 95.667 0.343 3.169 16.30 0.693 95.833 0.347 3.227 21.56 0.699 96.000 0.350 3.285 26.24 0.706 96.167 0.353 3.343 29.94 0.713 Exhibit 26 19-060 Site Analysis 6/19/2025 2:37:38 PM Page 33 Pond 6 Bottom Length:78.30 ft. Bottom Width:30.00 ft. Depth:6 ft. Volume at riser head:0.4990 acre-feet. Infiltration On Infiltration rate:1 Infiltration safety factor:1 Wetted surface area On Total Volume Infiltrated (ac-ft.):152.535 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):152.535 Percent Infiltrated:100 Total Precip Applied to Facility:0 Total Evap From Facility:0 Side slope 1:3.3 To 1 Side slope 2:3 To 1 Side slope 3:3 To 1 Side slope 4:3 To 1 Discharge Structure Riser Height:5 ft. Riser Diameter:18 in. Element Flows To: Outlet 1 Outlet 2 Pond Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 126.00 0.053 0.000 0.000 0.000 126.07 0.055 0.003 0.000 0.055 126.13 0.056 0.007 0.000 0.056 126.20 0.057 0.011 0.000 0.057 126.27 0.058 0.014 0.000 0.058 126.33 0.059 0.018 0.000 0.059 126.40 0.060 0.022 0.000 0.060 126.47 0.061 0.026 0.000 0.061 126.53 0.062 0.031 0.000 0.062 126.60 0.063 0.035 0.000 0.064 126.67 0.064 0.039 0.000 0.065 126.73 0.065 0.043 0.000 0.066 126.80 0.066 0.048 0.000 0.067 126.87 0.068 0.052 0.000 0.068 126.93 0.069 0.057 0.000 0.069 127.00 0.070 0.061 0.000 0.070 127.07 0.071 0.066 0.000 0.072 127.13 0.072 0.071 0.000 0.073 127.20 0.073 0.076 0.000 0.074 127.27 0.074 0.081 0.000 0.075 127.33 0.076 0.086 0.000 0.076 127.40 0.077 0.091 0.000 0.077 127.47 0.078 0.096 0.000 0.079 127.53 0.079 0.101 0.000 0.080 127.60 0.080 0.107 0.000 0.081 127.67 0.082 0.112 0.000 0.082 127.73 0.083 0.118 0.000 0.084 127.80 0.084 0.123 0.000 0.085 Exhibit 26 19-060 Site Analysis 6/19/2025 2:37:38 PM Page 34 127.87 0.085 0.129 0.000 0.086 127.93 0.087 0.135 0.000 0.087 128.00 0.088 0.141 0.000 0.089 128.07 0.089 0.147 0.000 0.090 128.13 0.090 0.153 0.000 0.091 128.20 0.092 0.159 0.000 0.092 128.27 0.093 0.165 0.000 0.094 128.33 0.094 0.171 0.000 0.095 128.40 0.096 0.177 0.000 0.096 128.47 0.097 0.184 0.000 0.098 128.53 0.098 0.190 0.000 0.099 128.60 0.100 0.197 0.000 0.100 128.67 0.101 0.204 0.000 0.102 128.73 0.102 0.211 0.000 0.103 128.80 0.104 0.217 0.000 0.104 128.87 0.105 0.224 0.000 0.106 128.93 0.106 0.232 0.000 0.107 129.00 0.108 0.239 0.000 0.109 129.07 0.109 0.246 0.000 0.110 129.13 0.110 0.253 0.000 0.111 129.20 0.112 0.261 0.000 0.113 129.27 0.113 0.268 0.000 0.114 129.33 0.115 0.276 0.000 0.116 129.40 0.116 0.284 0.000 0.117 129.47 0.117 0.291 0.000 0.118 129.53 0.119 0.299 0.000 0.120 129.60 0.120 0.307 0.000 0.121 129.67 0.122 0.315 0.000 0.123 129.73 0.123 0.324 0.000 0.124 129.80 0.125 0.332 0.000 0.126 129.87 0.126 0.340 0.000 0.127 129.93 0.128 0.349 0.000 0.129 130.00 0.129 0.357 0.000 0.130 130.07 0.131 0.366 0.000 0.132 130.13 0.132 0.375 0.000 0.133 130.20 0.134 0.384 0.000 0.135 130.27 0.135 0.393 0.000 0.136 130.33 0.137 0.402 0.000 0.138 130.40 0.138 0.411 0.000 0.139 130.47 0.140 0.420 0.000 0.141 130.53 0.141 0.430 0.000 0.143 130.60 0.143 0.439 0.000 0.144 130.67 0.145 0.449 0.000 0.146 130.73 0.146 0.459 0.000 0.147 130.80 0.148 0.468 0.000 0.149 130.87 0.149 0.478 0.000 0.150 130.93 0.151 0.488 0.000 0.152 131.00 0.152 0.499 0.000 0.154 131.07 0.154 0.509 0.273 0.155 131.13 0.156 0.519 0.771 0.157 131.20 0.157 0.530 1.404 0.159 131.27 0.159 0.540 2.123 0.160 131.33 0.161 0.551 2.882 0.162 131.40 0.162 0.562 3.632 0.164 131.47 0.164 0.573 4.326 0.165 131.53 0.166 0.584 4.924 0.167 131.60 0.167 0.595 5.401 0.169 131.67 0.169 0.606 5.754 0.170 Exhibit 26 19-060 Site Analysis 6/19/2025 2:37:38 PM Page 35 131.73 0.171 0.617 6.014 0.172 131.80 0.172 0.629 6.338 0.174 131.87 0.174 0.640 6.597 0.175 131.93 0.176 0.652 6.846 0.177 132.00 0.177 0.664 7.086 0.179 132.07 0.179 0.676 7.319 0.181 Exhibit 26 19-060 Site Analysis 6/19/2025 2:37:38 PM Page 36 Gravel Trench Bed 2 Bottom Length:200.00 ft. Bottom Width:120.00 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:7 Pour Space of material for first layer:0.7 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:2 Infiltration safety factor:1 Total Volume Infiltrated (ac-ft.):1719.733 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):1719.733 Percent Infiltrated:100 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:6 ft. Riser Diameter:18 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 0.551 0.000 0.000 0.000 0.0778 0.551 0.030 0.000 1.111 0.1556 0.551 0.060 0.000 1.111 0.2333 0.551 0.090 0.000 1.111 0.3111 0.551 0.120 0.000 1.111 0.3889 0.551 0.150 0.000 1.111 0.4667 0.551 0.180 0.000 1.111 0.5444 0.551 0.210 0.000 1.111 0.6222 0.551 0.240 0.000 1.111 0.7000 0.551 0.270 0.000 1.111 0.7778 0.551 0.300 0.000 1.111 0.8556 0.551 0.330 0.000 1.111 0.9333 0.551 0.360 0.000 1.111 1.0111 0.551 0.390 0.000 1.111 1.0889 0.551 0.420 0.000 1.111 1.1667 0.551 0.450 0.000 1.111 1.2444 0.551 0.480 0.000 1.111 1.3222 0.551 0.509 0.000 1.111 1.4000 0.551 0.539 0.000 1.111 1.4778 0.551 0.569 0.000 1.111 1.5556 0.551 0.599 0.000 1.111 1.6333 0.551 0.629 0.000 1.111 1.7111 0.551 0.659 0.000 1.111 1.7889 0.551 0.689 0.000 1.111 1.8667 0.551 0.719 0.000 1.111 1.9444 0.551 0.749 0.000 1.111 Exhibit 26 19-060 Site Analysis 6/19/2025 2:37:38 PM Page 37 2.0222 0.551 0.779 0.000 1.111 2.1000 0.551 0.809 0.000 1.111 2.1778 0.551 0.839 0.000 1.111 2.2556 0.551 0.869 0.000 1.111 2.3333 0.551 0.899 0.000 1.111 2.4111 0.551 0.929 0.000 1.111 2.4889 0.551 0.959 0.000 1.111 2.5667 0.551 0.989 0.000 1.111 2.6444 0.551 1.019 0.000 1.111 2.7222 0.551 1.049 0.000 1.111 2.8000 0.551 1.079 0.000 1.111 2.8778 0.551 1.109 0.000 1.111 2.9556 0.551 1.139 0.000 1.111 3.0333 0.551 1.169 0.000 1.111 3.1111 0.551 1.199 0.000 1.111 3.1889 0.551 1.229 0.000 1.111 3.2667 0.551 1.259 0.000 1.111 3.3444 0.551 1.289 0.000 1.111 3.4222 0.551 1.319 0.000 1.111 3.5000 0.551 1.349 0.000 1.111 3.5778 0.551 1.379 0.000 1.111 3.6556 0.551 1.409 0.000 1.111 3.7333 0.551 1.439 0.000 1.111 3.8111 0.551 1.469 0.000 1.111 3.8889 0.551 1.499 0.000 1.111 3.9667 0.551 1.529 0.000 1.111 4.0444 0.551 1.559 0.000 1.111 4.1222 0.551 1.589 0.000 1.111 4.2000 0.551 1.619 0.000 1.111 4.2778 0.551 1.649 0.000 1.111 4.3556 0.551 1.679 0.000 1.111 4.4333 0.551 1.709 0.000 1.111 4.5111 0.551 1.739 0.000 1.111 4.5889 0.551 1.769 0.000 1.111 4.6667 0.551 1.799 0.000 1.111 4.7444 0.551 1.829 0.000 1.111 4.8222 0.551 1.859 0.000 1.111 4.9000 0.551 1.889 0.000 1.111 4.9778 0.551 1.919 0.000 1.111 5.0556 0.551 1.949 0.000 1.111 5.1333 0.551 1.979 0.000 1.111 5.2111 0.551 2.009 0.000 1.111 5.2889 0.551 2.039 0.000 1.111 5.3667 0.551 2.069 0.000 1.111 5.4444 0.551 2.099 0.000 1.111 5.5222 0.551 2.129 0.000 1.111 5.6000 0.551 2.159 0.000 1.111 5.6778 0.551 2.189 0.000 1.111 5.7556 0.551 2.219 0.000 1.111 5.8333 0.551 2.249 0.000 1.111 5.9111 0.551 2.279 0.000 1.111 5.9889 0.551 2.309 0.000 1.111 6.0667 0.551 2.339 0.273 1.111 6.1444 0.551 2.369 0.869 1.111 6.2222 0.551 2.399 1.636 1.111 6.3000 0.551 2.429 2.501 1.111 6.3778 0.551 2.459 3.386 1.111 6.4556 0.551 2.489 4.216 1.111 Exhibit 26 19-060 Site Analysis 6/19/2025 2:37:38 PM Page 38 6.5333 0.551 2.519 4.924 1.111 6.6111 0.551 2.549 5.468 1.111 6.6889 0.551 2.579 5.848 1.111 6.7667 0.551 2.609 6.205 1.111 6.8444 0.551 2.639 6.512 1.111 6.9222 0.551 2.669 6.805 1.111 7.0000 0.551 2.699 7.086 1.111 Exhibit 26 19-060 Site Analysis 6/19/2025 2:37:38 PM Page 39 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:217.34 Total Impervious Area:3.1 Mitigated Landuse Totals for POC #1 Total Pervious Area:188.23 Total Impervious Area:33.5 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 68.074112 5 year 124.843393 10 year 160.543177 25 year 200.720799 50 year 226.686931 100 year 249.391388 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 32.590766 5 year 62.628965 10 year 81.403123 25 year 102.074421 50 year 115.057192 100 year 126.102621 Annual Peaks Exhibit 26 19-060 Site Analysis 6/19/2025 2:38:34 PM Page 40 Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 140.943 66.862 1950 57.877 26.329 1951 121.353 57.405 1952 53.840 25.351 1953 44.065 20.801 1954 135.637 62.852 1955 133.594 62.994 1956 515.312 238.527 1957 103.057 48.006 1958 169.258 78.931 1959 82.135 49.696 1960 50.658 22.912 1961 204.906 96.251 1962 16.794 7.650 1963 69.238 32.167 1964 55.694 26.573 1965 14.978 6.868 1966 166.917 78.013 1967 100.738 46.942 1968 97.656 45.305 1969 58.411 26.528 1970 77.182 44.471 1971 125.968 57.786 1972 112.159 51.030 1973 42.132 19.191 1974 74.532 47.466 1975 93.435 42.566 1976 111.313 51.875 1977 36.273 16.459 1978 82.983 38.012 1979 61.106 27.890 1980 51.669 23.813 1981 43.470 20.555 1982 24.061 11.709 1983 70.506 32.691 1984 19.852 8.785 1985 3.313 0.477 1986 54.255 24.652 1987 70.694 33.436 1988 37.038 16.739 1989 21.443 10.421 1990 11.129 4.580 1991 52.127 25.031 1992 42.611 23.509 1993 20.633 9.253 1994 64.987 39.398 1995 65.940 30.059 1996 99.155 45.259 1997 38.307 19.329 1998 82.026 37.351 1999 101.380 54.465 2000 38.119 17.296 2001 5.279 2.331 2002 187.656 87.183 2003 133.715 66.151 2004 54.327 25.716 Exhibit 26 19-060 Site Analysis 6/19/2025 2:38:34 PM Page 41 2005 44.539 21.978 2006 115.612 53.844 2007 100.026 46.936 2008 81.432 37.626 2009 23.022 10.546 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 515.3120 238.5270 2 204.9060 96.2507 3 187.6560 87.1831 4 169.2580 78.9308 5 166.9170 78.0126 6 140.9430 66.8623 7 135.6370 66.1511 8 133.7150 62.9936 9 133.5940 62.8522 10 125.9680 57.7861 11 121.3530 57.4051 12 115.6120 54.4650 13 112.1590 53.8442 14 111.3130 51.8747 15 103.0570 51.0296 16 101.3800 49.6961 17 100.7380 48.0064 18 100.0260 47.4660 19 99.1549 46.9420 20 97.6558 46.9363 21 93.4349 45.3052 22 82.9825 45.2594 23 82.1352 44.4712 24 82.0262 42.5661 25 81.4323 39.3976 26 77.1819 38.0117 27 74.5320 37.6261 28 70.6938 37.3507 29 70.5064 33.4355 30 69.2380 32.6908 31 65.9396 32.1669 32 64.9873 30.0587 33 61.1061 27.8902 34 58.4113 26.5726 35 57.8774 26.5281 36 55.6941 26.3291 37 54.3271 25.7159 38 54.2547 25.3509 39 53.8403 25.0312 40 52.1271 24.6520 41 51.6690 23.8129 42 50.6575 23.5085 43 44.5386 22.9120 44 44.0653 21.9781 45 43.4696 20.8010 46 42.6107 20.5550 47 42.1324 19.3291 48 38.3067 19.1908 49 38.1188 17.2955 Exhibit 26 19-060 Site Analysis 6/19/2025 2:38:34 PM Page 42 50 37.0378 16.7385 51 36.2725 16.4586 52 24.0608 11.7092 53 23.0217 10.5462 54 21.4431 10.4209 55 20.6334 9.2526 56 19.8524 8.7850 57 16.7944 7.6502 58 14.9776 6.8682 59 11.1285 4.5805 60 5.2789 2.3309 61 3.3133 0.4773 Exhibit 26 19-060 Site Analysis 6/19/2025 2:38:34 PM Page 43 LID Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 5.4459 3033 1471 48 Pass 5.7347 2885 1385 48 Pass 6.0235 2744 1305 47 Pass 6.3123 2618 1239 47 Pass 6.6011 2505 1182 47 Pass 6.8899 2402 1112 46 Pass 7.1787 2299 1060 46 Pass 7.4675 2214 1010 45 Pass 7.7563 2107 960 45 Pass 8.0451 2033 910 44 Pass 8.3339 1956 872 44 Pass 8.6227 1893 832 43 Pass 8.9115 1828 792 43 Pass 9.2003 1772 766 43 Pass 9.4891 1723 737 42 Pass 9.7779 1672 711 42 Pass 10.0667 1609 684 42 Pass 10.3555 1557 657 42 Pass 10.6443 1511 630 41 Pass 10.9331 1471 610 41 Pass 11.2219 1429 591 41 Pass 11.5107 1390 565 40 Pass 11.7995 1353 550 40 Pass 12.0883 1320 532 40 Pass 12.3771 1277 514 40 Pass 12.6659 1251 498 39 Pass 12.9547 1218 489 40 Pass 13.2435 1191 477 40 Pass 13.5323 1161 460 39 Pass 13.8211 1134 442 38 Pass 14.1099 1106 428 38 Pass 14.3987 1082 419 38 Pass 14.6875 1057 406 38 Pass 14.9763 1038 393 37 Pass 15.2651 1008 383 37 Pass 15.5539 976 376 38 Pass 15.8427 950 367 38 Pass 16.1315 926 357 38 Pass 16.4203 903 347 38 Pass 16.7091 888 336 37 Pass 16.9979 869 329 37 Pass 17.2867 850 318 37 Pass 17.5755 825 313 37 Pass 17.8643 818 298 36 Pass 18.1531 798 288 36 Pass 18.4419 778 285 36 Pass 18.7307 763 278 36 Pass 19.0195 753 268 35 Pass 19.3083 737 259 35 Pass 19.5971 719 249 34 Pass 19.8859 704 245 34 Pass 20.1747 693 236 34 Pass 20.4635 685 234 34 Pass Exhibit 26 19-060 Site Analysis 6/19/2025 2:38:34 PM Page 44 20.7523 675 229 33 Pass 21.0411 670 223 33 Pass 21.3299 660 221 33 Pass 21.6187 642 217 33 Pass 21.9075 634 211 33 Pass 22.1963 624 207 33 Pass 22.4851 607 204 33 Pass 22.7739 593 198 33 Pass 23.0627 582 191 32 Pass 23.3515 569 190 33 Pass 23.6403 556 185 33 Pass 23.9291 549 178 32 Pass 24.2179 536 173 32 Pass 24.5067 529 171 32 Pass 24.7955 520 165 31 Pass 25.0843 509 161 31 Pass 25.3731 502 156 31 Pass 25.6619 493 152 30 Pass 25.9507 482 149 30 Pass 26.2395 478 149 31 Pass 26.5283 472 144 30 Pass 26.8171 467 137 29 Pass 27.1059 458 134 29 Pass 27.3947 453 131 28 Pass 27.6835 447 127 28 Pass 27.9723 443 123 27 Pass 28.2611 440 122 27 Pass 28.5499 435 120 27 Pass 28.8387 427 119 27 Pass 29.1275 424 118 27 Pass 29.4163 418 118 28 Pass 29.7051 409 117 28 Pass 29.9939 403 115 28 Pass 30.2827 399 111 27 Pass 30.5715 390 110 28 Pass 30.8603 386 109 28 Pass 31.1491 380 107 28 Pass 31.4379 373 105 28 Pass 31.7267 368 104 28 Pass 32.0155 364 103 28 Pass 32.3043 362 102 28 Pass 32.5931 358 97 27 Pass 32.8819 355 93 26 Pass 33.1707 350 92 26 Pass 33.4595 347 91 26 Pass 33.7483 342 90 26 Pass 34.0371 338 87 25 Pass Exhibit 26 19-060 Site Analysis 6/19/2025 2:38:50 PM Page 45 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 34.0371 338 87 25 Pass 35.9830 294 75 25 Pass 37.9290 266 64 24 Pass 39.8749 243 52 21 Pass 41.8209 228 50 21 Pass 43.7668 204 43 21 Pass 45.7128 194 38 19 Pass 47.6588 183 32 17 Pass 49.6047 172 29 16 Pass 51.5507 160 23 14 Pass 53.4966 145 22 15 Pass 55.4426 136 19 13 Pass 57.3886 122 15 12 Pass 59.3345 113 13 11 Pass 61.2805 103 12 11 Pass 63.2264 101 10 9 Pass 65.1724 97 9 9 Pass 67.1183 90 7 7 Pass 69.0643 86 7 8 Pass 71.0103 78 6 7 Pass 72.9562 74 6 8 Pass 74.9022 66 6 9 Pass 76.8481 61 6 9 Pass 78.7941 55 5 9 Pass 80.7401 51 3 5 Pass 82.6860 46 3 6 Pass 84.6320 43 3 6 Pass 86.5779 40 3 7 Pass 88.5239 40 2 5 Pass 90.4698 39 2 5 Pass 92.4158 36 2 5 Pass 94.3618 33 2 6 Pass 96.3077 33 1 3 Pass 98.2537 32 1 3 Pass 100.1996 28 1 3 Pass 102.1456 24 1 4 Pass 104.0916 22 1 4 Pass 106.0375 20 1 5 Pass 107.9835 20 1 5 Pass 109.9294 20 1 5 Pass 111.8754 17 1 5 Pass 113.8213 16 1 6 Pass 115.7673 15 1 6 Pass 117.7133 15 1 6 Pass 119.6592 14 1 7 Pass 121.6052 12 1 8 Pass 123.5511 12 1 8 Pass 125.4971 12 1 8 Pass 127.4431 11 1 9 Pass 129.3890 11 1 9 Pass 131.3350 11 1 9 Pass 133.2809 11 1 9 Pass 135.2269 9 1 11 Pass Exhibit 26 19-060 Site Analysis 6/19/2025 2:38:50 PM Page 46 137.1728 8 1 12 Pass 139.1188 8 1 12 Pass 141.0648 7 1 14 Pass 143.0107 7 1 14 Pass 144.9567 7 1 14 Pass 146.9026 7 1 14 Pass 148.8486 7 1 14 Pass 150.7946 6 1 16 Pass 152.7405 6 1 16 Pass 154.6865 6 1 16 Pass 156.6324 6 1 16 Pass 158.5784 6 1 16 Pass 160.5243 6 1 16 Pass 162.4703 6 1 16 Pass 164.4163 6 1 16 Pass 166.3622 5 1 20 Pass 168.3082 4 1 25 Pass 170.2541 3 1 33 Pass 172.2001 3 1 33 Pass 174.1461 3 1 33 Pass 176.0920 3 1 33 Pass 178.0380 3 1 33 Pass 179.9839 3 1 33 Pass 181.9299 3 1 33 Pass 183.8758 3 1 33 Pass 185.8218 3 1 33 Pass 187.7678 2 1 50 Pass 189.7137 2 1 50 Pass 191.6597 2 1 50 Pass 193.6056 2 1 50 Pass 195.5516 2 1 50 Pass 197.4976 2 1 50 Pass 199.4435 2 1 50 Pass 201.3895 2 1 50 Pass 203.3354 2 1 50 Pass 205.2814 1 1 100 Pass 207.2273 1 1 100 Pass 209.1733 1 1 100 Pass 211.1193 1 1 100 Pass 213.0652 1 1 100 Pass 215.0112 1 1 100 Pass 216.9571 1 1 100 Pass 218.9031 1 1 100 Pass 220.8491 1 1 100 Pass 222.7950 1 1 100 Pass 224.7410 1 1 100 Pass 226.6869 1 1 100 Pass Exhibit 26 19-060 Site Analysis 6/19/2025 2:38:50 PM Page 47 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. Exhibit 26 19-060 Site Analysis 6/19/2025 2:38:50 PM Page 48 LID Report Exhibit 26 19-060 Site Analysis 6/19/2025 2:39:07 PM Page 49 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. Exhibit 26 19-060 Site Analysis 6/19/2025 2:39:07 PM Page 50 Appendix Predeveloped Schematic Exhibit 26 19-060 Site Analysis 6/19/2025 2:39:07 PM Page 51 Mitigated Schematic Exhibit 26 19-060 Site Analysis 6/19/2025 2:39:08 PM Page 52 Predeveloped UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 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 19-060 Site Analysis.wdm MESSU 25 Pre19-060 Site Analysis.MES 27 Pre19-060 Site Analysis.L61 28 Pre19-060 Site Analysis.L62 30 POC19-060 Site Analysis1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 3 IMPLND 2 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Basin 1 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 *** 3 A/B, Forest, Steep 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 *** 3 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 ********* 3 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO Exhibit 26 19-060 Site Analysis 6/19/2025 2:39:08 PM Page 53 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 3 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 3 0 5 2 400 0.15 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 3 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 3 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 3 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 *** 2 ROADS/MOD 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 2 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 2 0 0 4 0 0 4 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 2 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 2 400 0.05 0.1 0.08 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 2 0 0 Exhibit 26 19-060 Site Analysis 6/19/2025 2:39:08 PM Page 54 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 2 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 3 217.34 COPY 501 12 PERLND 3 217.34 COPY 501 13 IMPLND 2 3.1 COPY 501 15 ******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 Exhibit 26 19-060 Site Analysis 6/19/2025 2:39:08 PM Page 55 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 1.333 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1.333 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL 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 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 END MASS-LINK END RUN Exhibit 26 19-060 Site Analysis 6/19/2025 2:39:08 PM Page 56 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 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 19-060 Site Analysis.wdm MESSU 25 Mit19-060 Site Analysis.MES 27 Mit19-060 Site Analysis.L61 28 Mit19-060 Site Analysis.L62 30 POC19-060 Site Analysis1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 3 PERLND 6 IMPLND 2 IMPLND 8 IMPLND 11 PERLND 1 PERLND 5 IMPLND 1 IMPLND 4 IMPLND 14 IMPLND 5 PERLND 4 PERLND 9 RCHRES 1 RCHRES 2 RCHRES 3 RCHRES 4 RCHRES 5 RCHRES 6 RCHRES 7 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 Gallery 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 Exhibit 26 19-060 Site Analysis 6/19/2025 2:39:08 PM Page 57 END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 3 A/B, Forest, Steep 1 1 1 1 27 0 6 A/B, Pasture, Steep 1 1 1 1 27 0 1 A/B, Forest, Flat 1 1 1 1 27 0 5 A/B, Pasture, Mod 1 1 1 1 27 0 4 A/B, Pasture, Flat 1 1 1 1 27 0 9 A/B, Lawn, Steep 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 *** 3 0 0 1 0 0 0 0 0 0 0 0 0 6 0 0 1 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 5 0 0 1 0 0 0 0 0 0 0 0 0 4 0 0 1 0 0 0 0 0 0 0 0 0 9 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 ********* 3 0 0 4 0 0 0 0 0 0 0 0 0 1 9 6 0 0 4 0 0 0 0 0 0 0 0 0 1 9 1 0 0 4 0 0 0 0 0 0 0 0 0 1 9 5 0 0 4 0 0 0 0 0 0 0 0 0 1 9 4 0 0 4 0 0 0 0 0 0 0 0 0 1 9 9 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 *** 3 0 0 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 0 0 9 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 3 0 5 2 400 0.15 0.3 0.996 6 0 5 1.5 400 0.15 0.3 0.996 1 0 5 2 400 0.05 0.3 0.996 5 0 5 1.5 400 0.1 0.3 0.996 4 0 5 1.5 400 0.05 0.3 0.996 9 0 5 0.8 400 0.15 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 3 0 0 2 2 0 0 0 6 0 0 2 2 0 0 0 1 0 0 2 2 0 0 0 5 0 0 2 2 0 0 0 4 0 0 2 2 0 0 0 9 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 Exhibit 26 19-060 Site Analysis 6/19/2025 2:39:08 PM Page 58 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 3 0.2 0.5 0.35 0 0.7 0.7 6 0.15 0.5 0.3 0 0.7 0.4 1 0.2 0.5 0.35 0 0.7 0.7 5 0.15 0.5 0.3 0 0.7 0.4 4 0.15 0.5 0.3 0 0.7 0.4 9 0.1 0.5 0.25 0 0.7 0.25 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 3 0 0 0 0 3 1 0 6 0 0 0 0 3 1 0 1 0 0 0 0 3 1 0 5 0 0 0 0 3 1 0 4 0 0 0 0 3 1 0 9 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 *** 2 ROADS/MOD 1 1 1 27 0 8 SIDEWALKS/FLAT 1 1 1 27 0 11 PARKING/FLAT 1 1 1 27 0 1 ROADS/FLAT 1 1 1 27 0 4 ROOF TOPS/FLAT 1 1 1 27 0 14 POND 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 *** 2 0 0 1 0 0 0 8 0 0 1 0 0 0 11 0 0 1 0 0 0 1 0 0 1 0 0 0 4 0 0 1 0 0 0 14 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 ********* 2 0 0 4 0 0 4 1 9 8 0 0 4 0 0 0 1 9 11 0 0 4 0 0 0 1 9 1 0 0 4 0 0 0 1 9 4 0 0 4 0 0 0 1 9 14 0 0 4 0 0 0 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 *** 2 0 0 0 0 0 8 0 0 0 0 0 11 0 0 0 0 0 1 0 0 0 0 0 Exhibit 26 19-060 Site Analysis 6/19/2025 2:39:08 PM Page 59 4 0 0 0 0 0 14 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 2 400 0.05 0.1 0.08 8 400 0.01 0.1 0.1 11 400 0.01 0.1 0.1 1 400 0.01 0.1 0.1 4 400 0.01 0.1 0.1 14 400 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 2 0 0 8 0 0 11 0 0 1 0 0 4 0 0 14 0 0 5 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 2 0 0 8 0 0 11 0 0 1 0 0 4 0 0 14 0 0 5 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 3 1.37 RCHRES 1 2 PERLND 3 1.37 RCHRES 1 3 PERLND 6 1.5 RCHRES 1 2 PERLND 6 1.5 RCHRES 1 3 IMPLND 2 0.43 RCHRES 1 5 IMPLND 8 0.31 RCHRES 1 5 IMPLND 11 0.84 RCHRES 1 5 Basin 2*** PERLND 1 8.92 RCHRES 2 2 PERLND 1 8.92 RCHRES 2 3 PERLND 3 2.17 RCHRES 2 2 PERLND 3 2.17 RCHRES 2 3 PERLND 5 1.06 RCHRES 2 2 PERLND 5 1.06 RCHRES 2 3 PERLND 6 1.9 RCHRES 2 2 PERLND 6 1.9 RCHRES 2 3 IMPLND 1 0.28 RCHRES 2 5 IMPLND 2 0.98 RCHRES 2 5 IMPLND 4 4.4 RCHRES 2 5 IMPLND 8 0.61 RCHRES 2 5 IMPLND 14 1.31 RCHRES 2 5 Basin 4*** PERLND 1 1.13 RCHRES 3 2 Exhibit 26 19-060 Site Analysis 6/19/2025 2:39:08 PM Page 60 PERLND 1 1.13 RCHRES 3 3 PERLND 3 2.43 RCHRES 3 2 PERLND 3 2.43 RCHRES 3 3 PERLND 5 1.9 RCHRES 3 2 PERLND 5 1.9 RCHRES 3 3 PERLND 6 0.33 RCHRES 3 2 PERLND 6 0.33 RCHRES 3 3 IMPLND 2 0.92 RCHRES 3 5 IMPLND 4 0.33 RCHRES 3 5 IMPLND 5 0.02 RCHRES 3 5 IMPLND 8 0.08 RCHRES 3 5 IMPLND 14 0.95 RCHRES 3 5 Basin 5*** PERLND 3 9.37 RCHRES 7 2 PERLND 3 9.37 RCHRES 7 3 PERLND 4 2.69 RCHRES 7 2 PERLND 4 2.69 RCHRES 7 3 PERLND 6 5.96 RCHRES 7 2 PERLND 6 5.96 RCHRES 7 3 IMPLND 1 0.52 RCHRES 7 5 IMPLND 2 1.63 RCHRES 7 5 IMPLND 4 1.89 RCHRES 7 5 IMPLND 5 0.36 RCHRES 7 5 IMPLND 8 0.24 RCHRES 7 5 IMPLND 14 2.43 RCHRES 7 5 Basin 6*** PERLND 3 13.04 RCHRES 7 2 PERLND 3 13.04 RCHRES 7 3 PERLND 4 4.45 RCHRES 7 2 PERLND 4 4.45 RCHRES 7 3 PERLND 6 4.04 RCHRES 7 2 PERLND 6 4.04 RCHRES 7 3 IMPLND 1 0.16 RCHRES 7 5 IMPLND 2 1.02 RCHRES 7 5 IMPLND 4 1.8 RCHRES 7 5 IMPLND 5 0.59 RCHRES 7 5 Basin 7*** PERLND 4 0.82 RCHRES 4 2 PERLND 4 0.82 RCHRES 4 3 PERLND 5 13.58 RCHRES 4 2 PERLND 5 13.58 RCHRES 4 3 PERLND 6 2.59 RCHRES 4 2 PERLND 6 2.59 RCHRES 4 3 IMPLND 1 0.33 RCHRES 4 5 IMPLND 2 1.52 RCHRES 4 5 IMPLND 4 3.03 RCHRES 4 5 IMPLND 5 0.45 RCHRES 4 5 IMPLND 8 1.14 RCHRES 4 5 Basin 8*** PERLND 6 3.23 RCHRES 6 2 PERLND 6 3.23 RCHRES 6 3 IMPLND 4 1.51 RCHRES 6 5 IMPLND 11 3.04 RCHRES 6 5 Basin 9*** PERLND 1 1.82 RCHRES 5 2 PERLND 1 1.82 RCHRES 5 3 PERLND 6 0.3 RCHRES 5 2 PERLND 6 0.3 RCHRES 5 3 IMPLND 2 0.19 RCHRES 5 5 IMPLND 14 0.19 RCHRES 5 5 Basin 3*** PERLND 6 2.53 COPY 501 12 PERLND 6 2.53 COPY 601 12 PERLND 6 2.53 COPY 501 13 PERLND 6 2.53 COPY 601 13 PERLND 1 2.46 COPY 501 12 PERLND 1 2.46 COPY 601 12 PERLND 1 2.46 COPY 501 13 PERLND 1 2.46 COPY 601 13 PERLND 3 6.82 COPY 501 12 Exhibit 26 19-060 Site Analysis 6/19/2025 2:39:08 PM Page 61 PERLND 3 6.82 COPY 601 12 PERLND 3 6.82 COPY 501 13 PERLND 3 6.82 COPY 601 13 Basin 10*** PERLND 3 1.46 COPY 501 12 PERLND 3 1.46 COPY 601 12 PERLND 3 1.46 COPY 501 13 PERLND 3 1.46 COPY 601 13 PERLND 9 0.24 COPY 501 12 PERLND 9 0.24 COPY 601 12 PERLND 9 0.24 COPY 501 13 PERLND 9 0.24 COPY 601 13 Kettle B Basin*** PERLND 3 25.36 COPY 501 12 PERLND 3 25.36 COPY 601 12 PERLND 3 25.36 COPY 501 13 PERLND 3 25.36 COPY 601 13 PERLND 6 1.85 COPY 501 12 PERLND 6 1.85 COPY 601 12 PERLND 6 1.85 COPY 501 13 PERLND 6 1.85 COPY 601 13 Kettle C Basin*** PERLND 3 12.64 COPY 501 12 PERLND 3 12.64 COPY 601 12 PERLND 3 12.64 COPY 501 13 PERLND 3 12.64 COPY 601 13 Bypass Basin*** PERLND 3 40.6 COPY 501 12 PERLND 3 40.6 COPY 601 12 PERLND 3 40.6 COPY 501 13 PERLND 3 40.6 COPY 601 13 PERLND 6 1.34 COPY 501 12 PERLND 6 1.34 COPY 601 12 PERLND 6 1.34 COPY 501 13 PERLND 6 1.34 COPY 601 13 PERLND 4 8.33 COPY 501 12 PERLND 4 8.33 COPY 601 12 PERLND 4 8.33 COPY 501 13 PERLND 4 8.33 COPY 601 13 ******Routing****** PERLND 3 1.37 COPY 1 12 PERLND 6 1.5 COPY 1 12 IMPLND 2 0.43 COPY 1 15 IMPLND 8 0.31 COPY 1 15 IMPLND 11 0.84 COPY 1 15 PERLND 3 1.37 COPY 1 13 PERLND 6 1.5 COPY 1 13 PERLND 1 8.92 COPY 1 12 PERLND 3 2.17 COPY 1 12 PERLND 5 1.06 COPY 1 12 PERLND 6 1.9 COPY 1 12 IMPLND 1 0.28 COPY 1 15 IMPLND 2 0.98 COPY 1 15 IMPLND 4 4.4 COPY 1 15 IMPLND 8 0.61 COPY 1 15 IMPLND 14 1.31 COPY 1 15 PERLND 1 8.92 COPY 1 13 PERLND 3 2.17 COPY 1 13 PERLND 5 1.06 COPY 1 13 PERLND 6 1.9 COPY 1 13 PERLND 1 1.13 COPY 1 12 PERLND 3 2.43 COPY 1 12 PERLND 5 1.9 COPY 1 12 PERLND 6 0.33 COPY 1 12 IMPLND 2 0.92 COPY 1 15 IMPLND 4 0.33 COPY 1 15 IMPLND 5 0.02 COPY 1 15 IMPLND 8 0.08 COPY 1 15 IMPLND 14 0.95 COPY 1 15 Exhibit 26 19-060 Site Analysis 6/19/2025 2:39:08 PM Page 62 PERLND 1 1.13 COPY 1 13 PERLND 3 2.43 COPY 1 13 PERLND 5 1.9 COPY 1 13 PERLND 6 0.33 COPY 1 13 PERLND 3 9.37 COPY 1 12 PERLND 4 2.69 COPY 1 12 PERLND 6 5.96 COPY 1 12 IMPLND 1 0.52 COPY 1 15 IMPLND 2 1.63 COPY 1 15 IMPLND 4 1.89 COPY 1 15 IMPLND 5 0.36 COPY 1 15 IMPLND 8 0.24 COPY 1 15 IMPLND 14 2.43 COPY 1 15 PERLND 3 9.37 COPY 1 13 PERLND 4 2.69 COPY 1 13 PERLND 6 5.96 COPY 1 13 PERLND 3 13.04 COPY 1 12 PERLND 4 4.45 COPY 1 12 PERLND 6 4.04 COPY 1 12 IMPLND 1 0.16 COPY 1 15 IMPLND 2 1.02 COPY 1 15 IMPLND 4 1.8 COPY 1 15 IMPLND 5 0.59 COPY 1 15 PERLND 3 13.04 COPY 1 13 PERLND 4 4.45 COPY 1 13 PERLND 6 4.04 COPY 1 13 PERLND 4 0.82 COPY 1 12 PERLND 5 13.58 COPY 1 12 PERLND 6 2.59 COPY 1 12 IMPLND 1 0.33 COPY 1 15 IMPLND 2 1.52 COPY 1 15 IMPLND 4 3.03 COPY 1 15 IMPLND 5 0.45 COPY 1 15 IMPLND 8 1.14 COPY 1 15 PERLND 4 0.82 COPY 1 13 PERLND 5 13.58 COPY 1 13 PERLND 6 2.59 COPY 1 13 PERLND 6 3.23 COPY 1 12 IMPLND 4 1.51 COPY 1 15 IMPLND 11 3.04 COPY 1 15 PERLND 6 3.23 COPY 1 13 PERLND 1 1.82 COPY 1 12 PERLND 6 0.3 COPY 1 12 IMPLND 2 0.19 COPY 1 15 IMPLND 14 0.19 COPY 1 15 PERLND 1 1.82 COPY 1 13 PERLND 6 0.3 COPY 1 13 RCHRES 1 1 COPY 501 17 RCHRES 2 1 COPY 501 17 RCHRES 3 1 COPY 501 17 RCHRES 7 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 *** Exhibit 26 19-060 Site Analysis 6/19/2025 2:39:08 PM Page 63 # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** 1 Gallery 1 2 1 1 1 28 0 1 2 Pond 1 2 1 1 1 28 0 1 3 Pond 3 2 1 1 1 28 0 1 4 Pond 5 2 1 1 1 28 0 1 5 Pond 6 2 1 1 1 28 0 1 6 Gravel Trench Be-025 2 1 1 1 28 0 1 7 Pond 4 2 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0 0 3 1 0 0 0 0 0 0 0 0 0 4 1 0 0 0 0 0 0 0 0 0 5 1 0 0 0 0 0 0 0 0 0 6 1 0 0 0 0 0 0 0 0 0 7 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 2 4 0 0 0 0 0 0 0 0 0 1 9 3 4 0 0 0 0 0 0 0 0 0 1 9 4 4 0 0 0 0 0 0 0 0 0 1 9 5 4 0 0 0 0 0 0 0 0 0 1 9 6 4 0 0 0 0 0 0 0 0 0 1 9 7 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 2 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 3 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 4 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 5 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 6 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 7 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.03 0.0 0.0 0.5 0.0 2 2 0.02 0.0 160.0 0.5 0.0 3 3 0.04 0.0 186.0 0.5 0.0 4 4 0.02 0.0 81.0 0.5 0.0 5 5 0.01 0.0 126.0 0.5 0.0 6 6 0.04 0.0 0.0 0.5 0.0 7 7 0.13 0.0 105.0 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 Exhibit 26 19-060 Site Analysis 6/19/2025 2:39:08 PM Page 64 5 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 1 92 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.378788 0.000000 0.000000 0.000000 0.055556 0.378788 0.014731 0.000000 0.381944 0.111111 0.378788 0.029461 0.000000 0.381944 0.166667 0.378788 0.044192 0.000000 0.381944 0.222222 0.378788 0.058923 0.000000 0.381944 0.277778 0.378788 0.073653 0.000000 0.381944 0.333333 0.378788 0.088384 0.000000 0.381944 0.388889 0.378788 0.103114 0.000000 0.381944 0.444444 0.378788 0.117845 0.000000 0.381944 0.500000 0.378788 0.132576 0.000000 0.381944 0.555556 0.378788 0.147306 0.000000 0.381944 0.611111 0.378788 0.162037 0.000000 0.381944 0.666667 0.378788 0.176768 0.000000 0.381944 0.722222 0.378788 0.191498 0.000000 0.381944 0.777778 0.378788 0.206229 0.000000 0.381944 0.833333 0.378788 0.220960 0.000000 0.381944 0.888889 0.378788 0.235690 0.000000 0.381944 0.944444 0.378788 0.250421 0.000000 0.381944 1.000000 0.378788 0.265152 0.000000 0.381944 1.055556 0.378788 0.279882 0.000000 0.381944 1.111111 0.378788 0.294613 0.000000 0.381944 1.166667 0.378788 0.309343 0.000000 0.381944 1.222222 0.378788 0.324074 0.000000 0.381944 1.277778 0.378788 0.338805 0.000000 0.381944 1.333333 0.378788 0.353535 0.000000 0.381944 1.388889 0.378788 0.368266 0.000000 0.381944 1.444444 0.378788 0.382997 0.000000 0.381944 1.500000 0.378788 0.397727 0.000000 0.381944 1.555556 0.378788 0.412458 0.000000 0.381944 1.611111 0.378788 0.427189 0.000000 0.381944 1.666667 0.378788 0.441919 0.000000 0.381944 1.722222 0.378788 0.456650 0.000000 0.381944 1.777778 0.378788 0.471380 0.000000 0.381944 1.833333 0.378788 0.486111 0.000000 0.381944 1.888889 0.378788 0.500842 0.000000 0.381944 1.944444 0.378788 0.515572 0.000000 0.381944 2.000000 0.378788 0.530303 0.000000 0.381944 2.055556 0.378788 0.545034 0.000000 0.381944 2.111111 0.378788 0.559764 0.000000 0.381944 2.166667 0.378788 0.574495 0.000000 0.381944 2.222222 0.378788 0.589226 0.000000 0.381944 2.277778 0.378788 0.603956 0.000000 0.381944 2.333333 0.378788 0.618687 0.000000 0.381944 2.388889 0.378788 0.633418 0.000000 0.381944 2.444444 0.378788 0.648148 0.000000 0.381944 2.500000 0.378788 0.662879 0.000000 0.381944 2.555556 0.378788 0.677609 0.000000 0.381944 2.611111 0.378788 0.692340 0.000000 0.381944 2.666667 0.378788 0.707071 0.000000 0.381944 2.722222 0.378788 0.721801 0.000000 0.381944 2.777778 0.378788 0.736532 0.000000 0.381944 2.833333 0.378788 0.751263 0.000000 0.381944 2.888889 0.378788 0.765993 0.000000 0.381944 2.944444 0.378788 0.780724 0.000000 0.381944 3.000000 0.378788 0.795455 0.000000 0.381944 3.055556 0.378788 0.810185 0.000000 0.381944 3.111111 0.378788 0.824916 0.000000 0.381944 Exhibit 26 19-060 Site Analysis 6/19/2025 2:39:08 PM Page 65 3.166667 0.378788 0.839646 0.000000 0.381944 3.222222 0.378788 0.854377 0.000000 0.381944 3.277778 0.378788 0.869108 0.000000 0.381944 3.333333 0.378788 0.883838 0.000000 0.381944 3.388889 0.378788 0.898569 0.000000 0.381944 3.444444 0.378788 0.913300 0.000000 0.381944 3.500000 0.378788 0.928030 0.000000 0.381944 3.555556 0.378788 0.942761 0.000000 0.381944 3.611111 0.378788 0.957492 0.000000 0.381944 3.666667 0.378788 0.972222 0.000000 0.381944 3.722222 0.378788 0.986953 0.000000 0.381944 3.777778 0.378788 1.001684 0.000000 0.381944 3.833333 0.378788 1.016414 0.000000 0.381944 3.888889 0.378788 1.031145 0.000000 0.381944 3.944444 0.378788 1.045875 0.000000 0.381944 4.000000 0.378788 1.060606 0.000000 0.381944 4.055556 0.378788 1.081650 0.115525 0.381944 4.111111 0.378788 1.102694 0.323094 0.381944 4.166667 0.378788 1.123737 0.575411 0.381944 4.222222 0.378788 1.144781 0.835581 0.381944 4.277778 0.378788 1.165825 1.067215 0.381944 4.333333 0.378788 1.186869 1.242541 0.381944 4.388889 0.378788 1.207912 1.355566 0.381944 4.444444 0.378788 1.228956 1.458162 0.381944 4.500000 0.378788 1.250000 1.546614 0.381944 4.555556 0.378788 1.271044 1.630275 0.381944 4.611111 0.378788 1.292088 1.709847 0.381944 4.666667 0.378788 1.313131 1.785876 0.381944 4.722222 0.378788 1.334175 1.858799 0.381944 4.777778 0.378788 1.355219 1.928967 0.381944 4.833333 0.378788 1.376263 1.996671 0.381944 4.888889 0.378788 1.397306 2.062153 0.381944 4.944444 0.378788 1.418350 2.125618 0.381944 5.000000 0.378788 1.439394 2.187243 0.381944 5.055556 0.378788 1.460438 2.247179 0.381944 END FTABLE 1 FTABLE 2 90 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.144728 0.000000 0.000000 0.000000 0.455556 0.152323 0.067662 0.000000 0.307184 0.911111 0.160110 0.138827 0.000000 0.322889 1.366667 0.168091 0.213584 0.000000 0.338983 1.822222 0.176264 0.292020 0.000000 0.355466 2.277778 0.184630 0.374224 0.000000 0.372337 2.733333 0.193189 0.460283 0.000000 0.389597 3.188889 0.201940 0.550284 0.000000 0.407247 3.644444 0.210885 0.644317 0.000000 0.425285 4.100000 0.220022 0.742468 0.000000 0.443712 4.555556 0.229352 0.844825 0.000000 0.462527 5.011111 0.238875 0.951477 0.000000 0.481732 5.466667 0.248591 1.062511 0.000000 0.501326 5.922222 0.258500 1.178015 0.000000 0.521308 6.377778 0.268601 1.298077 0.000000 0.541679 6.833333 0.278896 1.422785 0.000000 0.562439 7.288889 0.289383 1.552226 0.000000 0.583588 7.744444 0.300063 1.686489 0.000000 0.605126 8.200000 0.310935 1.825660 0.000000 0.627053 8.655556 0.322001 1.969829 0.000000 0.649369 9.111111 0.333259 2.119083 0.000000 0.672073 9.566667 0.344711 2.273510 0.000000 0.695167 10.02222 0.356355 2.433197 0.000000 0.718649 10.47778 0.368192 2.598233 0.000000 0.742520 10.93333 0.380222 2.768704 0.000000 0.766780 11.38889 0.392444 2.944700 0.000000 0.791429 11.84444 0.404859 3.126309 0.000000 0.816467 12.30000 0.417468 3.313616 0.000000 0.841893 12.75556 0.430269 3.506712 0.000000 0.867709 13.21111 0.443263 3.705683 0.000000 0.893913 Exhibit 26 19-060 Site Analysis 6/19/2025 2:39:08 PM Page 66 13.66667 0.456449 3.910617 0.000000 0.920506 14.12222 0.469829 4.121603 0.000000 0.947488 14.57778 0.483401 4.338728 0.000000 0.974859 15.03333 0.497167 4.562079 0.000000 1.002619 15.48889 0.511125 4.791746 0.000000 1.030768 15.94444 0.525275 5.027814 0.000000 1.059305 16.40000 0.539619 5.270374 0.000000 1.088232 16.85556 0.554156 5.519511 0.000000 1.117547 17.31111 0.568885 5.775315 0.000000 1.147251 17.76667 0.583807 6.037873 0.000000 1.177344 18.22222 0.598922 6.307272 0.000000 1.207826 18.67778 0.614230 6.583601 0.000000 1.238697 19.13333 0.629731 6.866948 0.000000 1.269957 19.58889 0.645424 7.157400 0.000000 1.301605 20.04444 0.661310 7.455045 0.000000 1.333643 20.50000 0.677390 7.759971 0.000000 1.366069 20.95556 0.693662 8.072266 0.000000 1.398884 21.41111 0.710126 8.392018 0.000000 1.432088 21.86667 0.726784 8.719314 0.000000 1.465681 22.32222 0.743634 9.054242 0.000000 1.499663 22.77778 0.760678 9.396891 0.000000 1.534033 23.23333 0.777914 9.747348 0.000000 1.568793 23.68889 0.795343 10.10570 0.000000 1.603941 24.14444 0.812965 10.47204 0.000000 1.639479 24.60000 0.830779 10.84645 0.000000 1.675405 25.05556 0.848787 11.22901 0.000000 1.711720 25.51111 0.866987 11.61983 0.000000 1.748423 25.96667 0.885380 12.01898 0.000000 1.785516 26.42222 0.903966 12.42655 0.000000 1.822998 26.87778 0.922745 12.84264 0.000000 1.860868 27.33333 0.941716 13.26732 0.000000 1.899128 27.78889 0.960881 13.70069 0.000000 1.937776 28.24444 0.980238 14.14283 0.000000 1.976813 28.70000 0.999788 14.59384 0.000000 2.016239 29.15556 1.019531 15.05379 0.000000 2.056054 29.61111 1.039466 15.52279 0.000000 2.096257 30.06667 1.059595 16.00091 0.000000 2.136850 30.52222 1.079916 16.48824 0.000000 2.177831 30.97778 1.100431 16.98487 0.000000 2.219202 31.43333 1.121138 17.49090 0.000000 2.260961 31.88889 1.142037 18.00640 0.000000 2.303109 32.34444 1.163130 18.53147 0.000000 2.345646 32.80000 1.184416 19.06618 0.000000 2.388571 33.25556 1.205894 19.61064 0.000000 2.431886 33.71111 1.227565 20.16493 0.000000 2.475590 34.16667 1.249429 20.72914 0.000000 2.519682 34.62222 1.271486 21.30334 0.000000 2.564163 35.07778 1.293736 21.88764 0.000000 2.609033 35.53333 1.316178 22.48213 0.000000 2.654292 35.98889 1.338813 23.08687 0.000000 2.699940 36.44444 1.361642 23.70198 0.000000 2.745977 36.90000 1.384662 24.32752 0.000000 2.792403 37.35556 1.407876 24.96360 0.000000 2.839217 37.81111 1.431283 25.61030 0.000000 2.886420 38.26667 1.454882 26.26770 0.000000 2.934013 38.72222 1.478675 26.93590 0.000000 2.981994 39.17778 1.502660 27.61498 0.000000 3.030364 39.63333 1.526838 28.30504 0.000000 3.079123 40.08889 1.551208 29.00615 0.561842 3.128270 40.54444 1.575772 29.71840 7.642361 3.177807 END FTABLE 2 FTABLE 3 91 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.765496 0.000000 0.000000 0.000000 0.044444 0.767867 0.034075 0.000000 3.871332 0.088889 0.770243 0.068255 0.000000 3.883306 0.133333 0.772621 0.102541 0.000000 3.895298 0.177778 0.775003 0.136932 0.000000 3.907308 Exhibit 26 19-060 Site Analysis 6/19/2025 2:39:08 PM Page 67 0.222222 0.777389 0.171430 0.000000 3.919335 0.266667 0.779778 0.206034 0.000000 3.931380 0.311111 0.782170 0.240744 0.000000 3.943442 0.355556 0.784566 0.275560 0.000000 3.955522 0.400000 0.786966 0.310483 0.000000 3.967619 0.444444 0.789369 0.345513 0.000000 3.979734 0.488889 0.791775 0.380649 0.000000 3.991867 0.533333 0.794185 0.415893 0.000000 4.004017 0.577778 0.796599 0.451244 0.000000 4.016185 0.622222 0.799015 0.486702 0.000000 4.028370 0.666667 0.801436 0.522267 0.000000 4.040573 0.711111 0.803860 0.557940 0.000000 4.052793 0.755556 0.806287 0.593722 0.000000 4.065031 0.800000 0.808718 0.629611 0.000000 4.077286 0.844444 0.811152 0.665608 0.000000 4.089559 0.888889 0.813590 0.701713 0.000000 4.101850 0.933333 0.816031 0.737927 0.000000 4.114158 0.977778 0.818476 0.774249 0.000000 4.126483 1.022222 0.820924 0.810680 0.000000 4.138827 1.066667 0.823376 0.847220 0.000000 4.151187 1.111111 0.825831 0.883869 0.000000 4.163566 1.155556 0.828290 0.920628 0.000000 4.175962 1.200000 0.830752 0.957495 0.000000 4.188375 1.244444 0.833218 0.994472 0.000000 4.200806 1.288889 0.835687 1.031559 0.000000 4.213255 1.333333 0.838159 1.068756 0.000000 4.225721 1.377778 0.840636 1.106062 0.000000 4.238204 1.422222 0.843115 1.143479 0.000000 4.250706 1.466667 0.845598 1.181006 0.000000 4.263224 1.511111 0.848085 1.218643 0.000000 4.275761 1.555556 0.850575 1.256391 0.000000 4.288315 1.600000 0.853068 1.294250 0.000000 4.300886 1.644444 0.855565 1.332220 0.000000 4.313475 1.688889 0.858066 1.370300 0.000000 4.326082 1.733333 0.860570 1.408492 0.000000 4.338706 1.777778 0.863077 1.446796 0.000000 4.351348 1.822222 0.865588 1.485210 0.000000 4.364007 1.866667 0.868103 1.523737 0.000000 4.376684 1.911111 0.870620 1.562375 0.000000 4.389378 1.955556 0.873142 1.601125 0.000000 4.402090 2.000000 0.875667 1.639988 0.000000 4.414819 2.044444 0.878195 1.678962 0.000000 4.427566 2.088889 0.880727 1.718050 0.000000 4.440331 2.133333 0.883262 1.757249 0.000000 4.453113 2.177778 0.885801 1.796562 0.000000 4.465913 2.222222 0.888343 1.835987 0.000000 4.478730 2.266667 0.890889 1.875526 0.000000 4.491565 2.311111 0.893438 1.915177 0.000000 4.504418 2.355556 0.895991 1.954943 0.000000 4.517287 2.400000 0.898547 1.994821 0.000000 4.530175 2.444444 0.901107 2.034814 0.000000 4.543080 2.488889 0.903670 2.074920 0.000000 4.556003 2.533333 0.906237 2.115140 0.000000 4.568943 2.577778 0.908807 2.155474 0.000000 4.581901 2.622222 0.911380 2.195923 0.000000 4.594876 2.666667 0.913957 2.236486 0.000000 4.607869 2.711111 0.916538 2.277163 0.000000 4.620879 2.755556 0.919122 2.317956 0.000000 4.633907 2.800000 0.921710 2.358863 0.000000 4.646953 2.844444 0.924301 2.399886 0.000000 4.660016 2.888889 0.926895 2.441023 0.000000 4.673097 2.933333 0.929493 2.482276 0.000000 4.686195 2.977778 0.932095 2.523645 0.000000 4.699311 3.022222 0.934700 2.565129 0.035147 4.712444 3.066667 0.937308 2.606730 0.182234 4.725595 3.111111 0.939920 2.648446 0.389839 4.738763 3.155556 0.942535 2.690278 0.637321 4.751949 3.200000 0.945154 2.732227 0.907676 4.765153 3.244444 0.947777 2.774292 1.183559 4.778374 3.288889 0.950402 2.816474 1.447495 4.791613 Exhibit 26 19-060 Site Analysis 6/19/2025 2:39:08 PM Page 68 3.333333 0.953032 2.858772 1.683468 4.804869 3.377778 0.955665 2.901188 1.879270 4.818143 3.422222 0.958301 2.943720 2.029388 4.831434 3.466667 0.960941 2.986370 2.138326 4.844743 3.511111 0.963584 3.029137 2.251735 4.858069 3.555556 0.966231 3.072022 2.347596 4.871413 3.600000 0.968881 3.115025 2.439693 4.884775 3.644444 0.971535 3.158145 2.528438 4.898154 3.688889 0.974192 3.201383 2.614172 4.911551 3.733333 0.976853 3.244740 2.697182 4.924965 3.777778 0.979517 3.288215 2.777713 4.938397 3.822222 0.982184 3.331808 2.855973 4.951846 3.866667 0.984856 3.375520 2.932146 4.965313 3.911111 0.987530 3.419351 3.006389 4.978798 3.955556 0.990208 3.463301 3.078843 4.992300 4.000000 0.992890 3.507369 3.149630 5.005819 END FTABLE 3 FTABLE 7 91 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 1.580923 0.000000 0.000000 0.000000 0.077778 1.588336 0.123249 0.000000 1.601572 0.155556 1.595757 0.247075 0.000000 1.609055 0.233333 1.603185 0.371478 0.000000 1.616545 0.311111 1.610620 0.496459 0.000000 1.624042 0.388889 1.618063 0.622019 0.000000 1.631547 0.466667 1.625513 0.748158 0.000000 1.639059 0.544444 1.632971 0.874877 0.000000 1.646579 0.622222 1.640436 1.002176 0.000000 1.654106 0.700000 1.647908 1.130056 0.000000 1.661641 0.777778 1.655388 1.258518 0.000000 1.669183 0.855556 1.662875 1.387562 0.000000 1.676732 0.933333 1.670369 1.517188 0.000000 1.684289 1.011111 1.677871 1.647397 0.000000 1.691853 1.088889 1.685380 1.778190 0.000000 1.699425 1.166667 1.692896 1.909567 0.000000 1.707004 1.244444 1.700420 2.041530 0.000000 1.714590 1.322222 1.707951 2.174078 0.000000 1.722184 1.400000 1.715490 2.307211 0.000000 1.729785 1.477778 1.723035 2.440932 0.000000 1.737394 1.555556 1.730589 2.575239 0.000000 1.745010 1.633333 1.738149 2.710135 0.000000 1.752634 1.711111 1.745717 2.845618 0.000000 1.760265 1.788889 1.753292 2.981691 0.000000 1.767903 1.866667 1.760875 3.118353 0.000000 1.775549 1.944444 1.768465 3.255605 0.000000 1.783202 2.022222 1.776062 3.393448 0.000000 1.790863 2.100000 1.783667 3.531882 0.000000 1.798531 2.177778 1.791279 3.670907 0.000000 1.806207 2.255556 1.798899 3.810525 0.000000 1.813889 2.333333 1.806525 3.950736 0.000000 1.821580 2.411111 1.814160 4.091541 0.000000 1.829278 2.488889 1.821801 4.232939 0.000000 1.836983 2.566667 1.829450 4.374932 0.000000 1.844695 2.644444 1.837106 4.517521 0.000000 1.852416 2.722222 1.844770 4.660705 0.000000 1.860143 2.800000 1.852441 4.804485 0.000000 1.867878 2.877778 1.860119 4.948863 0.000000 1.875620 2.955556 1.867805 5.093837 0.000000 1.883370 3.033333 1.875498 5.239410 0.000000 1.891127 3.111111 1.883198 5.385582 0.000000 1.898892 3.188889 1.890906 5.532353 0.000000 1.906664 3.266667 1.898621 5.679723 0.000000 1.914443 3.344444 1.906344 5.827694 0.000000 1.922230 3.422222 1.914074 5.976266 0.000000 1.930024 3.500000 1.921811 6.125439 0.000000 1.937826 3.577778 1.929555 6.275214 0.000000 1.945635 3.655556 1.937307 6.425592 0.000000 1.953452 3.733333 1.945067 6.576574 0.000000 1.961276 Exhibit 26 19-060 Site Analysis 6/19/2025 2:39:08 PM Page 69 3.811111 1.952833 6.728159 0.000000 1.969107 3.888889 1.960607 6.880348 0.000000 1.976946 3.966667 1.968389 7.033142 0.000000 1.984792 4.044444 1.976178 7.186542 0.000000 1.992646 4.122222 1.983974 7.340548 0.000000 2.000507 4.200000 1.991777 7.495160 0.000000 2.008375 4.277778 1.999588 7.650380 0.000000 2.016251 4.355556 2.007406 7.806208 0.000000 2.024134 4.433333 2.015232 7.962644 0.000000 2.032025 4.511111 2.023065 8.119688 0.000000 2.039923 4.588889 2.030905 8.277343 0.000000 2.047829 4.666667 2.038752 8.435607 0.000000 2.055742 4.744444 2.046607 8.594482 0.000000 2.063662 4.822222 2.054470 8.753969 0.000000 2.071590 4.900000 2.062339 8.914067 0.000000 2.079526 4.977778 2.070216 9.074777 0.000000 2.087468 5.055556 2.078101 9.236101 0.000000 2.095418 5.133333 2.085993 9.398038 0.000000 2.103376 5.211111 2.093892 9.560589 0.000000 2.111341 5.288889 2.101798 9.723755 0.000000 2.119313 5.366667 2.109712 9.887536 0.000000 2.127293 5.444444 2.117633 10.05193 0.000000 2.135280 5.522222 2.125562 10.21695 0.000000 2.143275 5.600000 2.133498 10.38258 0.000000 2.151277 5.677778 2.141441 10.54882 0.000000 2.159287 5.755556 2.149392 10.71569 0.000000 2.167304 5.833333 2.157350 10.88317 0.000000 2.175328 5.911111 2.165315 11.05128 0.000000 2.183360 5.988889 2.173288 11.22000 0.000000 2.191399 6.066667 2.181268 11.38934 0.365093 2.199445 6.144444 2.189256 11.55931 1.161868 2.207499 6.222222 2.197251 11.72990 2.205262 2.215561 6.300000 2.205253 11.90110 3.421187 2.223630 6.377778 2.213262 12.07294 4.745429 2.231706 6.455556 2.221279 12.24539 6.112659 2.239790 6.533333 2.229303 12.41847 7.456186 2.247881 6.611111 2.237335 12.59217 8.711714 2.255980 6.688889 2.245374 12.76650 9.823345 2.264086 6.766667 2.253420 12.94145 10.75114 2.272199 6.844444 2.261474 13.11703 11.47995 2.280320 6.922222 2.269535 13.29324 12.02925 2.288448 7.000000 2.277604 13.47007 12.46394 2.296584 END FTABLE 7 FTABLE 4 91 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.109504 0.000000 0.000000 0.000000 0.166667 0.111459 0.018414 0.000000 0.224776 0.333333 0.113430 0.037154 0.000000 0.228751 0.500000 0.115417 0.056225 0.000000 0.232758 0.666667 0.117421 0.075628 0.000000 0.236799 0.833333 0.119441 0.095367 0.000000 0.240872 1.000000 0.121477 0.115443 0.000000 0.244978 1.166667 0.123529 0.135860 0.000000 0.249116 1.333333 0.125597 0.156621 0.000000 0.253288 1.500000 0.127682 0.177727 0.000000 0.257492 1.666667 0.129783 0.199183 0.000000 0.261728 1.833333 0.131900 0.220989 0.000000 0.265998 2.000000 0.134033 0.243151 0.000000 0.270300 2.166667 0.136183 0.265669 0.000000 0.274635 2.333333 0.138348 0.288546 0.000000 0.279002 2.500000 0.140530 0.311786 0.000000 0.283403 2.666667 0.142728 0.335391 0.000000 0.287836 2.833333 0.144943 0.359363 0.000000 0.292302 3.000000 0.147174 0.383707 0.000000 0.296800 3.166667 0.149420 0.408423 0.000000 0.301331 3.333333 0.151684 0.433515 0.000000 0.305895 3.500000 0.153963 0.458985 0.000000 0.310492 3.666667 0.156258 0.484837 0.000000 0.315121 Exhibit 26 19-060 Site Analysis 6/19/2025 2:39:08 PM Page 70 3.833333 0.158570 0.511073 0.000000 0.319783 4.000000 0.160898 0.537695 0.000000 0.324478 4.166667 0.163242 0.564707 0.000000 0.329205 4.333333 0.165603 0.592110 0.000000 0.333965 4.500000 0.167979 0.619909 0.000000 0.338758 4.666667 0.170372 0.648105 0.000000 0.343584 4.833333 0.172781 0.676701 0.000000 0.348442 5.000000 0.175207 0.705700 0.000000 0.353333 5.166667 0.177648 0.735105 0.000000 0.358257 5.333333 0.180106 0.764917 0.000000 0.363214 5.500000 0.182580 0.795141 0.000000 0.368203 5.666667 0.185070 0.825779 0.000000 0.373225 5.833333 0.187577 0.856833 0.000000 0.378279 6.000000 0.190099 0.888306 0.000000 0.383367 6.166667 0.192638 0.920200 0.000000 0.388487 6.333333 0.195193 0.952520 0.000000 0.393640 6.500000 0.197764 0.985266 0.000000 0.398825 6.666667 0.200352 1.018443 0.000000 0.404043 6.833333 0.202956 1.052051 0.000000 0.409294 7.000000 0.205576 1.086096 0.000000 0.414578 7.166667 0.208212 1.120578 0.000000 0.419894 7.333333 0.210864 1.155501 0.000000 0.425243 7.500000 0.213533 1.190868 0.000000 0.430625 7.666667 0.216218 1.226680 0.000000 0.436040 7.833333 0.218919 1.262942 0.000000 0.441487 8.000000 0.221636 1.299655 0.000000 0.446967 8.166667 0.224370 1.336822 0.000000 0.452479 8.333333 0.227120 1.374446 0.000000 0.458025 8.500000 0.229886 1.412530 0.000000 0.463603 8.666667 0.232668 1.451076 0.000000 0.469214 8.833333 0.235466 1.490087 0.000000 0.474857 9.000000 0.238281 1.529566 0.000000 0.480533 9.166667 0.241112 1.569515 0.000000 0.486242 9.333333 0.243959 1.609938 0.000000 0.491984 9.500000 0.246822 1.650836 0.000000 0.497758 9.666667 0.249702 1.692213 0.000000 0.503565 9.833333 0.252598 1.734072 0.000000 0.509405 10.00000 0.255510 1.776414 0.000000 0.515278 10.16667 0.258438 1.819243 0.000000 0.521183 10.33333 0.261382 1.862561 0.000000 0.527121 10.50000 0.264343 1.906372 0.000000 0.533092 10.66667 0.267320 1.950677 0.000000 0.539095 10.83333 0.270313 1.995480 0.000000 0.545131 11.00000 0.273322 2.040783 0.000000 0.551200 11.16667 0.276348 2.086588 0.000000 0.557302 11.33333 0.279390 2.132900 0.000000 0.563436 11.50000 0.282448 2.179720 0.000000 0.569603 11.66667 0.285522 2.227050 0.000000 0.575802 11.83333 0.288612 2.274895 0.000000 0.582035 12.00000 0.291719 2.323256 0.000000 0.588300 12.16667 0.294842 2.372136 0.000000 0.594598 12.33333 0.297981 2.421538 0.000000 0.600928 12.50000 0.301136 2.471464 0.000000 0.607292 12.66667 0.304308 2.521918 0.000000 0.613688 12.83333 0.307496 2.572902 0.000000 0.620116 13.00000 0.310700 2.624418 0.000000 0.626578 13.16667 0.313920 2.676470 0.000000 0.633072 13.33333 0.317156 2.729059 0.000000 0.639599 13.50000 0.320409 2.782190 0.000000 0.646158 13.66667 0.323678 2.835864 0.000000 0.652751 13.83333 0.326963 2.890084 0.000000 0.659376 14.00000 0.330264 2.944853 0.000000 0.666033 14.16667 0.333582 3.000173 2.162569 0.672724 14.33333 0.336916 3.056048 6.076986 0.679447 14.50000 0.340266 3.112480 10.96542 0.686203 14.66667 0.343632 3.169471 16.30599 0.692991 14.83333 0.347015 3.227025 21.56743 0.699813 15.00000 0.350413 3.285144 26.24267 0.706667 END FTABLE 4 FTABLE 5 Exhibit 26 19-060 Site Analysis 6/19/2025 2:39:08 PM Page 71 91 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.053926 0.000000 0.000000 0.000000 0.066667 0.054960 0.003630 0.000000 0.055418 0.133333 0.056002 0.007328 0.000000 0.056469 0.200000 0.057052 0.011097 0.000000 0.057527 0.266667 0.058109 0.014935 0.000000 0.058593 0.333333 0.059174 0.018845 0.000000 0.059667 0.400000 0.060247 0.022826 0.000000 0.060749 0.466667 0.061328 0.026878 0.000000 0.061839 0.533333 0.062416 0.031003 0.000000 0.062936 0.600000 0.063512 0.035200 0.000000 0.064041 0.666667 0.064616 0.039471 0.000000 0.065154 0.733333 0.065727 0.043816 0.000000 0.066275 0.800000 0.066846 0.048235 0.000000 0.067403 0.866667 0.067973 0.052729 0.000000 0.068540 0.933333 0.069108 0.057299 0.000000 0.069684 1.000000 0.070250 0.061944 0.000000 0.070835 1.066667 0.071400 0.066665 0.000000 0.071995 1.133333 0.072558 0.071464 0.000000 0.073162 1.200000 0.073723 0.076340 0.000000 0.074338 1.266667 0.074896 0.081294 0.000000 0.075520 1.333333 0.076077 0.086327 0.000000 0.076711 1.400000 0.077266 0.091438 0.000000 0.077910 1.466667 0.078462 0.096629 0.000000 0.079116 1.533333 0.079666 0.101900 0.000000 0.080330 1.600000 0.080878 0.107251 0.000000 0.081552 1.666667 0.082097 0.112684 0.000000 0.082781 1.733333 0.083324 0.118198 0.000000 0.084019 1.800000 0.084559 0.123794 0.000000 0.085264 1.866667 0.085802 0.129473 0.000000 0.086517 1.933333 0.087052 0.135234 0.000000 0.087777 2.000000 0.088310 0.141080 0.000000 0.089046 2.066667 0.089576 0.147009 0.000000 0.090322 2.133333 0.090849 0.153023 0.000000 0.091606 2.200000 0.092130 0.159123 0.000000 0.092898 2.266667 0.093419 0.165308 0.000000 0.094198 2.333333 0.094716 0.171579 0.000000 0.095505 2.400000 0.096020 0.177937 0.000000 0.096820 2.466667 0.097332 0.184382 0.000000 0.098143 2.533333 0.098652 0.190915 0.000000 0.099474 2.600000 0.099979 0.197536 0.000000 0.100812 2.666667 0.101314 0.204245 0.000000 0.102158 2.733333 0.102657 0.211044 0.000000 0.103512 2.800000 0.104007 0.217933 0.000000 0.104874 2.866667 0.105366 0.224912 0.000000 0.106244 2.933333 0.106732 0.231982 0.000000 0.107621 3.000000 0.108105 0.239143 0.000000 0.109006 3.066667 0.109487 0.246397 0.000000 0.110399 3.133333 0.110876 0.253742 0.000000 0.111800 3.200000 0.112273 0.261180 0.000000 0.113208 3.266667 0.113677 0.268712 0.000000 0.114625 3.333333 0.115090 0.276337 0.000000 0.116049 3.400000 0.116510 0.284057 0.000000 0.117480 3.466667 0.117937 0.291872 0.000000 0.118920 3.533333 0.119373 0.299783 0.000000 0.120367 3.600000 0.120816 0.307789 0.000000 0.121823 3.666667 0.122267 0.315892 0.000000 0.123285 3.733333 0.123725 0.324091 0.000000 0.124756 3.800000 0.125191 0.332389 0.000000 0.126235 3.866667 0.126665 0.340784 0.000000 0.127721 3.933333 0.128147 0.349278 0.000000 0.129215 4.000000 0.129636 0.357870 0.000000 0.130717 4.066667 0.131133 0.366563 0.000000 0.132226 4.133333 0.132638 0.375355 0.000000 0.133744 4.200000 0.134151 0.384248 0.000000 0.135269 4.266667 0.135671 0.393242 0.000000 0.136802 4.333333 0.137199 0.402338 0.000000 0.138342 4.400000 0.138735 0.411536 0.000000 0.139891 Exhibit 26 19-060 Site Analysis 6/19/2025 2:39:08 PM Page 72 4.466667 0.140278 0.420836 0.000000 0.141447 4.533333 0.141829 0.430240 0.000000 0.143011 4.600000 0.143388 0.439747 0.000000 0.144583 4.666667 0.144955 0.449358 0.000000 0.146163 4.733333 0.146529 0.459074 0.000000 0.147750 4.800000 0.148111 0.468896 0.000000 0.149345 4.866667 0.149700 0.478823 0.000000 0.150948 4.933333 0.151298 0.488856 0.000000 0.152559 5.000000 0.152903 0.498996 0.000000 0.154177 5.066667 0.154516 0.509243 0.273695 0.155803 5.133333 0.156136 0.519598 0.771465 0.157437 5.200000 0.157764 0.530062 1.404464 0.159079 5.266667 0.159400 0.540634 2.123824 0.160729 5.333333 0.161044 0.551315 2.882519 0.162386 5.400000 0.162695 0.562107 3.632201 0.164051 5.466667 0.164355 0.573008 4.326027 0.165724 5.533333 0.166021 0.584021 4.924197 0.167405 5.600000 0.167696 0.595145 5.401220 0.169093 5.666667 0.169378 0.606381 5.754494 0.170790 5.733333 0.171068 0.617729 6.013989 0.172494 5.800000 0.172766 0.629190 6.338508 0.174205 5.866667 0.174471 0.640764 6.597328 0.175925 5.933333 0.176184 0.652453 6.846371 0.177652 6.000000 0.177905 0.664256 7.086668 0.179388 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 0.550964 0.000000 0.000000 0.000000 0.077778 0.550964 0.029997 0.000000 1.111111 0.155556 0.550964 0.059994 0.000000 1.111111 0.233333 0.550964 0.089991 0.000000 1.111111 0.311111 0.550964 0.119988 0.000000 1.111111 0.388889 0.550964 0.149985 0.000000 1.111111 0.466667 0.550964 0.179982 0.000000 1.111111 0.544444 0.550964 0.209979 0.000000 1.111111 0.622222 0.550964 0.239976 0.000000 1.111111 0.700000 0.550964 0.269972 0.000000 1.111111 0.777778 0.550964 0.299969 0.000000 1.111111 0.855556 0.550964 0.329966 0.000000 1.111111 0.933333 0.550964 0.359963 0.000000 1.111111 1.011111 0.550964 0.389960 0.000000 1.111111 1.088889 0.550964 0.419957 0.000000 1.111111 1.166667 0.550964 0.449954 0.000000 1.111111 1.244444 0.550964 0.479951 0.000000 1.111111 1.322222 0.550964 0.509948 0.000000 1.111111 1.400000 0.550964 0.539945 0.000000 1.111111 1.477778 0.550964 0.569942 0.000000 1.111111 1.555556 0.550964 0.599939 0.000000 1.111111 1.633333 0.550964 0.629936 0.000000 1.111111 1.711111 0.550964 0.659933 0.000000 1.111111 1.788889 0.550964 0.689930 0.000000 1.111111 1.866667 0.550964 0.719927 0.000000 1.111111 1.944444 0.550964 0.749923 0.000000 1.111111 2.022222 0.550964 0.779920 0.000000 1.111111 2.100000 0.550964 0.809917 0.000000 1.111111 2.177778 0.550964 0.839914 0.000000 1.111111 2.255556 0.550964 0.869911 0.000000 1.111111 2.333333 0.550964 0.899908 0.000000 1.111111 2.411111 0.550964 0.929905 0.000000 1.111111 2.488889 0.550964 0.959902 0.000000 1.111111 2.566667 0.550964 0.989899 0.000000 1.111111 2.644444 0.550964 1.019896 0.000000 1.111111 2.722222 0.550964 1.049893 0.000000 1.111111 2.800000 0.550964 1.079890 0.000000 1.111111 2.877778 0.550964 1.109887 0.000000 1.111111 2.955556 0.550964 1.139884 0.000000 1.111111 3.033333 0.550964 1.169881 0.000000 1.111111 3.111111 0.550964 1.199878 0.000000 1.111111 Exhibit 26 19-060 Site Analysis 6/19/2025 2:39:08 PM Page 73 3.188889 0.550964 1.229875 0.000000 1.111111 3.266667 0.550964 1.259871 0.000000 1.111111 3.344444 0.550964 1.289868 0.000000 1.111111 3.422222 0.550964 1.319865 0.000000 1.111111 3.500000 0.550964 1.349862 0.000000 1.111111 3.577778 0.550964 1.379859 0.000000 1.111111 3.655556 0.550964 1.409856 0.000000 1.111111 3.733333 0.550964 1.439853 0.000000 1.111111 3.811111 0.550964 1.469850 0.000000 1.111111 3.888889 0.550964 1.499847 0.000000 1.111111 3.966667 0.550964 1.529844 0.000000 1.111111 4.044444 0.550964 1.559841 0.000000 1.111111 4.122222 0.550964 1.589838 0.000000 1.111111 4.200000 0.550964 1.619835 0.000000 1.111111 4.277778 0.550964 1.649832 0.000000 1.111111 4.355556 0.550964 1.679829 0.000000 1.111111 4.433333 0.550964 1.709826 0.000000 1.111111 4.511111 0.550964 1.739822 0.000000 1.111111 4.588889 0.550964 1.769819 0.000000 1.111111 4.666667 0.550964 1.799816 0.000000 1.111111 4.744444 0.550964 1.829813 0.000000 1.111111 4.822222 0.550964 1.859810 0.000000 1.111111 4.900000 0.550964 1.889807 0.000000 1.111111 4.977778 0.550964 1.919804 0.000000 1.111111 5.055556 0.550964 1.949801 0.000000 1.111111 5.133333 0.550964 1.979798 0.000000 1.111111 5.211111 0.550964 2.009795 0.000000 1.111111 5.288889 0.550964 2.039792 0.000000 1.111111 5.366667 0.550964 2.069789 0.000000 1.111111 5.444444 0.550964 2.099786 0.000000 1.111111 5.522222 0.550964 2.129783 0.000000 1.111111 5.600000 0.550964 2.159780 0.000000 1.111111 5.677778 0.550964 2.189777 0.000000 1.111111 5.755556 0.550964 2.219773 0.000000 1.111111 5.833333 0.550964 2.249770 0.000000 1.111111 5.911111 0.550964 2.279767 0.000000 1.111111 5.988889 0.550964 2.309764 0.000000 1.111111 6.066667 0.550964 2.339761 0.273695 1.111111 6.144444 0.550964 2.369758 0.868991 1.111111 6.222222 0.550964 2.399755 1.636945 1.111111 6.300000 0.550964 2.429752 2.501261 1.111111 6.377778 0.550964 2.459749 3.386283 1.111111 6.455556 0.550964 2.489746 4.216091 1.111111 6.533333 0.550964 2.519743 4.924197 1.111111 6.611111 0.550964 2.549740 5.468342 1.111111 6.688889 0.550964 2.579737 5.848795 1.111111 6.766667 0.550964 2.609734 6.205051 1.111111 6.844444 0.550964 2.639731 6.512198 1.111111 6.922222 0.550964 2.669728 6.805497 1.111111 7.000000 0.550964 2.699725 7.086668 1.111111 7.077778 0.550964 2.742577 7.357100 1.111111 END FTABLE 6 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 1.333 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1.333 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 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 Exhibit 26 19-060 Site Analysis 6/19/2025 2:39:08 PM Page 74 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 RCHRES 2 HYDR RO 1 1 1 WDM 1008 FLOW ENGL REPL RCHRES 2 HYDR O 1 1 1 WDM 1009 FLOW ENGL REPL RCHRES 2 HYDR O 2 1 1 WDM 1010 FLOW ENGL REPL RCHRES 2 HYDR STAGE 1 1 1 WDM 1011 STAG ENGL REPL RCHRES 3 HYDR RO 1 1 1 WDM 1016 FLOW ENGL REPL RCHRES 3 HYDR O 1 1 1 WDM 1017 FLOW ENGL REPL RCHRES 3 HYDR O 2 1 1 WDM 1018 FLOW ENGL REPL RCHRES 3 HYDR STAGE 1 1 1 WDM 1019 STAG ENGL REPL RCHRES 7 HYDR RO 1 1 1 WDM 1020 FLOW ENGL REPL RCHRES 7 HYDR O 1 1 1 WDM 1021 FLOW ENGL REPL RCHRES 7 HYDR O 2 1 1 WDM 1022 FLOW ENGL REPL RCHRES 7 HYDR STAGE 1 1 1 WDM 1023 STAG ENGL REPL RCHRES 4 HYDR RO 1 1 1 WDM 1024 FLOW ENGL REPL RCHRES 4 HYDR O 1 1 1 WDM 1025 FLOW ENGL REPL RCHRES 4 HYDR O 2 1 1 WDM 1026 FLOW ENGL REPL RCHRES 4 HYDR STAGE 1 1 1 WDM 1027 STAG ENGL REPL RCHRES 5 HYDR RO 1 1 1 WDM 1028 FLOW ENGL REPL RCHRES 5 HYDR O 1 1 1 WDM 1029 FLOW ENGL REPL RCHRES 5 HYDR O 2 1 1 WDM 1030 FLOW ENGL REPL RCHRES 5 HYDR STAGE 1 1 1 WDM 1031 STAG ENGL REPL RCHRES 6 HYDR RO 1 1 1 WDM 1032 FLOW ENGL REPL RCHRES 6 HYDR O 1 1 1 WDM 1033 FLOW ENGL REPL RCHRES 6 HYDR O 2 1 1 WDM 1034 FLOW ENGL REPL RCHRES 6 HYDR STAGE 1 1 1 WDM 1035 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 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 END MASS-LINK END RUN Exhibit 26 19-060 Site Analysis 6/19/2025 2:39:08 PM Page 75 Predeveloped HSPF Message File Exhibit 26 19-060 Site Analysis 6/19/2025 2:39:08 PM Page 76 Mitigated HSPF Message File Exhibit 26 19-060 Site Analysis 6/19/2025 2:39:08 PM Page 77 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. 2005-2025; 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 Exhibit 26 WWHM2012 PROJECT REPORT 19-060 Conveyance Exhibit 26 19-060 Conveyance 6/19/2025 1:35:07 PM Page 2 General Model Information WWHM2012 Project Name:19-060 Conveyance Site Name: Site Address: City: Report Date:6/19/2025 Gage:Quilcene Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.333 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 Low Flow Threshold for POC2:50 Percent of the 2 Year High Flow Threshold for POC2:50 Year Low Flow Threshold for POC3:50 Percent of the 2 Year High Flow Threshold for POC3:50 Year Low Flow Threshold for POC4:50 Percent of the 2 Year High Flow Threshold for POC4:50 Year Low Flow Threshold for POC5:50 Percent of the 2 Year High Flow Threshold for POC5:50 Year Low Flow Threshold for POC6:50 Percent of the 2 Year High Flow Threshold for POC6:50 Year Low Flow Threshold for POC7:50 Percent of the 2 Year High Flow Threshold for POC7:50 Year Low Flow Threshold for POC8:50 Percent of the 2 Year High Flow Threshold for POC8:50 Year Exhibit 26 19-060 Conveyance 6/19/2025 1:35:07 PM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre A B, Forest, Flat 1 Pervious Total 1 Impervious Land Use acre Impervious Total 0 Basin Total 1 Exhibit 26 19-060 Conveyance 6/19/2025 1:35:07 PM Page 4 Basin 2 Bypass:No GroundWater:No Pervious Land Use acre A B, Forest, Flat 1 Pervious Total 1 Impervious Land Use acre Impervious Total 0 Basin Total 1 Exhibit 26 19-060 Conveyance 6/19/2025 1:35:07 PM Page 5 Basin 3 Bypass:No GroundWater:No Pervious Land Use acre A B, Forest, Flat 1 Pervious Total 1 Impervious Land Use acre Impervious Total 0 Basin Total 1 Exhibit 26 19-060 Conveyance 6/19/2025 1:35:07 PM Page 6 Basin 4 Bypass:No GroundWater:No Pervious Land Use acre A B, Forest, Flat 1 Pervious Total 1 Impervious Land Use acre Impervious Total 0 Basin Total 1 Exhibit 26 19-060 Conveyance 6/19/2025 1:35:07 PM Page 7 Basin 5 Bypass:No GroundWater:No Pervious Land Use acre A B, Forest, Flat 1 Pervious Total 1 Impervious Land Use acre Impervious Total 0 Basin Total 1 Exhibit 26 19-060 Conveyance 6/19/2025 1:35:07 PM Page 8 Basin 6 Bypass:No GroundWater:No Pervious Land Use acre A B, Forest, Flat 1 Pervious Total 1 Impervious Land Use acre Impervious Total 0 Basin Total 1 Exhibit 26 19-060 Conveyance 6/19/2025 1:35:07 PM Page 9 Basin 7 Bypass:No GroundWater:No Pervious Land Use acre A B, Forest, Flat 1 Pervious Total 1 Impervious Land Use acre Impervious Total 0 Basin Total 1 Exhibit 26 19-060 Conveyance 6/19/2025 1:35:07 PM Page 10 Basin 8 Bypass:No GroundWater:No Pervious Land Use acre A B, Forest, Flat 1 Pervious Total 1 Impervious Land Use acre Impervious Total 0 Basin Total 1 Exhibit 26 19-060 Conveyance 6/19/2025 1:35:07 PM Page 11 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre A B, Forest, Steep 1.37 A B, Pasture, Flat 1.5 Pervious Total 2.87 Impervious Land Use acre ROADS MOD 0.43 SIDEWALKS FLAT 0.31 PARKING FLAT 0.84 Impervious Total 1.58 Basin Total 4.45 Exhibit 26 19-060 Conveyance 6/19/2025 1:35:07 PM Page 12 Basin 2 Bypass:No GroundWater:No Pervious Land Use acre A B, Forest, Flat 8.92 A B, Forest, Steep 2.17 A B, Pasture, Mod 1.06 A B, Pasture, Steep 1.9 Pervious Total 14.05 Impervious Land Use acre ROADS FLAT 0.28 ROADS MOD 0.98 ROOF TOPS FLAT 4.4 SIDEWALKS FLAT 0.61 POND 1.31 Impervious Total 7.58 Basin Total 21.63 Exhibit 26 19-060 Conveyance 6/19/2025 1:35:07 PM Page 13 Basin 4 Bypass:No GroundWater:No Pervious Land Use acre A B, Forest, Flat 1.13 A B, Forest, Steep 2.43 A B, Pasture, Mod 1.9 A B, Pasture, Steep 0.33 Pervious Total 5.79 Impervious Land Use acre ROADS MOD 0.92 ROOF TOPS FLAT 0.33 DRIVEWAYS FLAT 0.02 SIDEWALKS FLAT 0.08 POND 0.95 Impervious Total 2.3 Basin Total 8.09 Exhibit 26 19-060 Conveyance 6/19/2025 1:35:07 PM Page 14 Basin 5 Bypass:No GroundWater:No Pervious Land Use acre A B, Forest, Steep 9.37 A B, Pasture, Flat 2.69 A B, Pasture, Steep 5.96 Pervious Total 18.02 Impervious Land Use acre ROADS FLAT 0.52 ROADS MOD 1.63 ROOF TOPS FLAT 1.89 DRIVEWAYS FLAT 0.36 SIDEWALKS FLAT 0.24 POND 2.43 Impervious Total 7.07 Basin Total 25.09 Exhibit 26 19-060 Conveyance 6/19/2025 1:35:07 PM Page 15 Basin 6 Bypass:No GroundWater:No Pervious Land Use acre A B, Forest, Steep 13.04 A B, Pasture, Flat 4.45 A B, Pasture, Steep 4.04 Pervious Total 21.53 Impervious Land Use acre ROADS FLAT 0.16 ROADS MOD 1.02 ROOF TOPS FLAT 1.8 DRIVEWAYS FLAT 0.59 Impervious Total 3.57 Basin Total 25.1 Exhibit 26 19-060 Conveyance 6/19/2025 1:35:07 PM Page 16 Basin 7 Bypass:No GroundWater:No Pervious Land Use acre A B, Pasture, Flat 0.82 A B, Pasture, Mod 13.58 A B, Pasture, Steep 2.59 Pervious Total 16.99 Impervious Land Use acre ROADS FLAT 0.33 ROADS MOD 1.52 ROOF TOPS FLAT 3.03 DRIVEWAYS FLAT 0.45 SIDEWALKS FLAT 1.14 Impervious Total 6.47 Basin Total 23.46 Exhibit 26 19-060 Conveyance 6/19/2025 1:35:07 PM Page 17 Basin 8 Bypass:No GroundWater:No Pervious Land Use acre A B, Pasture, Steep 3.23 Pervious Total 3.23 Impervious Land Use acre ROOF TOPS FLAT 1.51 PARKING FLAT 3.04 Impervious Total 4.55 Basin Total 7.78 Exhibit 26 19-060 Conveyance 6/19/2025 1:35:07 PM Page 18 Basin 9 Bypass:No GroundWater:No Pervious Land Use acre A B, Forest, Flat 0.58 A B, Pasture, Steep 0.3 Pervious Total 0.88 Impervious Land Use acre ROADS MOD 0.19 POND 0.19 Impervious Total 0.38 Basin Total 1.26 Exhibit 26 19-060 Conveyance 6/19/2025 1:35:07 PM Page 19 Routing Elements Predeveloped Routing Exhibit 26 19-060 Conveyance 6/19/2025 1:35:07 PM Page 20 Mitigated Routing Exhibit 26 19-060 Conveyance 6/19/2025 1:35:07 PM Page 21 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:1 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:2.87 Total Impervious Area:1.58 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.201473 5 year 0.415396 10 year 0.555388 25 year 0.71361 50 year 0.814817 100 year 0.901903 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 2.387902 5 year 3.47173 10 year 4.327019 25 year 5.579041 50 year 6.645973 100 year 7.836541 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.501 4.249 1950 0.158 2.043 1951 0.407 3.479 1952 0.150 2.304 1953 0.133 1.883 1954 0.400 4.032 1955 0.424 4.135 1956 1.751 11.817 1957 0.301 3.299 1958 0.562 4.463 Exhibit 26 19-060 Conveyance 6/19/2025 1:35:31 PM Page 22 1959 0.245 2.918 1960 0.138 1.762 1961 0.720 4.975 1962 0.039 1.386 1963 0.194 2.582 1964 0.154 2.111 1965 0.035 1.144 1966 0.530 4.703 1967 0.302 2.999 1968 0.282 3.013 1969 0.160 2.140 1970 0.228 2.857 1971 0.377 3.452 1972 0.333 3.038 1973 0.114 1.739 1974 0.286 2.379 1975 0.265 2.683 1976 0.349 3.135 1977 0.095 1.596 1978 0.234 2.375 1979 0.168 2.032 1980 0.139 1.965 1981 0.129 1.894 1982 0.072 1.846 1983 0.245 2.776 1984 0.048 1.376 1985 0.002 1.529 1986 0.148 2.017 1987 0.251 2.392 1988 0.095 1.947 1989 0.065 1.402 1990 0.024 1.213 1991 0.186 2.130 1992 0.114 1.715 1993 0.050 1.585 1994 0.181 2.694 1995 0.185 1.990 1996 0.283 2.902 1997 0.101 1.850 1998 0.231 2.349 1999 0.356 3.485 2000 0.102 1.936 2001 0.010 1.974 2002 0.564 5.481 2003 0.568 3.812 2004 0.178 2.306 2005 0.124 2.636 2006 0.341 3.781 2007 0.297 3.280 2008 0.229 2.851 2009 0.057 1.554 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 1.7507 11.8168 2 0.7197 5.4811 3 0.5681 4.9754 Exhibit 26 19-060 Conveyance 6/19/2025 1:35:31 PM Page 23 4 0.5635 4.7027 5 0.5622 4.4625 6 0.5304 4.2489 7 0.5007 4.1352 8 0.4240 4.0319 9 0.4071 3.8124 10 0.4003 3.7812 11 0.3771 3.4848 12 0.3559 3.4792 13 0.3492 3.4516 14 0.3412 3.2994 15 0.3332 3.2803 16 0.3020 3.1355 17 0.3011 3.0385 18 0.2971 3.0132 19 0.2861 2.9989 20 0.2829 2.9181 21 0.2817 2.9015 22 0.2653 2.8570 23 0.2513 2.8508 24 0.2450 2.7763 25 0.2447 2.6937 26 0.2338 2.6828 27 0.2313 2.6358 28 0.2288 2.5818 29 0.2278 2.3917 30 0.1940 2.3788 31 0.1859 2.3751 32 0.1850 2.3495 33 0.1810 2.3063 34 0.1781 2.3042 35 0.1679 2.1396 36 0.1602 2.1300 37 0.1585 2.1113 38 0.1543 2.0434 39 0.1503 2.0315 40 0.1478 2.0172 41 0.1391 1.9898 42 0.1378 1.9742 43 0.1329 1.9654 44 0.1290 1.9465 45 0.1239 1.9364 46 0.1144 1.8938 47 0.1136 1.8826 48 0.1021 1.8498 49 0.1014 1.8457 50 0.0954 1.7623 51 0.0953 1.7394 52 0.0720 1.7149 53 0.0650 1.5964 54 0.0565 1.5851 55 0.0498 1.5539 56 0.0484 1.5286 57 0.0392 1.4022 58 0.0349 1.3863 59 0.0244 1.3757 60 0.0095 1.2127 61 0.0020 1.1445 Exhibit 26 19-060 Conveyance 6/19/2025 1:35:31 PM Page 24 Exhibit 26 19-060 Conveyance 6/19/2025 1:35:31 PM Page 25 Duration Flows The Duration Matching Failed Flow(cfs)Predev Mit Percentage Pass/Fail 0.1007 341 85812 25164 Fail 0.1079 306 81491 26631 Fail 0.1152 273 76893 28165 Fail 0.1224 260 73086 28110 Fail 0.1296 242 69514 28724 Fail 0.1368 220 66049 30022 Fail 0.1440 198 62370 31500 Fail 0.1512 179 59247 33098 Fail 0.1584 164 56359 34365 Fail 0.1657 150 53622 35748 Fail 0.1729 140 51055 36467 Fail 0.1801 131 48253 36834 Fail 0.1873 126 45922 36446 Fail 0.1945 119 43633 36666 Fail 0.2017 109 41601 38166 Fail 0.2089 99 39740 40141 Fail 0.2161 90 37708 41897 Fail 0.2234 84 35976 42828 Fail 0.2306 79 34308 43427 Fail 0.2378 76 32768 43115 Fail 0.2450 72 31399 43609 Fail 0.2522 65 29902 46003 Fail 0.2594 64 28661 44782 Fail 0.2666 60 27527 45878 Fail 0.2738 57 26458 46417 Fail 0.2811 54 25303 46857 Fail 0.2883 48 24340 50708 Fail 0.2955 44 23421 53229 Fail 0.3027 39 22544 57805 Fail 0.3099 38 21688 57073 Fail 0.3171 34 20717 60932 Fail 0.3243 32 19973 62415 Fail 0.3316 30 19258 64193 Fail 0.3388 28 18563 66296 Fail 0.3460 26 17958 69069 Fail 0.3532 24 17267 71945 Fail 0.3604 22 16690 75863 Fail 0.3676 20 16134 80670 Fail 0.3748 20 15599 77995 Fail 0.3820 17 14979 88111 Fail 0.3893 17 14450 85000 Fail 0.3965 16 13965 87281 Fail 0.4037 14 13473 96235 Fail 0.4109 13 13043 100330 Fail 0.4181 13 12523 96330 Fail 0.4253 11 12083 109845 Fail 0.4325 11 11687 106245 Fail 0.4397 11 11291 102645 Fail 0.4470 11 10915 99227 Fail 0.4542 9 10478 116422 Fail 0.4614 9 10121 112455 Fail 0.4686 9 9770 108555 Fail 0.4758 9 9445 104944 Fail 0.4830 9 9092 101022 Fail Exhibit 26 19-060 Conveyance 6/19/2025 1:35:31 PM Page 26 0.4902 9 8782 97577 Fail 0.4974 9 8504 94488 Fail 0.5047 8 8235 102937 Fail 0.5119 8 7976 99700 Fail 0.5191 7 7691 109871 Fail 0.5263 7 7424 106057 Fail 0.5335 6 7204 120066 Fail 0.5407 6 6990 116500 Fail 0.5479 6 6776 112933 Fail 0.5552 6 6536 108933 Fail 0.5624 6 6342 105700 Fail 0.5696 3 6143 204766 Fail 0.5768 3 5961 198700 Fail 0.5840 3 5771 192366 Fail 0.5912 3 5630 187666 Fail 0.5984 3 5467 182233 Fail 0.6056 3 5300 176666 Fail 0.6129 3 5131 171033 Fail 0.6201 3 4986 166200 Fail 0.6273 3 4845 161500 Fail 0.6345 3 4723 157433 Fail 0.6417 3 4584 152800 Fail 0.6489 3 4462 148733 Fail 0.6561 3 4340 144666 Fail 0.6633 3 4235 141166 Fail 0.6706 3 4126 137533 Fail 0.6778 3 4034 134466 Fail 0.6850 3 3940 131333 Fail 0.6922 3 3811 127033 Fail 0.6994 3 3707 123566 Fail 0.7066 3 3602 120066 Fail 0.7138 3 3514 117133 Fail 0.7210 2 3433 171650 Fail 0.7283 2 3356 167800 Fail 0.7355 2 3272 163600 Fail 0.7427 2 3187 159350 Fail 0.7499 2 3104 155200 Fail 0.7571 2 3012 150600 Fail 0.7643 2 2937 146850 Fail 0.7715 2 2868 143400 Fail 0.7788 2 2800 140000 Fail 0.7860 2 2727 136350 Fail 0.7932 2 2652 132600 Fail 0.8004 2 2599 129950 Fail 0.8076 2 2532 126600 Fail 0.8148 2 2479 123950 Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. Exhibit 26 19-060 Conveyance 6/19/2025 1:35:31 PM Page 27 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. Exhibit 26 19-060 Conveyance 6/19/2025 1:35:31 PM Page 28 LID Report Exhibit 26 19-060 Conveyance 6/19/2025 1:37:43 PM Page 29 POC 2 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #2 Total Pervious Area:1 Total Impervious Area:0 Mitigated Landuse Totals for POC #2 Total Pervious Area:14.05 Total Impervious Area:7.58 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #2 Return Period Flow(cfs) 2 year 0.201473 5 year 0.415396 10 year 0.555388 25 year 0.71361 50 year 0.814817 100 year 0.901903 Flow Frequency Return Periods for Mitigated. POC #2 Return Period Flow(cfs) 2 year 10.75816 5 year 15.612542 10 year 19.437896 25 year 25.031154 50 year 29.792615 100 year 35.101433 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #2 Year Predeveloped Mitigated 1949 0.501 19.140 1950 0.158 9.107 1951 0.407 15.793 1952 0.150 10.393 1953 0.133 8.494 1954 0.400 18.044 1955 0.424 18.461 1956 1.751 53.962 1957 0.301 14.765 1958 0.562 20.190 1959 0.245 12.736 Exhibit 26 19-060 Conveyance 6/19/2025 1:38:07 PM Page 30 1960 0.138 7.934 1961 0.720 22.597 1962 0.039 6.396 1963 0.194 11.613 1964 0.154 9.283 1965 0.035 5.199 1966 0.530 21.139 1967 0.302 13.427 1968 0.282 13.429 1969 0.160 9.513 1970 0.228 12.778 1971 0.377 15.492 1972 0.333 13.703 1973 0.114 7.830 1974 0.286 10.834 1975 0.265 12.060 1976 0.349 14.115 1977 0.095 7.139 1978 0.234 10.555 1979 0.168 9.079 1980 0.139 8.628 1981 0.129 8.521 1982 0.072 8.374 1983 0.245 12.343 1984 0.048 6.262 1985 0.002 7.245 1986 0.148 9.106 1987 0.251 10.899 1988 0.095 8.758 1989 0.065 6.346 1990 0.024 5.623 1991 0.186 9.504 1992 0.114 7.762 1993 0.050 7.152 1994 0.181 12.100 1995 0.185 8.780 1996 0.283 13.040 1997 0.101 8.445 1998 0.231 10.524 1999 0.356 15.571 2000 0.102 8.558 2001 0.010 9.465 2002 0.564 24.604 2003 0.568 17.565 2004 0.178 10.573 2005 0.124 11.744 2006 0.341 16.956 2007 0.297 14.588 2008 0.229 12.786 2009 0.057 6.921 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #2 Rank Predeveloped Mitigated 1 1.7507 53.9617 2 0.7197 24.6042 3 0.5681 22.5967 4 0.5635 21.1394 Exhibit 26 19-060 Conveyance 6/19/2025 1:38:07 PM Page 31 5 0.5622 20.1896 6 0.5304 19.1403 7 0.5007 18.4614 8 0.4240 18.0436 9 0.4071 17.5652 10 0.4003 16.9557 11 0.3771 15.7934 12 0.3559 15.5712 13 0.3492 15.4918 14 0.3412 14.7646 15 0.3332 14.5875 16 0.3020 14.1151 17 0.3011 13.7028 18 0.2971 13.4290 19 0.2861 13.4272 20 0.2829 13.0397 21 0.2817 12.7857 22 0.2653 12.7776 23 0.2513 12.7364 24 0.2450 12.3432 25 0.2447 12.1001 26 0.2338 12.0595 27 0.2313 11.7444 28 0.2288 11.6133 29 0.2278 10.8990 30 0.1940 10.8338 31 0.1859 10.5726 32 0.1850 10.5547 33 0.1810 10.5239 34 0.1781 10.3927 35 0.1679 9.5125 36 0.1602 9.5036 37 0.1585 9.4645 38 0.1543 9.2830 39 0.1503 9.1067 40 0.1478 9.1057 41 0.1391 9.0793 42 0.1378 8.7803 43 0.1329 8.7579 44 0.1290 8.6275 45 0.1239 8.5579 46 0.1144 8.5212 47 0.1136 8.4938 48 0.1021 8.4451 49 0.1014 8.3744 50 0.0954 7.9344 51 0.0953 7.8300 52 0.0720 7.7617 53 0.0650 7.2450 54 0.0565 7.1517 55 0.0498 7.1391 56 0.0484 6.9213 57 0.0392 6.3959 58 0.0349 6.3461 59 0.0244 6.2618 60 0.0095 5.6227 61 0.0020 5.1986 Exhibit 26 19-060 Conveyance 6/19/2025 1:38:07 PM Page 32 Exhibit 26 19-060 Conveyance 6/19/2025 1:38:07 PM Page 33 Duration Flows The Duration Matching Failed Flow(cfs)Predev Mit Percentage Pass/Fail 0.1007 341 182190 53428 Fail 0.1079 306 177506 58008 Fail 0.1152 273 173014 63375 Fail 0.1224 260 169399 65153 Fail 0.1296 242 165870 68541 Fail 0.1368 220 162448 73840 Fail 0.1440 198 158748 80175 Fail 0.1512 179 155946 87120 Fail 0.1584 164 153208 93419 Fail 0.1657 150 150620 100413 Fail 0.1729 140 148203 105859 Fail 0.1801 131 145572 111123 Fail 0.1873 126 143284 113717 Fail 0.1945 119 141145 118609 Fail 0.2017 109 139070 127587 Fail 0.2089 99 137059 138443 Fail 0.2161 90 134899 149887 Fail 0.2234 84 132996 158328 Fail 0.2306 79 131199 166074 Fail 0.2378 76 129445 170322 Fail 0.2450 72 127670 177319 Fail 0.2522 65 125723 193420 Fail 0.2594 64 124076 193868 Fail 0.2666 60 122451 204085 Fail 0.2738 57 120932 212161 Fail 0.2811 54 119200 220740 Fail 0.2883 48 117745 245302 Fail 0.2955 44 116312 264345 Fail 0.3027 39 114836 294451 Fail 0.3099 38 113446 298542 Fail 0.3171 34 111928 329200 Fail 0.3243 32 110537 345428 Fail 0.3316 30 109190 363966 Fail 0.3388 28 107885 385303 Fail 0.3460 26 106666 410253 Fail 0.3532 24 105254 438558 Fail 0.3604 22 103971 472595 Fail 0.3676 20 102816 514079 Fail 0.3748 20 101682 508410 Fail 0.3820 17 100378 590458 Fail 0.3893 17 99265 583911 Fail 0.3965 16 98175 613593 Fail 0.4037 14 97105 693607 Fail 0.4109 13 95993 738407 Fail 0.4181 13 94817 729361 Fail 0.4253 11 93790 852636 Fail 0.4325 11 92785 843500 Fail 0.4397 11 91737 833972 Fail 0.4470 11 90646 824054 Fail 0.4542 9 89512 994577 Fail 0.4614 9 88507 983411 Fail 0.4686 9 87523 972477 Fail 0.4758 9 86646 962733 Fail 0.4830 9 85577 950855 Fail Exhibit 26 19-060 Conveyance 6/19/2025 1:38:07 PM Page 34 0.4902 9 84593 939922 Fail 0.4974 9 83609 928988 Fail 0.5047 8 82689 1033612 Fail 0.5119 8 81727 1021587 Fail 0.5191 7 80743 1153471 Fail 0.5263 7 79802 1140028 Fail 0.5335 6 78967 1316116 Fail 0.5407 6 78133 1302216 Fail 0.5479 6 77321 1288683 Fail 0.5552 6 76401 1273350 Fail 0.5624 6 75631 1260516 Fail 0.5696 3 74839 2494633 Fail 0.5768 3 74027 2467566 Fail 0.5840 3 73086 2436200 Fail 0.5912 3 72337 2411233 Fail 0.5984 3 71610 2387000 Fail 0.6056 3 70840 2361333 Fail 0.6129 3 70091 2336366 Fail 0.6201 3 69257 2308566 Fail 0.6273 3 68466 2282200 Fail 0.6345 3 67717 2257233 Fail 0.6417 3 66947 2231566 Fail 0.6489 3 66263 2208766 Fail 0.6561 3 65428 2180933 Fail 0.6633 3 64723 2157433 Fail 0.6706 3 64038 2134600 Fail 0.6778 3 63311 2110366 Fail 0.6850 3 62691 2089700 Fail 0.6922 3 61899 2063300 Fail 0.6994 3 61236 2041200 Fail 0.7066 3 60573 2019100 Fail 0.7138 3 59931 1997700 Fail 0.7210 2 59161 2958050 Fail 0.7283 2 58520 2926000 Fail 0.7355 2 57878 2893900 Fail 0.7427 2 57279 2863950 Fail 0.7499 2 56680 2834000 Fail 0.7571 2 55974 2798700 Fail 0.7643 2 55376 2768800 Fail 0.7715 2 54819 2740950 Fail 0.7788 2 54242 2712100 Fail 0.7860 2 53686 2684300 Fail 0.7932 2 53044 2652200 Fail 0.8004 2 52488 2624400 Fail 0.8076 2 51953 2597650 Fail 0.8148 2 51397 2569850 Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. Exhibit 26 19-060 Conveyance 6/19/2025 1:38:07 PM Page 35 Water Quality Water Quality BMP Flow and Volume for POC #2 On-line facility volume:0 acre-feet On-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. Off-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. Exhibit 26 19-060 Conveyance 6/19/2025 1:38:07 PM Page 36 LID Report Exhibit 26 19-060 Conveyance 6/19/2025 1:38:07 PM Page 37 POC 3 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #3 Total Pervious Area:1 Total Impervious Area:0 Mitigated Landuse Totals for POC #3 Total Pervious Area:5.79 Total Impervious Area:2.3 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #3 Return Period Flow(cfs) 2 year 0.201473 5 year 0.415396 10 year 0.555388 25 year 0.71361 50 year 0.814817 100 year 0.901903 Flow Frequency Return Periods for Mitigated. POC #3 Return Period Flow(cfs) 2 year 4.042149 5 year 6.021701 10 year 7.580568 25 year 9.856709 50 year 11.79068 100 year 13.942692 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #3 Year Predeveloped Mitigated 1949 0.501 7.221 1950 0.158 3.543 1951 0.407 6.071 1952 0.150 3.831 1953 0.133 3.128 1954 0.400 7.063 1955 0.424 7.073 1956 1.751 21.372 1957 0.301 5.710 1958 0.562 7.884 1959 0.245 4.963 Exhibit 26 19-060 Conveyance 6/19/2025 1:38:31 PM Page 38 1960 0.138 3.049 1961 0.720 8.857 1962 0.039 2.165 1963 0.194 4.393 1964 0.154 3.598 1965 0.035 1.840 1966 0.530 8.233 1967 0.302 5.258 1968 0.282 5.248 1969 0.160 3.514 1970 0.228 4.835 1971 0.377 6.134 1972 0.333 5.418 1973 0.114 2.911 1974 0.286 4.010 1975 0.265 4.756 1976 0.349 5.478 1977 0.095 2.705 1978 0.234 4.243 1979 0.168 3.550 1980 0.139 3.421 1981 0.129 3.151 1982 0.072 2.893 1983 0.245 4.436 1984 0.048 2.223 1985 0.002 2.254 1986 0.148 3.447 1987 0.251 4.004 1988 0.095 3.233 1989 0.065 2.229 1990 0.024 1.871 1991 0.186 3.501 1992 0.114 2.852 1993 0.050 2.518 1994 0.181 4.524 1995 0.185 3.417 1996 0.283 5.120 1997 0.101 3.003 1998 0.231 4.181 1999 0.356 5.967 2000 0.102 3.092 2001 0.010 2.876 2002 0.564 9.621 2003 0.568 6.518 2004 0.178 3.830 2005 0.124 4.231 2006 0.341 6.533 2007 0.297 5.684 2008 0.229 4.904 2009 0.057 2.556 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #3 Rank Predeveloped Mitigated 1 1.7507 21.3718 2 0.7197 9.6210 3 0.5681 8.8568 4 0.5635 8.2329 Exhibit 26 19-060 Conveyance 6/19/2025 1:38:31 PM Page 39 5 0.5622 7.8838 6 0.5304 7.2208 7 0.5007 7.0731 8 0.4240 7.0631 9 0.4071 6.5335 10 0.4003 6.5178 11 0.3771 6.1338 12 0.3559 6.0707 13 0.3492 5.9671 14 0.3412 5.7099 15 0.3332 5.6836 16 0.3020 5.4776 17 0.3011 5.4184 18 0.2971 5.2583 19 0.2861 5.2479 20 0.2829 5.1201 21 0.2817 4.9634 22 0.2653 4.9044 23 0.2513 4.8349 24 0.2450 4.7564 25 0.2447 4.5237 26 0.2338 4.4360 27 0.2313 4.3926 28 0.2288 4.2432 29 0.2278 4.2311 30 0.1940 4.1807 31 0.1859 4.0103 32 0.1850 4.0044 33 0.1810 3.8310 34 0.1781 3.8296 35 0.1679 3.5983 36 0.1602 3.5499 37 0.1585 3.5433 38 0.1543 3.5141 39 0.1503 3.5009 40 0.1478 3.4467 41 0.1391 3.4211 42 0.1378 3.4165 43 0.1329 3.2331 44 0.1290 3.1515 45 0.1239 3.1283 46 0.1144 3.0915 47 0.1136 3.0486 48 0.1021 3.0030 49 0.1014 2.9107 50 0.0954 2.8931 51 0.0953 2.8759 52 0.0720 2.8517 53 0.0650 2.7047 54 0.0565 2.5562 55 0.0498 2.5178 56 0.0484 2.2536 57 0.0392 2.2293 58 0.0349 2.2226 59 0.0244 2.1648 60 0.0095 1.8715 61 0.0020 1.8404 Exhibit 26 19-060 Conveyance 6/19/2025 1:38:31 PM Page 40 Exhibit 26 19-060 Conveyance 6/19/2025 1:38:31 PM Page 41 Duration Flows The Duration Matching Failed Flow(cfs)Predev Mit Percentage Pass/Fail 0.1007 341 108334 31769 Fail 0.1079 306 104377 34110 Fail 0.1152 273 100164 36690 Fail 0.1224 260 96506 37117 Fail 0.1296 242 93127 38482 Fail 0.1368 220 89854 40842 Fail 0.1440 198 86282 43576 Fail 0.1512 179 83395 46589 Fail 0.1584 164 80593 49142 Fail 0.1657 150 77812 51874 Fail 0.1729 140 75246 53747 Fail 0.1801 131 72337 55219 Fail 0.1873 126 69856 55441 Fail 0.1945 119 67567 56778 Fail 0.2017 109 65343 59947 Fail 0.2089 99 63161 63798 Fail 0.2161 90 60787 67541 Fail 0.2234 84 58798 69997 Fail 0.2306 79 56873 71991 Fail 0.2378 76 54991 72356 Fail 0.2450 72 53151 73820 Fail 0.2522 65 51141 78678 Fail 0.2594 64 49515 77367 Fail 0.2666 60 47847 79745 Fail 0.2738 57 46243 81128 Fail 0.2811 54 44510 82425 Fail 0.2883 48 43077 89743 Fail 0.2955 44 41687 94743 Fail 0.3027 39 40403 103597 Fail 0.3099 38 39120 102947 Fail 0.3171 34 37730 110970 Fail 0.3243 32 36511 114096 Fail 0.3316 30 35398 117993 Fail 0.3388 28 34308 122528 Fail 0.3460 26 33281 128003 Fail 0.3532 24 32190 134125 Fail 0.3604 22 31270 142136 Fail 0.3676 20 30372 151860 Fail 0.3748 20 29431 147155 Fail 0.3820 17 28490 167588 Fail 0.3893 17 27698 162929 Fail 0.3965 16 26950 168437 Fail 0.4037 14 26201 187150 Fail 0.4109 13 25517 196284 Fail 0.4181 13 24747 190361 Fail 0.4253 11 24105 219136 Fail 0.4325 11 23485 213500 Fail 0.4397 11 22886 208054 Fail 0.4470 11 22351 203190 Fail 0.4542 9 21667 240744 Fail 0.4614 9 21079 234211 Fail 0.4686 9 20576 228622 Fail 0.4758 9 20078 223088 Fail 0.4830 9 19524 216933 Fail Exhibit 26 19-060 Conveyance 6/19/2025 1:38:31 PM Page 42 0.4902 9 19027 211411 Fail 0.4974 9 18591 206566 Fail 0.5047 8 18176 227200 Fail 0.5119 8 17787 222337 Fail 0.5191 7 17372 248171 Fail 0.5263 7 16968 242400 Fail 0.5335 6 16589 276483 Fail 0.5407 6 16226 270433 Fail 0.5479 6 15828 263800 Fail 0.5552 6 15404 256733 Fail 0.5624 6 15034 250566 Fail 0.5696 3 14679 489300 Fail 0.5768 3 14382 479400 Fail 0.5840 3 14008 466933 Fail 0.5912 3 13678 455933 Fail 0.5984 3 13357 445233 Fail 0.6056 3 13099 436633 Fail 0.6129 3 12784 426133 Fail 0.6201 3 12457 415233 Fail 0.6273 3 12187 406233 Fail 0.6345 3 11888 396266 Fail 0.6417 3 11627 387566 Fail 0.6489 3 11357 378566 Fail 0.6561 3 11067 368900 Fail 0.6633 3 10823 360766 Fail 0.6706 3 10596 353200 Fail 0.6778 3 10359 345300 Fail 0.6850 3 10123 337433 Fail 0.6922 3 9873 329100 Fail 0.6994 3 9631 321033 Fail 0.7066 3 9413 313766 Fail 0.7138 3 9195 306500 Fail 0.7210 2 8970 448500 Fail 0.7283 2 8774 438700 Fail 0.7355 2 8592 429600 Fail 0.7427 2 8431 421550 Fail 0.7499 2 8273 413650 Fail 0.7571 2 8091 404550 Fail 0.7643 2 7931 396550 Fail 0.7715 2 7760 388000 Fail 0.7788 2 7591 379550 Fail 0.7860 2 7420 371000 Fail 0.7932 2 7247 362350 Fail 0.8004 2 7118 355900 Fail 0.8076 2 6975 348750 Fail 0.8148 2 6823 341150 Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. Exhibit 26 19-060 Conveyance 6/19/2025 1:38:31 PM Page 43 Water Quality Water Quality BMP Flow and Volume for POC #3 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. Exhibit 26 19-060 Conveyance 6/19/2025 1:38:31 PM Page 44 LID Report Exhibit 26 19-060 Conveyance 6/19/2025 1:38:31 PM Page 45 POC 4 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #4 Total Pervious Area:1 Total Impervious Area:0 Mitigated Landuse Totals for POC #4 Total Pervious Area:18.02 Total Impervious Area:7.07 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #4 Return Period Flow(cfs) 2 year 0.201473 5 year 0.415396 10 year 0.555388 25 year 0.71361 50 year 0.814817 100 year 0.901903 Flow Frequency Return Periods for Mitigated. POC #4 Return Period Flow(cfs) 2 year 12.756076 5 year 19.099201 10 year 24.11367 25 year 31.45842 50 year 37.716268 100 year 44.694914 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #4 Year Predeveloped Mitigated 1949 0.501 22.975 1950 0.158 11.054 1951 0.407 19.355 1952 0.150 12.249 1953 0.133 9.942 1954 0.400 22.406 1955 0.424 22.581 1956 1.751 67.522 1957 0.301 18.156 1958 0.562 24.972 1959 0.245 15.875 Exhibit 26 19-060 Conveyance 6/19/2025 1:38:55 PM Page 46 1960 0.138 9.550 1961 0.720 28.132 1962 0.039 6.829 1963 0.194 13.947 1964 0.154 11.493 1965 0.035 5.769 1966 0.530 26.182 1967 0.302 16.747 1968 0.282 16.652 1969 0.160 10.768 1970 0.228 15.426 1971 0.377 19.412 1972 0.333 17.101 1973 0.114 9.148 1974 0.286 12.768 1975 0.265 14.989 1976 0.349 17.429 1977 0.095 8.415 1978 0.234 13.335 1979 0.168 11.134 1980 0.139 10.627 1981 0.129 10.009 1982 0.072 9.208 1983 0.245 14.117 1984 0.048 6.891 1985 0.002 6.882 1986 0.148 10.833 1987 0.251 12.742 1988 0.095 10.049 1989 0.065 7.108 1990 0.024 5.779 1991 0.186 11.182 1992 0.114 8.933 1993 0.050 7.759 1994 0.181 14.365 1995 0.185 10.850 1996 0.283 16.140 1997 0.101 9.552 1998 0.231 13.146 1999 0.356 19.035 2000 0.102 9.896 2001 0.010 8.833 2002 0.564 30.569 2003 0.568 20.572 2004 0.178 12.165 2005 0.124 13.594 2006 0.341 20.789 2007 0.297 18.023 2008 0.229 15.520 2009 0.057 7.894 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #4 Rank Predeveloped Mitigated 1 1.7507 67.5223 2 0.7197 30.5691 3 0.5681 28.1320 4 0.5635 26.1820 Exhibit 26 19-060 Conveyance 6/19/2025 1:38:55 PM Page 47 5 0.5622 24.9723 6 0.5304 22.9750 7 0.5007 22.5809 8 0.4240 22.4057 9 0.4071 20.7894 10 0.4003 20.5723 11 0.3771 19.4122 12 0.3559 19.3547 13 0.3492 19.0352 14 0.3412 18.1555 15 0.3332 18.0226 16 0.3020 17.4292 17 0.3011 17.1010 18 0.2971 16.7465 19 0.2861 16.6524 20 0.2829 16.1398 21 0.2817 15.8746 22 0.2653 15.5204 23 0.2513 15.4255 24 0.2450 14.9885 25 0.2447 14.3645 26 0.2338 14.1172 27 0.2313 13.9474 28 0.2288 13.5937 29 0.2278 13.3348 30 0.1940 13.1459 31 0.1859 12.7675 32 0.1850 12.7416 33 0.1810 12.2488 34 0.1781 12.1654 35 0.1679 11.4926 36 0.1602 11.1818 37 0.1585 11.1340 38 0.1543 11.0540 39 0.1503 10.8500 40 0.1478 10.8325 41 0.1391 10.7675 42 0.1378 10.6273 43 0.1329 10.0487 44 0.1290 10.0094 45 0.1239 9.9424 46 0.1144 9.8957 47 0.1136 9.5518 48 0.1021 9.5502 49 0.1014 9.2076 50 0.0954 9.1479 51 0.0953 8.9325 52 0.0720 8.8333 53 0.0650 8.4154 54 0.0565 7.8943 55 0.0498 7.7590 56 0.0484 7.1083 57 0.0392 6.8913 58 0.0349 6.8823 59 0.0244 6.8285 60 0.0095 5.7795 61 0.0020 5.7693 Exhibit 26 19-060 Conveyance 6/19/2025 1:38:55 PM Page 48 Exhibit 26 19-060 Conveyance 6/19/2025 1:38:55 PM Page 49 Duration Flows The Duration Matching Failed Flow(cfs)Predev Mit Percentage Pass/Fail 0.1007 341 177548 52066 Fail 0.1079 306 172779 56463 Fail 0.1152 273 167817 61471 Fail 0.1224 260 164330 63203 Fail 0.1296 242 161058 66552 Fail 0.1368 220 157828 71740 Fail 0.1440 198 154192 77874 Fail 0.1512 179 151026 84372 Fail 0.1584 164 148310 90432 Fail 0.1657 150 145807 97204 Fail 0.1729 140 143348 102391 Fail 0.1801 131 140738 107433 Fail 0.1873 126 138492 109914 Fail 0.1945 119 136418 114636 Fail 0.2017 109 134386 123289 Fail 0.2089 99 132397 133734 Fail 0.2161 90 130236 144706 Fail 0.2234 84 128269 152701 Fail 0.2306 79 126429 160036 Fail 0.2378 76 124697 164075 Fail 0.2450 72 122921 170723 Fail 0.2522 65 121082 186280 Fail 0.2594 64 119499 186717 Fail 0.2666 60 117916 196526 Fail 0.2738 57 116312 204056 Fail 0.2811 54 114580 212185 Fail 0.2883 48 113125 235677 Fail 0.2955 44 111650 253750 Fail 0.3027 39 110195 282551 Fail 0.3099 38 108848 286442 Fail 0.3171 34 107308 315611 Fail 0.3243 32 105982 331193 Fail 0.3316 30 104655 348850 Fail 0.3388 28 103393 369260 Fail 0.3460 26 102153 392896 Fail 0.3532 24 100805 420020 Fail 0.3604 22 99608 452763 Fail 0.3676 20 98474 492370 Fail 0.3748 20 97276 486379 Fail 0.3820 17 95972 564541 Fail 0.3893 17 94838 557870 Fail 0.3965 16 93747 585918 Fail 0.4037 14 92614 661528 Fail 0.4109 13 91480 703692 Fail 0.4181 13 90218 693984 Fail 0.4253 11 89255 811409 Fail 0.4325 11 88186 801690 Fail 0.4397 11 87224 792945 Fail 0.4470 11 86218 783800 Fail 0.4542 9 85085 945388 Fail 0.4614 9 84079 934211 Fail 0.4686 9 83074 923044 Fail 0.4758 9 82133 912588 Fail 0.4830 9 81042 900466 Fail Exhibit 26 19-060 Conveyance 6/19/2025 1:38:55 PM Page 50 0.4902 9 80080 889777 Fail 0.4974 9 79181 879788 Fail 0.5047 8 78326 979075 Fail 0.5119 8 77470 968375 Fail 0.5191 7 76465 1092357 Fail 0.5263 7 75609 1080128 Fail 0.5335 6 74754 1245900 Fail 0.5407 6 73920 1232000 Fail 0.5479 6 73107 1218450 Fail 0.5552 6 72144 1202400 Fail 0.5624 6 71353 1189216 Fail 0.5696 3 70583 2352766 Fail 0.5768 3 69792 2326400 Fail 0.5840 3 68893 2296433 Fail 0.5912 3 68102 2270066 Fail 0.5984 3 67289 2242966 Fail 0.6056 3 66519 2217300 Fail 0.6129 3 65792 2193066 Fail 0.6201 3 65001 2166700 Fail 0.6273 3 64273 2142433 Fail 0.6345 3 63525 2117500 Fail 0.6417 3 62819 2093966 Fail 0.6489 3 62113 2070433 Fail 0.6561 3 61300 2043333 Fail 0.6633 3 60594 2019800 Fail 0.6706 3 59889 1996300 Fail 0.6778 3 59226 1974200 Fail 0.6850 3 58563 1952100 Fail 0.6922 3 57814 1927133 Fail 0.6994 3 57151 1905033 Fail 0.7066 3 56509 1883633 Fail 0.7138 3 55974 1865800 Fail 0.7210 2 55269 2763450 Fail 0.7283 2 54670 2733500 Fail 0.7355 2 54007 2700350 Fail 0.7427 2 53429 2671450 Fail 0.7499 2 52830 2641500 Fail 0.7571 2 52189 2609450 Fail 0.7643 2 51654 2582700 Fail 0.7715 2 51119 2555950 Fail 0.7788 2 50585 2529250 Fail 0.7860 2 50007 2500350 Fail 0.7932 2 49387 2469350 Fail 0.8004 2 48852 2442600 Fail 0.8076 2 48317 2415850 Fail 0.8148 2 47761 2388050 Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. Exhibit 26 19-060 Conveyance 6/19/2025 1:38:55 PM Page 51 Water Quality Water Quality BMP Flow and Volume for POC #4 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. Exhibit 26 19-060 Conveyance 6/19/2025 1:38:55 PM Page 52 LID Report Exhibit 26 19-060 Conveyance 6/19/2025 1:38:55 PM Page 53 POC 5 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #5 Total Pervious Area:1 Total Impervious Area:0 Mitigated Landuse Totals for POC #5 Total Pervious Area:21.53 Total Impervious Area:3.57 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #5 Return Period Flow(cfs) 2 year 0.201473 5 year 0.415396 10 year 0.555388 25 year 0.71361 50 year 0.814817 100 year 0.901903 Flow Frequency Return Periods for Mitigated. POC #5 Return Period Flow(cfs) 2 year 10.152948 5 year 16.349202 10 year 21.195089 25 year 28.181861 50 year 34.028939 100 year 40.439771 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #5 Year Predeveloped Mitigated 1949 0.501 19.950 1950 0.158 8.818 1951 0.407 16.966 1952 0.150 9.407 1953 0.133 7.677 1954 0.400 19.000 1955 0.424 19.241 1956 1.751 62.625 1957 0.301 15.089 1958 0.562 22.217 1959 0.245 13.125 Exhibit 26 19-060 Conveyance 6/19/2025 1:39:19 PM Page 54 1960 0.138 7.599 1961 0.720 25.930 1962 0.039 4.303 1963 0.194 11.044 1964 0.154 9.226 1965 0.035 3.843 1966 0.530 22.784 1967 0.302 14.219 1968 0.282 13.972 1969 0.160 8.430 1970 0.228 12.401 1971 0.377 16.748 1972 0.333 14.712 1973 0.114 6.855 1974 0.286 10.979 1975 0.265 12.678 1976 0.349 15.129 1977 0.095 6.319 1978 0.234 11.344 1979 0.168 9.030 1980 0.139 8.384 1981 0.129 7.693 1982 0.072 6.289 1983 0.245 10.693 1984 0.048 4.619 1985 0.002 3.534 1986 0.148 8.478 1987 0.251 10.612 1988 0.095 7.212 1989 0.065 5.018 1990 0.024 3.482 1991 0.186 8.889 1992 0.114 6.891 1993 0.050 5.118 1994 0.181 11.095 1995 0.185 8.848 1996 0.283 13.596 1997 0.101 6.763 1998 0.231 11.129 1999 0.356 15.564 2000 0.102 7.170 2001 0.010 4.463 2002 0.564 26.095 2003 0.568 18.500 2004 0.178 9.411 2005 0.124 9.886 2006 0.341 17.151 2007 0.297 14.972 2008 0.229 12.488 2009 0.057 5.425 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #5 Rank Predeveloped Mitigated 1 1.7507 62.6252 2 0.7197 26.0952 3 0.5681 25.9302 4 0.5635 22.7840 Exhibit 26 19-060 Conveyance 6/19/2025 1:39:19 PM Page 55 5 0.5622 22.2170 6 0.5304 19.9501 7 0.5007 19.2408 8 0.4240 18.9999 9 0.4071 18.5003 10 0.4003 17.1505 11 0.3771 16.9664 12 0.3559 16.7475 13 0.3492 15.5640 14 0.3412 15.1287 15 0.3332 15.0892 16 0.3020 14.9719 17 0.3011 14.7121 18 0.2971 14.2192 19 0.2861 13.9718 20 0.2829 13.5962 21 0.2817 13.1252 22 0.2653 12.6779 23 0.2513 12.4877 24 0.2450 12.4010 25 0.2447 11.3444 26 0.2338 11.1291 27 0.2313 11.0947 28 0.2288 11.0437 29 0.2278 10.9793 30 0.1940 10.6934 31 0.1859 10.6121 32 0.1850 9.8863 33 0.1810 9.4113 34 0.1781 9.4067 35 0.1679 9.2262 36 0.1602 9.0300 37 0.1585 8.8894 38 0.1543 8.8484 39 0.1503 8.8176 40 0.1478 8.4783 41 0.1391 8.4300 42 0.1378 8.3842 43 0.1329 7.6932 44 0.1290 7.6769 45 0.1239 7.5991 46 0.1144 7.2119 47 0.1136 7.1701 48 0.1021 6.8914 49 0.1014 6.8548 50 0.0954 6.7630 51 0.0953 6.3190 52 0.0720 6.2889 53 0.0650 5.4246 54 0.0565 5.1178 55 0.0498 5.0184 56 0.0484 4.6189 57 0.0392 4.4627 58 0.0349 4.3033 59 0.0244 3.8429 60 0.0095 3.5340 61 0.0020 3.4822 Exhibit 26 19-060 Conveyance 6/19/2025 1:39:19 PM Page 56 Exhibit 26 19-060 Conveyance 6/19/2025 1:39:19 PM Page 57 Duration Flows The Duration Matching Failed Flow(cfs)Predev Mit Percentage Pass/Fail 0.1007 341 135113 39622 Fail 0.1079 306 131178 42868 Fail 0.1152 273 126921 46491 Fail 0.1224 260 123413 47466 Fail 0.1296 242 120269 49697 Fail 0.1368 220 117146 53248 Fail 0.1440 198 113681 57414 Fail 0.1512 179 110837 61920 Fail 0.1584 164 108142 65940 Fail 0.1657 150 105490 70326 Fail 0.1729 140 103008 73577 Fail 0.1801 131 100378 76624 Fail 0.1873 126 98025 77797 Fail 0.1945 119 95715 80432 Fail 0.2017 109 93555 85830 Fail 0.2089 99 91309 92231 Fail 0.2161 90 89063 98958 Fail 0.2234 84 87031 103608 Fail 0.2306 79 85085 107702 Fail 0.2378 76 83224 109505 Fail 0.2450 72 81342 112975 Fail 0.2522 65 79310 122015 Fail 0.2594 64 77599 121248 Fail 0.2666 60 75930 126550 Fail 0.2738 57 74262 130284 Fail 0.2811 54 72358 133996 Fail 0.2883 48 70840 147583 Fail 0.2955 44 69321 157547 Fail 0.3027 39 67802 173851 Fail 0.3099 38 66305 174486 Fail 0.3171 34 64744 190423 Fail 0.3243 32 63354 197981 Fail 0.3316 30 61963 206543 Fail 0.3388 28 60616 216485 Fail 0.3460 26 59333 228203 Fail 0.3532 24 57835 240979 Fail 0.3604 22 56659 257540 Fail 0.3676 20 55397 276985 Fail 0.3748 20 54221 271105 Fail 0.3820 17 52959 311523 Fail 0.3893 17 51868 305105 Fail 0.3965 16 50798 317487 Fail 0.4037 14 49729 355207 Fail 0.4109 13 48702 374630 Fail 0.4181 13 47505 365423 Fail 0.4253 11 46521 422918 Fail 0.4325 11 45537 413972 Fail 0.4397 11 44596 405418 Fail 0.4470 11 43697 397245 Fail 0.4542 9 42671 474122 Fail 0.4614 9 41815 464611 Fail 0.4686 9 41002 455577 Fail 0.4758 9 40190 446555 Fail 0.4830 9 39291 436566 Fail Exhibit 26 19-060 Conveyance 6/19/2025 1:39:19 PM Page 58 0.4902 9 38543 428255 Fail 0.4974 9 37794 419933 Fail 0.5047 8 37045 463062 Fail 0.5119 8 36318 453975 Fail 0.5191 7 35484 506914 Fail 0.5263 7 34821 497442 Fail 0.5335 6 34115 568583 Fail 0.5407 6 33495 558250 Fail 0.5479 6 32917 548616 Fail 0.5552 6 32254 537566 Fail 0.5624 6 31677 527950 Fail 0.5696 3 31099 1036633 Fail 0.5768 3 30543 1018100 Fail 0.5840 3 29880 996000 Fail 0.5912 3 29345 978166 Fail 0.5984 3 28811 960366 Fail 0.6056 3 28340 944666 Fail 0.6129 3 27870 929000 Fail 0.6201 3 27335 911166 Fail 0.6273 3 26886 896200 Fail 0.6345 3 26437 881233 Fail 0.6417 3 25987 866233 Fail 0.6489 3 25581 852700 Fail 0.6561 3 25110 837000 Fail 0.6633 3 24704 823466 Fail 0.6706 3 24319 810633 Fail 0.6778 3 23913 797100 Fail 0.6850 3 23549 784966 Fail 0.6922 3 23079 769300 Fail 0.6994 3 22736 757866 Fail 0.7066 3 22394 746466 Fail 0.7138 3 22009 733633 Fail 0.7210 2 21624 1081200 Fail 0.7283 2 21269 1063450 Fail 0.7355 2 20935 1046750 Fail 0.7427 2 20606 1030300 Fail 0.7499 2 20298 1014900 Fail 0.7571 2 19939 996950 Fail 0.7643 2 19646 982300 Fail 0.7715 2 19357 967850 Fail 0.7788 2 19094 954700 Fail 0.7860 2 18833 941650 Fail 0.7932 2 18521 926050 Fail 0.8004 2 18251 912550 Fail 0.8076 2 18024 901200 Fail 0.8148 2 17757 887850 Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. Exhibit 26 19-060 Conveyance 6/19/2025 1:39:19 PM Page 59 Water Quality Water Quality BMP Flow and Volume for POC #5 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. Exhibit 26 19-060 Conveyance 6/19/2025 1:39:19 PM Page 60 LID Report Exhibit 26 19-060 Conveyance 6/19/2025 1:39:19 PM Page 61 POC 6 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #6 Total Pervious Area:1 Total Impervious Area:0 Mitigated Landuse Totals for POC #6 Total Pervious Area:16.99 Total Impervious Area:6.47 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #6 Return Period Flow(cfs) 2 year 0.201473 5 year 0.415396 10 year 0.555388 25 year 0.71361 50 year 0.814817 100 year 0.901903 Flow Frequency Return Periods for Mitigated. POC #6 Return Period Flow(cfs) 2 year 12.817071 5 year 19.019113 10 year 23.786072 25 year 30.602278 50 year 36.283422 100 year 42.505421 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #6 Year Predeveloped Mitigated 1949 0.501 22.926 1950 0.158 10.748 1951 0.407 19.582 1952 0.150 12.427 1953 0.133 10.087 1954 0.400 21.962 1955 0.424 22.574 1956 1.751 64.232 1957 0.301 17.991 1958 0.562 24.397 1959 0.245 16.463 Exhibit 26 19-060 Conveyance 6/19/2025 1:39:43 PM Page 62 1960 0.138 9.165 1961 0.720 27.558 1962 0.039 7.081 1963 0.194 13.878 1964 0.154 11.867 1965 0.035 5.848 1966 0.530 25.823 1967 0.302 16.537 1968 0.282 16.394 1969 0.160 10.865 1970 0.228 15.653 1971 0.377 18.629 1972 0.333 16.176 1973 0.114 9.065 1974 0.286 12.946 1975 0.265 14.312 1976 0.349 17.101 1977 0.095 8.285 1978 0.234 12.903 1979 0.168 10.821 1980 0.139 10.638 1981 0.129 10.196 1982 0.072 9.580 1983 0.245 15.025 1984 0.048 6.776 1985 0.002 6.417 1986 0.148 10.483 1987 0.251 12.663 1988 0.095 9.937 1989 0.065 7.406 1990 0.024 5.630 1991 0.186 11.456 1992 0.114 9.149 1993 0.050 7.921 1994 0.181 14.451 1995 0.185 10.953 1996 0.283 15.465 1997 0.101 9.836 1998 0.231 12.815 1999 0.356 19.185 2000 0.102 10.628 2001 0.010 8.085 2002 0.564 30.049 2003 0.568 20.696 2004 0.178 12.391 2005 0.124 14.414 2006 0.341 20.633 2007 0.297 18.147 2008 0.229 15.319 2009 0.057 8.033 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #6 Rank Predeveloped Mitigated 1 1.7507 64.2324 2 0.7197 30.0494 3 0.5681 27.5581 4 0.5635 25.8232 Exhibit 26 19-060 Conveyance 6/19/2025 1:39:43 PM Page 63 5 0.5622 24.3974 6 0.5304 22.9259 7 0.5007 22.5736 8 0.4240 21.9620 9 0.4071 20.6961 10 0.4003 20.6326 11 0.3771 19.5820 12 0.3559 19.1854 13 0.3492 18.6289 14 0.3412 18.1474 15 0.3332 17.9911 16 0.3020 17.1009 17 0.3011 16.5369 18 0.2971 16.4633 19 0.2861 16.3941 20 0.2829 16.1756 21 0.2817 15.6525 22 0.2653 15.4651 23 0.2513 15.3193 24 0.2450 15.0248 25 0.2447 14.4508 26 0.2338 14.4144 27 0.2313 14.3121 28 0.2288 13.8781 29 0.2278 12.9460 30 0.1940 12.9029 31 0.1859 12.8149 32 0.1850 12.6628 33 0.1810 12.4270 34 0.1781 12.3908 35 0.1679 11.8669 36 0.1602 11.4560 37 0.1585 10.9525 38 0.1543 10.8649 39 0.1503 10.8207 40 0.1478 10.7482 41 0.1391 10.6376 42 0.1378 10.6281 43 0.1329 10.4827 44 0.1290 10.1964 45 0.1239 10.0868 46 0.1144 9.9365 47 0.1136 9.8356 48 0.1021 9.5802 49 0.1014 9.1651 50 0.0954 9.1488 51 0.0953 9.0648 52 0.0720 8.2852 53 0.0650 8.0848 54 0.0565 8.0332 55 0.0498 7.9206 56 0.0484 7.4061 57 0.0392 7.0808 58 0.0349 6.7762 59 0.0244 6.4171 60 0.0095 5.8479 61 0.0020 5.6300 Exhibit 26 19-060 Conveyance 6/19/2025 1:39:43 PM Page 64 Exhibit 26 19-060 Conveyance 6/19/2025 1:39:43 PM Page 65 Duration Flows The Duration Matching Failed Flow(cfs)Predev Mit Percentage Pass/Fail 0.1007 341 171453 50279 Fail 0.1079 306 166833 54520 Fail 0.1152 273 162555 59543 Fail 0.1224 260 159069 61180 Fail 0.1296 242 155625 64307 Fail 0.1368 220 152310 69231 Fail 0.1440 198 148588 75044 Fail 0.1512 179 145807 81456 Fail 0.1584 164 143112 87263 Fail 0.1657 150 140631 93754 Fail 0.1729 140 138236 98740 Fail 0.1801 131 135626 103531 Fail 0.1873 126 133423 105891 Fail 0.1945 119 131284 110322 Fail 0.2017 109 129188 118521 Fail 0.2089 99 127114 128397 Fail 0.2161 90 124953 138836 Fail 0.2234 84 123007 146436 Fail 0.2306 79 121253 153484 Fail 0.2378 76 119521 157264 Fail 0.2450 72 117767 163565 Fail 0.2522 65 115799 178152 Fail 0.2594 64 114173 178395 Fail 0.2666 60 112591 187651 Fail 0.2738 57 110944 194638 Fail 0.2811 54 109254 202322 Fail 0.2883 48 107778 224537 Fail 0.2955 44 106302 241595 Fail 0.3027 39 104869 268894 Fail 0.3099 38 103500 272368 Fail 0.3171 34 101960 299882 Fail 0.3243 32 100677 314615 Fail 0.3316 30 99372 331240 Fail 0.3388 28 98089 350317 Fail 0.3460 26 96806 372330 Fail 0.3532 24 95373 397387 Fail 0.3604 22 94196 428163 Fail 0.3676 20 92956 464779 Fail 0.3748 20 91737 458685 Fail 0.3820 17 90346 531447 Fail 0.3893 17 89277 525158 Fail 0.3965 16 88143 550893 Fail 0.4037 14 87095 622107 Fail 0.4109 13 85983 661407 Fail 0.4181 13 84700 651538 Fail 0.4253 11 83673 760663 Fail 0.4325 11 82582 750745 Fail 0.4397 11 81555 741409 Fail 0.4470 11 80550 732272 Fail 0.4542 9 79374 881933 Fail 0.4614 9 78433 871477 Fail 0.4686 9 77513 861255 Fail 0.4758 9 76551 850566 Fail 0.4830 9 75481 838677 Fail Exhibit 26 19-060 Conveyance 6/19/2025 1:39:43 PM Page 66 0.4902 9 74561 828455 Fail 0.4974 9 73663 818477 Fail 0.5047 8 72743 909287 Fail 0.5119 8 71866 898325 Fail 0.5191 7 70882 1012600 Fail 0.5263 7 70027 1000385 Fail 0.5335 6 69171 1152850 Fail 0.5407 6 68316 1138600 Fail 0.5479 6 67439 1123983 Fail 0.5552 6 66455 1107583 Fail 0.5624 6 65706 1095100 Fail 0.5696 3 64915 2163833 Fail 0.5768 3 64145 2138166 Fail 0.5840 3 63225 2107500 Fail 0.5912 3 62477 2082566 Fail 0.5984 3 61707 2056900 Fail 0.6056 3 60937 2031233 Fail 0.6129 3 60145 2004833 Fail 0.6201 3 59311 1977033 Fail 0.6273 3 58563 1952100 Fail 0.6345 3 57899 1929966 Fail 0.6417 3 57194 1906466 Fail 0.6489 3 56488 1882933 Fail 0.6561 3 55782 1859400 Fail 0.6633 3 55098 1836600 Fail 0.6706 3 54456 1815200 Fail 0.6778 3 53793 1793100 Fail 0.6850 3 53130 1771000 Fail 0.6922 3 52424 1747466 Fail 0.6994 3 51804 1726800 Fail 0.7066 3 51226 1707533 Fail 0.7138 3 50649 1688300 Fail 0.7210 2 49964 2498200 Fail 0.7283 2 49365 2468250 Fail 0.7355 2 48788 2439400 Fail 0.7427 2 48189 2409450 Fail 0.7499 2 47633 2381650 Fail 0.7571 2 47034 2351700 Fail 0.7643 2 46478 2323900 Fail 0.7715 2 45900 2295000 Fail 0.7788 2 45323 2266150 Fail 0.7860 2 44788 2239400 Fail 0.7932 2 44146 2207300 Fail 0.8004 2 43655 2182750 Fail 0.8076 2 43141 2157050 Fail 0.8148 2 42671 2133550 Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. Exhibit 26 19-060 Conveyance 6/19/2025 1:39:43 PM Page 67 Water Quality Water Quality BMP Flow and Volume for POC #6 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. Exhibit 26 19-060 Conveyance 6/19/2025 1:39:43 PM Page 68 LID Report Exhibit 26 19-060 Conveyance 6/19/2025 1:39:43 PM Page 69 POC 7 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #7 Total Pervious Area:1 Total Impervious Area:0 Mitigated Landuse Totals for POC #7 Total Pervious Area:3.23 Total Impervious Area:4.55 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #7 Return Period Flow(cfs) 2 year 0.201473 5 year 0.415396 10 year 0.555388 25 year 0.71361 50 year 0.814817 100 year 0.901903 Flow Frequency Return Periods for Mitigated. POC #7 Return Period Flow(cfs) 2 year 5.684279 5 year 7.820904 10 year 9.436419 25 year 11.719669 50 year 13.605553 100 year 15.658029 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #7 Year Predeveloped Mitigated 1949 0.501 9.173 1950 0.158 4.726 1951 0.407 7.582 1952 0.150 5.685 1953 0.133 4.570 1954 0.400 8.950 1955 0.424 9.180 1956 1.751 23.543 1957 0.301 7.507 1958 0.562 9.398 1959 0.245 6.659 Exhibit 26 19-060 Conveyance 6/19/2025 1:40:07 PM Page 70 1960 0.138 4.072 1961 0.720 10.086 1962 0.039 3.822 1963 0.194 6.141 1964 0.154 4.979 1965 0.035 3.018 1966 0.530 10.210 1967 0.302 6.705 1968 0.282 6.752 1969 0.160 5.339 1970 0.228 6.740 1971 0.377 7.497 1972 0.333 6.594 1973 0.114 4.243 1974 0.286 5.324 1975 0.265 5.910 1976 0.349 6.835 1977 0.095 3.821 1978 0.234 5.162 1979 0.168 4.659 1980 0.139 4.790 1981 0.129 4.610 1982 0.072 4.859 1983 0.245 7.243 1984 0.048 3.542 1985 0.002 4.338 1986 0.148 4.757 1987 0.251 5.536 1988 0.095 4.812 1989 0.065 3.634 1990 0.024 3.314 1991 0.186 5.023 1992 0.114 4.499 1993 0.050 4.198 1994 0.181 6.531 1995 0.185 4.570 1996 0.283 6.419 1997 0.101 4.923 1998 0.231 5.338 1999 0.356 8.102 2000 0.102 4.928 2001 0.010 5.678 2002 0.564 12.149 2003 0.568 7.853 2004 0.178 5.642 2005 0.124 6.764 2006 0.341 8.690 2007 0.297 7.432 2008 0.229 6.640 2009 0.057 3.911 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #7 Rank Predeveloped Mitigated 1 1.7507 23.5430 2 0.7197 12.1488 3 0.5681 10.2098 4 0.5635 10.0856 Exhibit 26 19-060 Conveyance 6/19/2025 1:40:07 PM Page 71 5 0.5622 9.3978 6 0.5304 9.1803 7 0.5007 9.1727 8 0.4240 8.9498 9 0.4071 8.6896 10 0.4003 8.1024 11 0.3771 7.8532 12 0.3559 7.5820 13 0.3492 7.5072 14 0.3412 7.4971 15 0.3332 7.4324 16 0.3020 7.2429 17 0.3011 6.8347 18 0.2971 6.7639 19 0.2861 6.7520 20 0.2829 6.7404 21 0.2817 6.7049 22 0.2653 6.6590 23 0.2513 6.6397 24 0.2450 6.5944 25 0.2447 6.5313 26 0.2338 6.4194 27 0.2313 6.1405 28 0.2288 5.9097 29 0.2278 5.6851 30 0.1940 5.6777 31 0.1859 5.6417 32 0.1850 5.5361 33 0.1810 5.3391 34 0.1781 5.3376 35 0.1679 5.3242 36 0.1602 5.1617 37 0.1585 5.0234 38 0.1543 4.9787 39 0.1503 4.9280 40 0.1478 4.9227 41 0.1391 4.8592 42 0.1378 4.8120 43 0.1329 4.7904 44 0.1290 4.7568 45 0.1239 4.7257 46 0.1144 4.6590 47 0.1136 4.6104 48 0.1021 4.5703 49 0.1014 4.5703 50 0.0954 4.4992 51 0.0953 4.3380 52 0.0720 4.2435 53 0.0650 4.1983 54 0.0565 4.0720 55 0.0498 3.9108 56 0.0484 3.8220 57 0.0392 3.8210 58 0.0349 3.6341 59 0.0244 3.5425 60 0.0095 3.3138 61 0.0020 3.0179 Exhibit 26 19-060 Conveyance 6/19/2025 1:40:07 PM Page 72 Exhibit 26 19-060 Conveyance 6/19/2025 1:40:07 PM Page 73 Duration Flows The Duration Matching Failed Flow(cfs)Predev Mit Percentage Pass/Fail 0.1007 341 151090 44307 Fail 0.1079 306 147027 48048 Fail 0.1152 273 142834 52320 Fail 0.1224 260 139348 53595 Fail 0.1296 242 135947 56176 Fail 0.1368 220 132760 60345 Fail 0.1440 198 129359 65332 Fail 0.1512 179 126536 70690 Fail 0.1584 164 123756 75460 Fail 0.1657 150 121125 80750 Fail 0.1729 140 118601 84715 Fail 0.1801 131 115735 88347 Fail 0.1873 126 113382 89985 Fail 0.1945 119 111093 93355 Fail 0.2017 109 108869 99879 Fail 0.2089 99 106730 107808 Fail 0.2161 90 104377 115974 Fail 0.2234 84 102388 121890 Fail 0.2306 79 100463 127168 Fail 0.2378 76 98560 129684 Fail 0.2450 72 96742 134363 Fail 0.2522 65 94688 145673 Fail 0.2594 64 92934 145209 Fail 0.2666 60 91223 152038 Fail 0.2738 57 89469 156963 Fail 0.2811 54 87544 162118 Fail 0.2883 48 85962 179087 Fail 0.2955 44 84336 191672 Fail 0.3027 39 82796 212297 Fail 0.3099 38 81235 213776 Fail 0.3171 34 79481 233767 Fail 0.3243 32 78005 243765 Fail 0.3316 30 76593 255310 Fail 0.3388 28 75246 268735 Fail 0.3460 26 73898 284223 Fail 0.3532 24 72401 301670 Fail 0.3604 22 71139 323359 Fail 0.3676 20 69856 349280 Fail 0.3748 20 68572 342860 Fail 0.3820 17 67182 395188 Fail 0.3893 17 65942 387894 Fail 0.3965 16 64723 404518 Fail 0.4037 14 63546 453900 Fail 0.4109 13 62413 480100 Fail 0.4181 13 61065 469730 Fail 0.4253 11 59974 545218 Fail 0.4325 11 58883 535300 Fail 0.4397 11 57857 525972 Fail 0.4470 11 56787 516245 Fail 0.4542 9 55654 618377 Fail 0.4614 9 54648 607200 Fail 0.4686 9 53664 596266 Fail 0.4758 9 52766 586288 Fail 0.4830 9 51782 575355 Fail Exhibit 26 19-060 Conveyance 6/19/2025 1:40:07 PM Page 74 0.4902 9 50863 565144 Fail 0.4974 9 50007 555633 Fail 0.5047 8 49173 614662 Fail 0.5119 8 48339 604237 Fail 0.5191 7 47419 677414 Fail 0.5263 7 46585 665500 Fail 0.5335 6 45772 762866 Fail 0.5407 6 44981 749683 Fail 0.5479 6 44253 737550 Fail 0.5552 6 43398 723300 Fail 0.5624 6 42692 711533 Fail 0.5696 3 41986 1399533 Fail 0.5768 3 41259 1375300 Fail 0.5840 3 40489 1349633 Fail 0.5912 3 39826 1327533 Fail 0.5984 3 39163 1305433 Fail 0.6056 3 38543 1284766 Fail 0.6129 3 37880 1262666 Fail 0.6201 3 37131 1237700 Fail 0.6273 3 36553 1218433 Fail 0.6345 3 35997 1199900 Fail 0.6417 3 35441 1181366 Fail 0.6489 3 34907 1163566 Fail 0.6561 3 34286 1142866 Fail 0.6633 3 33816 1127200 Fail 0.6706 3 33174 1105800 Fail 0.6778 3 32639 1087966 Fail 0.6850 3 32169 1072300 Fail 0.6922 3 31613 1053766 Fail 0.6994 3 31163 1038766 Fail 0.7066 3 30714 1023800 Fail 0.7138 3 30287 1009566 Fail 0.7210 2 29773 1488650 Fail 0.7283 2 29345 1467250 Fail 0.7355 2 28939 1446950 Fail 0.7427 2 28511 1425550 Fail 0.7499 2 28105 1405250 Fail 0.7571 2 27656 1382800 Fail 0.7643 2 27271 1363550 Fail 0.7715 2 26928 1346400 Fail 0.7788 2 26565 1328250 Fail 0.7860 2 26201 1310050 Fail 0.7932 2 25816 1290800 Fail 0.8004 2 25495 1274750 Fail 0.8076 2 25132 1256600 Fail 0.8148 2 24768 1238400 Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. Exhibit 26 19-060 Conveyance 6/19/2025 1:40:07 PM Page 75 Water Quality Water Quality BMP Flow and Volume for POC #7 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. Exhibit 26 19-060 Conveyance 6/19/2025 1:40:07 PM Page 76 LID Report Exhibit 26 19-060 Conveyance 6/19/2025 1:40:07 PM Page 77 POC 8 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #8 Total Pervious Area:1 Total Impervious Area:0 Mitigated Landuse Totals for POC #8 Total Pervious Area:0.88 Total Impervious Area:0.38 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #8 Return Period Flow(cfs) 2 year 0.201473 5 year 0.415396 10 year 0.555388 25 year 0.71361 50 year 0.814817 100 year 0.901903 Flow Frequency Return Periods for Mitigated. POC #8 Return Period Flow(cfs) 2 year 0.621168 5 year 0.91213 10 year 1.143513 25 year 1.484378 50 year 1.77649 100 year 2.103924 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #8 Year Predeveloped Mitigated 1949 0.501 1.092 1950 0.158 0.549 1951 0.407 0.916 1952 0.150 0.586 1953 0.133 0.482 1954 0.400 1.068 1955 0.424 1.062 1956 1.751 3.198 1957 0.301 0.865 1958 0.562 1.185 1959 0.245 0.753 Exhibit 26 19-060 Conveyance 6/19/2025 1:40:31 PM Page 78 1960 0.138 0.471 1961 0.720 1.325 1962 0.039 0.347 1963 0.194 0.673 1964 0.154 0.549 1965 0.035 0.294 1966 0.530 1.237 1967 0.302 0.795 1968 0.282 0.794 1969 0.160 0.570 1970 0.228 0.736 1971 0.377 0.924 1972 0.333 0.818 1973 0.114 0.454 1974 0.286 0.613 1975 0.265 0.723 1976 0.349 0.821 1977 0.095 0.426 1978 0.234 0.646 1979 0.168 0.547 1980 0.139 0.536 1981 0.129 0.487 1982 0.072 0.456 1983 0.245 0.699 1984 0.048 0.357 1985 0.002 0.374 1986 0.148 0.533 1987 0.251 0.612 1988 0.095 0.513 1989 0.065 0.350 1990 0.024 0.306 1991 0.186 0.536 1992 0.114 0.442 1993 0.050 0.412 1994 0.181 0.697 1995 0.185 0.522 1996 0.283 0.778 1997 0.101 0.471 1998 0.231 0.636 1999 0.356 0.906 2000 0.102 0.481 2001 0.010 0.475 2002 0.564 1.452 2003 0.568 1.008 2004 0.178 0.590 2005 0.124 0.654 2006 0.341 0.992 2007 0.297 0.864 2008 0.229 0.752 2009 0.057 0.413 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #8 Rank Predeveloped Mitigated 1 1.7507 3.1978 2 0.7197 1.4522 3 0.5681 1.3248 4 0.5635 1.2374 Exhibit 26 19-060 Conveyance 6/19/2025 1:40:31 PM Page 79 5 0.5622 1.1853 6 0.5304 1.0915 7 0.5007 1.0684 8 0.4240 1.0623 9 0.4071 1.0082 10 0.4003 0.9920 11 0.3771 0.9239 12 0.3559 0.9160 13 0.3492 0.9058 14 0.3412 0.8652 15 0.3332 0.8644 16 0.3020 0.8207 17 0.3011 0.8182 18 0.2971 0.7951 19 0.2861 0.7938 20 0.2829 0.7778 21 0.2817 0.7534 22 0.2653 0.7516 23 0.2513 0.7364 24 0.2450 0.7225 25 0.2447 0.6986 26 0.2338 0.6972 27 0.2313 0.6730 28 0.2288 0.6539 29 0.2278 0.6463 30 0.1940 0.6363 31 0.1859 0.6130 32 0.1850 0.6119 33 0.1810 0.5904 34 0.1781 0.5863 35 0.1679 0.5697 36 0.1602 0.5494 37 0.1585 0.5493 38 0.1543 0.5468 39 0.1503 0.5359 40 0.1478 0.5358 41 0.1391 0.5328 42 0.1378 0.5221 43 0.1329 0.5133 44 0.1290 0.4869 45 0.1239 0.4823 46 0.1144 0.4811 47 0.1136 0.4754 48 0.1021 0.4713 49 0.1014 0.4711 50 0.0954 0.4561 51 0.0953 0.4545 52 0.0720 0.4422 53 0.0650 0.4258 54 0.0565 0.4125 55 0.0498 0.4122 56 0.0484 0.3745 57 0.0392 0.3570 58 0.0349 0.3496 59 0.0244 0.3472 60 0.0095 0.3060 61 0.0020 0.2944 Exhibit 26 19-060 Conveyance 6/19/2025 1:40:32 PM Page 80 Exhibit 26 19-060 Conveyance 6/19/2025 1:40:32 PM Page 81 Duration Flows The Duration Matching Failed Flow(cfs)Predev Mit Percentage Pass/Fail 0.1007 341 13064 3831 Fail 0.1079 306 11377 3717 Fail 0.1152 273 9711 3557 Fail 0.1224 260 8502 3270 Fail 0.1296 242 7473 3088 Fail 0.1368 220 6607 3003 Fail 0.1440 198 5820 2939 Fail 0.1512 179 5187 2897 Fail 0.1584 164 4678 2852 Fail 0.1657 150 4184 2789 Fail 0.1729 140 3790 2707 Fail 0.1801 131 3371 2573 Fail 0.1873 126 3074 2439 Fail 0.1945 119 2804 2356 Fail 0.2017 109 2539 2329 Fail 0.2089 99 2325 2348 Fail 0.2161 90 2083 2314 Fail 0.2234 84 1894 2254 Fail 0.2306 79 1749 2213 Fail 0.2378 76 1624 2136 Fail 0.2450 72 1502 2086 Fail 0.2522 65 1372 2110 Fail 0.2594 64 1282 2003 Fail 0.2666 60 1192 1986 Fail 0.2738 57 1117 1959 Fail 0.2811 54 1041 1927 Fail 0.2883 48 960 2000 Fail 0.2955 44 903 2052 Fail 0.3027 39 837 2146 Fail 0.3099 38 788 2073 Fail 0.3171 34 729 2144 Fail 0.3243 32 693 2165 Fail 0.3316 30 659 2196 Fail 0.3388 28 626 2235 Fail 0.3460 26 596 2292 Fail 0.3532 24 561 2337 Fail 0.3604 22 529 2404 Fail 0.3676 20 493 2465 Fail 0.3748 20 467 2335 Fail 0.3820 17 432 2541 Fail 0.3893 17 416 2447 Fail 0.3965 16 397 2481 Fail 0.4037 14 375 2678 Fail 0.4109 13 363 2792 Fail 0.4181 13 341 2623 Fail 0.4253 11 326 2963 Fail 0.4325 11 301 2736 Fail 0.4397 11 282 2563 Fail 0.4470 11 271 2463 Fail 0.4542 9 257 2855 Fail 0.4614 9 246 2733 Fail 0.4686 9 230 2555 Fail 0.4758 9 223 2477 Fail 0.4830 9 203 2255 Fail Exhibit 26 19-060 Conveyance 6/19/2025 1:40:32 PM Page 82 0.4902 9 195 2166 Fail 0.4974 9 181 2011 Fail 0.5047 8 168 2100 Fail 0.5119 8 163 2037 Fail 0.5191 7 156 2228 Fail 0.5263 7 150 2142 Fail 0.5335 6 146 2433 Fail 0.5407 6 140 2333 Fail 0.5479 6 136 2266 Fail 0.5552 6 131 2183 Fail 0.5624 6 127 2116 Fail 0.5696 3 123 4100 Fail 0.5768 3 119 3966 Fail 0.5840 3 116 3866 Fail 0.5912 3 108 3600 Fail 0.5984 3 103 3433 Fail 0.6056 3 100 3333 Fail 0.6129 3 96 3200 Fail 0.6201 3 89 2966 Fail 0.6273 3 85 2833 Fail 0.6345 3 81 2700 Fail 0.6417 3 76 2533 Fail 0.6489 3 72 2400 Fail 0.6561 3 66 2200 Fail 0.6633 3 63 2100 Fail 0.6706 3 62 2066 Fail 0.6778 3 58 1933 Fail 0.6850 3 56 1866 Fail 0.6922 3 54 1800 Fail 0.6994 3 52 1733 Fail 0.7066 3 50 1666 Fail 0.7138 3 49 1633 Fail 0.7210 2 48 2400 Fail 0.7283 2 45 2250 Fail 0.7355 2 45 2250 Fail 0.7427 2 44 2200 Fail 0.7499 2 44 2200 Fail 0.7571 2 42 2100 Fail 0.7643 2 38 1900 Fail 0.7715 2 38 1900 Fail 0.7788 2 33 1650 Fail 0.7860 2 31 1550 Fail 0.7932 2 31 1550 Fail 0.8004 2 27 1350 Fail 0.8076 2 26 1300 Fail 0.8148 2 25 1250 Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. Exhibit 26 19-060 Conveyance 6/19/2025 1:40:32 PM Page 83 Water Quality Water Quality BMP Flow and Volume for POC #8 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. Exhibit 26 19-060 Conveyance 6/19/2025 1:40:32 PM Page 84 LID Report Exhibit 26 19-060 Conveyance 6/19/2025 1:40:32 PM Page 85 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. Exhibit 26 19-060 Conveyance 6/19/2025 1:40:32 PM Page 86 Appendix Predeveloped Schematic Exhibit 26 19-060 Conveyance 6/19/2025 1:40:32 PM Page 87 Mitigated Schematic Exhibit 26 19-060 Conveyance 6/19/2025 1:40:32 PM Page 88 Predeveloped UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 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 19-060 Conveyance.wdm MESSU 25 Pre19-060 Conveyance.MES 27 Pre19-060 Conveyance.L61 28 Pre19-060 Conveyance.L62 30 POC19-060 Conveyance1.dat 31 POC19-060 Conveyance2.dat 32 POC19-060 Conveyance3.dat 33 POC19-060 Conveyance4.dat 34 POC19-060 Conveyance5.dat 35 POC19-060 Conveyance6.dat 36 POC19-060 Conveyance7.dat 37 POC19-060 Conveyance8.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 1 COPY 501 COPY 502 COPY 503 COPY 504 COPY 505 COPY 506 COPY 507 COPY 508 DISPLY 1 DISPLY 2 DISPLY 3 DISPLY 4 DISPLY 5 DISPLY 6 DISPLY 7 DISPLY 8 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Basin 1 MAX 1 2 30 9 2 Basin 2 MAX 1 2 31 9 3 Basin 3 MAX 1 2 32 9 4 Basin 4 MAX 1 2 33 9 5 Basin 5 MAX 1 2 34 9 6 Basin 6 MAX 1 2 35 9 7 Basin 7 MAX 1 2 36 9 8 Basin 8 MAX 1 2 37 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 502 1 1 503 1 1 504 1 1 Exhibit 26 19-060 Conveyance 6/19/2025 1:40:32 PM Page 89 505 1 1 506 1 1 507 1 1 508 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 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 *** Exhibit 26 19-060 Conveyance 6/19/2025 1:40:32 PM Page 90 # - # 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 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 1 1 COPY 501 12 PERLND 1 1 COPY 501 13 Basin 2*** PERLND 1 1 COPY 502 12 PERLND 1 1 COPY 502 13 Basin 3*** PERLND 1 1 COPY 503 12 PERLND 1 1 COPY 503 13 Basin 4*** PERLND 1 1 COPY 504 12 PERLND 1 1 COPY 504 13 Basin 5*** PERLND 1 1 COPY 505 12 PERLND 1 1 COPY 505 13 Basin 6*** PERLND 1 1 COPY 506 12 PERLND 1 1 COPY 506 13 Basin 7*** PERLND 1 1 COPY 507 12 PERLND 1 1 COPY 507 13 Basin 8*** PERLND 1 1 COPY 508 12 PERLND 1 1 COPY 508 13 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** Exhibit 26 19-060 Conveyance 6/19/2025 1:40:32 PM Page 91 <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 COPY 502 OUTPUT MEAN 1 1 48.4 DISPLY 2 INPUT TIMSER 1 COPY 503 OUTPUT MEAN 1 1 48.4 DISPLY 3 INPUT TIMSER 1 COPY 504 OUTPUT MEAN 1 1 48.4 DISPLY 4 INPUT TIMSER 1 COPY 505 OUTPUT MEAN 1 1 48.4 DISPLY 5 INPUT TIMSER 1 COPY 506 OUTPUT MEAN 1 1 48.4 DISPLY 6 INPUT TIMSER 1 COPY 507 OUTPUT MEAN 1 1 48.4 DISPLY 7 INPUT TIMSER 1 COPY 508 OUTPUT MEAN 1 1 48.4 DISPLY 8 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 1.333 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1.333 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 *** Exhibit 26 19-060 Conveyance 6/19/2025 1:40:32 PM Page 92 <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL COPY 502 OUTPUT MEAN 1 1 48.4 WDM 502 FLOW ENGL REPL COPY 503 OUTPUT MEAN 1 1 48.4 WDM 503 FLOW ENGL REPL COPY 504 OUTPUT MEAN 1 1 48.4 WDM 504 FLOW ENGL REPL COPY 505 OUTPUT MEAN 1 1 48.4 WDM 505 FLOW ENGL REPL COPY 506 OUTPUT MEAN 1 1 48.4 WDM 506 FLOW ENGL REPL COPY 507 OUTPUT MEAN 1 1 48.4 WDM 507 FLOW ENGL REPL COPY 508 OUTPUT MEAN 1 1 48.4 WDM 508 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 Exhibit 26 19-060 Conveyance 6/19/2025 1:40:32 PM Page 93 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 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 19-060 Conveyance.wdm MESSU 25 Mit19-060 Conveyance.MES 27 Mit19-060 Conveyance.L61 28 Mit19-060 Conveyance.L62 30 POC19-060 Conveyance1.dat 31 POC19-060 Conveyance2.dat 32 POC19-060 Conveyance3.dat 33 POC19-060 Conveyance4.dat 34 POC19-060 Conveyance5.dat 35 POC19-060 Conveyance6.dat 36 POC19-060 Conveyance7.dat 37 POC19-060 Conveyance8.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 3 PERLND 4 IMPLND 2 IMPLND 8 IMPLND 11 PERLND 1 PERLND 5 PERLND 6 IMPLND 1 IMPLND 4 IMPLND 14 IMPLND 5 COPY 501 COPY 502 COPY 503 COPY 504 COPY 505 COPY 506 COPY 507 COPY 508 DISPLY 1 DISPLY 2 DISPLY 3 DISPLY 4 DISPLY 5 DISPLY 6 DISPLY 7 DISPLY 8 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Basin 1 MAX 1 2 30 9 2 Basin 2 MAX 1 2 31 9 3 Basin 4 MAX 1 2 32 9 4 Basin 5 MAX 1 2 33 9 5 Basin 6 MAX 1 2 34 9 6 Basin 7 MAX 1 2 35 9 7 Basin 8 MAX 1 2 36 9 Exhibit 26 19-060 Conveyance 6/19/2025 1:40:32 PM Page 94 8 Basin 9 MAX 1 2 37 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 502 1 1 503 1 1 504 1 1 505 1 1 506 1 1 507 1 1 508 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 *** 3 A/B, Forest, Steep 1 1 1 1 27 0 4 A/B, Pasture, Flat 1 1 1 1 27 0 1 A/B, Forest, Flat 1 1 1 1 27 0 5 A/B, Pasture, Mod 1 1 1 1 27 0 6 A/B, Pasture, Steep 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 *** 3 0 0 1 0 0 0 0 0 0 0 0 0 4 0 0 1 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 5 0 0 1 0 0 0 0 0 0 0 0 0 6 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 ********* 3 0 0 4 0 0 0 0 0 0 0 0 0 1 9 4 0 0 4 0 0 0 0 0 0 0 0 0 1 9 1 0 0 4 0 0 0 0 0 0 0 0 0 1 9 5 0 0 4 0 0 0 0 0 0 0 0 0 1 9 6 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 *** 3 0 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** Exhibit 26 19-060 Conveyance 6/19/2025 1:40:32 PM Page 95 # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 3 0 5 2 400 0.15 0.3 0.996 4 0 5 1.5 400 0.05 0.3 0.996 1 0 5 2 400 0.05 0.3 0.996 5 0 5 1.5 400 0.1 0.3 0.996 6 0 5 1.5 400 0.15 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 3 0 0 2 2 0 0 0 4 0 0 2 2 0 0 0 1 0 0 2 2 0 0 0 5 0 0 2 2 0 0 0 6 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 3 0.2 0.5 0.35 0 0.7 0.7 4 0.15 0.5 0.3 0 0.7 0.4 1 0.2 0.5 0.35 0 0.7 0.7 5 0.15 0.5 0.3 0 0.7 0.4 6 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 3 0 0 0 0 3 1 0 4 0 0 0 0 3 1 0 1 0 0 0 0 3 1 0 5 0 0 0 0 3 1 0 6 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 *** 2 ROADS/MOD 1 1 1 27 0 8 SIDEWALKS/FLAT 1 1 1 27 0 11 PARKING/FLAT 1 1 1 27 0 1 ROADS/FLAT 1 1 1 27 0 4 ROOF TOPS/FLAT 1 1 1 27 0 14 POND 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 *** 2 0 0 1 0 0 0 8 0 0 1 0 0 0 11 0 0 1 0 0 0 1 0 0 1 0 0 0 4 0 0 1 0 0 0 14 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 ********* Exhibit 26 19-060 Conveyance 6/19/2025 1:40:32 PM Page 96 2 0 0 4 0 0 4 1 9 8 0 0 4 0 0 0 1 9 11 0 0 4 0 0 0 1 9 1 0 0 4 0 0 0 1 9 4 0 0 4 0 0 0 1 9 14 0 0 4 0 0 0 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 *** 2 0 0 0 0 0 8 0 0 0 0 0 11 0 0 0 0 0 1 0 0 0 0 0 4 0 0 0 0 0 14 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 2 400 0.05 0.1 0.08 8 400 0.01 0.1 0.1 11 400 0.01 0.1 0.1 1 400 0.01 0.1 0.1 4 400 0.01 0.1 0.1 14 400 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 2 0 0 8 0 0 11 0 0 1 0 0 4 0 0 14 0 0 5 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 2 0 0 8 0 0 11 0 0 1 0 0 4 0 0 14 0 0 5 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 3 1.37 COPY 501 12 PERLND 3 1.37 COPY 501 13 PERLND 4 1.5 COPY 501 12 PERLND 4 1.5 COPY 501 13 IMPLND 2 0.43 COPY 501 15 IMPLND 8 0.31 COPY 501 15 IMPLND 11 0.84 COPY 501 15 Exhibit 26 19-060 Conveyance 6/19/2025 1:40:32 PM Page 97 Basin 2*** PERLND 1 8.92 COPY 502 12 PERLND 1 8.92 COPY 502 13 PERLND 3 2.17 COPY 502 12 PERLND 3 2.17 COPY 502 13 PERLND 5 1.06 COPY 502 12 PERLND 5 1.06 COPY 502 13 PERLND 6 1.9 COPY 502 12 PERLND 6 1.9 COPY 502 13 IMPLND 1 0.28 COPY 502 15 IMPLND 2 0.98 COPY 502 15 IMPLND 4 4.4 COPY 502 15 IMPLND 8 0.61 COPY 502 15 IMPLND 14 1.31 COPY 502 15 Basin 4*** PERLND 1 1.13 COPY 503 12 PERLND 1 1.13 COPY 503 13 PERLND 3 2.43 COPY 503 12 PERLND 3 2.43 COPY 503 13 PERLND 5 1.9 COPY 503 12 PERLND 5 1.9 COPY 503 13 PERLND 6 0.33 COPY 503 12 PERLND 6 0.33 COPY 503 13 IMPLND 2 0.92 COPY 503 15 IMPLND 4 0.33 COPY 503 15 IMPLND 5 0.02 COPY 503 15 IMPLND 8 0.08 COPY 503 15 IMPLND 14 0.95 COPY 503 15 Basin 5*** PERLND 3 9.37 COPY 504 12 PERLND 3 9.37 COPY 504 13 PERLND 4 2.69 COPY 504 12 PERLND 4 2.69 COPY 504 13 PERLND 6 5.96 COPY 504 12 PERLND 6 5.96 COPY 504 13 IMPLND 1 0.52 COPY 504 15 IMPLND 2 1.63 COPY 504 15 IMPLND 4 1.89 COPY 504 15 IMPLND 5 0.36 COPY 504 15 IMPLND 8 0.24 COPY 504 15 IMPLND 14 2.43 COPY 504 15 Basin 6*** PERLND 3 13.04 COPY 505 12 PERLND 3 13.04 COPY 505 13 PERLND 4 4.45 COPY 505 12 PERLND 4 4.45 COPY 505 13 PERLND 6 4.04 COPY 505 12 PERLND 6 4.04 COPY 505 13 IMPLND 1 0.16 COPY 505 15 IMPLND 2 1.02 COPY 505 15 IMPLND 4 1.8 COPY 505 15 IMPLND 5 0.59 COPY 505 15 Basin 7*** PERLND 4 0.82 COPY 506 12 PERLND 4 0.82 COPY 506 13 PERLND 5 13.58 COPY 506 12 PERLND 5 13.58 COPY 506 13 PERLND 6 2.59 COPY 506 12 PERLND 6 2.59 COPY 506 13 IMPLND 1 0.33 COPY 506 15 IMPLND 2 1.52 COPY 506 15 IMPLND 4 3.03 COPY 506 15 IMPLND 5 0.45 COPY 506 15 IMPLND 8 1.14 COPY 506 15 Basin 8*** PERLND 6 3.23 COPY 507 12 PERLND 6 3.23 COPY 507 13 IMPLND 4 1.51 COPY 507 15 IMPLND 11 3.04 COPY 507 15 Basin 9*** Exhibit 26 19-060 Conveyance 6/19/2025 1:40:32 PM Page 98 PERLND 1 0.58 COPY 508 12 PERLND 1 0.58 COPY 508 13 PERLND 6 0.3 COPY 508 12 PERLND 6 0.3 COPY 508 13 IMPLND 2 0.19 COPY 508 15 IMPLND 14 0.19 COPY 508 15 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 COPY 502 OUTPUT MEAN 1 1 48.4 DISPLY 2 INPUT TIMSER 1 COPY 503 OUTPUT MEAN 1 1 48.4 DISPLY 3 INPUT TIMSER 1 COPY 504 OUTPUT MEAN 1 1 48.4 DISPLY 4 INPUT TIMSER 1 COPY 505 OUTPUT MEAN 1 1 48.4 DISPLY 5 INPUT TIMSER 1 COPY 506 OUTPUT MEAN 1 1 48.4 DISPLY 6 INPUT TIMSER 1 COPY 507 OUTPUT MEAN 1 1 48.4 DISPLY 7 INPUT TIMSER 1 COPY 508 OUTPUT MEAN 1 1 48.4 DISPLY 8 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 Exhibit 26 19-060 Conveyance 6/19/2025 1:40:32 PM Page 99 EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1.333 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1.333 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 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 2 OUTPUT MEAN 1 1 48.4 WDM 702 FLOW ENGL REPL COPY 502 OUTPUT MEAN 1 1 48.4 WDM 802 FLOW ENGL REPL COPY 3 OUTPUT MEAN 1 1 48.4 WDM 703 FLOW ENGL REPL COPY 503 OUTPUT MEAN 1 1 48.4 WDM 803 FLOW ENGL REPL COPY 4 OUTPUT MEAN 1 1 48.4 WDM 704 FLOW ENGL REPL COPY 504 OUTPUT MEAN 1 1 48.4 WDM 804 FLOW ENGL REPL COPY 5 OUTPUT MEAN 1 1 48.4 WDM 705 FLOW ENGL REPL COPY 505 OUTPUT MEAN 1 1 48.4 WDM 805 FLOW ENGL REPL COPY 6 OUTPUT MEAN 1 1 48.4 WDM 706 FLOW ENGL REPL COPY 506 OUTPUT MEAN 1 1 48.4 WDM 806 FLOW ENGL REPL COPY 7 OUTPUT MEAN 1 1 48.4 WDM 707 FLOW ENGL REPL COPY 507 OUTPUT MEAN 1 1 48.4 WDM 807 FLOW ENGL REPL COPY 8 OUTPUT MEAN 1 1 48.4 WDM 708 FLOW ENGL REPL COPY 508 OUTPUT MEAN 1 1 48.4 WDM 808 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 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 END MASS-LINK END RUN Exhibit 26 19-060 Conveyance 6/19/2025 1:40:32 PM Page 100 Predeveloped HSPF Message File Exhibit 26 19-060 Conveyance 6/19/2025 1:40:32 PM Page 101 Mitigated HSPF Message File Exhibit 26 19-060 Conveyance 6/19/2025 1:40:32 PM Page 102 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. 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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 Exhibit 26 PLEASANT HARBOR MASTER PLANNED RESORT 06.18.2025 PAGE 22 APPENDIX 2 GEOTECHNICAL REPORT Exhibit 26 & A S S O C I A T E S, I N C. GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION Offices Serving the Western United States 1230 Finn Hill Rd NW, Suite A, Poulsbo, Washington 98370 (360) 598-2126 Fax (360) 598-2127 June 10, 2024 Krazan Project No. 102-23007 Page 1 of 8 Attn:Mr. John Holbert The Hamlet at Pleasant Harbor, LLC. Brinnon, Washington 98320 Email:johnholbert@startmail.com Tel: 541-740-0053 Reference:Limited Geotechnical Engineering Services –Infiltration Feasibility Evaluation Pleasant Harbor Development 30819 U. S. Highway 101 Brinnon Washington Dear Mr.Holbert, This letter presents the results of our subsurface explorations and infiltration feasibility evaluation for the Pleasant Harbor Development located at the southeast of the intersection of Highway 101 and Black Point Road in Brinnon, Washington. For our use in preparing this letter, we have reviewed the Washington Department of Ecology (DOE) 2019 Stormwater Management Manual for Western Washington (SWMMWW). We have also reviewed civil plan sheets 6 through 12 of 31, prepared by Hatton Godat Pantier, dated November 2022. INTRODUCTION The site consists of eight (8) assessor parcels, covering an area of approximately 221.26 acres .We understand that the site will be developed with residential, commercial, and industrial buildings, and paved and landscaped areas. We understand that stormwater runoff from the proposed impervious areas will be managed on site utilizing various stormwater infiltration systems.Based on our communication with the project civil engineer, it is our understanding that stormwater management systems may consist of multiple infiltration ponds, bio- swales,and infiltration galleries. We have been requested to provide an evaluation of infiltration feasibility and to provide preliminary design infiltration rates for the proposed stormwater management systems. Our services were performed in general accordance with our proposal for this project, dated September 28, 2023 (Krazan proposal number G23036.2WAP) and includes the following: An exploration of the subsurface soil and groundwater conditions by excavating twelve (12) test pits to depths up to 15.0 feet below the existing ground surface (bgs), using a client-provided excavator and operator; Provide a site plan showing the exploration locations;DRAFTExhibit 26 KA Project No. 102-23007 Pleasant Harbor Development Infiltration Feasibility Evaluation June 10, 2024 Page No.2 Krazan & Associates, Inc. Offices Serving the Western United States Provide comprehensive test pit logs including soil stratification and classification, and groundwater levels where applicable; Provide laboratory testing results; Provide preliminary design infiltration rates using Soil Grain Size Analysis method in accordance with the DOE 2019 SWMMWW, Volume 5,Chapter 5.4. In-situ infiltration testing was not included in our scope of services for this project. GEOLOGIC SETTING The Geologic Map of the Brinnon 7.5-minute Quadrangle, Jefferson and Kitsap Counties, Washington, (Washington Department of Natural Resources -Division of Geology and Earth Resources, December 2012) indicates that the majority of the site is underlain by Quaternary Vashon Ice-Contact deposits (Qgic). Vashon Ice-Contact Deposits, of the Pleistocene, are glacial deposits that may consist of cobbles, gravel, sand, silt, and clay. These deposits may be loose to very dense and may be massive to well stratified. The referenced geologic map also indicates that Quaternary Peat deposits (Qp) exist within the basins of several glacial kettles located throughout the site. Peat deposits generally consist of organic-rich sediments comprising of silt and clay. Additionally,undivided Quaternary sediment older than Vashon Till (Qpu) and Quaternary Beach deposits (Qb) are mapped on the southern-most portion of the site. Undivided Quaternary sediment consists of compact, sandy gravel and sand with mud interbeds. Quaternary Beach deposits consist of unconsolidated, well sorted sand, cobbles, silt, clay and shells. FIELD INVESTIGATION We visited the site on October 20, 2023 and April 1, 2024 to evaluate the subsurface soil and groundwater conditions at the proposed stormwater infiltration areas.A total of twelve (12)exploratory test pits were excavated with a client-provided excavator and operator.The approximate locations of the test pits are shown on the Site Plan in Figure 1.The test pits were excavated to depths ranging from approximately 3.5 to 15 feet bgs.Table 1 below shows test pit and proposed infiltration system elevations:DRAFTExhibit 26 KA Project No. 102-23007 Pleasant Harbor Development Infiltration Feasibility Evaluation June 10, 2024 Page No.3 Krazan & Associates, Inc. Offices Serving the Western United States Table 1: Test Pit and Proposed Infiltration System Elevations Test Pit Name Test Pit Elevation* (feet) Approximate Maximum Explored Elevation (feet) Proposed Infiltration System Bottom Elevation** (feet) Proposed Infiltration System TP-1 150.46 ~137.5 134.50 R-Tank Infiltration Gallery TP-2 ~150.5 ~138.0 134.50 R-Tank Infiltration Gallery TP-3 160.54 ~150.5 144.00 Storm Pond 1 TP-4 129.96 ~120.0 126.00 Storm Pond 6 TP-5 177.71 ~167.75 168.00 Storm Pond 2 TP-6 77.21 ~67.25 77.21 Storm Pond 5 TP-7 193.43 ~183.0 186.00 Storm Pond 3 TP-8***254.27 ~240.25 205.00 Storm Pond 4 TP-9***226.43 ~215.5 205.00 Storm Pond 4 TP-10 ~137 ~133 133.50 Treatment Plant Infiltration Galleries TP-11 ~135 ~131.5 133.50 Treatment Plant Infiltration Galleries TP-12 ~215 ~200 205.00 Storm Pond 4 *With the exception of TP-2, TP-10 through 12, elevations were surveyed by the client surveyor. **Elevations are based on the project civil plans. *** Test pits TP-8 and TP-9 were excavated for informational purposes only as it could not be excavated to the proposed system bottom. TP-12 was excavated to about 5 feet below the proposed system bottom. A geologist from Krazan and Associates was present during the explorations,continuously examined the soils and visually classified in accordance with the Unified Soil Classification System (USCS), and maintained logs of the exposed soils. Representative samples of the exposed soils in the test pit were collected and sealed in plastic bags. These samples were transported to our laboratory for further examination and testing.DRAFTExhibit 26 KA Project No. 102-23007 Pleasant Harbor Development Infiltration Feasibility Evaluation June 10, 2024 Page No.4 Krazan & Associates, Inc. Offices Serving the Western United States SOIL PROFILE This section of the letter is intended to provide a general description the subsurface soil and groundwater conditions exposed in our explorations. Detailed descriptions of the soils encountered in our explorations are presented in the test pit logs attached to this letter. Test Pit TP-1, exposed approximately 6-inches of crushed rock underlain by light brown sand with gravel and cobbles to a depth of 7 feet bgs, which was interpreted to be undocumented fill. This was underlain by dense, moist, light brown sand with gravel and cobbles to approximately 11 feet bgs. This was underlain by very dense, moist, cemented, light brown silty sand with gravel to the maximum depth explored at approximately 13 feet bgs.The soils exposed below 7 feet were interpreted as native glacial deposit.Cementation was noted below 7 feet. Test Pit TP-2, exposed approximately 6-inches of crushed rock underlain by light brown silty sand with gravel and cobbles to a depth of 7 feet bgs, which was interpreted to be undocumented fill. This was underlain by very dense, moist, cemented, light brown silty sand with gravel to the maximum depth explored at approximately 12.5 feet bgs.The soils exposed below 7 feet were interpreted as native glacial deposit. Cementation was noted below 5 feet. Test Pit TP-3, exposed approximately 6-inches of forest duff underlain by a layer of medium dense, moist, reddish brown silty sand with gravel to approximately 2.5 feet bgs. This was underlain by medium dense, moist, gray gravel with sand and cobbles to the maximum depth explored at approximately 10 feet bgs.The entire stratum was interpreted as native glacial deposit. Test Pit TP-4, exposed approximately 6-inches of forest duff underlain by a layer of medium dense to very dense, moist,reddish brown to gray silty sand with gravel and cobbles extending to the maximum depth explored at approximately 10 feet bgs.Cementation was noted below 5 feet. The entire stratum was interpreted as native glacial deposit. Test Pit TP-5, exposed a layer of medium dense, moist, light brown silty sand with cobbles to a depth of approximately 5 feet bgs. This layer was underlaid by a layer of dense, moist, gray gravel with silt, sand, and cobbles extending to the maximum depth explored at approximately 10 feet bgs.The entire stratum was interpreted as native glacial deposit. Test Pit TP-6, exposed approximately 6-inches of forest duff underlain by a layer of medium dense to dense, moist, reddish brown to gray silty sand to approximately 4 feet bgs. This was underlain by dense, moist,, dark gray sand with silt and gravel to the maximum depth explored at approximately 10 feet bgs.The entire stratum was interpreted as native glacial deposit. Test Pit TP-7, exposed a layer of medium dense, moist, light brown gravel with silt, sand, and cobbles to the maximum depth explored at approximately 10.5 feet bgs.The entire stratum was interpreted as native glacial deposit.DRAFTExhibit 26 KA Project No. 102-23007 Pleasant Harbor Development Infiltration Feasibility Evaluation June 10, 2024 Page No.5 Krazan & Associates, Inc. Offices Serving the Western United States Test Pit TP-8, exposed approximately 6-inches of forest duff underlain by a layer of medium dense, moist, brown sand with silt, gravel and trace cobbles to the maximum depth explored at approximately 14 feet bgs. The entire stratum was interpreted as native glacial deposit. Test Pit TP-9, exposed approximately 6-inches of organic topsoil underlain by a layer of medium dense, moist, brown sand with silt, gravel and trace cobbles to the maximum depth explored at approximately 11 feet bgs. The entire stratum was interpreted as native glacial deposit. Test Pit TP-10, exposed approximately 6-inches of forest duff underlain by a layer of medium dense, moist, reddish brown silty sand with gravel and cobbles to a depth of approximately 3 feet bgs.This was underlain by light brown, moist,dense,sand with gravel. The sand was underlain by moist to wet, dense to very dense brown to gray silty sand with gravel extending to the maximum depth explored at approximately 4 feet bgs. Cementation was noted below 3.5 feet.The entire stratum was interpreted as native glacial deposit. Test Pit TP-11, exposed approximately 6-inches of forest duff underlain by medium dense to very dense, moist, reddish brown to gray silty sand with gravel and cobbles to the maximum depth explored at approximately 3.5 feet bgs.Cementation was noted below 3 feet.The entire stratum was interpreted as native glacial deposit. Test Pit TP-12, exposed a layer of medium dense to very dense, moist,reddish light brown to gray,silty sand with gravel and cobbles to a depth of approximately 13 feet bgs. This layer was underlaid by dense,moist, sand with gravel extending to the maximum depth explored at approximately 15 feet bgs.Cementation was noted from approximately 3 feet bgs to 13 feet bgs.The entire stratum was interpreted as native glacial deposit. GROUNDWATER CONDITIONS Slight groundwater seepage was noted at approximately 4.5 feet bgs in test pit TP-4 and at 2.5 feet bgs in test pit TP-10, which was interpreted as perched groundwater.Perched water occurs when surface water infiltrates through less dense, more permeable soils and accumulates on top of a relatively low permeability soil layer. Perched water does not represent a regional groundwater "table" within the upper soil horizons.Perched water tends to vary spatially and is dependent upon the amount of rainfall. We would expect the amount of perched water to decrease during drier times of the year and increase during wetter periods.In general, signs of seasonal high groundwater such as iron oxide staining/mottling were not noted in our explorations. It should be recognized that groundwater elevations may fluctuate with time. The groundwater level will be dependent upon seasonal precipitation, irrigation, land use, and climatic conditions, as well as other factors. Therefore, groundwater levels at the time of the field investigation may be different from those encountered during the construction phase of the project. The evaluation of such factors is beyond the scope of this report.DRAFTExhibit 26 KA Project No. 102-23007 Pleasant Harbor Development Infiltration Feasibility Evaluation June 10, 2024 Page No.6 Krazan & Associates, Inc. Offices Serving the Western United States CONCLUSIONS AND RECOMMENDATIONS Stormwater Infiltration We have utilized Soil Grain Size Analysis, Option 3 as stated in Volume V, Chapter 5 of the DOE 2019 SWMMWW to obtain preliminary design infiltration rates.This method provides an empirical equation to estimate the initial saturated hydraulic conductivity (Ksat) for soil layer encountered below the proposed infiltration facility. The empirical relationship is as follows: Log (Ksat) =-1.57+1.90D10+0.015D60-0.013D90-2.08ffines Where the D10, D60 and D90 values are in millimeters, f is a fraction between 0 and 1, and Ksat is in centimeters per second. The D10, D60, and D90 values are the grain size diameters for which 10%, 60% and 90% of the sample is finer (smaller), respectively, and ffines is the fraction of the soil (by weight) that passes the U.S. Standard Number 200 sieve. These values were obtained from our laboratory sieve and hydrometer analyses of the selected samples obtained from (TP-3, TP-5, TP-6, TP-7, and TP-12). Correction factors were applied to the initial saturated hydraulic conductivity, Ksat, to obtain the preliminary design infiltration rate. The applied correction factors were as follows: Site variability and number of locations tested, CFv = 0.5 Uncertainty of test method,CFt = 0.4 Degree of influent control to prevent siltation and bio-buildup,CFm = 0.9 Based on our field exploration and laboratory analyses,it is our opinion that the granular soils consisting of gravel and sand with varying amounts of silt,exposed in the TP-3 , TP-5, TP-6, TP-7,and TP-12 areas,are suitable for infiltration.The dense to very dense silty sand with gravel soils (glacial till)exposed in the TP-1, TP-2, TP-4, TP-10, and TP-11 are not considered suitable for infiltration.The infiltration rates provided in the Table 2 below may be utilized for preliminary stormwater system sizing purposes.DRAFTExhibit 26 KA Project No. 102-23007 Pleasant Harbor Development Infiltration Feasibility Evaluation June 10, 2024 Page No.7 Krazan & Associates, Inc. Offices Serving the Western United States Table 2:Preliminary Design Infiltration Rates Location Depth (feet bgs)Soil Description Infiltration Rate (inches/hour) TP-1 11.0 Cemented Silty Sand with Gravel (SM)Not Suitable TP-2 11.0 Cemented Silty Sand with Gravel (SM)Not Suitable TP-3 10.0 Gravel with Sand (GP)4.8 TP-4 4.5 Cemented Silty Sand with Gravel (SM)Not Suitable TP-5 5.0 Gravel with Silt and Sand (GP-GM)1.5 TP-6 10.0 Sand with Silt and Gravel (SP-SM)6.6 TP-7 10.0 Gravel with Silt and Sand (GP-GM)2.4 TP-10 3.0 Cemented Silty Sand with gravel (SM)Not Suitable TP-11 3.0 Cemented Silty Sand with gravel (SM)Not Suitable TP-12 15.0 Sand with gravel (SP)9.2 Per the DOE 2019 SWMMWW, we understand that the Soil Grain Size Analysis may be utilized for determination of the design infiltration rates of the native soils, if the site soils consist of non-glacial deposits. The on-site soils are interpreted as native glacial deposits. Therefore, the rates provided should not be utilized for final design of the system. Once the preliminary sizing has been completed, further in-situ infiltration testing at the proposed stormwater system will be needed to develop the final design infiltration rates. LIMITATIONS The recommendations made in this letter are based on the assumption that soil and groundwater conditions do not vary significantly from those disclosed during our field investigation. If any variations or undesirable conditions are encountered during construction, the geotechnical engineer should be notified so that supplemental recommendations can be made. This letter has been prepared for the exclusive use of The Hamlet at Pleasant Harbor LLC.,and its agents, for the specific application to the subject site. The conclusions of this letter are based on the information provided regarding any proposed construction. If construction is relocated or redesigned, the conclusions in this letterDRAFT Exhibit 26 KA Project No. 102-23007 Pleasant Harbor Development Infiltration Feasibility Evaluation June 10, 2024 Page No.8 Krazan & Associates, Inc. Offices Serving the Western United States may not be valid. The geotechnical engineer should be notified of any changes so that the recommendations can be reviewed and re-evaluated. The information presented herein is based upon professional interpretation utilizing standard engineering practices and a degree of conservatism deemed proper for this project. It is not warranted that such information and interpretation cannot be superseded by future developments. We emphasize that this letter is valid for this project as outlined above, and should not be used for any other site or any other development at the project site. We appreciate the opportunity to provide service to you on this project. If you have any questions, or if we may be of further assistance, please do not hesitate to contact our office at (360)598-2126. Respectfully submitted, KRAZAN & ASSOCIATES, INC. Vijay Chaudhary, P.E.Shawn Williams,L.E.G. Project Engineer Senior Geologist Attachments:Site Plan,Exploratory Logs and Laboratory Results DRAFTExhibit 26 DRAFTPleasant Harbor Development Date: June 2024 Project Number: 102-23007 Drawn By: AG Not To Scale Site Plan Reference: Sheet 7, Preliminary Enlarged Grading & Drainage Plan - 1, Hatton Godat Pantier, November 2022. Test Pit Number and Approximate LocationTP-1 TP-11 TP-2 TP-3 TP-4 TP-6 TP-5 TP-7 TP-8 TP-9 TP-12 TP-10 TP-1 Exhibit 26 LOG OF EXPLORATORY TEST PIT PROJECT: PROJECT NO.:PAGE: 1 of 1 DATE: SURFACE ELEV.:CONTRACTOR: SAMPLE METHOD:LOCATION: Water Observations: Notes:Logged By:DEPTH (ft)1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 USC SYMBOLWATER LEVELMATERIAL DESCRIPTION SAMPLE No.SAMPLE TYPEMoisture Content and Atterberg Limits 10 20 30 40 50 60 70 80 KRAZAN AND ASSOCIATES, INC. Water Level Initial: # Final: $ TP-1 Pleasant Harbor 102-23007 1 October 20, 2023 150.46 ftMahan Log & Lumber Grab Brinnon, WA Crushed Rock Light brown, sand with gravel (undocumented fill) -Cobbles were encountered throughout. Light brown, sand with gravel (SP) (moist, dense) -Cobbles were encountered throughout. Light brown, cemented, silty sand with gravel (SM) (moist, very dense) End of Exploratory Test Pit S1 Groundwater was not encountered. Caving was not observed.SEWDRAFT Exhibit 26 LOG OF EXPLORATORY TEST PIT PROJECT: PROJECT NO.:PAGE: 1 of 1 DATE: SURFACE ELEV.:CONTRACTOR: SAMPLE METHOD:LOCATION: Water Observations: Notes:Logged By:DEPTH (ft)1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 USC SYMBOLWATER LEVELMATERIAL DESCRIPTION SAMPLE No.SAMPLE TYPEMoisture Content and Atterberg Limits 10 20 30 40 50 60 70 80 KRAZAN AND ASSOCIATES, INC. Water Level Initial: # Final: $ TP-2 Pleasant Harbor 102-23007 1 October 20, 2023 ~150.5 ft.Mahan Log & Lumber Grab Brinnon, WA Crushed rock Light brown, silty sand with gravel (undocumented fill) -Cobbles were encountered throughout. Light brown, cemented, silty sand with gravel (SM) (moist, very dense) End of Exploratory Test Pit S1 Groundwater was not encountered. Caving was not observed.SEWDRAFT Exhibit 26 LOG OF EXPLORATORY TEST PIT PROJECT: PROJECT NO.:PAGE: 1 of 1 DATE: SURFACE ELEV.:CONTRACTOR: SAMPLE METHOD:LOCATION: Water Observations: Notes:Logged By:DEPTH (ft)1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 USC SYMBOLWATER LEVELMATERIAL DESCRIPTION SAMPLE No.SAMPLE TYPEMoisture Content and Atterberg Limits 10 20 30 40 50 60 70 80 KRAZAN AND ASSOCIATES, INC. Water Level Initial: # Final: $ TP-3 Pleasant Harbor 102-23007 1 October 20, 2023 160.54 ft.Mahan Log & Lumber Grab Brinnon, WA Forest duff Reddish brown, silty sand with gravel (SM) (moist, medium dense) Gray, gravel with sand (GP) (moist, medium dense) -Cobbles were encountered throughout. End of Exploratory Test Pit S1 Groundwater was not encountered. Caving was not observed.SEWDRAFT Exhibit 26 LOG OF EXPLORATORY TEST PIT PROJECT: PROJECT NO.:PAGE: 1 of 1 DATE: SURFACE ELEV.:CONTRACTOR: SAMPLE METHOD:LOCATION: Water Observations: Notes:Logged By:DEPTH (ft)1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 USC SYMBOLWATER LEVELMATERIAL DESCRIPTION SAMPLE No.SAMPLE TYPEMoisture Content and Atterberg Limits 10 20 30 40 50 60 70 80 KRAZAN AND ASSOCIATES, INC. Water Level Initial: # Final: $ TP-4 Pleasant Harbor 102-23007 1 October 20, 2023 129.96 ft.Mahan Log & Lumber Grab Brinnon, WA Forest duff Reddish brown to gray, silty sand with gravel (SM) (moist, medium dense to very dense) -Roots were encountered. -Cobbles were encountered throughout. -Becomes gray and dense. -Becomes very dense and cemented. End of Exploratory Test Pit Moderate water seepage at 4.5 ft. Caving was not observed.SEWDRAFT Exhibit 26 LOG OF EXPLORATORY TEST PIT PROJECT: PROJECT NO.:PAGE: 1 of 1 DATE: SURFACE ELEV.:CONTRACTOR: SAMPLE METHOD:LOCATION: Water Observations: Notes:Logged By:DEPTH (ft)1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 USC SYMBOLWATER LEVELMATERIAL DESCRIPTION SAMPLE No.SAMPLE TYPEMoisture Content and Atterberg Limits 10 20 30 40 50 60 70 80 KRAZAN AND ASSOCIATES, INC. Water Level Initial: # Final: $ TP-5 Pleasant Harbor 102-23007 1 October 20, 2023 177.71 ft.Mahan Log & Lumber Grab Brinnon, WA Light brown, silty sand (SM) (moist, medium dense) -Cobbles were encountered throughout. Gray, gravel with silt and sand (GP-GM) (moist, dense) -Cobbles were encountered throughout. End of Exploratory Test Pit S1 Groundwater was not encountered Slight caving was observed.SEWDRAFT Exhibit 26 LOG OF EXPLORATORY TEST PIT PROJECT: PROJECT NO.:PAGE: 1 of 1 DATE: SURFACE ELEV.:CONTRACTOR: SAMPLE METHOD:LOCATION: Water Observations: Notes:Logged By:DEPTH (ft)1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 USC SYMBOLWATER LEVELMATERIAL DESCRIPTION SAMPLE No.SAMPLE TYPEMoisture Content and Atterberg Limits 10 20 30 40 50 60 70 80 KRAZAN AND ASSOCIATES, INC. Water Level Initial: # Final: $ TP-6 Pleasant Harbor 102-23007 1 October 20, 2023 77.21 ft.Mahan Log & Lumber Grab Brinnon, WA Forest duff Reddish brown to gray, silty sand (SM) (moist, medium dense to dense) -Root masses observed from 0.5' to 1.0'. -Becomes gray and dense with gravel. Dark gray, sand with silt and gravel (SP-SM) (moist, dense) End of Exploratory Test Pit S1 Groundwater was not encountered Caving was not observed.SEWDRAFT Exhibit 26 LOG OF EXPLORATORY TEST PIT PROJECT: PROJECT NO.:PAGE: 1 of 1 DATE: SURFACE ELEV.:CONTRACTOR: SAMPLE METHOD:LOCATION: Water Observations: Notes:Logged By:DEPTH (ft)1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 USC SYMBOLWATER LEVELMATERIAL DESCRIPTION SAMPLE No.SAMPLE TYPEMoisture Content and Atterberg Limits 10 20 30 40 50 60 70 80 KRAZAN AND ASSOCIATES, INC. Water Level Initial: # Final: $ TP-7 Pleasant Harbor 102-23007 1 October 20, 2023 193.43 ft.Mahan Log & Lumber Grab Brinnon, WA Light brown, gravel with silt and sand (GP-GM) (moist, medium dense) -Cobbles were encountered throughout. -Drainfield pipe was encountered along east wall. End of Exploratory Test Pit S1 Groundwater was not encountered Slight caving was observed.SEWDRAFT Exhibit 26 LOG OF EXPLORATORY TEST PIT PROJECT: PROJECT NO.:PAGE: 1 of 1 DATE: SURFACE ELEV.:CONTRACTOR: SAMPLE METHOD:LOCATION: Water Observations: Notes:Logged By:DEPTH (ft)1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 USC SYMBOLWATER LEVELMATERIAL DESCRIPTION SAMPLE No.SAMPLE TYPEMoisture Content and Atterberg Limits 10 20 30 40 50 60 70 80 KRAZAN AND ASSOCIATES, INC. Water Level Initial: # Final: $ TP-8 Pleasant Harbor 102-23007 1 October 20, 2023 254.27 ft.Mahan Log & Lumber Grab Brinnon, WA Forest duff Brown, sand with silt and gravel (SP-SM) (moist, medium dense) -Trace cobbles were encountered throughout. End of Exploratory Test Pit S1 Groundwater was not encountered Caving was not observed.SEWDRAFT Exhibit 26 LOG OF EXPLORATORY TEST PIT PROJECT: PROJECT NO.:PAGE: 1 of 1 DATE: SURFACE ELEV.:CONTRACTOR: SAMPLE METHOD:LOCATION: Water Observations: Notes:Logged By:DEPTH (ft)1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 USC SYMBOLWATER LEVELMATERIAL DESCRIPTION SAMPLE No.SAMPLE TYPEMoisture Content and Atterberg Limits 10 20 30 40 50 60 70 80 KRAZAN AND ASSOCIATES, INC. Water Level Initial: # Final: $ TP-9 Pleasant Harbor 102-23007 1 October 20, 2023 226.43 ft.Mahan Log & Lumber Grab Brinnon, WA Organic Topsoil Gray, sand with silt and gravel (SP-SM) (moist, dense) -Cobbles were encountered throughout. - 3.0 ft. boulder was encountered. End of Exploratory Test Pit S1 Groundwater was not encountered Caving was not observed.SEWDRAFT Exhibit 26 LOG OF EXPLORATORY TEST PIT PROJECT: PROJECT NO.:PAGE: 1 of 1 DATE: SURFACE ELEV.:CONTRACTOR: SAMPLE METHOD:LOCATION: Water Observations: Notes:Logged By:DEPTH (ft)1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 USC SYMBOLWATER LEVELMATERIAL DESCRIPTION SAMPLE No.SAMPLE TYPEMoisture Content and Atterberg Limits 10 20 30 40 50 60 70 80 KRAZAN AND ASSOCIATES, INC. Water Level Initial: # Final: $ TP-10 Pleasant Harbor 102-23007 April 1, 2024 ~137 ft.Mahan Log & Lumber Grab Brinnon, WA Forest duff Reddish brown, silty sand with gravel (SM) (moist, medium dense) -Roots and cobbles encountered throughout. Light brown, sand with gravel (SP) (moist, medium dense) Brown to gray, silty sand with gravel (SM) (moist to wet, dense to very dense) -Becomes wet. -Becomes gray, very dense, cemented, and moist with cobbles encountered. -Refusal. End of Exploratory Test Pit S1 Slight groundwater seepage at 2.5 ft. Caving was not observed.SEWDRAFT Exhibit 26 LOG OF EXPLORATORY TEST PIT PROJECT: PROJECT NO.:PAGE: 1 of 1 DATE: SURFACE ELEV.:CONTRACTOR: SAMPLE METHOD:LOCATION: Water Observations: Notes:Logged By:DEPTH (ft)1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 USC SYMBOLWATER LEVELMATERIAL DESCRIPTION SAMPLE No.SAMPLE TYPEMoisture Content and Atterberg Limits 10 20 30 40 50 60 70 80 KRAZAN AND ASSOCIATES, INC. Water Level Initial: # Final: $ TP-11 Pleasant Harbor 102-23007 April 1, 2024 ~135 ft.Mahan Log & Lumber Grab Brinnon, WA Forest duff Reddish brown to gray, silty sand with gravel (SM) (moist, medium dense to very dense) -Roots and cobbles were encountered throughout. -Becomes gray, very dense, and cemented. -Refusal. End of Exploratory Test Pit S1 Groundwater was not encountered. Caving was not observed.SEWDRAFT Exhibit 26 LOG OF EXPLORATORY TEST PIT PROJECT: PROJECT NO.:PAGE: 1 of 1 DATE: SURFACE ELEV.:CONTRACTOR: SAMPLE METHOD:LOCATION: Water Observations: Notes:Logged By:DEPTH (ft)1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 USC SYMBOLWATER LEVELMATERIAL DESCRIPTION SAMPLE No.SAMPLE TYPEMoisture Content and Atterberg Limits 10 20 30 40 50 60 70 80 KRAZAN AND ASSOCIATES, INC. Water Level Initial: # Final: $ TP-12 Pleasant Harbor 102-23007 April 1, 2024 ~215 ft.Mahan Log & Lumber Grab Brinnon, WA Organic topsoil Reddish brown to gray, silty sand with gravel (SM) (moist, medium dense to very dense) -Cobbles were encountered throughout. -Becomes gray and dense. -Becomes very dense and cemented. -Interbedded gravel with sand layers were observed. Gray, sand with gravel (SP) (moist, dense) End of Exploratory Test Pit S1 Groundwater was not encountered. Caving was not observed.SEWDRAFT Exhibit 26 Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 PERCENT COARSER100 90 80 70 60 50 40 30 20 10 0 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0 24 28 9 14 21 0 46 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Test Results (ASTM D422 & ATSM D1140) Opening Percent Spec.*Pass? Size Finer (Percent)(X=Fail) Material Description Atterberg Limits (ASTM D 4318) Classification Coefficients Date Received:Date Tested: Tested By: Checked By: Title: Source of Sample: TP-3 Depth: 10.0' Date Sampled:Sample Number: 1170 Client: Project: Project No:Figure Poorly Graded Gravel with Sand 2.5 2.0 1.5 1 .75 .5 .375 #4 #10 #20 #40 #60 #100 #200 0.0726 mm. 0.0516 mm. 0.0365 mm. 0.0226 mm. 0.0159 mm. 0.0131 mm. 0.0093 mm. 0.0066 mm. 0.0047 mm. 0.0033 mm. 0.0027 mm. 0.0024 mm. 0.0014 mm. 100 94 89 82 76 68 61 48 39 32 25 16 8 4.1 4.3 3.9 3.9 5.5 5.5 5.1 4.7 4.3 3.9 3.9 3.9 3.5 3.2 NP NV NP GP A-1-a 41.4270 29.7702 9.1209 5.3160 0.6446 0.2397 0.1763 51.73 0.26 Sample Location: TP3 S1 12/15/23 12/27/23 AC Aaron Clyde Laboratory Manager 10/20/23 Pleasant Harbor Development Pleasant Harbor 10223007 PL=LL=PI= USCS (D 2487)=AASHTO (M 145)= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= Remarks *(no specification provided)DRAFTExhibit 26 Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 PERCENT COARSER100 90 80 70 60 50 40 30 20 10 0 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0 28 31 6 14 13 5 36 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Test Results (ASTM D 422 & ASTM D 1140) Opening Percent Spec.*Pass? Size Finer (Percent)(X=Fail) Material Description Atterberg Limits (ASTM D 4318) Classification Coefficients Date Received:Date Tested: Tested By: Checked By: Title: Source of Sample: TP-5 Depth: 5.0' Date Sampled:Sample Number: 997 Client: Project: Project No:Figure Poorly Graded Gravel with Silt and Sand 2.5 2 1.5 1 .75 .5 .375 #4 #10 #20 #40 #60 #100 #200 0.0700 mm. 0.0498 mm. 0.0354 mm. 0.0226 mm. 0.0162 mm. 0.0132 mm. 0.0094 mm. 0.0067 mm. 0.0048 mm. 0.0034 mm. 0.0024 mm. 0.0014 mm. 100 89 84 81 72 61 56 41 35 28 21 15 10 8.0 6.0 5.6 5.3 4.9 3.9 3.9 3.5 3.2 2.5 2.2 2.2 1.8 NP NV GP-GM A-1-a 52.5449 42.4094 11.8740 7.3573 1.0639 0.2421 0.1349 88.04 0.71 Sample Location: TP5 S1 01/02/24 01/03/24 AC Aaron CLyde Laboraotry Manager 10/20/23 Pleasant Harbor Development Pleasant Harbor 10223007 PL=LL=PI= USCS (D 2487)=AASHTO (M 145)= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= Remarks *(no specification provided)DRAFTExhibit 26 Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 PERCENT COARSER100 90 80 70 60 50 40 30 20 10 0 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0 20 25 16 23 9 1 66 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Test Results (ASTM D422 & ASTM D1140) Opening Percent Spec.*Pass? Size Finer (Percent)(X=Fail) Material Description Atterberg Limits (ASTM D 4318) Classification Coefficients Date Received:Date Tested: Tested By: Checked By: Title: Source of Sample: TP-6 Depth: 10.0' Date Sampled:Sample Number: 1171 Client: Project: Project No:Figure Poorly Graded Sand with Silt and Gravel 2.5 2 1.5 1 .75 .5 .375 #4 #10 #20 #40 #60 #100 #200 0.0688 mm. 0.0489 mm. 0.0348 mm. 0.0222 mm. 0.0157 mm. 0.0128 mm. 0.0091 mm. 0.0064 mm. 0.0046 mm. 0.0032 mm. 0.0026 mm. 0.0023 mm. 0.0013 mm. 100 95 91 85 80 74 68 55 39 27 16 10 9 7.2 7.8 7.4 7.1 6.7 6.7 6.7 6.3 6.3 5.9 5.9 5.9 5.5 5.5 NP NV NP SP-SM A-1-a 34.5661 25.4903 6.3323 3.5711 1.0740 0.3975 0.2557 24.77 0.71 Sample Location: TP6 - S1 12/15/23 12/27/23 AC Aaron Clyde Laboratory Manager 10/20/23 Pleasant Harbor Development Pleasant Harbor 10223007 PL=LL=PI= USCS (D 2487)=AASHTO (M 145)= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= Remarks *(no specification provided)DRAFTExhibit 26 Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 PERCENT COARSER100 90 80 70 60 50 40 30 20 10 0 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0 29 30 7 16 10 5 36 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Test Results (ASTM D 422 & ASTM D 1140) Opening Percent Spec.*Pass? Size Finer (Percent)(X=Fail) Material Description Atterberg Limits (ASTM D 4318) Classification Coefficients Date Received:Date Tested: Tested By: Checked By: Title: Source of Sample: TP-7 Depth: 10.0' Date Sampled:Sample Number: 998 Client: Project: Project No:Figure Poorly Graded Gravel with Silt and Sand 2.5 2 1.5 1 .75 .5 .375 #4 #10 #20 #40 #60 #100 #200 0.0709 mm. 0.0501 mm. 0.0354 mm. 0.0226 mm. 0.0160 mm. 0.0132 mm. 0.0094 mm. 0.0067 mm. 0.0048 mm. 0.0034 mm. 0.0024 mm. 0.0014 mm. 100 93 87 80 71 60 54 41 34 26 18 12 9 8.0 5.1 5.1 5.1 4.8 4.4 4.1 3.8 3.4 2.8 2.4 2.1 1.7 NP NV GP-GM A-1-a 44.6403 33.0310 12.7366 7.6589 1.2509 0.3194 0.1811 70.32 0.68 Sample Location: TP7 S1 01/02/24 01/03/24 AC Aaron CLyde Laboratory Manager 10/20/23 Pleasant Harbor Development Pleasant Harbor 10223007 PL=LL=PI= USCS (D 2487)=AASHTO (M 145)= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= Remarks *(no specification provided)DRAFTExhibit 26 Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 PERCENT COARSER100 90 80 70 60 50 40 30 20 10 0 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0 2 17 9 38 22 3 96 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Test Results (ASTM D6913 & ASTM D1140) Opening Percent Spec.*Pass? Size Finer (Percent)(X=Fail) Material Description Atterberg Limits (ASTM D 4318) Classification Coefficients Date Received:Date Tested: Tested By: Checked By: Title: Source of Sample: TP-8 Depth: 14.0' Date Sampled:Sample Number: 106-001 Client: Project: Project No:Figure Poorly Graded Sand with Silt and Gravel 1.5 1 .75 .5 .375 #4 #10 #20 #40 #60 #100 #200 0.0709 mm. 0.0501 mm. 0.0357 mm. 0.0227 mm. 0.0161 mm. 0.0132 mm. 0.0093 mm. 0.0066 mm. 0.0047 mm. 0.0044 mm. 0.0034 mm. 0.0024 mm. 100 99 98 95 92 81 72 62 34 28 21 12 12 12 12 11 10 10 10 9.4 8.7 5.8 7.9 7.2 NP NV SP-SM A-1-b 8.2973 6.0799 0.8044 0.6367 0.3336 0.0946 0.0089 90.35 15.54 Sample Location: TP8 S1 01/02/24 01/07/24 AC Aaron Clyde Laboratory Manager 10/20/23 Pleasant Harbor Development Pleasant Harbor 10223007 PL=LL=PI= USCS (D 2487)=AASHTO (M 145)= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= Remarks *(no specification provided)DRAFTExhibit 26 Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 PERCENT COARSER100 90 80 70 60 50 40 30 20 10 0 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0 25 19 5 16 25 3 76 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Test Results (ASTM D6913 & ASTM D1140) Opening Percent Spec.*Pass? Size Finer (Percent)(X=Fail) Material Description Atterberg Limits (ASTM D 4318) Classification Coefficients Date Received:Date Tested: Tested By: Checked By: Title: Source of Sample: TP-9 Depth: 10.0' Date Sampled: Sample Number: 106-002 Client: Project: Project No:Figure Poorly Graded Sand with Silt and Gravel 2.5 2 1.5 1.00 .75 .5 .375 #4 #10 #20 #40 #60 #100 #200 0.0701 mm. 0.0495 mm. 0.0352 mm. 0.0222 mm. 0.0158 mm. 0.0129 mm. 0.0092 mm. 0.0065 mm. 0.0046 mm. 0.0033 mm. 0.0023 mm. 0.0014 mm. 100 85 81 80 75 67 64 56 51 48 35 21 12 10 9.8 9.8 9.2 8.8 8.3 8.3 7.8 7.3 6.8 6.3 5.8 4.6 NP NV SP-SM A-1-b 55.3054 49.9827 6.7487 1.0780 0.3569 0.1887 0.0741 91.05 0.25 Sample Location: TP9 S1 01/02/24 1/7/24 AC Aaron Clyde Laboratory Manager 10/20/23 Pleasant Harbor Development Pleasant Harbor 10223007 PL=LL=PI= USCS (D 2487)=AASHTO (M 145)= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= Remarks *(no specification provided)DRAFTExhibit 26 Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 PERCENT COARSER100 90 80 70 60 50 40 30 20 10 0 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0 6 21 10 32 29 26 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Test Results (ASTM D6913 & ASTM D1140) Opening Percent Spec.*Pass? Size Finer (Percent)(X=Fail) Material Description Atterberg Limits (ASTM D 4318) Classification Coefficients Date Received:Date Tested: Tested By: Checked By: Title: Source of Sample: TP-12 Depth: 15.0' Date Sampled:Sample Number: 1273 Client: Project: Project No:Figure Poorly Graded Sand with Gravel 1.5 1 .75 .5 .375 #4 #10 #20 #40 #60 #100 #200 100 98 94 86 82 73 63 50 31 16 7 2.3 NP NV SP A-1-b 15.5712 11.7192 1.5306 0.8348 0.4096 0.2415 0.1882 8.13 0.58 Sample Location: TP12-S1 5/13/24 5/16/24 JC Aaron Clyde Laboraotyr Manager 4/1/24 Pleasant Harbor Development Pleasant Harbor Development 10223007 PL=LL=PI= USCS (D 2487)=AASHTO (M 145)= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= Remarks *(no specification provided)DRAFTExhibit 26 Soil Map—Jefferson County Area, Washington Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/1/2023 Page 1 of 35276900527710052773005277500527770052779005278100527830052769005277100527730052775005277700527790052781005278300505600505800506000506200506400506600 505600 505800 506000 506200 506400 506600 47° 39' 31'' N 122° 55' 34'' W47° 39' 31'' N122° 54' 36'' W47° 38' 39'' N 122° 55' 34'' W47° 38' 39'' N 122° 54' 36'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84 0 350 700 1400 2100 Feet 0 100 200 400 600 Meters Map Scale: 1:7,740 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. Exhibit 26 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 1:20,000. 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: Jefferson County Area, Washington Survey Area Data: Version 21, Sep 8, 2022 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 31, 2022—Aug 8, 2022 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—Jefferson County Area, Washington Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/1/2023 Page 2 of 3 Exhibit 26 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Co Coastal beaches 0.6 0.3% GoD Grove very gravelly loamy sand, 15 to 30 percent slopes 5.8 2.9% GoE Grove very gravelly loamy sand, 30 to 50 percent slopes 10.0 5.0% GrD Grove very gravelly sandy loam, 15 to 30 percent slopes 7.5 3.7% HoC Hoodsport very gravelly sandy loam, 0 to 15 percent slopes 44.7 22.2% HrD Hoodsport-Grove very gravelly sandy loams, 0 to 30 percent slopes 132.4 65.8% SuB Swantown gravelly loam, 0 to 8 percent slopes 0.4 0.2% Totals for Area of Interest 201.3 100.0% Soil Map—Jefferson County Area, Washington Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/1/2023 Page 3 of 3 Exhibit 26 2008 Geotechnical Report Exhibit 26 SUBSURFACE GROUP, LLC FINAL_Geotechnical121708.doc Geotechnical Investigation Pleasant Harbor Marina and Golf Resort Brinnon, Washington Prepared for: The Statesman Corporation December 17, 2008 Project No. SG-0801 Exhibit 26 Exhibit 26 The Statesman Corporation December 17, 2008 Page i SUBSURFACE GROUP, LLC TABLE OF CONTENTS 1 INTRODUCTION..............................................................................................................................1 2 SITE AND PROJECT DESCRIPTION..............................................................................................1 2.1 Golf Course and Resort...........................................................................................................1 2.2 Marina and Maritime Village ....................................................................................................2 3 SITE EXPLORATIONS.....................................................................................................................2 4 LABORATORY TESTING ................................................................................................................2 5 REGIONAL GEOLOGY....................................................................................................................2 6 SEISMICITY AND FAULTING..........................................................................................................4 7 SUBSURFACE CONDITIONS .........................................................................................................4 7.1 Holocene Deposits...................................................................................................................5 7.1.1 Fill.........................................................................................................................................5 7.1.2 Colluvium (Qmw)..................................................................................................................5 7.1.3 Beach Deposits (Qb)............................................................................................................5 7.1.4 Landslide Deposits (Qls)......................................................................................................5 7.2 Vashon Stade Glacial Deposits ...............................................................................................5 7.2.1 Recessional Outwash (Qvr).................................................................................................5 7.2.2 Ice Contact Deposits (Qvi)...................................................................................................5 7.2.3 Vashon Basal Till (Qvt) ........................................................................................................6 7.2.4 Vashon Lodgment Till (Qvtl) ................................................................................................6 7.2.5 Vashon Advance Outwash (Qva).........................................................................................6 7.3 Pre-Vashon Deposits (Qu).......................................................................................................7 7.4 Bedrock....................................................................................................................................7 8 SURFICIAL SOILS ...........................................................................................................................7 9 GROUNDWATER.............................................................................................................................8 10 CONCLUSIONS...........................................................................................................................9 10.1 General ....................................................................................................................................9 10.2 Engineering Soil Properties .....................................................................................................9 10.3 Geologic Hazards ..................................................................................................................10 10.3.1 Erosion...........................................................................................................................11 10.3.2 Landsliding and Steep Slopes .......................................................................................12 10.3.3 Seismic...........................................................................................................................13 11 RECOMMENDATIONS..............................................................................................................14 11.1 General ..................................................................................................................................14 11.2 Earthwork...............................................................................................................................14 11.2.1 General ..........................................................................................................................14 11.2.2 Site Preparation .............................................................................................................15 11.2.3 Structural Fill..................................................................................................................16 11.2.4 Cut Slopes......................................................................................................................17 11.2.5 Fill Slopes.......................................................................................................................17 11.3 Temporary Shoring ................................................................................................................17 11.4 Stormwater Retention Ponds.................................................................................................20 11.4.1 Compacted Soil Liner.....................................................................................................20 11.4.2 Flexible Membrane Liner ...............................................................................................20 11.4.3 Geosynthetic Clay Liner.................................................................................................21 11.5 Spread Footing Foundations..................................................................................................21 11.5.1 Bearing Stratum.............................................................................................................21 11.5.2 Footing Depths and Widths............................................................................................21 11.5.3 Allowable Bearing Pressures.........................................................................................21 11.5.4 Lateral Resistance .........................................................................................................22 11.5.5 Subgrade Verification.....................................................................................................22 11.6 Slab-on-Grade Floors ............................................................................................................22 11.6.1 Subgrade Preparation....................................................................................................22 Exhibit 26 The Statesman Corporation December 17, 2008 Page ii SUBSURFACE GROUP, LLC 11.6.2 Subgrade Modulus.........................................................................................................22 11.6.3 Sub-base and Vapor Barrier..........................................................................................22 11.7 Foundation and Retaining Walls............................................................................................22 11.7.1 Backfill and Drainage.....................................................................................................22 11.7.2 Lateral Earth Pressures .................................................................................................23 11.7.3 Resisting Forces ............................................................................................................23 12 USE OF THIS REPORT ............................................................................................................24 13 REFERENCES ..........................................................................................................................24 APPENDICES Appendix A: Site Explorations Appendix B: Laboratory Testing Appendix C: Important Information about Your Geotechnical Engineering Report. Exhibit 26 The Statesman Corporation December 17, 2008 Page iii SUBSURFACE GROUP, LLC LIST OF TABLES Table 1: Natural Resources Conservation Service Soil Summary……………………………….. 8 Table 2: Engineering Soil Properties…………………………………………………………………….. 9 Table 3: General Site Infiltration Classification Categories…………………………………………... 10 Table 4: Natural Resources Conservation Services Erosion Potential ……………………………. 11 Table 5: Estimated Quantities of Excavated Aggregate …………………………………………….. 15 Table 6: Recommended Compaction Standards ………………………………………………………16 Table 7: Estimated Wall and Ground Movement……………………………………………………….19 Table 8 Allowable Soil Bearing Pressures (ksf) ………………………………….……………………21 Table 9: Drain Gravel ………………………………………………………………………………….. 23 Table 10: Non-Woven Drainage Geotextile ……………………………………………………………. 23 LIST OF FIGURES Figure 1: Proposed Development Figure 2: Site Grading Plan Figure 3: Maritime Village Section View Figure 4: Limits of Vashon Glacier Advance Figure 5: Geologic Structures Figure 6: Surficial Geology and Exploration Plan Figure 7: Surficial Soils Figure 8: Qvr Particle Size Distribution Figure 9: Qvio Particle Size Distribution Figure 10: Qvt/Qvit Particle Size Distribution Figure 11: Qva Particle Size Distribution Figure 12: Field Infiltration Tests Figure 13: Estimated Infiltration Rate by USCS Soil Type Figure 14: Existing Site Infiltration Characterization Figure 15: Final Site Grading Infiltration Characterization Figure 16: Erosion and Landslide Hazard Potential Figure 17: Temporary Shoring Lateral Pressures Figure 18: Lateral Pressures from Surcharge Loads Figure 19: Tieback No Load Zone Figure 20: Pond Liner Anchor Trench Attachment 1: “Important Information about Your Geotechnical Engineering Report.” APPENDIX A Table A-1: Infiltration Rates Figure A-1: Key to Test Pit and Boring Logs Figures A-2 to A7: Log of Monitoring Wells MW-1 to MW-6 Figure A-8: Log of Boring IW-1 Figures A-9 to A-13: Log of Boring B-101 to B-105 Figures A-14 to A-16: Log of Boring B-201 to B-203 Figures A-17 to A-82: Log of Test Pits TP-1 to TP-65 Figures A-83 to A-92: Log of Test Pits IT-1 to IT-9 Figures A-93 to A-109: Log of Test Pits TP-101 to TP-117 APPENDIX B Figures B-1 to B-16: Particle Size Distribution Reports Figures B-17 to B18: Compaction Test Reports Exhibit 26 The Statesman Corporation December 17, 2008 Page 1 of 25 SUBSURFACE GROUP, LLC 1. INTRODUCTION This report presents the results of our geotechnical evaluations for the Pleasant Harbor Marina and Golf Resort project in Brinnon, Washington. The purpose of our services was to evaluate subsurface and geologic conditions as a basis for preparation of the Soils and Geology section of the EIS and SEIS documents, and to provide geotechnical recommendations for design of the facility. Our services were provided under two separate contracts: (1) the preliminary design phase as outlined in our scope of services dated January 18, 2006 and (2) the final design phase as presented in our March 17, 2008 proposal. Our services included: review of existing information; test pit and borehole explorations; installation of groundwater observation wells and instrumentation; in-situ infiltration and aquifer tests; engineering analyses, and preparation of this report. This report includes all of the information from the preliminary and final design phases including all of the field explorations and laboratory testing. The information in this report supersedes the information presented in previous reports (Subsurface Group, 2006, and Perrone Consulting, Inc., 2006) prepared for this project. 2. SITE AND PROJECT DESCRIPTION The project site consists of the golf course and the marina as shown on the Site Plan, Figure 1: We understand that Statesman Corporation plans to construct a resort community with an 18-hole golf course, commercial/retail space, vacation town homes, and residences for employees. The Marina component would include an upgrade of the existing marina and construction of a maritime village. The proposed development would be phased over several years. 1.1 Golf Course and Resort The golf course and resort site covers approximately 220 acres and was operating since the 1950’s as a campground until late 2007. The south property line borders Hood Canal for approximately ½ mile. The site topography rises up from Hood Canal to the upland area at about elevation 200 to 300 ft. (elevation datum is NAVD88). The upland area consists of hummocky terrain which was sculpted by glacial processes, and includes a series of kettle depressions that are about 120 feet deep. The slopes along Hood Canal consist of near vertical 100 ft high bluffs along the easterly ½ of the property line. The westerly shoreline slopes are inclined at about 1H:1V to 1.5H:1V Some site grading has occurred to create about 500 level campsites and a network of gravel and paved roadways. A gravel borrow pit was located east of the large kettle and in the fenced storage area near the campground entrance. Portions of the site were previously logged including the large kettle. The site is vegetated with Douglas fir, spruce, alder and cedar, Madronna, alder and maple trees with an under story of salal, ferns and blackberries. The project will include construction of: an 18 hole golf course; a Central Terrace Complex with 46,000 square feet of commercial space and an underground parking garage; Terrace Buildings B, C and D with 332 residential units; The Alpine Chalets with 46 residential units; the Sea Side Villas with about 218 residential units; and associated roadways and infrastructure as shown on Figure 1. The residential units will be dispersed along the fairways and will have underground parking. One of the large existing kettle holes will be lined and used to retain treated stormwater and Class A effluent discharge from the proposed sewerage treatment plant. The kettle hole will be partially backfilled to raise the operating storm water pond surface elevation. Additional stormwater detention will be constructed in smaller unlined kettles and in lined ponds constructed within compacted site fills. Site grading plans include balanced cut and fill with cuts of up to 70 ft. as shown on Figure 2. Exhibit 26 The Statesman Corporation December 17, 2008 Page 2 of 25 SUBSURFACE GROUP, LLC 1.2 Marina and Maritime Village The Maritime Village and upland Marina site is comprised of about 26 acres located along the east side of SR-101 north of Black Point Rd. The Maritime village property is undeveloped except for a real estate office building near Black Point Road, an active Bed and Breakfast, one residence and the existing marina store and parking areas. The site generally slopes down to the east at about 2H:1V to 3H:1V. There are mid-slope benches that were cut into the existing hillside above the marina for access roads and parking. Most of the site is vegetated by Douglas fir trees with a thick under story of salal and ferns. Three intermittent streams flow through the north end of the site and two intermittent streams flow through the south end of the site and discharge into Pleasant Harbor. Current plans indicate construction of Maritime Village 1 and 2 overlooking Pleasant Harbor to replace the existing marina store and construction of the Water Touch Chalet residences. Maritime Village 1 will consist of a 3 story building with about 4610 sq ft of commercial space including a yacht club on the first floor and 2 stories of residential units overlooking the harbor. The west side of the building will also include 3 stories of parking. Maritime Village 2 will consist of a 3 story building with residential units and about 6900 sq ft of commercial space. Maritime Village 1 and 2 will have a total of 59 residential units; a section view is illustrated in figure 3. The Water Touch Chalets will consist of 28 residential units with an attached garage. In addition the development will have associated new infrastructure such as roads, surface parking and underground utilities. 3. SITE EXPLORATIONS Subsurface conditions for this project were explored by drilling borings, excavating test pits, and performing infiltration tests in selected test pits and borings. The exploration locations are shown on Figure 1. Borings B-101 through B-105 in the proposed golf course area and borings B-201 through B- 203 at the marina area were generally completed to the bottom of the anticipated site cuts at depths varying from 20 to 70 ft below existing site grades. The MW-1 through MW-6 and IW-1 borings were completed at the golf course to depths of 145 to 230 feet for the purpose of characterizing aquifer conditions. Test pits are designated by “IT” and “TP” designations with infiltration tests carried out in the “IT” series test pits. Descriptions of the subsurface exploration methods and in-situ infiltration testing methods are presented in Appendix A along with the boring and test pit logs, infiltration test data. Soils were classified in general accordance with the Unified Soil Classification System (ASTM D-2487 and ASTM D2488) as described in Appendix A, Figure A-1, “Key to Log of Borings.” 4. LABORATORY TESTING All of the soil samples were examined in the laboratory and classified using the visual-manual procedure (ASTM D2488). Grain size distribution analyses, including mechanical sieving, hydrometer tests and/or Modified Proctor compaction tests were completed on selected samples taken from the borings and test pits. Descriptions of the testing methods and the test results are presented in Appendix B. 5. REGIONAL GEOLOGY The project site lies on the boundary of the Physiographic province of the Olympic Mountains and the Puget Sound Lowland which has a complex history of orogeny (mountain building), volcanism, faulting, erosion, deposition of sedimentary rocks, and several periods of glaciations. These forces have formed the present landforms in the region. The Olympic Mountains were formed during the Tertiary time which formed the Core rocks consisting of slates, phyllite, semi-schist, sandstone, conglomerate, and volcanic rocks known as the Crescent Exhibit 26 The Statesman Corporation December 17, 2008 Page 3 of 25 SUBSURFACE GROUP, LLC Formation (metamorphosed basalts and pillow basalts). The younger Peripheral rocks deposited in the Oligocene to Miocene time, surround the Core rocks along the west, north, and east. The Peripheral rocks uncomfortably overly the Crescent Formation and consist of sedimentary rocks primarily of siltstone, mudstone, sandstone, and conglomerate (Tabor & Cady 1978). Bedrock is exposed on the northeastern tip of Black Point and in the mountains to the west of the site. Two tectonic events which occurred during the late Oligocene and middle Miocene produced two major episodes of deformation. During these periods of deformation, low angle thrust faulting resulted in the eastward thrusting of the Core rocks over the younger Peripheral sedimentary rocks. A series of arcuate thrust faults along the east, north, and south sides of the Olympic Mountains forms the boundary between the Core and the Peripheral rocks. During the Pleistocene (10,000 to 200,000 years ago), continental glaciers advanced into the Puget Sound Lowland and the Olympic Mountains at least four times. Locally, in the western margin of Hood Canal and the Olympic Mountains, erosion from glacial ice produced landforms such as U-shaped valleys and truncated spurs, and glacial-fluvial processes have produced notched ridgelines and eroded outwash channels. Geologic mapping completed on the Torandos Peninsula (north of project site) indicates evidence of three separate glacial advances (youngest to oldest): Vashon Stade of the Fraser glaciation, Possession Drift and, the Double Bluff Drift (Birdseye, 1976). During each glaciation, landforms were modified by glacial ice and deposition of glacial derived sediments in front of the glacial ice, as the glacial ice overrode the region and as the glacial ice retreated from the Puget Sound Lowland and Olympic Mountains. Between each glacial advance, interglacial sediments consisting of well-bedded fluvial silt, sand, and gravel were deposited as deltas or in streambeds as well as fine-grained deposits of organic silt, clay, and peat in marshes and bogs. Locally non glacial fluvial deposits (Qu) probably of the older Whidbey interglacial period, underlies the younger Vashon Stade glacial deposits. The Fraser Glaciation, especially the Vashon Stade (last glacial advance about 13,000 to 19,000 years ago) modified the project area to its present topography. As the glacial ice known as the Puget Lobe advanced into the project area, meltwater streams began depositing advance outwash deposits of silt, sand, gravel, and cobbles over ancestral topography. The maximum limits of the Vashon Stade glaciation and the approximate location of the project site are presented on Figure 4. Portions of the Puget Lobe advanced into the Puget Sound Lowland south to Olympia and east to the Cascade Mountains. The Puget Lobe blocked the drainages of the outwash meltwater streams producing ice dammed impoundments such as glacial Lake Leland (verbal communications Troost and Booth 2006). In the relatively quiet waters of the glacial lake, glacio-lacustrine deposits of sandy silt, silt, and clay were deposited. As the Puget Lobe advanced into the project area glacio-lacustrine and outwash deposits were overrun by the advancing ice and a homogeneous mixture of silt, sand, gravel, cobbles and boulders known as Vashon till was created under the advancing glacial ice. As the ice retreated deposits of ice contact stratified drift were deposited along the margins of the Vashon Stade glacial ice and large blocks of glacial ice were left in place (stagnant ice). Meltwater from the retreating glacier created kame terraces and eskers deposited over the stagnant ice. These landforms were created under and along the margins of the retreating glacier and consisted of coarsely bedded sand, gravelly sand, sandy gravel of recessional outwash deposits. As the Vashon Stade glacier retreated further, Glacial Lake Leland began draining and releasing large volumes of water that flowed through the area and eroded the Vashon Stade glacial deposits. Eroded earth materials were deposited around and over the large stagnant blocks of ice. When the stagnant ice melted voids were left forming depressions known as kettles. Kettles in the Puget Lowland may be found as deep as 300 to 400 feet. Alpine glaciers from the Olympic Mountains began to advance into the area after retreat of the Puget Lobe. Alpine glaciation began depositing glacially derived sediments and further modified the existing topography in the Duckabush and Dosewallips River drainages. However alpine glaciation did not advance into the project area. Exhibit 26 The Statesman Corporation December 17, 2008 Page 4 of 25 SUBSURFACE GROUP, LLC 6. SEISMICITY AND FAULTING Recent studies completed in the Puget Sound Lowland identified several faults which have been active during the Holocene Period (present day) and lithologic and/or tectonic lineaments. Most notably are the Seattle Fault Zone, Hood Canal Fault/lineament, and Coastal Boundary Fault/lineament. These structural features lie within 15 miles of the project site. The locations of these structures are presented on Figure 5. The western terminus of the Seattle Fault lies about 14 to 19 kilometers east of the project site. Recent studies have concluded that movement along this fault has occurred 1,100 years before present. A seismic event along this fault may be as high as Magnitude 7 event (Hamilton 2006). The closest fault/lineament is the Hood Canal Fault, this lies within a few kilometers west of the site. Recent studies completed at the Lake Cushman Project have described the Hood Canal Fault as a nonexistent source of seismic activity (Hamilton 2006). The Coastal Boundary Fault/lineament lies to the west of the site. It is considered an inter-plate boundary truncated by a thrust fault that was active during the middle Miocene and is a lithologic boundary of the older Crescent Formation basalts and the younger sedimentary rocks that form the Peripheral Rocks of the Olympic Mountains. At this time no seismicity studies indicate the generation of an earthquake along this structure. The Puget Sound region lies within an area of small to large magnitude earthquakes. The three most notable earthquakes were 1) 1949 magnitude 7.2 epicenter near Olympia 2) 1965 magnitude 6.7 epicenter near Tacoma, and 3) 2001 magnitude 6.9 epicenter in the Nisqually flats. The large seismic events are the result of the subduction of Juan De Fuca plate and are referred to as intraplate earthquakes with epicenters deeper than 30 km. Shallow crustal earthquakes occur at depths ranging from the surface to 25 km. These shallow earthquakes originate in a saucer shaped zone about 10 km thick that underlies the Puget Sound lowlands at depths below 15 km. The largest of these shallow events were less than Magnitude 5 (Hamilton 2006). A seismic hazard study completed for FERC on the Cushman Project No. 462 (Hamilton, 2006), located about 24 miles southwest of the project site, identified surface rupture of Vashon and Holocene sediments on various lineaments. The study concluded that these ruptures occurred about 1,100 years before present and were related to large scale glacio-tectonic stress relief (isostatic rebound from removal of Vashon age glacial ice) rather than true tectonic faulting (Hamilton 1998). This mechanism produced shallow crustal earthquakes, landslides, and displacements on local faults and the Seattle Fault zone. 7. SUBSURFACE CONDITIONS The project sites are comprised of predominantly Vashon Age glacial soils that consist of dense to very dense sand or sand and gravel with varying amounts of silt and some cobbles and occasional boulders. Older Pre-Vashon non-glacial deposits consisting primarily of dense to very dense silty sand with minor layers of hard lacustrine silts and clays were observed at depth in test boring B-2 and exposed in the bluffs along Hood Canal. Bedrock outcrops were not present on the four project site areas or within the depth of the exploratory test pits and borings performed for this project. A summary of site subsurface conditions are presented in this section in order of increasing depth. Locations of surficial geologic deposits on the project sites are shown on Figure 6. Exhibit 26 The Statesman Corporation December 17, 2008 Page 5 of 25 SUBSURFACE GROUP, LLC 7.1 Holocene Deposits 7.1.1 Fill Fill soil was generally found under existing roads, graded campsites and along the margins of existing buildings. Fill soil was re-worked native soil consisting of loose to medium dense, silty gravelly sand with trace organics to few organics. Fill soil in the project area may range in thickness from a few feet to 10 feet along the edges of roadways and campsites. Fill soil were not shown on the geologic map because of the limited extent and variable relatively thin thickness. 7.1.2 Colluvium (Qmw) Colluvium was found near the base of the steeper slopes on the project area. Colluvium consisted of loose and weathered parent soil which was transported down slope by gravity and erosion and accumulated at the base of slopes. Generally colluvium was loose to medium dense and consisted of various percentages of silt, sand, gravel, cobbles, and boulders. The thickness could vary from a few feet to over ten feet. Colluvium was not shown on the geologic map because of its limited extent. 7.1.3 Beach Deposits (Qb) Beach deposits were locally found along the inter-tidal zone between the coastal bluffs and Hood Canal. They consisted of loose to medium dense, silt, sand, fine to coarse gravel, cobbles, and boulders to several feet in diameter, with wood debris, shells, and other organics present. Beach deposits are constantly reworked by tidal and wave action, and may change from sand to cobbles and boulders over short distances. 7.1.4 Landslide Deposits (Qls) Landslide deposits have accumulated near the base of the coastal bluffs bordering Hood Canal. No clear evidence of landslides or smaller debris flows were observed along the margins of the kettle depression or on the steeper slopes in the upland portions of the project site. Landslide features were identified on the geologic map on the southwestern portion of the coastal bluff. The deposits consisted of loose to stiff glacial diamict composed of broken to internally coherent surficial deposits derived from fine and coarse grained glacial outwash, glacial till, and colluvium which were transported down slope. Only minor slumping and small debris flows were evident along the southeastern coastal bluff area at the contact between the Vashon glacial deposits and the older Pre-Vashon non-glacial deposits. 7.2 Vashon Stade Glacial Deposits Vashon Stade glacial deposits were mapped on the ground surface across the project sites and observed in test pits and borings. These deposits were generally dense to very dense and should provide a suitable earth material for support of proposed structures, slopes, roadways, and other site improvements. 7.2.1 Recessional Outwash (Qvr) Recessional outwash deposits were formed from the meltwater streams from the retreating glacier as deltaic and kame terrace deposits as well as eskers formed from stream and river channels underneath the retreating ice. The distribution of this deposit was probably much larger in extent across the site at one time, but was eroded away by flood waters from the breaching of Glacial Lake Leland leaving discontinuous deposits at the top of hills and in meltwater drainages. This deposit consists of a loose to medium dense stratified sand, gravelly sand, and sand and gravel with scattered boulders. 7.2.2 Ice Contact Deposits (Qvi) Ice contact deposits were formed along the margins, in front of, and under glacial ice. Since the ice front was dynamic, repeatedly retreating and advancing, the deposits consist of intricately arranged lenses and layers of till diamicts, glacial outwash, and fine-grained lacustrine deposits. Diamicts are a Exhibit 26 The Statesman Corporation December 17, 2008 Page 6 of 25 SUBSURFACE GROUP, LLC broad mix of particle sizes ranging from mud to boulder all incorporated into a poorly sorted matrix. The change between these deposits may occur over tens of feet with soft sediment deformation causing vertical movement of granular soils into fine grained lacustrine deposits that are bedded with lenses of glacial till. Most of the upland portion of the site consisted of ice contact glacial deposits. Ice contact deposits have been subdivided based on soil gradation characteristics into three separate sub-units: glacial till, glacial outwash, and glacio-lacustrine. 7.2.2.1 Ice contact glacial till consisted of a dense to very dense homogenous mixture of silt sand, gravel, and cobbles. This deposit appears to be slightly porous, presents a distinct weathering rind and color on outcrop exposures that is stratified with irregular lenses of sand locally interbedded with outwash and lacustrine deposits. The glacial till in the kettle features can grade to sandy gravel and gravelly sand with trace amounts of silt. Contacts between sub- units can be 30 degrees to horizontal as observed at the project sites (Road Cut I location). The thickness of this unit can vary from a few feet to tens of feet. Glacial Till (Qvit) The ice contact glacial till deposits in the kettle depressions were formed in-situ. Sediments suspended in the ice were released during melting forming a till diamict. This process could have taken place over several thousand years forming a glacial till rind at the bottom of the kettles (verbal communications 2006 Troost and Booth). This till rind was evident in boring MW-6 where about 195 feet of till diamict was encountered. 7.2.2.2 The ice contact outwash consisted of dense well bedded sand, gravelly sand, and sandy gravel. The deposit was usually interbedded with thin diamict layers and irregular lenses of fine-grained lacustrine deposits. Bedding can be flat-lying to dipping up to 90 degrees in localized soft sediment deformation features. Glacial Outwash (Qvio) 7.2.2.3 The ice contact glacio–lacustrine deposit consisted of stiff silt to medium dense sandy silt. This deposit occurred in the more granular sub units as thin discontinuous lenses and laminations. Bedding can be flat-lying to dipping up to 90 degrees in localized soft sediment deformation features. Glacio-Lacustrine (Qvil) 7.2.3 Vashon Basal Till (Qvt) The Vashon basal till consists of a very dense, homogenous mixture of silt, sand, subrounded gravel, and cobbles. This deposit is similar to the ice contact till but it lacks the stratification of granular soil and fine-grained lacustrine sediment. The distribution of this sub unit is localized in the southwestern portion of the site and is exposed along the coastal bluff below the ice contact glacial till. The thickness observed was estimated at about 15 to 25 feet. 7.2.4 Vashon Lodgment Till (Qvtl) The Vashon lodgment till consists of a very dense, homogenous, gravelly, sandy silt with subrounded cobbles to boulders to 3-foot diameter set in a matrix of silt. The deposit was stratified with sand, gravelly sand, and gravel lenses and/or layers. The distribution of this sub unit is north the of project site with outcrop exposures along State Route 101 and along road cuts in the Pleasant Harbor Marina. 7.2.5 Vashon Advance Outwash (Qva) The advance outwash deposit consisted of dense to very dense well bedded sand, with thin layers of gravelly sand, and sandy gravel. This deposit was formed in front of the glacial ice in braided streams and rivers. Coarse grained gravelly sand and sandy gravel were usually formed in high gradient environments and sand in lower gradient environments. Bedding was flat-lying but can be dipping up to 40 degrees in localized soft sediment deformation features. The distribution of the exposure is shown on the geologic map along the southwest side of the project site. Exhibit 26 The Statesman Corporation December 17, 2008 Page 7 of 25 SUBSURFACE GROUP, LLC Test borings MW-1, MW-3 MW-4, and MW-5 encountered this deposit. Qva underlies the Vashon basal till (Qvt) and/or ice contact till (Qvit). At these test borings the Qva unit was found between elevations 94 ft to 140 ft. Locally at MW-6 a thicker sequence of Qvit was encountered overlying Qva at elevation 14 ft. These localized discontinuities in the thickness of glacial deposits can be expected where continental ice sheets were at the margins of their maximum extent. Outcrop exposures of Qva north and east of the project site were generally coarse grained grading at depth to fine to medium grained sand interbedded with gravelly sand. 7.3 Pre-Vashon Deposits (Qu) Pre-Vashon non-glacial deposits underlie the Vashon age glacial deposits along the south-central and southeastern portion of the beach bluff. The deposits are interglacial and part of the Whidbey Formation. The interglacial deposits were composed of very dense stratified fine to coarse sand interbedded with gravelly sand with occasional 2 to 6-inch thick clayey silt beds. Most of the deposit is composed of dark lithic (dark volcanic and sedimentary rock) subrounded gravel and sand with scattered organic rich layers. The composition indicates that the source area was from the Duckabush River and Dosewallips River drainages. Test boring MW-2 encountered this unit at elevation 150 feet. The upper 25 feet of the deposit had been weathered with the sand matrix being weathered to clayey silt. The unit was generally striking east-west and dipping to the south at 30 to 40 degrees. A 20 to 30 degree unconformable contact was observed between Vashon advance outwash deposits in the south-central beach bluff and rising to the top of the bluff along the southeastern portion of the site. 7.4 Bedrock Bedrock was not encountered in our subsurface explorations or observed during the site reconnaissance but underlies the project area at depth. Crescent formation basalt outcrops were observed near the project site along the southeastern shoreline of the Pleasant Harbor Marina, along Black Point, and 750 feet south of the point. The Crescent formation outcrops consisted of a slightly weathered fine grained, hard, slightly weathered metamorphosed Crescent Formation basalt. Generally the basalt was sound with widely to very widely-spaced fractures. Slopes underlain by the bedrock were near vertical to vertical. 8. SURFICIAL SOILS The Natural Resources Conservation Service (NRCS) has mapped Grove Series, Hoodsport Series, Coastal Beach and Rough Terrain soils on the project site (McCreary and Raver, 1975). A description of these soils and our interpretation of the geologic formation are summarized in Table 1. Exhibit 26 The Statesman Corporation December 17, 2008 Page 8 of 25 SUBSURFACE GROUP, LLC Table 1 – Natural Resources Conservation Service Soil Summary Soil Series NRCS Symbol Textural Classification Terrain Slopes Drainage USCS Symbols Geologic Formation Coastal Beaches Co Sands and gravels None Somewhat excessively & well drained. SP, GP Beach deposits, (Qb) Grove GoC Very gravelly loamy sand 0 to 15% Somewhat excessively & well drained. SP-SM, SM Vashon glacial recessional outwash, (Qvr, Qvio)GoE Very gravelly loamy sand. 30 to 50%SP-SM, SM Hoodsport HoC Very gravelly sandy loam 0 to 15% Moderately to well drained soils. Low permeability cemented layer at a depth of 20 to 36 inches. GP-GM, GM, SP- SM, SM Vashon glacial till (Qvt, Qvit) HoD Very gravelly sandy loam 15 to 30% HrD Very gravelly sandy loam 0 to 30%Vashon glacial till (Qvt, Qvit) and Vashon glacial advance outwash (Qva, Qvio) Rough Broken Land Ro None Varies Pre-Vashon (Qu) The locations of these soils are shown on Figure 7. 9. GROUNDWATER Groundwater at the Golf Course and Resort site, and for most of the Black Point area, resides in the sea-level aquifer. Though there is a small component of easterly groundwater flow from the mainland toward Pleasant Harbor, most of the groundwater on-site comes from the direct infiltration of precipitation. As water percolates downward, it may perch on low-permeability till or till-like soils; however, since there were no streams and only minor seeps observed on the bluffs at the site, it is assumed that perching layers are discontinuous, and the majority of groundwater percolates to the sea-level aquifer. Groundwater was not encountered in the test pit explorations and there was only minor evidence of surface water present on the Golf Course site. A small pond does exist in one of the smaller kettles; this water is suspected of being fed by a leak in the water distribution piping for the campground. During our site reconnaissance on February 16, 2006 we observed about 5 feet of ponded water at the bottom (approximately elevation 60 feet) of the large kettle feature. The same kettle was dry on subsequent site visits in May and June of 2006. It is our opinion that this water collects on low permeability soils at the base of the kettle during the wet season, and then evaporates or infiltrates during drier periods. A wetland also exists in the northeast part of the Golf Course Site but it is not clear at this time whether the wetland is supported by groundwater, or the same processes found in the large kettle. The regional groundwater levels measured in borings MW-1, MW-2 and MW-3 ranged between 7 feet elevation at boring MW-3, 17 feet elevation location at MW-1, and 27 feet elevation at boring B-2. The existing domestic wells in the area and Pleasant Tides Water Co-Op indicate the same regional trend with static water levels ranging from 20 to 25 feet elevation. The water level in the American Campground well was about elevation 9 ft. Direct measurement of groundwater elevation was not performed in the Marina and Maritime Village site. In these areas, low-permeability till is probably directly underlain by bedrock. In this environment, groundwater recharge is limited and surface water flow is typically seasonal and intermittently related to precipitation events. Seepage was observed in April 2006 along an access Exhibit 26 The Statesman Corporation December 17, 2008 Page 9 of 25 SUBSURFACE GROUP, LLC road southwest of the Pleasant Harbor Marina, but was not observed in June 2006. Groundwater levels are likely just above sea level in these areas. Since the Vashon glacial deposits are discontinuous, particularly the Vashon Ice Contact (Qvi) deposits, perched groundwater could be encountered where impervious layers underlie granular soils. The locations of perched groundwater conditions in the near surface glacial deposits are limited and could be encountered anywhere on the site, especially at end of the winter and early spring months. 10. CONCLUSIONS 10.1 General The site consists of predominantly glacial granular soils that could be used for general site regrading, structural fill beneath buildings, infiltration areas, and for bedding beneath fairways and greens. However, the soils will need to be screened and processed on site to produce sufficient sand for the fairways and greens. Cobbles and small boulders could be crushed on site to produce gravel base course for roads. 10.2 Engineering Soil Properties The soil gradation of each geologic unit varies widely and includes clean to silty sands, gravelly sand and sandy gravel. Summary plots of soil gradation for each geologic unit are presented in Figures 8 to 11. In general, the cobble and boulder size portions of the natural soil deposits are not well- represented in these test results due to practical limitations in collecting and transporting representatively large sample volumes. Table 2 summarizes the engineering properties of the soil units. The values are based on laboratory index testing, in-situ infiltrometer tests, correlations with other test data on similar soils in this area and our engineering judgment. Table 2 – Engineering Soil Properties Soil Description Moist Unit Weight (pcf) Infiltration Rate (inches/hour)* Strength Cohesion (psf) Friction (degs.) Structural Fill (92% modified Proctor compaction) 125 to 135 To be determined based on project design needs 0 36 to 38 Glacial Deposits SP, SW 135 15 to 27 0 40 GP, GW 135 17 to 90 0 40 SP-SM, SW-SM 135 8 to 22 0 40 GP-GM, GW-GM 135 11 to 27 0 40 SM, GM 140 0.2 to 5 500 40 Recessional Outwash (Qvr) 130 Refer to “Glacial Deposits” values above for each USCS soil type. 0 36 to 38 * Average value plus or minus one standard deviation. Exhibit 26 The Statesman Corporation December 17, 2008 Page 10 of 25 SUBSURFACE GROUP, LLC Infiltration rates presented in Table 2 were based on 8 in-situ large diameter infiltrometer tests and borehole infiltration tests performed across the golf course site. The test locations are shown in Figure 6 and a summary of the results are presented in Appendix B. The measured infiltration rates are plotted vs. the D10 sieve size (sieve size that passes 10% of the soil sample) in Figure 12 along with other published data (WSDOE, 2005) from Western Washington including large scale infiltrometer tests and long-term measured infiltration rates in pond bottoms. The Pleasant Harbor tests are in good agreement with the published infiltrometer tests and can be represented by the “best fit” line shown in Figure 12. This Infiltration Rate vs. D10 relationship was used to estimate infiltration rates for soil samples collected across the site. The histogram in Figure 13 illustrates the range of estimated infiltration rates for each of the soil types encountered at the project site and for the total sample population. The average infiltration rate and standard deviation is also shown for each soil group. In general the data indicate that the majority of the estimated infiltration rates occur in 3 ranges: “low” infiltration rate of about 0.5 to 5 inches/hour; “moderate” infiltration rate of about 5 to 30 inches/hour and; “high” infiltration rate of about 30 to 90 inches/hour. Combining the results from Table 2 based on soil type and the histogram of estimated infiltration rates for site soil samples (Figure 13) a general site infiltration classification system is presented in Table 3. Table 3 – General Site Infiltration Classification Categories Site Infiltration Classification Soil Types Infiltration Rate (inches/hour) Low SM, GM 0.5 to 5 Medium SP, SW, SP-SM, SW-SM, GP-GM, GW-GM 5 to 30 High GP, GW 30 to 90 The existing site infiltration conditions are illustrated in Figure 14 based on the infiltration classification categories. Figure 15 provides our interpretation of site infiltration for the proposed final site grading. Infiltration rates for “Fills” were classified as “moderate” with the expectation that the specific infiltration rate will be engineered to meet project design infiltration requirements that are at least in the moderate category. Our site infiltration characterization was limited by the variability in soil gradation within geologic units and the relatively small sample frequency relative to the large volume of site grading. The site infiltration map was based on our interpretation of geologic conditions and depositional environment (see Section 7 - “Subsurface Conditions”) of the major geologic units observed at the site in the explorations and in road cut exposures. Laboratory sieve analyses provided the predominant soil types and corresponding infiltration rates (Table 2) which were then associated with each geologic unit anticipated in the cut areas. Four major geologic units are expected within the depth of the proposed site regrading: Vashon recessional outwash (Qvr), Vashon ice contact outwash (Qvio), and Vashon glacial ice contact till (Qvit) and Vashon glacial till (Qvt). The predominant Unified Soil Classification System (USCS) soil types for each unit are: Vashon recessional outwash (Qvr) – GP, GW, GP-GM, SP, SW, SP-SM; Vashon ice contact (Qvio) – GP, GW, SP, SW, SW-SM, SP-SM; Vashon ice contact till (Qvit)/Vashon glacial till (Qvt) – SM, GM 10.3 Potential Geologic Hazards An evaluation of potential geologic hazards including landsliding, erosion, ground rupture by faulting, and liquefaction due to seismic activity was performed using LIDAR (Light Distance And Ranging that Exhibit 26 The Statesman Corporation December 17, 2008 Page 11 of 25 SUBSURFACE GROUP, LLC employs lasers to produce high resolution topographic surveys) maps, topographic maps, published geologic information, and our site explorations. 10.3.1 Erosion The site is located in an area mapped by the National Resource Conservation Service as slight to high erosion depending on the slope inclination and soil type. Table 4 summarizes the erosion hazard classification system. Table 4 – Natural Resources Conservation Service Erosion Potential Soil Series NRCS Symbol Textural Classification Terrain Slopes Erosion Hazard Grove GoC Very gravelly loamy sand 0 to 15% Low GoE Very gravelly loamy sand. 30 to 50% Moderate Hoodsport HoC Very gravelly sandy loam 0 to 15% Low HoD Very gravelly sandy loam 15 to 30% HrD Very gravelly sandy loam 0 to 30% Rough Broken Land Ro None Varies Severe Soil erosion is generally based on gradation and consistency of the surface soils, vegetation cover, organic content, slope gradient, and precipitation intensity and duration. The soil types that are more susceptible to erosion are the finer grained soils with higher silt content such as lacustrine deposits. The least susceptible to soil erosion are the sandy gravel to gravelly sand soils of the outwash deposits. Most of the soil series mapped in the project area that lie within the 0 to 30 percent slope range have low erosion potential. Moderate erosion potential exists on slopes that are greater than 40 percent. Figure 16 presents preliminary evaluation of site erosion potential. Severe erosion potential exists on the very steep coastal bluffs in the Golf Course site along Hood Canal that are underlain by the Pre-Vashon non-glacial deposits located along southern perimeter of the project. Predicting bluff erosion rates is difficult since it depends on many factors such as ground saturation conditions, the magnitude and frequency of storm events and earthquake events. Based on our observations of soil type, existing site conditions, and published data (Shipman 1995), it appears that the average bluff retreat rate is less than about 4 to 8 inches per year. Bluff regression in any given year can be larger or smaller than the annual average rates depending on specific conditions and/or combinations of events including the frequency of major storm events, and the occurrence of a major earthquake. Earthquakes can fracture the otherwise massive and relatively strong glacial till soils near the bluff face and result in immediate spalling or subsequent bluff erosion by groundwater infiltration into new fractures. The degree of earthquake induced fracturing and subsequent spalling would depend on the earthquake magnitude and location. Temporary increases in soil erosion rates are usually related to disturbance of the near surfaces soils during grading and filling operations during construction. Grubbing and stripping of vegetation during construction exposes the surficial soils which makes it vulnerable to erosion by uncontrolled runoff during wet weather and wind erosion of the fine grained soils during dry weather. Soil erosion could result in rapid down cutting of the near surface soils by running water producing unstable steep ravines and rills, loss of organic rich soils, locally increased deposition of eroded sediment and, increased turbidity in surface water drainages and identified wetland areas. Exhibit 26 The Statesman Corporation December 17, 2008 Page 12 of 25 SUBSURFACE GROUP, LLC Possible mitigation measures to reduce soil erosion impact may include the following: Limit development on long , steep slopes especially slopes underlain by soils prone to erosion Limit disturbance of existing ground surface and natural vegetation before revegetating to its natural state. Employ phased grading so that grubbed and stripped areas are kept to a minimum size and minimize the time they are unprotected Erect silt fences around disturbed areas to minimize migration of displaced soils into undisturbed vegetation and structures Avoid wet weather grubbing, stripping, and grading where possible Hydro-seed cut slopes and fill berms as soon as practical; on steeper slopes use mulch, jute matting or synthetic fabric to aid re-establishment of vegetation Cover stockpiled soils with visqueen especially during wet weather Employ water trucks and/or sprinkler systems to minimize dust and wind erosion during dry weather Construct haul roads with quarry spalls, asphalt, or recycled concrete and/or suitable road bedding Control surface water runoff with ditches, detention/retention ponds and check dams Line drainage ditches with grass and/or quarry spalls to limit water erosion Protect permanent cut slopes with rockery walls, ecology blocks, and engineered retaining wall structures 10.3.2 Landsliding and Steep Slopes In general the project sites have a low to moderate potential for slope instability. The upland areas of the Golf Course and Maritime Village sites, which are comprised of dense granular glacial soils and which are sloped at or less than 1½H:1V (67%) generally have an adequate factor of safety against slope instability even though portions of the site satisfy the Jefferson County criteria for landslide hazard areas. Factors that contribute to landslides include geology, slope inclination, hydrology and other factors. The County criteria are: A. Slopes equal to or greater than 15% and intersecting a geologic contact consisting of relatively permeable sediment overlying a relatively impermeable sediment or bedrock and with springs or groundwater seepage. B. Slopes with recent (Holocene age) slope movement or covered with mass wastage debris of that epoch. C. Slopes that parallel or sub-parallel planes of weakness. D. Slopes equal to or greater than 40% and equal to or greater than 10 feet in height. E. Slopes mapped in Jefferson County as having a “severe” limitation for building site development as described by the U.S. Department of Agriculture, Soil Conservation Service. F. Coastal bluffs mapped by the state Department of Ecology (Volume 7, Washington State D.O.E., 1979) as “unstable, old landslide, or recent slide.” G. Slopes mapped by the U.S. Geological Survey as “Quaternary slumps, earth flows, lahars or landslides.” The areas in the Golf Course site meeting the hazard criteria are shown in Figure 16. Marginally stable slopes meeting criteria D were confined to steeper slopes in two upland areas. One area was altered by human activity and the second area includes the shoreline bluff. These site areas had near vertical slopes of ice contact till (Qvit) with 45 degree (100%) talus slopes. Our site reconnaissance indicated active landsliding and slumping of the coastal bluff slopes. These slopes meet landslide hazard criteria B, E, F, and G. We observed tension cracks and downward Exhibit 26 The Statesman Corporation December 17, 2008 Page 13 of 25 SUBSURFACE GROUP, LLC movement of Vashon Advance Outwash soil blocks in the bluff slope indicating recent landsliding. In addition we observed colluvium and debris flows on the beach at the westerly portions of the bluff. The predominant mechanisms causing landsliding along the shoreline bluff is wave erosion at the toe of the slope and seasonal groundwater seeps in the Vashon Advance Outwash (Qva) deposits on the slope. Seepage induced landslides generally occurred in the mid and upper slope areas whereas landslides due to wave erosion occur on the lower slope sections. In our opinion, the project sites are generally stable although the bluff area of the Golf Course site is subject to wave erosion. Our site reconnaissance and review of LIDAR maps does not indicate landslide features in the upland area behind the bluff. We did not observe any evidence in the topography, vegetation, surficial geologic conditions, or the existing structures, of deep-seated bluff instability. The glacial soils exposed in the bluff possess relatively high strength but can be subject to erosion and spalling from waves, repeated wetting/drying and freezing/thawing cycles. We recommend a minimum 100 ft setback from the top of the shoreline slopes in the Golf Course site for all buildings, roadways, and infrastructure facilities. Construction activities should be completed in accordance with the recommendations in this report for erosion control, site drainage, and earthwork and in accordance with Jefferson County Critical Lands Ordinances. 10.3.3 Seismic Earthquake events occur regularly in the Puget Sound region although many events are too small to be felt. The most recent damaging earthquakes were the 2001 Nisqually earthquake (moment magnitude, M6.8), the 1965 Seattle earthquake (M6.5) and the 1949 Olympia earthquake (M7.1). Larger earthquakes associated with subduction of continental plates along the West Coast can occur. Geologic hazards associated with earthquakes can include: 1. fault rupture of the ground surface; 2. liquefaction or loss of saturated soil strength and; 3. slope instability by ground shaking; 4. ground settlement. The potential for ground fault rupturing during an earthquake is low to moderate based on evidence that a strand of the Seattle fault is located about 14 to 19 kilometers east of the site. The soils within the project site generally have a low susceptibility to liquefaction although localized liquefaction of loose beach deposits could occur on the shores of Hood Canal. Liquefaction occurs when loose granular soils below the groundwater table lose strength in response to strong ground shaking. There is a low to moderate possibility for movement of soil on slopes with ground shaking. Upon completion of site regrading, the only remaining areas with moderate possibility of slope movement will be along the shoreline bluff. Implementation of the 100 ft setback from the bluff, as discussed above in Section 10.3.2 –“Landsliding and Steep Slopes” would mitigate the seismic slope movement hazard at the bluff area. The possibility of ground settlement due to an earthquake is low due to the dense to very dense consistency of the native soil. Structural fill soils that are compacted as recommended in this report will also have a low possibility of settlement due to an earthquake. . Based on the 2006 International Building Code (IBC) the seismic site classification is Class C. The spectral acceleration at 5% of critical damping is 1.50g for short periods and 0.53g for long periods. The peak ground acceleration is 0.34g for an earthquake event with a 10% probability of exceedance in 50 years and 0.67g for a 2% probability of exceedance in 50 years. Exhibit 26 The Statesman Corporation December 17, 2008 Page 14 of 25 SUBSURFACE GROUP, LLC 11. RECOMMENDATIONS 11.1 General In general, the buildings could be supported on shallow spread footings founded on native glacial soils or compacted structural fill. Much of the native granular soils could be reused for general site grading and as structural fill beneath roads and buildings. Some of the native soils, particularly the glacial tills (Qvt and Qvit), are silty and therefore should be placed during the drier summer months. A screening plant could be used on site to produce sand for fairways, greens, and a cushion layer beneath synthetic pond liners. Screened gravel could be produced for infiltration areas and for concrete or and asphalt paving; larger cobbles could be crushed into gravel size material for road base course material. The existing large kettle will require placement of a flexible membrane liner (FML) or geosynthetic clay liner (GCL) to construct the storm water and Class A effluent retention pond. Due to the depth of the proposed excavation and proximity to highway SR-101, construction of the Maritime Village Townhomes on Pleasant Harbor will require an excavation support system. The earth support system could be constructed either as a temporary shoring wall or as the permanent basement wall for the building. 11.2 Earthwork 11.2.1 General Site grading, as described in this section, includes major excavations and fills necessary to bring the site to the proposed elevations including fill to support building foundations and slabs, roadways, backfill of foundations, retaining walls and the kettle holes. The majority of the site grading could be completed using conventional heavy earth moving equipment. Excavation may be difficult in the unweathered glacial till and ice contact deposits and may require the use of a tractor-mounted ripper on area cuts and a hoe-ram or hand-operated pavement breaker in small excavations such as those for utilities. The proposed golf course and marina site excavations and regrading will generate about 2,228,000 CY of excavated granular material (Craig Peck & Associates, 2008): 2,180,000 CY at the golf course site; 47,834 CY at the Marina Site. We estimate that approximately 70% of this will be relatively clean to slightly silty sand with trace to some gravel (SP, SP-SM, SW, SW-SM) and clean to slightly silty gravel with trace to some sand (GP, GW, GP-GM, GW-GM); approximately 30% will consist of silty sand and silty to clayey sand with gravel (SM, SC) or silty to clayey gravel with sand (GM, GC). Most of these materials contain trace to few cobbles and occasional boulders. All of these materials will be suitable for use as compacted structural fill for filling the kettle holes but the cobbles and boulders should be removed from the fill. The silty soils (SM, SC, GM, GC) will be particularly sensitive to moisture during fill placement and compaction and are easily disturbed by construction equipment. The in-situ native soils below a depth of about 3 feet are currently at near optimum moisture content for compaction. If the silty soils (SM, GM, SC, GC) become wet, they can degrade to a slurry-like consistency when subjected to construction traffic or otherwise disturbed. During wet weather construction, the contractor should construct temporary haul roads consisting of crushed rock or sand and gravel. We recommend performing the earthwork during dry weather periods to reduce disturbance of surficial soils. Reducing the disturbance to surficial soil would also aid in lowering the potential for soil erosion during construction. Exhibit 26 The Statesman Corporation December 17, 2008 Page 15 of 25 SUBSURFACE GROUP, LLC During dry weather periods, the native soils can become too dry when exposed or during transport and stockpiling. Approximately 6% to 10% moisture by weight would be required to moisture condition the soils so they can be properly compacted and to control dust. An on-site separation plant could be used to manufacture crushed gravel for road bases, and sand for the fairways and greens. Our estimate of silt, sand, gravel, cobble and boulder quantities is summarized in Table 5. Table 5 – Estimated Quantities of Excavated Aggregate Aggregate Quantities (CY) Silt Fine to Coarse Sand Fine to Coarse Gravel Cobbles and Boulders Average Quantity 183,000 1,076,000 950,000 17,000 Minimum (a)92,000 646,000 285,000 5,000 Maximum (b)275,000 1,507,000 1,615,000 29,000 (a) Average value minus one standard deviation. (b) Average value plus one standard deviation. These quantities are based on in-place compacted densities of 92% modified Proctor compaction. 11.2.2 Site Preparation Trees and brush should be cleared and roots and stumps removed from building areas, parking areas, and all areas to be graded. The topsoil which mantles the site is loose and organic, and should be removed from the site except in landscape areas. The depth of this removal is variable over the site. For quantity estimating purposes only, we suggest using an average stripping depth of 6 inches. Roots and stumps will extend deeper than 6 inches and should be completely removed from the site in the above specified areas. Topsoil is not considered suitable for reuse as fill other than landscape fill and should be removed from the site or stockpiled for reuse in landscaping areas. The exposed soil surface after stripping and prior to fill placement should be compacted in place to at least 90 percent of the maximum dry density as determined by ASTM D-1557. The compacted surface should then be proof rolled with a fully loaded, tandem-axle, 10-yard dump truck. Areas that are soft, loose, or yielding should be further compacted or removed and reconditioned or replaced with compacted granular fill. Care should be taken to avoid disturbing subgrade soils and supporting soils which will remain in place. If subgrade or fill soil become loosened or disturbed, the Contractor should over excavate to expose dense, undisturbed soil and place properly compacted fill. The contractor may reduce disturbance by using the following procedures: Limiting construction traffic over supporting soil Providing gravel "working mats" Sloping excavated surfaces to promote runoff Trenching and providing brow ditches above cut slopes Sealing the exposed surface by rolling with a smooth drum compactor or rubber-tire roller at the end of each working day and removing wet surface soils prior to commencing filling each day Perform earthwork during drier summer months. Exhibit 26 The Statesman Corporation December 17, 2008 Page 16 of 25 SUBSURFACE GROUP, LLC 11.2.3 Structural Fill Structural fill is defined herein as all fill which will be placed beneath foundations, slabs, and pavements. Structural fill should be granular, with a maximum particle size of 6 inches, and should be free of organic and deleterious materials. Structural fill should be placed near its optimum moisture condition. With increasing fines content (material passing the No. 200 sieve) the soil will be more difficult or impossible to compact, when it is not properly moisture conditioned. During wet weather construction, it may be necessary to import “Select Granular Fill” consisting of a clean sand and gravel mixture with less than 5% fines content. Structural fill should be placed in horizontal lifts and compacted to densities specified in Table 5 using heavy, self-propelled vibratory rollers. The loose lift height should be about 9 to 12 inches during placement and will depend on the soil gradation, type of compaction equipment and degree of compaction. Cobbles larger than 6 inches should be removed from the fill. Structural fill should be placed within 3% of optimum moisture content and, for fill greater than 20 feet in thickness, the placement moisture content should be at or wet of optimum moisture content. All structural fill should be tested to verify that the contractor achieves the desired in-place compaction. Table 6 – Recommended Compaction Standards Location Minimum Compaction (1) Structural fill beneath foundations, floor slabs, and to a depth of 2 feet beneath pavements 95% Exterior wall backfill and fill placed more than 2 feet below pavement subgrade. 92% Retention pond fill and roadway fills greater than 2 feet beneath pond bottom or road pavement 92% Subgrade prior to filling 92% Utility trench backfill from ground surface to at least one foot above pipe crown (2) Same as adjacent fill (1) Percentage of maximum dry density as determined by ASTM D1557 (2) Pipe bedding and initial backfill requirements should satisfy manufacturer’s specifications. If subgrade or fill soils become loosened or disturbed, the Contractor should over excavate to expose dense, undisturbed soils and place properly compacted fill. The contractor may reduce disturbance by following procedures presented in the Site Preparation section of this report. The on-site glacial soils are suitable for use as structural fill provided they are placed at moisture content near optimum to permit proper compaction. If the material is too wet when excavated, it will require aeration and drying prior to placement as structural fill. In general the recessional outwash soils will be suitable for use as fill during wet weather construction. The remaining soils at the site generally contain significant amounts of fines and will likely not be suitable as wet weather fill. We estimate that the bulking factors for native soils that are excavated and then placed to 95% compaction will be in the range of 3% to 8%; for 90% compaction, the bulking factors would be in the range of 7% to 12%. For new fills placed on slopes steeper than 5H:1V the contractor should bench the slope face. Benched excavations should be level and extend into the slope face to create at least a 3 ft vertical step. Exhibit 26 The Statesman Corporation December 17, 2008 Page 17 of 25 SUBSURFACE GROUP, LLC Subdrainage should be provided beneath road embankment fills placed in areas with groundwater seeps. The drainage should consist of perforated pipe surrounded by free draining sand and gravel placed in a trench and wrapped in a geotextile fabric such as Mirafi 140N or equivalent. The subdrains should be sloped at 1% and extended beyond the toe of the embankment fill to discharge into a suitable collector system. 11.2.4 Cut Slopes Sloped temporary construction excavations may be used where planned excavation limits will not undermine existing structures, interfere with other construction, or extend beyond construction limits. Where there is not enough area for sloped excavations, temporary shoring should be provided (see Section 10.5 - Temporary Shoring). Based on the subsurface conditions encountered in the explorations, it is our opinion that sloped temporary excavations, in the absence of water, may be made at 1½H:1V. Permanent cut slopes should be no steeper than 2H:1V for fill soil and recessional outwash (Qvr) and 1½H:1V in the dense to very dense Vashon glacial deposits (Qvit, Qvio, Qvil, Qvt, Qvtl, Qva). Specific cut slope recommendations should be based on site specific engineering evaluations during final design. Safe slope configurations will depend on actual site conditions encountered during construction. If cohesionless soils are allowed to dry, surface sloughing may occur. If groundwater is flowing or seeping into the excavation, it should be expected to cause an unstable condition in the side slopes, which if wetted by surface water may be subject to relatively rapid erosion. The contractor should be made responsible for maintaining safe slopes based on observations of conditions encountered. All applicable local, state, and federal safety codes should be followed. 11.2.5 Fill Slopes Permanent fill slopes should be constructed at 2H:1V or flatter. To achieve full compaction of the surface soils and to avoid surficial soil slumping, the contractor should over-build the fill and then cut it back to finished slope grade to expose well compacted fill. All fill slopes should be hydro-seeded as soon as practical to reduce erosion. Some sloughing may occur that would require slope maintenance until the slope vegetation is established. Other temporary slope protection measures could be implemented including placement of jute matting or re-vegetation fabric and/or mulch. Surface water runoff should also be directed away from the slope crest. 11.3 Temporary Shoring The 40 to 50 ft deep excavations for the Maritime Village Townhouses will require temporary excavation shoring such as a soil nail wall or a tieback soldier pile wall with wood lagging. The retained soils should include dense to very dense glacial tills. Groundwater levels are expected to be below the bottom of the excavation level although groundwater could be found locally perched within more permeable pockets of sand and gravel within the relatively low permeability glacial tills. 11.3.1 Soldier Pile Wall The walls should be designed for the lateral pressures shown in Figure 17. The lateral surcharge pressures shown in Figure 17 correspond to a 10 ft wide strip load of 650 psf along the top of the shoring wall to account for incidental construction material stockpiles. Any additional surcharge loads from heavy equipment or adjacent foundations should be added in accordance with the surcharge recommendations presented in Figure 18. We have assumed that any perched groundwater would seep through the wood lagging and the retained soil will be fully drained. Wood lagging should be designed based on 50% of these lateral earth pressures. Boulders and cobbles are likely to be encountered in excavations for soldier piles, tiebacks and in the mass excavation for the Maritime Village. For each 1,000 CY of excavated soil, we estimate encountering about 8 to 24 boulders in the 1 to 3 foot size, about 1 to 3 boulders in the 3 to 6 foot size and possibly 1 boulder larger than 6 ft. Boulders can have unconfined compressive strengths of up to 36,000 psi. Exhibit 26 The Statesman Corporation December 17, 2008 Page 18 of 25 SUBSURFACE GROUP, LLC The contractor should expect that cobbles and boulders will slow the progress of soldier pile drilling, tieback drilling and lagging placement. It is our opinion that ordinary drilling methods should be able to remove cobbles. However, some difficulty should be expected if boulders are encountered. The use of a core barrel and drop chisels may be required to advance soldier piles through boulders. 11.3.2 Tiebacks Tieback anchors should be installed beyond the “no load zone” as shown in Figure 19. Tieback anchors installed in the glacial tills using open hole methods could be designed for allowable resistances of 2 ksf. Anchors installed in cased holes and pressure grouted to 100 psi could be designed based on an allowable capacity of 6 kips per ft. Actual design values should be confirmed by completing at least 2 field performance tests to 200% of design load for each soil unit and method of anchor installation. Successful performance tested anchors may be used for production anchors. All remaining anchors should be proof tested to 130% of design load. Performance and proof tests should be accomplished in accordance with FHWA guidelines (Lazarte et al, 2003). As noted above, drilling for tiebacks may be impeded by the presence of boulders. The contractor should make allowances for this in preparing and planning the construction the construction process. 11.3.3 Soldier Piles Soldier piles should be designed for bending moments that are 80% of the moments computed using the lateral earth pressures in Figures 17 and 18. The vertical component of tieback loads on soldier piles will be resisted by pile friction and end bearing. Soldier piles founded in dense to very dense glacial till should be designed using an allowable end bearing resistance of 30 ksf and skin friction along the embedded portion of the pile of 1.0 ksf. Soldier piles should have a minimum embedment of 5 ft below the bottom of the excavation. 11.4 Permanent Soil Nail Wall A composite wall consisting of permanent soil nails with vertical H-piles could be used to support the Maritime Village basement excavation and also function as the permanent basement walls. The vertical H-piles will extend below the bottom of the building in a drilled shaft foundation to provide support for the vertical building loads. Vertical pile capacities could be based on the values given for soldier piles (Section 11.3.3). The walls would be constructed sequentially as the excavation progresses to the lowest floor elevation in order to create a reinforced concrete wall and soil mass. The construction process consists of the following steps: Install vertical H-piles. Construct surface water drainage diversion channels to assure surface water runoff will not flow into the work area. Make an initial soil cut of 1 to 2 meters in vertical height. Drill holes for installation of soil nails. Install and grout soil nails. Place vertical drainage board strips against the exposed soil. Apply initial shotcrete layer and install steel reinforcement and nail bearing plates and nuts. The process is repeated down to the lowest floor level and the drainage board is connected to a foundation drain pipe installed at the base of the wall. The wall will be constructed in very dense glacial till that contains cobbles and boulders, which may interfere with the construction of soil nail wall at the site. Estimated boulder occurrences are presented in Section 11.3.3 – Soldier Pile Wall. Drilling equipment with coring capability should be provided to drill through boulders. Additionally, contingency plans should be in place which include alternative soil nail locations in the event refusal is met during drilling. Exhibit 26 The Statesman Corporation December 17, 2008 Page 19 of 25 SUBSURFACE GROUP, LLC For planning purposes, the first row of soil nails may be assumed at 0.75 m below the top of the excavation with subsequent rows spaced at 1.5 m intervals. Soil nails should be spaced horizontally approximately 1.5 m from one another and generally installed at a 15 degree downward angle from horizontal. Depending on nail spacing and wall height, the length of the soil nails may be on the order of 0.7 to 1.0 times the height of the wall. Soil nail capacities should be based on the values given for tiebacks (Section 11.3.2 of this report) but the actual design values should be confirmed by completing at least 2 field performance tests to 200% of design load for each soil unit and method of anchor installation (Lazarte et al, 2003). Successful performance tested anchors may be used for production anchors. The soil nail reinforcements are passive structural elements that develop their reinforcing action through nail-ground interactions as the ground deforms during and following construction. Therefore the permanent basement walls should be designed for both short term construction loads and long term permanent building conditions. For preliminary design purposes the short term soil nail loads could be based upon the earth pressure diagram provided for soldier pile walls (Figure 17) but the actual soil nail loads and required nail lengths should be evaluated for the specific soil nail spacing and wall height. For long term conditions, the wall should be designed to withstand a lateral earth pressure distribution equivalent to a fluid having a density of 40 pounds per cubic ft. This value is predicated upon the assumption that final site grades will be sloping upward at about 2H:1V. Final engineering analyses of the wall will be required after the structural engineer has provided a preferred wall configuration. These analyses will include estimates of soil nail loads and external stability of the wall and reinforced soil mass (overall slope stability, sliding stability, and bearing capacity). 11.5 Ground & Wall Movement Ground and wall movements will occur during soldier pile wall construction. Ground movements will depend upon local soil and groundwater conditions at the time of construction and the sequence of excavation, lagging placement and backfilling. Table 7 summarizes the estimated ground and wall movements assuming good workmanship and no uncontrolled or excessive loss of ground during excavation and lagging placement. Table 7 - Estimated Wall and Ground Movement Type of Wall Height (ft) Movement (inches) Horizontal (a)Vertical (b) Cantilever 20 1 to 1-1/2 1/2 to 1 5 1/4 to 1/2 < 1/2 Tiedback Wall 20 1/2 to 1 < 1/2 Soil Nail Wall 20 1 to 2 3/4 to 1-1/2 (a) Wall and adjacent ground (b) Ground adjacent to wall Ground settlement resulting from a tiedback shoring system should not exceed about ¼ to 1 inch within a few feet of the wall and decreasing to no settlement at a distance equal to about 1½ times the height of the excavation. Horizontal wall movements are expected to be about twice the maximum vertical ground movements. Ground settlement behind a soil nail wall may be approximately ¾ to 1- 1/2 inches and decrease with distance from the wall face. Exhibit 26 The Statesman Corporation December 17, 2008 Page 20 of 25 SUBSURFACE GROUP, LLC 11.5.1 Storm Water Retention Ponds The retention pond will be constructed within the largest of three existing kettle features. Structural fill will be placed in the kettle to reduce the depth of the pond to about 30 ft. The existing 1½H:1V kettle slopes will be flattened to create finished retention pond slopes of 2H:1V to 4H:1V, depending on the liner system selected for the project. Temporary access roads will be constructed on the existing side slopes to provide equipment access into the bottom of the kettles. The access roads will be constructed by cutting and filling to create about a 15 foot wide level bench in the side slope. The temporary access road construction and site clearing could increase the potential for localized slope instability during extended periods of wet weather. However, if the recommendations in this report are followed, we do not anticipate significant impacts from landsliding, erosion or sediment transport by storm water since the kettles form a topographically enclosed and confined system. Native on-site common borrow consisting of sand and gravel from general site grading activities could be used for structural fill. The contractor should place the fill in loose lifts not exceeding 9 inches in thickness and compact it with heavy vibratory drum compactors to at least 90% of maximum dry density (ASTM D1557). The structural fill should be keyed into the undisturbed native slopes as described in Section 9.2.3, “Structural Fill.” A pond liner system will be required to provide a low permeability barrier. Liner options would include: 1. compacted soil liner (CSL); 2. flexible membrane liner (FML) or; 3. geosynthetic clay liner (GCL). FML and GCL would be installed by specialized vendors who would warranty their product. The duration and terms of the warranty will depend on the type and thickness of the material installed. A CSL would be constructed using the earthwork equipment which will be employed to accomplish site grading. 11.5.2 Compacted Soil Liner The kettles would be graded with 3H:1V side slopes. Imported bentonite clay would be mixed with the native soils that would be placed and compacted to create a 12-inch thick low permeability layer. The compacted clay amended liner should have a hydraulic conductivity of about 1x10-5 to 1x10-6cm/sec. This would limit percolation into the ground to about 0.25 gallon/sf/day to 0.1 gallon/sf/day. A 12-inch thick layer of vegetative soil could be placed over the compacted soil/bentonite layer and seeded after grading to reestablish vegetation to provide erosion protection. The vegetative soil layer and seeding would be located above the operating water level of the retention basin. A mixture of gravel and cobbles could be placed within the zone where the water level would fluctuate to provide erosion protection. The soil/bentonite mixture will be moisture sensitive and difficult to place in wet weather conditions. In addition if on site soils are to be used, they must be screened to remove coarse material to produce silty sand with about 20 to 30% fine content. Approximately 3 to 5% bentonite should be added to the silty sand to create the desired soil/bentonite mixture. 11.5.3 Flexible Membrane Liner Site preparation for placement of the FML will depend on specific pond design requirements such as pond dimensions, maintenance requirements, the lowest operating water storage level, and the type of FML. The liner should be placed on a 12-inch thick layer of silty fine to coarse sand or a protective sub-liner textile. A protective soil cover should be used above the lowest operating water level; no soil cover is required below the lowest operating water level. The protective soil cover is to guard against liner damage from vandalism and during maintenance work. The pond slopes should be regraded to flatten the existing kettle slopes, which are typically inclined at 1½H:1V to 2H:1V. Depending on the type of liner, the side slopes will vary from about 2H:1V to 4H:1V beneath the protective soil cover. A 2H:1V slope could be used in the absence of a soil cover layer. The FML liner could consist of 30-mil to 60-mil low or high density polyethylene (LDPE/HDPE) placed on 3H:1V slopes and anchored at the top of the slope as shown in Figure 20. The top surface of the LDPE/HDPE would be bonded to a geotextile where it is placed on the side slopes and will be overlain by a protective soil cover. The purpose of the bonding with geotextile would be to increase the Exhibit 26 The Statesman Corporation December 17, 2008 Page 21 of 25 SUBSURFACE GROUP, LLC coefficient of friction between the liner and overlying soil protection layer. Smooth surfaced LDPE/HDPE would be placed on the bottom of the pond. Alternatives to LDPE/HDPE would be scrim reinforced Hypalon; we do not recommend using PVC. The side slopes should be graded to 4H:1V since the coefficient of friction on the side slopes would be less than with a geotextile bonded LDPE/HDPE. The liner would be overlain by geotextile on the side slopes. LDPE/HDPE and Hypalon are ultraviolet radiation resistant and do not require a soil cover to block ultraviolet sunlight. However, as noted above, a soil layer should be placed over the liner to improve aesthetics and to protect it from damage by vandalism, wildlife and during maintenance work. The protective soil layer would be 12 inches thick and consist of fine to coarse sand which would support growth of vegetation. The cover soil should be seeded following placement to provide erosion protection. Both the sand cushion and the soil cover layer can be manufactured from the on-site soils by sieving to remove the gravel and cobbles. Alternatively these soils could be imported from offsite sources to eliminate the need for on-site processing. 11.5.4 Geosynthetic Clay Liner Geosynthetic clay liner consists of a bentonite clay layer sandwiched between geotextile fabric. Site preparation would consist of regrading the pond slopes to 3H:1V. GCL’s have low UV resistance and must be covered with a 12-inch thick layer of soil. The relative cost of GCLs is about ½ the cost of FMLs. 11.6 Spread Footing Foundations Conventional spread footings would provide adequate support for the proposed buildings if the recommendations provided in “site preparation” section of this report are implemented. 11.6.1 Bearing Stratum Spread footings may be founded on undisturbed, dense inorganic glacial till soils that are free from roots and organic debris. Based on the explorations, the bearing depth would be about 2 to 3 feet below existing site grades. Footings may also be founded on properly compacted structural fill. 11.6.2 Footing Depths and Widths For frost protection and bearing considerations, the bottoms of all exterior footings should bear at least 18 inches below adjacent outside grades. Continuous wall and isolated column footings should be at least 18 and 24 inches wide respectively. 11.6.3 Allowable Bearing Pressures Allowable soil bearing pressures for footings constructed on structural fill or dense native glacial till soils are given in Table 8 for a minimum embedment of 18 inches. These values may also be used for footings located near permanent slopes if the horizontal distance from the edge of the footing to the top of the slope is at least 3 times the width of the footing. Table 8- Allowable Soil Bearing Pressures (ksf) Subgrade Soil Footing Width (feet) 2 3 4 5 Undisturbed dense native granular soil 7.0 6.0 5.0 5.0 Compacted Structural Fill 3.5 3.0 2.5 2.5 Exhibit 26 The Statesman Corporation December 17, 2008 Page 22 of 25 SUBSURFACE GROUP, LLC These allowable soil bearing pressures may be increased by 1/3 for transient wind or seismic loads. Footing settlements are expected to occur predominately as the loads are applied. We estimate that total settlements should not exceed about 1 inch. Differential settlements between adjacent footings should not exceed about ¾ inches. 11.6.4 Lateral Resistance Lateral loads from wind and seismic events may be resisted by friction along the base of foundation footings and by passive soil resistance against buried foundations and walls. Footings may be designed using a coefficient of base friction of 0.40. The value has been reduced by a factor of 1.5 on the ultimate soil strength. Allowable passive resistance may be computed using an equivalent fluid density of 400 pounds per cubic foot (factor of safety of 2). These values assume a horizontal surface beyond the footing or wall of at least two times the depth of embedment in the direction of wall movement. Passive resistance should be ignored in the upper 12 inches if not covered by floor slabs or pavements or ignored entirely if future development will result in removal of the soil providing resistance. 11.6.5 Subgrade Verification All footing subgrades should consist of undisturbed, native soils or non-yielding compacted fill materials. Footings should never be cast atop loose, soft, or frozen soil, slough, debris, uncontrolled fill, or surfaces covered by standing water. We recommend that a Subsurface Group, LLC representative observe all subgrades before placing concrete. 11.7 Slab-on-Grade Floors 11.7.1 Subgrade Preparation Prior to placing the slab base material, soil subgrades should be proof rolled with a heavy compactor capable of delivering a dynamic load of at least 25,000 lbs. Any localized zones of yielding subgrade disclosed during this proof-rolling operation should be over-excavated and replaced with compacted structural fill. 11.7.2 Subgrade Modulus We recommend designing the concrete slabs using a subgrade coefficient of 40 pounds per cubic inch (pci) for properly compacted structural fill. A subgrade coefficient of 80 pci may be used for slabs placed on undisturbed native glacial till soil with less than one foot of compacted structural fill. 11.7.3 Sub-base and Vapor Barrier We recommend placing a 3-inch thick layer of curing sand above a 6 mil plastic vapor barrier over a 6- inch thick sub-base of select granular fill. Curing sand should consist of sand with 85% to 100% by weight passing the 3/8 inch sieve, and less than 5% passing the Number 200 sieve. 11.8 Foundation and Retaining Walls 11.8.1 Backfill and Drainage Foundation walls and retaining walls should be backfilled with free-draining “select granular fill” as specified in Section 11.2.3 or a geo-composite drainage material should be applied to the exterior (retained soil side) of the wall. A perforated rigid collection pipe (such as PVC or an approved equivalent) should be placed at the base of all foundation walls in a blanket of drain gravel meeting the gradational requirements specified in Table 9. The width of the openings (slots or round holes) in the pipe should not exceed ¼ inch. The pipe should be placed with the perforations downward and surrounded by at least 6 inches of drain gravel wrapped in non-woven filter fabric (see Table 10). The Contractor should take care to protect drainage pipe from damage by equipment and from clogging during construction. Exhibit 26 The Statesman Corporation December 17, 2008 Page 23 of 25 SUBSURFACE GROUP, LLC Table 9 – Drain Gravel U.S. Standard Sieve Size Percent Passing by Dry Weight 3/8 inch 100 ¼ inch 30–50 No. 8 0–5 Collected water from the footing drains should be tight lined to the storm drain system. Roof drains and downspouts should also be tight lined to the storm drain system but the tight line should be separate from the footing drain system. Care should be exercised when compacting backfill against retaining and foundation walls. To reduce temporary construction loads on the walls, heavy equipment should not be used for placing and compacting fill within a region as determined by a 0.5H:1V line drawn upward from the bottom of the wall, or within 3 feet of the wall, whichever is greater. We recommend using hand-operated compaction equipment within 5 feet of the wall. Table 10 – Non-Woven Drainage Geotextile Property Recommended Value Minimum permeability 0.01 cm/sec Percent open area Greater than 4% Porosity Greater than 30% 11.8.2 Lateral Earth Pressures Unrestrained walls which are free to yield at least 0.1 percent of the wall height may be designed for an active earth pressure distribution equivalent to a fluid having a density of 35 pcf. Restrained foundation walls should be designed to resist an at-rest equivalent fluid density of 50 pcf. These pressures are based on a horizontal backfill surface adjacent to the wall and do not include hydrostatic pressures. Surcharge loads, including construction and traffic loads, and loads from stockpiled material, should be added to these values. Horizontal earth pressure values may be computed by multiplying the vertical surcharge load at a particular depth by 0.3 for yielding walls and by 0.4 for restrained walls. These values also assume a horizontal backfill surface. For permanent retaining walls resisting dynamic earth pressures from seismic events, we recommend adding dynamic lateral earth pressures to the static lateral earth pressures given above. The dynamic lateral earth pressure increment should be based on an equivalent fluid density of 30 pcf with the resultant force acting at a height of 0.6 H above the base of the wall. 11.8.3 Resisting Forces The allowable coefficient of base friction, passive resistance, and bearing pressure for retaining wall footings may be taken as the values given under the "Spread Footing Foundations" section of this report provided the recommended foundation preparation is performed. Exhibit 26 The Statesman Corporation December 17, 2008 Page 24 of 25 SUBSURFACE GROUP, LLC 12. USE OF THIS REPORT This report was prepared for the exclusive use of the owner, architect, and engineer for specific application to the design of the project at this site as it relates to the geotechnical aspects discussed herein. The project was in the design development stage at the time this report was prepared. We expect that further consultation will be necessary as the project features reach final design level. When the design is finalized, we recommend that Subsurface Group, LLC be given the opportunity to review those portions of the specifications and drawings that relate to the geotechnical considerations to see that our recommendations have been interpreted and implemented as intended. In particular, the permanent soil nail wall design at the Maritime Village Center will require additional engineering analyses of the structural engineer’s preferred soil nail wall configuration. Within the limitations of scope, schedule and budget, the analyses, conclusions, and recommendations presented in this report were prepared in accordance with generally accepted professional geotechnical engineering principles and practice in this area at the time this report was prepared. We make no other warranty, either express or implied. Our opinions, including these conclusions and recommendations, were based on our understanding of the project as described in this report and the site conditions as observed at the time of our explorations. Our report, conclusions and interpretations should not be construed as a warranty of subsurface conditions included in this report nor should this report be incorporated in the project plans and specifications. If there is a substantial lapse of time between the submission of this report and the start of construction at the site, or if conditions have changed due to natural causes or construction operations at or adjacent to the site, or appear to be different from those described in our report, we recommend that we review our report to determine the applicability of the conclusions and recommendations considering the changed conditions and time lapse. Additional guidance about this geotechnical report can be found in Appendix C to this report, “Important Information about Your Geotechnical Engineering Report.” 13. REFERENCES ASTM. “Standard Test Method for Infiltration Rate of Soils in Field Using Double-Ring Infiltrometer.” Birdseye R. U., 1976, “Geologic Map of east-central Jefferson County, Washington” Washington Division of Geology and Earth Resources Open File Report 76-26 Geologic Map 1:24,000. Craig Peck and Associates, 2008. Verbal communications. Grimstad, P., Carson, R.J., 1981. “Geology and Ground-Water Resources of Eastern Jefferson County, Washington Water Supply Bulletin No. 54 State of Washington Department of Ecology. Hamilton, 1998. “Neotectonic and Glaciotectonic Aspects of the Seismic Harad to the Cushman Project FERC No. 462, Mason County, Washington.” Prepared for Tacoma Public Utilities, Light Division, December 1998. Hamilton, 2006. “Review and update of seismicity and geology information regarding Cushman Dam No. 2, for PFMA session,” memorandum, May 12, 2006, to Steve Fischer. Jefferson County Master Plan, 1978. Lazarte, C.A., Elias, V., Espinoza, R.D., Sabatini, P.J., 2003. Geotechnical Engineering Circular No. 7, Soil Nail Walls,” Federal Highway Administration, U.S. Department of Transportation, March 2003 McCreary, R., Raver, M.L., 1975. “Soil Survey Jefferson County Area, Washington, U.S. Department of Agriculture.” Exhibit 26 The Statesman Corporation December 17, 2008 Page 25 of 25 SUBSURFACE GROUP, LLC NAVFAC, 1982. “Soil Mechanics Design Manual 7.1.” Department of the Navy, Naval Facilities Engineering Command. Perrone Consulting, Inc. P.S., 2006. “Geotechnical Report, Pleasant Harbor Marina and Golf Resort, Jefferson County, Washington, for Statesman Corporation, July 21, 2006. Shipman, Shipman, H. 1995. “The rate and character of shoreline erosion in Puget Sound.” In Proceedings Puget Sound Research1995, Puget Sound Water Quality Authority, Olympia, Washington. State of Washington Department of Ecology, Coastal Zone Atlas, June 1979. Subsurface Group, LLC, 2006. “Soils and Geology,” Pleasant Harbor Marina and Golf Resort EIS, Jefferson County, Washington,” July 21, 2006. -----------------, 2006a. “Pleasant Harbor Marina and Golf Resort – Water Supply and Groundwater Impact Analysis,” for Statesman Corporation, June 26, 2006. Tabor, R.W, and Cady, W.M., 1978. “Geologic Map of the Olympic Peninsula, Washington: U.S. Geological Survey Miscellaneous Investigations Series Map I-994,” 2 sheets, scale 1:125,000. Washington State Department of Ecology, 2005. “Stormwater Management in Western Washington, Volume III, Hydrologic Analysis and Flow Design/BMPs,” February 2005, Publication No. 05- 10-31. Exhibit 26 B L A C K P O I N T R D CORMORANT VIEW DR0 500 1,000 1,500 2,000 Feet Pl e a s a n t Ha r b o r 1" = 500'8/19/08WDWSG08011. Hood Canal PROPOSED DEVELOPMENTNPCMarina Exhibit 26 B L A C K P O I N T R D CORMORANT VIEW DR5 5 963 8652 294 5 3266 3254 97 93423 843 53265 32 8285562 4346 366495 59 42433 385 637 2 357 49 9 1212141312 1631403010 21363239141431 151415104041201115 1619314140121120 1235272028 1610131920 191611 2332 182231 191218 14 141813 103613 1325215717 23 2240191014 293434402313 2722383436 313426 205015 1324233113 221720 24 9 679 78 689 5223 32545 35462 2592 693 6552 92 362 26 2834 2 67 322 272 3 2 285 678 73 48 35 9 2328 2817 17 2710141714 25172122 18352110 101611 6747 462714 314819 15548795442314 7168959253 30214664 2320515519 131014 1022 2322 331311 212214 20 11 102723 113117 1224 101 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 000 0 0 000 0000000 0 00 0 00 0 00 0 00 000 0 000 0 500 1,000 1,500 2,000 Feet Pl e asa nt Harbor Legend Elev Change in Feet Cut Fill Ungraded SITE GRADING PLAN31 54 0 .WDW8/19/081" = 500'SG0801Hood Canal CAPExhibit 26 Figure 3 Job No. SG0801Maritime Village Section View THE STATESMAN CORPORATION PLEASANT HARBOR MARINA & GOLF RESORT SUBSURFACE GROUP, LLC 630 6th Street South Kirkland, WA 98033 1 Exhibit 26 Exhibit 26 Exhibit 26 +U +U+U+U +U +U +U $Ä +R "Ê" )##O )##O )##O )##O )##O )##O )##O "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"""W"" "W"" "W"" "W"""W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"""W"" "W"" "W"" "W"""W"" "W"" "W"" "W"" "W"" "W"""W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"""W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"""W"""W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" +UÓ +UÓ +UÓ +UÓ +UÓ +UÓ +UÓ +UÓ ##* ##* ##* ##* ##* ##* ##* ##* ##* ##* Qvit Qvio Qvit Qvtl Qvio Qva Qvr Qvit Qvr Qvit Qvil Qvr Qvtl Qvr Qvr Qvr Qb Qu Qvio Qvt QvitUS 101B L A C K P O I N T R D CORMORANT VIEW DR80 60 4 0 20 1 4 0 1 8 0 1 6 0 120 100 2002 4 0300 2 2 0 2604 0 0 500 2202002601 8 0 1801 2 0 2 4 0 4 0 16024 0 2 2 0 180 2 0 0 80 1 4 0 1 2 0 10010 0 2 0 0 140300140602001601 00 8 0 1402 4 0 220IT-4 IT-6 IT-2 IT-7 IT-1 IT-3 IT-9 IT-5 IT-8 B IT-8 A B-202 B-101 B-102 B-104 B-103 B-105 B-203 B-201 TP-9 TP-8 TP-7 TP-6 TP-5 TP-4 TP-3 TP 2 TP-62 TP-65 TP-64 TP-63 TP-61 TP-60 TP-59 TP-58 TP-57 TP-56 TP-55 TP-54 TP-53 TP-52 TP-51 TP-50 TP-49 TP-48 TP-47 TP-46 TP-45 TP-44 TP-43 TP-42 TP-41 TP-40 TP-39 TP-38TP-37 TP 36 TP-35 TP-34 TP-32 TP-31 TP-33 TP-24 TP-25 TP-26 TP-27 TP-28 TP-29 TP-30 TP-23 TP-22 TP-21 TP-20 TP-19 TP-18 TP-17 TP-16 TP-15 TP-14 TP-13 TP-12 TP-11 TP-10 TP-102 TP-116 TP-105 TP-107 TP-106 TP-117 TP-113 TP-114 TP-109 TP-108 TP-110 TP-111 TP-115 TP-112 TP-101 TP-104 TP-103 TP-18A Lodge Kettle A Kettle C Kettle B Info Center MW-3 MW-1 MW-2 IW-1 MW-5 MW-4 MW-6 Amer CG Well Water Tower Legend Surficial Geology Advance Outwash (Qva) Basal Till (Qvt) Beach Deposits (Qb) Ice Contact Glacial Outwash (Qvio) Ice Contact Glacial Till (Qvit) Ice Contact Lacustrine Deposits (Qvil) Logment Till (Qvtl) Pre-Vashon Non-Glacial Stratified Deposits (Qu) Recessional Outwash Deposits (Qvr) Landslide Deposit Explorations +UÓ Boring +U Monitoring Well ##*Infiltration Test "W""Test Pit )##O Existing Well Pl e a s a nt Harbo r SURFICIAL GEOLOGY& EXPLORATION PLAN1" = 500'6/18/08WDWSG08016Hood Canal . 0 500 1,000 1,500 2,000250 Feet Datum:NAVD88 Contour Interval is 20 ft. Exhibit 26 Exhibit 26 SUBSURFACE GROUP, LLC 630 6th Street South Kirkland, WA 98033 THE STATESMAN CORPORATION PLEASANT HARBOR MARINA & GOLF RESORT Qvr PARTICLE SIZE DISTRIBUTION Job No SG0801 Figure 8 Exhibit 26 SUBSURFACE GROUP, LLC 630 6th Street South Kirkland, WA 98033 THE STATESMAN CORPORATION PLEASANT HARBOR MARINA & GOLF RESORT Qvio PARTICLE SIZE DISTRIBUTION Job No SG0801 Figure 9 Exhibit 26 SUBSURFACE GROUP, LLC 630 6th Street South Kirkland, WA 98033 THE STATESMAN CORPORATION PLEASANT HARBOR MARINA & GOLF RESORT Qvt/QvitPARTICLESIZE DISTRIBUTION Job No SG0801 Figure 10 Exhibit 26 SUBSURFACE GROUP, LLC 630 6th Street South Kirkland, WA 98033 THE STATESMAN CORPORATION PLEASANT HARBOR MARINA & GOLF RESORT Qva PARTICLE SIZE DISTRIBUTION Job No SG0801 Figure 11 Exhibit 26 Exhibit 26 SUBSURFACE GROUP, LLC 630 6th Street South Kirkland, WA 98033 THE STATESMAN CORPORATION PLEASANT HARBOR MARINA & GOLF RESORT ESTIMATED INFILTRATION RATES BY USCS SOIL CLASSIFICATION Job No SG0801 Figure 13 Infiltration Rate Exhibit 26 +U +U+U+U +U +U +U $Ä +R "Ê" )##O )##O )##O )##O )##O )##O )##O "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"""W"" "W"" "W"" "W"""W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"""W"" "W"" "W"" "W"""W"" "W"" "W"" "W"" "W"" "W"""W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"""W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"""W"""W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" +UÓ +UÓ +UÓ +UÓ +UÓ +UÓ +UÓ +UÓ ##* ##* ##* ##* ##* ##* ##* ##* ##* ##*US 101B L A C K P O I N T R D CORMORANT VIEW DR80 60 4 0 20 1 4 0 1 8 0 1 60 120 100 2002 4 0300 2 2 0 2604 0 0 500 2202002601 8 0 1801 2 0 2 4 0 4 0 16024 0 220180 2 00 80 1 4 0 1 2 0 10010 0 2 0 0 140300140602001601 0 0 8 0 1402 4 0 220IT-4 IT-6 IT-2 IT-7 IT-1 IT-3 IT-9 IT-5 IT-8 BIT-8 A B-202 B-101 B-102 B-104 B-103 B-105 B-203 B-201 TP-9 TP-8 TP-7 TP-6 TP-5 TP-4 TP-3 TP 2 TP-62 TP-65 TP-64 TP-63 TP-61 TP-60 TP-59 TP-58 TP-57 TP-56 TP-55 TP-54 TP-53 TP-52 TP-51 TP-50 TP-49 TP-48 TP-47 TP-46 TP-45 TP-44 TP-43 TP-42 TP-41 TP-40 TP-39 TP-38TP-37 TP 36 TP-35 TP-34 TP-32 TP-31 TP-33 TP-24 TP-25 TP-26 TP-27 TP-28 TP-29 TP-30 TP-23 TP-22 TP-21 TP-20 TP-19 TP-18 TP-17 TP-16 TP-15 TP-14 TP-13 TP-12 TP-11 TP-10 TP-102 TP-116 TP-105 TP-107 TP-106 TP-117 TP-113 TP-114 TP-109 TP-108 TP-110 TP-111 TP-115 TP-112 TP-101 TP-104 TP-103 TP-18A Lodge Kettle A Kettle C Kettle B Info Center Water Tower MW-3 MW-1 MW-2 IW-1 MW-5 MW-4 MW-6 Amer CG Well Legend Explorations +UÓ Boring +U Monitoring Well ##*Infiltration Test "W""Test Pit )##O Existing Well Infiltration Rates Low (1 to 5 in / hr) Medium (5 to 15 in / hr) High (15 to 30 in / hr) Pl e a s a nt Harbo r EXISTING SITEINFILTRATION CHARACTERIZATION1" = 500'8/14/08WDWSG080114Hood Canal . 500 0 500 1,000 1,500 2,000250 Feet Datum : NAVD88 Contour Interval is 20 feet Exhibit 26 +U +U+U+U +U +U +U $Ä +R "Ê" )##O )##O )##O )##O )##O )##O )##O "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"""W"" "W"" "W"" "W"""W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"""W"" "W"" "W"" "W"""W"" "W"" "W"" "W"" "W"" "W"""W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"""W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"""W"""W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" "W"" +UÓ +UÓ +UÓ +UÓ +UÓ +UÓ +UÓ +UÓ ##* ##* ##* ##* ##* ##* ##* ##* ##* ##* 80 60 4 0 20 1 4 0 1 8 0 160120 100 2002 4 0300 2 2 0 26050 0 4 00 2202002601 8 0 1801 2 0 2 4 0 4 0 1602 40 220180 200 80 1 4 0 1 2 0 10010 0 2 0 0 140300140602001601 0 0 8 0 1402 4 0 220U S 1 0 1 B L A C K P O I N T R D CORMORANT VIEW DRIT-4 IT-6 IT-2 IT-7 IT-1 IT-3 IT-9 IT-5 IT-8 BIT-8 A B-202 B-101 B-102 B-104 B-103 B-105 B-203 B-201 TP-9 TP-8 TP-7 TP-6 TP-5 TP-4 TP-3 TP 2 TP-62 TP-65 TP-64 TP-63 TP-61 TP-60 TP-59 TP-58 TP-57 TP-56 TP-55 TP-54 TP-53 TP-52 TP-51 TP-50 TP-49 TP-48 TP-47 TP-46 TP-45 TP-44 TP-43 TP-42 TP-41 TP-40 TP-39 TP-38TP-37 TP 36 TP-35 TP-34 TP-32 TP-31 TP-33 TP-24 TP-25 TP-26 TP-27 TP-28 TP-29 TP-30 TP-23 TP-22 TP-21 TP-20 TP-19 TP-18 TP-17 TP-16 TP-15 TP-14 TP-13 TP-12 TP-11 TP-10 TP-102 TP-116 TP-105 TP-107 TP-106 TP-117 TP-113 TP-114 TP-109 TP-108 TP-110 TP-111 TP-115 TP-112 TP-101 TP-104 TP-103 TP-18A Lodge Kettle A Kettle C Kettle B Info Center Water Tower MW-3 MW-1 MW-2 IW-1 MW-5 MW-4 MW-6 Amer CG Well Legend Explorations +UÓ Boring +U Monitoring Well ##*Infiltration Test "W""Test Pit )##O Existing Well Excavation Summary Cut Fill Uncut Infiltration Rates Low (1 to 5 in / hr) Medium (5 to 15 in / hr) High (15 to 30 in / hr) Pl eas a nt Harb o r FINAL SITE GRADINGINFILTRATION CHARACTERIZATION1" = 500'8/14/08WDWSG080115Hood Canal . 0 500 1,000 1,500 2,000 2,500250 Feet Datum : NAVD88 Contour Interval is 20 ft. Exhibit 26 Exhibit 26 SUBSURFACE GROUP, LLC 630 6th Street South Kirkland, WA 98033 THE STATESMAN CORPORATION PLEASANT HARBOR MARINA & GOLF RESORT Temporary Shoring Lateral Pressures Job No SG0801 Figure 17 Soldier Pile Passive Pressure Active Pressure d 390 d 20 d Excavation level H (2/3)*Ht Resisting Force from Tiebacks p Dense glacial till Dense glacial till Hb Ht (2/3)*Hb 2 1 10 ft 10 ft 120 psf 240 psf Surcharge Pressure Seismic Pressure 5H Ignore top2ft 32 H 20*H2 H-Ht/3 - Hb/3p=7. Notes: 1. Active pressures act over pile spacing above the excavation level. 2. Active pressures act on one pile diameter below the excavation level. 3. Passive pressures act over 3 pile diameters or pile spacing, whichever is least. Passive pressures include a factor of safety = 1.5. 4. Lateral surcharge pressures due to heavy equipment loads must be added to active pressures given here. (See Figure 4). 5. Dimensions in feet, pressure in psf. 6.Design groundwater table Exhibit 26 SUBSURFACE GROUP, LLC 630 6th Street South Kirkland, WA 98033 THE STATESMAN CORPORATION PLEASANT HARBOR MARINA & GOLF RESORT LATERAL PRESSURES FROM SURCHARGE LOADS Job No SG0801 Figure18 Exhibit 26 SUBSURFACE GROUP, LLC 630 6th Street South Kirkland, WA 98033 THE STATESMAN CORPORATION PLEASANT HARBOR MARINA & GOLF RESORT TIEBACK NO LOAD ZONE Job No SG0801 Figure 19 Soldier Pile 60o No load zone Bonded Anchor Length, Lb H/5 or 5 ft. whichever is greater H Unbonded Anchor Length, Lu Excavation Level 5ftmin. Notes: 1. Refer to text for more complete understanding of this drawing. 2. Dense to very dense glacial till Allowable end bearing, qb=30 ksf Allowable skin friction, qs=1.0ksf Exhibit 26 Exhibit 26 The Statesman Corporation December 17, 2008 Page A-1 SUBSURFACE GROUP, LLC APPENDIX A – SITE EXPLORATIONS A1 General Two phases of explorations were completed for the Pleasant Harbor Golf Resort. The first phase of exploration completed in May and June 6, 2006 included 66 test pit explorations (TP-1 through TP-18, TP-18a, TP-19 through TP-65) and three monitoring wells (MW-1, MW-2 and MW-3). The test pit explorations were located in the field by a handheld GPS unit and topographic map of the existing site features. The boring locations were surveyed by W&H Pacific, Inc. The locations of the explorations should be considered accurate only to the degree implied by the method of measurement. The second phase of explorations were completed at Pleasant Harbor Resort and Marina from April 7, 2008 through May 21, 2008 and included: 10 infiltration test pit locations IT-1 through IT-8, IT-8A, and IT-9. 5 borehole infiltration tests in areas of deep cut areas (B101 through B-105). 17 test pits for borrow soils for laboratory samples (TP-101 through TP-117). 3 monitoring wells (MW-4 through MW-6). A deep infiltration test well (IW-1). Three geotechnical borings (B-201 through B-203) were completed at the proposed marina village. The Phase 2 site explorations were surveyed by W&H Pacific An engineering geologist or geotechnical engineer was on site throughout the field investigation program to observe the explorations, assist in sampling, and prepare descriptive logs of the material encountered. Soils were classified in general accordance with ASTM D-2488, “Standard Recommended Practice for Description of Soils (Visual-Manual Procedure)” as described in Appendix A, Figure A-1, “Key to Log of Borings/Test Pits.” A2 Borings and Monitoring Wells A2.1 Monitoring Wells During phase 1 explorations, three borings MW-1 through MW-3 were drilled with a truck mounted rig using rotary mud drilling methods in 2006 explorations by Boart Longyear. The borings were drilled to depths varying between 160 to 176½ feet below ground surface. Disturbed samples were obtained using Standard Penetration Test (SPT) procedures at 5-foot intervals. A standard split spoon sampler was driven into the soil a distance of 18-inches with an automatic 140-pound hammer free falling from a height of 30 inches. Recorded blows for each six inches of penetration are shown on the boring logs. The number of blows required to drive the sampler the last 12 inches is the Standard Penetration Resistance (N-value). This resistance, or blow count, provides a qualitative measure of the relative density of cohesionless soils and consistency of cohesive soils. Representative portions of the samples were placed in plastic jars and transported to our laboratory for classification. Electric vibrating wire piezometers (VWP’s) were installed in borings MW-1 and MW-3 and a 2-inch diameter observation well was installed in boring MW-2 to measure groundwater levels and provide water samples for analytical testing. The VWP’s were grouted in place with a cement bentonite mix which was also used to backfill the remainder of the borehole. The monitoring well installed in MW-2 consisted of 2-inch diameter threaded Schedule 40 PVC riser pipe with a machine slotted screen Exhibit 26 The Statesman Corporation December 17, 2008 Page A-2 SUBSURFACE GROUP, LLC (0.010-inch slot size at the bottom ten feet of the borehole). The annular space of borehole and screen section was backfilled with 10/20 silica sand and native granular soils to a depth 152 feet. The remaining portion of borehole was backfilled with bentonite chips. The boring logs are shown in Figures A-2 to A-7. Groundwater levels are shown on the boring logs from measurements taken on June 21, 2006. During phase 2 explorations, monitoring wells MW-4 through MW-6 were completed to further identify hydrological and geological subsurface soil and groundwater conditions. MW-4 and MW-5 were completed by Tacoma Pump and Supply utilizing a Foremost Barber DR-24 air rotary drill rig. Boring MW-4 and MW-5 were completed with a temporary 12-inch diameter casing to 18 feet with a bentonite chip seal installed (water well sanitary seal). Casing was then telescoped to a 6-inch welded steel casing drilled to bentonite chip seal to the bottom of boring at depths of 180 feet to 230 feet, respectively. Casing was pulled back 5 feet to install a “K-packer” and a 6-inch diameter five foot long 401 stainless steel v-wire wrapped screen with 0.020 per foot slot size to the bottom of borehole. A natural filter pack was developed around screens during well development. All monitoring wells were completed as above ground completions and in the future will be protect by steel pipe bollards. MW -6 was completed by Boart Longyear utilizing a Long Stroke Roto-Sonic Drill rig. MW-6 was drilled to a depth of 225 feet. This drilling method provides a continuous 4-inch diameter soil core with a 6–inch diameter borehole. Monitoring well was installed at the bottom of borehole and consisted of threaded Schedule 40 PVC riser to a depth of 215 feet. A ten foot long threaded Schedule 40 PVC machine slot screen 0.020 per foot slot size was installed in the bottom of borehole. The annular space between the borehole and the screened section of the well was backfilled with 10/20 silica sand. The annular space between the borehole and PVC riser was backfilled to the surface. A 12-inch diameter flush locking metal monument was cemented at the ground surface to protect the monitoring well. Our field representative logged conditions as the monitoring wells were drilled, stored the continuous core samples in wooden core boxes and grab samples from air rotary drilling for soil identification and laboratory testing and observed the installation of monitoring wells and screens. The monitoring borings are shown on Figures A-2 through A-7. A2.2 Injection Well IW-1 injection well was completed by Tacoma Pump and Supply utilizing a Foremost Barber DR-24 air rotary drill rig. IW-1 borehole was completed with a temporary 12-inch diameter casing to 18 feet with a bentonite chip seal installed (water well sanitary seal). Casing was then telescoped to a 10-inch welded steel casing drilled to bentonite chip seal to the bottom of boring at depths of 150 feet. Casing was then pulled back 20 feet to install a “K-packer” and a 8-inch diameter ten-foot long 401 stainless steel v-wire wrapped screen with a 0.030 per foot slot size and a 10-foot long 402 stainless steel v- wire wrapped screen with a 0.060 per foot slot size to the bottom of borehole. IW-1 was completed as an above ground completion and in the future will be protect by steel pipe bollards. Our field representative logged conditions as the boring were drilled and obtained representative soils samples every five feet for soil identification and for laboratory testing. Injection well boring is shown Figure A-8 A2.3 Infiltration Borings Five infiltration borings B-101 through B-105 were completed by Boart Longyear utilizing a with a truck mounted long-stroke Roto-Sonic drill rig. In filtration borings ranged in depth between 25 through 50 feet in depth. This drilling method provides a continuous 6-inch diameter soil core with an 8–inch diameter borehole. An infiltration well was installed consisting of 6-inch diameter schedule 40 PVC open ended casing. A bentonite seal was installed from the ground surface to about 1- foot above bottom of and the bottom 1 foot of the borehole was backfilled with 10/20 silica sand. A 12-inch diameter flush locking metal monument was cemented at the ground surface to protect infiltration well. Exhibit 26 The Statesman Corporation December 17, 2008 Page A-3 SUBSURFACE GROUP, LLC Our field representative logged conditions as the boring were being drilled, obtained large bulk samples of the representative soils for laboratory testing and monitored installation of infiltration wells The infiltration borings are shown on Figures A- 9 through A-13. Infiltration tests were completed in B-101 through B-105 borings, prior to testing bottom annular space of each infiltration well was flushed with water to remove fine sediment that remained during installation of casing and saturated overnight. Depth of infiltration wells were sounded prior to testing and flushed with water if fine grained sediment remained. Constant and falling head tests were completed in B-101 and B-105 and only falling head tests were completed in B-102 through B-104 Constant Head Tests A 1-inch tremie line was installed in infiltration well to the bottom of boring where an electrical water level meter probe to measure water level. Infiltration well was then filled with water to about 5 to 10 feet above the open end of the casing. The rate of flow gallons per minute (GPM) and the total gallons will be monitored during test period. The flow rate will be adjusted to maintain the depth of water in the well from start of test to test termination. Measurements of depth of water versus time and the flow rate were completed and recorded until the test was terminated. A falling head test was started after the constant head test was terminated. Falling Head Tests Falling head tests were completed in all infiltration wells and consisted of various heads of water installed in the PVC casing where an electrical water meter probe measured water level in well from a datum point such as the top PVC casing or tremie pipe. Measurements of depth of water versus time recorded for several hours or until the well casing went dry. Table A-1 presents the results of well infiltration tests. A2.4 Geotechnical Marina Borings During the second phase of exploration, three geotechnical borings B-201 through B-203 were completed in the proposed condominiums at the Pleasant Harbor Marina by Boart Longyear utilizing a track mounted roto- sonic drill rig and were drilled to a depth of 25 feet. T he drilling method produces a 4-inch diameter soil core a continuous soil core and a 6-inch diameter borehole. Borings B-201 and B-203 were completed and backfilled with bentonite chips to the surface. Boring B-202 was installed with a 2-inch diameter Schedule 40 PVC observation well. A 2-inch threaded riser was attached to a ten-foot section 2-inch Schedule 40 PVC machine slotted screen with a 0.020 per foot slot size at bottom of boring. The annular space between the borehole and the screen section was backfilled with 10/20 silica sand; the remaining PVC riser was backfilled with bentonite chip seal. A 10-inch diameter flush locking metal monument was cemented at the ground surface to protect the observation well. Our field representative logged conditions as the boring were drilled and obtained representative core samples for soil identification and for laboratory testing. The geotechnical borings are shown on Figures A-14 through A-16. A3 Test Pits A3.1 Phase 1 Test Pits Phase 1 exploration a total of 66 test pits TP-1 through TP-18a, TP-18b and TP19 through TP-65 were excavated at the project area with a tracked backhoe to depths ranging from 5 to10 feet. Our field representative logged the conditions encountered as the test pits were excavated. All test pits were backfilled immediately after logging the subsurface conditions. The test pit logs are shown on Figures A-17 through A-82. Exhibit 26 The Statesman Corporation December 17, 2008 Page A-4 SUBSURFACE GROUP, LLC A3.2 Phase 2 Infiltration Test Pits During the second phase of explorations, 10 infiltration test pits IT-1 through IT-7, IT-8A, IT-8B and IT- 9 were completed with a Cat 312C Track hoe operated Northwest Excavating and Trucking which also supplied large diameter infiltration test apparatus, 5,000 gallon water truck, and digital totalizers and gallon per minute (GPM) flow meters for infiltration tests. Our field representative logged conditions as the test pits were excavated and obtained large bulk samples of the representative soils for laboratory testing. Test pits IT-1 through IT-7 and IT-9 were tested for infiltration rates. Test pits IT- 8 and IT-8A were only excavated and logged and backfilled upon completion. The test pit logs are as shown on Figures A-83 through A-92. Infiltration tests were completed in test pit IT-1 through IT-7 and IT-9. Test methods completed were in accordance to ASTM Test method D3385-03. The large infiltration ring test pit method was completed in test pits IT-1 through IT-4 and IT-7 and open test pit infiltration tests were completed in IT-5, IT-6, and IT-9. Infiltration tests were completed in test pits that were excavated to a maximum depth of 10 feet. Large infiltration ring test consisted of a single walled 6-foot diameter steel cylinder with 2 foot by 2 foot open door Test pit was excavated into the glacial soil with dimension to install a 6-foot diameter single wall infiltration ring in deep excavations and in unstable soil conditions. The steel cylinder was driven into the soil by the backhoe to about 6 inches. Open pit method was excavated with a known dimension (4ft by 12 ft) in non-caving soil conditions. Bottom of the trench in both methods will be cleaned of all loose soils. Water was added into the infiltration ring and or into the bottom of the test pit. Dependant on the glacial soil type a constant flow of water was added until a steady state condition was achieved. 2-inch PVC standpipe will be installed in open trench or a Styrofoam float attached to measuring tape in the infiltration ring. A minimum of 1 foot of water will maintain in the trench and/or infiltration ring. The rate of flow gallons per minute (GPM) and the total gallons will be monitored during test period. The flow rate will be adjusted to maintain the depth of water in the trench or in the steel cylinder when the test was started. Infiltration tests completed in impervious soils such as glacial till in were run over the entire day and consisted of falling head because its low permeability. Measurements of depth of water versus time and the flow rate were completed until the test was terminated. A falling head test was completed in pervious soils for verification of steady state infiltration tests. Table – presents the results of near surface infiltration tests. A3.3 Phase 2 Borrow Test Pits During the second phase of exploration, supplemental borrow test pits were completed in the current site investigation to further identify the quantity and soil types in the proposed in cut areas of the proposed resort. A total 17 test pits TP-101 through TP-117 were excavated by Northwest Excavating and Trucking utilizing a Cat 419E model rubber tired Extenda-hoe. Our field representative logged conditions as the test pits were excavated and obtained large bulk samples of the representative soils for laboratory testing. Test pits were backfilled on completion logging and sampling. The test pit logs are shown on Figures A-93 through A-109. Exhibit 26 TABLEA1 FIELDINFILTROMETERANDBOREHOLEPERMEABILITYRESULTS Sample Depth(ft) Elevation (ft) Geologic Unit USCS Gravel Sand Silt D10(mm) B101 69 Qvio GPGM 48.2 44.9 6.9 0.1681 21 B104 50 Qvio SP 46.9 51.1 2 0.1351 3.2 B105 45 Qvio SWSM 31.7 61.7 6.6 0.2131 17 B102 49 Qvio GWGM 58 35.1 6.9 0.2201 3.6 B103 25 Qvio GW 54.1 41.9 4 0.2608 4.3 IT1 8 Qvio SPSM 0.3 94.3 5.4 0.1157 20 IT2 2 Qvio GW 80.4 18.6 1 1.293 57 IT3 6.4 Qvro GW 70 28.6 1.4 0.5643 83 IT4 4 Qvio SP 37.3 59.6 3.1 0.25 60 IT5 5 Qvit GM 46.3 37 16.7 0.02 2.1 IT6 9 Qvio SP 25.1 70.9 4 0.1813 54 IT7 10 Qvio SP 0 95.6 4.4 0.1747 43 IT9 2 Qvit SWSM 35.9 53.8 10.3 0.07 1.0 Exploration I.D. SampleLocation Classification GrainSizeFraction(%) Infiltration Rate(in/hr) Exhibit 26 OH Organic silts and organic silty clays of low plasticity GRAINED Groundwater Level Symbols GC GM GP GRAINED SP SOILS SANDS SW Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays PT Clayey gravels, gravel-sand-clay mixtures Silty gravels, gravel-sand-silt mixtures SOILS GRAVELLY CH FINE Inorganic silts, very fine sands, rock flour, silty/clayey fine sands or clayey silts of slight plasticity DESCRIPTIONS SILTS Poorly graded sands, gravelly sands, little or no fines GRAVEL MORE THAN 50% OF MATERIAL FINER THAN NO. 200 SIEVE SIZE MAJOR DIVISIONS LITTLE OR NO FINES OL Pipe in bentonite seal Pipe in bentonite-cement Pipe in cement grout Water level measured in piezometer Sampler Symbols Bulk Sample 3-inch-O.D. Pitcher Tube Sampler 2-inch-O.D. Split Spoon Sampler Driven with 140-lb Auto Hammer and 30-inch Drop (SPT) 3-inch-O.D. Shelby Tube Sampler 3-inch-O.D. Split Spoon Sampler with Brass Rings Driven with 300-lb Hammer and 30-inch Drop 2. Order of Soil Description Terms: Density/consistency, color, moisture, minor constituents, MAJOR CONSTITUENT (USCS), trace constituents, plasticity, grain size, shape, and gradation, additional comments (organics, odor, etc.); (GEOLOGIC UNIT). Sonic Core Barrel SOILS Pleasant Harbor Marina and Golf Resort Brinnon, Washington NOTE: DUAL SYMBOLS USED FOR BORDERLINE CLASSIFICATIONS SM COARSE Peat, humus, swamp soils with high organic contentHIGHLY ORGANIC SOILS AL C DS HA LL LV N OVA Pc Pf PI PP SA SG TV TX CLAYS LITTLE OR NO FINES Key to Log of Boring / Test Pit Abbreviations Atterberg Limits Consolidation Direct Shear Hydrometer Analysis Liquid Limit Laboratory Vane Shear Number of hammer blows for last 12 inches driven Organic Vapor Analyzer Constant Head Permeability Falling Head Permeability Plasticity Index Pocket Penetrometer Sieve Analysis Specific Gravity Torvane Shear Triaxial Shear Manual Penetration Test Project: LIQUID LIMIT GREATER THAN 50 Relative Density and Consistency Relationships Coarse-Grained Soils Easily penetrated by 1/2-inch rod pushed by hand Easily penetrated by 1/2-inch rod pushed by hand Penetrated 1 foot by 1/2-inch rod driven by 5-lb hammer Penetrated 1 foot by 1/2-inch rod driven by 5-lb hammer Penetrated only few inches by 1/2-inch rod driven by 5-lb hammer 0 - 4 5 - 10 11 - 30 31 - 50 >50 N - SPT (blows/ft) N, SPT (blows/ft) Very loose Loose Medium dense Dense Very dense Easy several inches by fist Easy several inches by thumb Moderate several inches by thumb Readily indented by thumb Readily indented by thumbnail Difficult by thumbnail Piezometer Symbols Relative Density Manual Field Test SUBSURFACE GROUP, LLC 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Organic clays of medium to high plasticity, organic silts Water level at time of drilling or excavation 0 - 5% 5 - 12% 12 - 30% 30 - 50% Vibrating wire piezometer Slotted pipe in filter pack Pipe in filter pack 1. Descriptions and stratum lines are interpretive; field descriptions may have been modified to reflect lab test results. Descriptions on these logs apply only at the specific exploration locations and at the time the explorations were performed; they are not warranted to be representative of subsurface conditions at other locations or times. Fine-Grained Soils Trace Slightly (clayey, silty, sandy, gravelly) Clayey, silty, sandy, gravelly Very (clayey, silty, sandy, gravelly) SOILS Minor Descriptors Moisture Content Dry Moist Wet 3. Soil relative density or consistency in test pit was estimated based on manual inspection and/or ease or difficulty of excavation by the backhoe. Absence of moisture, dusty Damp but no visible water Visible free water, from below the water table Very soft Soft Medium stiff Stiff Very Stiff Hard Relative Consistency <2 2 - 4 5 - 8 9 - 15 16 - 30 >30 General Notes CLEAN ANDMORE THAN 50% OF MATERIAL COARSER THAN NO. 200 SIEVE SIZE Silty sands, sand-silt mixtures GW Inorganic clays of high plasticity, fat clays SYMBOLS SAND Well-graded sands, gravelly sands, little or no fines Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silt SANDS CLEAN APPRECIABLE AMOUNT OF FINES WITH FINES GRAVELS Report: SSG TEST PIT_SOILPZ LOG KEY; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08SC Clayey sands, sand-clay mixtures SANDY LIQUID LIMIT LESS THAN 50 CLAYS Poorly graded gravels, gravel-sand mixtures, little or no fines Well-graded gravels, gravel-sand mixtures, little or no fines CL ML SILTS WITH FINES MORE THAN 50% OF COARSE FRACTION RETAINED ON NO.4 SIEVE GRAVELS MORE THAN 50% OF COARSE FRACTION PASSING NO.4 SIEVE MH AND AND AND UNIFIED SOIL CLASSIFICATION SYSTEM AND SYMBOL CHART APPRECIABLE AMOUNT OF FINES Figure A-1 e. Exhibit 26 SUBUSRFACE GROUP, LLC Monitoring Wells Exhibit 26 6 Approx. Surface Elev. 9 7 Start Date 5 4 3 2 1 8 Geologic & VWP Construction Log Elevation TOC Water Level Elevation Very dense, brownish gray, moist, silty gravelly fine to medium SAND(SM) (Qvit) (Till) Sampler Type (ST): Finish Date Concrete seal with 12-inch diameter flush metal locking monument 66/ 6" 38 50/ 6" 32 50/ 4" ( 43.0 to 49.0) increasing interbeds of fine to medium sand (inferred by drill action Very dense, brown, moist,slightly silty sandy GRAVEL(GM); scattered layers of fine to medium sand (inferred by drill action and penetration rate) (Qvt) (sandy till) Very dense, brown, moist, silty sandy GRAVEL (GM); gravel subangular(Qvt) (inferred by blow counts and stratigraphic position Boulder 16-18.5 feet slow very hard drilling Very dense, brownish gray, moist, silty gravelly fine to medium SAND(SM) (Qvit) (Till) Very dense, gray, moist, slighty silty fine to medium SAND(SP-SM); interbedded with silty sand (SP) (Qvio) 32 22 23 Bentonite-cement grout mixture 30 gallons of water, 94 pounds of Portland Cement and 25 pounds of powdered bentonite 44 86/ 6" 100/ 6" 100/ 6" 100/ 5" 100/ 6" B-1 Project Name Project Location Driller/Equip Sampler/Method Misc Notes Hole Diam: feet Well Construction Sample 11.07 ID 1 of 4 153.80 153.80 6"For Statesman Corporation SPT, 140lb, Autohammer Holt Drilling, Inc Brinnon, Washington B-1 SFB/DAY SG-0601 May 29, 2006 June 5, 2006 DAY Sheet Proposed Pleasant Harbor Marina And Golf Resort 5 10 15 20 25 30 35 40 45 Depth Well Number S SUBSURFACE GROUP LLC from GS GWL Grab sample 2" Dia. split spoon sampler, SPT Graphic Project Number Figure No. Approved by: Logged by: Water Level (at time of drilling) NT - Not tested C - Chemical Properties Lab Tests: 3.25" OD split barrel ring sampler Description MaterialLab 6" Blows/ T MW-1 A-2 Exhibit 26 12 19 18 17 16 15 13 11 10 Electric Vibrating wire piezometer transducer SN 06-4442 14 Sampler Type (ST): Geologic & VWP Construction Log Start Date Very dense, gray brown, moist sandy SILT (ML); interbedded with slightly silty sandy gravel (sandy till lenses) and fine to medium sand (Qva) Elevation TOC Approx. Surface Elev. Bentonite-cement grout( continued) 42 50/ 5" Very dense, gray, wet, silty fine SAND (SM) (Qva) Very dense, gray, fine to medium SAND (SP), trace silt (Qva) Very dense, gray, moist, slightly silty fine SAND (SM) (Qva) zone of sandy silt and scattered fine gravel Very dense, gray to gray brown, moist, fine to medium SAND (SP); with scattered interbeds of sandy silt (Qva) 29 50 58/ 5" 50/ 5" 27 40 38 26 38 38 38 41 42 37 39 50 24 31 44 33 40 39 30 42 39 Finish Date Driller/Equip DAY SFB/DAY feet Water Level Elevation B-1 Project Name Figure No. Sheet Sampler/Method Well Number Misc Notes Hole Diam: 153.80 Well Construction Depth Project Location 6"For Statesman Corporation SPT, 140lb, Autohammer Holt Drilling, Inc Brinnon, Washington Proposed Pleasant Harbor Marina And Golf Resort B-1SG-0601 June 5, 2006 153.80 11.07 May 29, 2006 Sample 2 of 4 from GS Project Number ID SUBSURFACE GROUP LLC GWL Grab sample 2" Dia. split spoon sampler, SPT S Lab Approved by: Logged by: Water Level (at time of drilling) NT - Not tested C - Chemical Properties Lab Tests: 3.25" OD split barrel ring sampler Description Material 6" Blows/ T 55 60 65 70 75 80 85 90 95 Graphic A-2 MW-1 Exhibit 26 22 29 28 27 26 25 23 21 20 6/21/06 Bentonite-cement grout( continued) 24 Finish Date Sampler Type (ST): Start Date Geologic & VWP Construction Log Elevation TOC Very dense, gray, very moist, fine to medium SAND, trace silt (Qva) Very dense, gray, wet, slightly gravelly fine to coarse SAND (SW), trace Very dense, gray, very moist to wet, fine to coarse SAND (SW), trace silt (Qva) Very dense, gray, very moist, silty fine SAND (SM) (Qva) Very dense, gray, very moist, fine to medium SAND, trace silt (Qva) Very dense, gray, wet, sandy SILT (ML), trace organics; thinly laminated fine to medium sand (Qva) Very dense, gray, very moist, fine to medium SAND (SP), trace silt (Qva) Very dense, gray, very moist, silty fine SAND, scattered organics (Qva) 33 50 51/ 6" 36 50/ 5" Water Level Elevation 30 50 27 24 44 50/ 5" 39 44 59 31 48 49 22 35 44 50/ 5" Figure No. Project Number May 29, 2006 June 5, 2006 Well Number Approx. Surface Elev. DAY 11.07 B-1 Depth Project Name Project Location Approved by: Driller/Equip Sampler/Method Logged by: For Statesman Corporation Hole Diam: SFB/DAY SPT, 140lb, Autohammer Holt Drilling, Inc 6" Brinnon, Washington Proposed Pleasant Harbor Marina And Golf Resort B-1 3 of 4 Sheet Water Level (at time of drilling) 153.80 feet 153.80 SG-0601 Grab sample Misc Notes S SUBSURFACE GROUP LLC Well Construction GWL 2" Dia. split spoon sampler, SPT from GS 6" Sample NT - Not tested ID C - Chemical Properties Lab Tests: 3.25" OD split barrel ring sampler DescriptionGraphic LabBlows/ T 105 110 115 120 125 130 135 140 145 Material A-2 MW-1 Exhibit 26 GWL Grab sample from GS SUBSURFACE GROUP LLC S silt (Qva) Geologic & VWP Construction Log 155 160 165 170 175 180 185 190 195 2" Dia. split spoon sampler, SPT 31 Bottom of boring at depth of 160.5 feet. Electric vibrating wire piezometers installed at 90.0 and 160.0 feet depths. 99/ 6" 80/ 6" 80/ 6" Bentonite-cement grout( continued) Electric Vibrating wire piezometer transducer SN 06-4476 30 32 Approx. Surface Elev. Elevation TOC Water Level Elevation Start Date Finish Date Sampler Type (ST): June 5, 2006 SG-0601 B-1 Brinnon, Washington Holt Drilling, Inc SPT, 140lb, Autohammer For Statesman Corporation 6" 153.80 153.80 May 29, 2006 4 of 4 DAY SFB/DAY B-1 Project Name Project Location Driller/Equip Sampler/Method Misc Notes Hole Diam: Well Construction Sample ID 11.07 C - Chemical Properties T Blows/ 6" Lab Material Graphic Description Proposed Pleasant Harbor Marina And Golf Resort Lab Tests: NT - Not tested Depth 3.25" OD split barrel ring sampler Water Level (at time of drilling) feet Well Number SheetProject Number Figure No. Approved by: Logged by: A-2 MW-1 Exhibit 26 3 9 8 7 6 4 2 1 2-inch diameter PVC flush threaded riser Bentonite chip seal 5 Sampler Type (ST): Dense, gray brown, moist slightly silty gravelly SAND (SM) trace roots and organics (Af) Start Date Water Level Elevation Elevation TOC Approx. Surface Elev. Concrete seal with 12-inch diameter flush metal locking monument Very dense, reddish brown, moist, fine to coarse SAND (SW) trace silt (Qu) Very dense, brown, very moist, slightly clayey gravelly fine to coarse SAND (SW-SC) (Qu slightly weathered) matrix primarily clayey silt Very dense, reddish brown mottled yellow, wet, slightly silty sandy gravel (GM), trace clay; gravels are subangular and lithic (Qu weathered) Very dense, gray, very moist, slightly gravelly fine to coarse SAND (SW), trace silt (Qvio) (outwash deposits) Very dense, gray brown slightly silty slightly gravelly SAND (SM) (Qvit) (sandy till) Very Dense, brown, moist, silty sandy GRAVEL(GM) (Qvit) (till) 55/ 6" 66/ 6" 34 50/ 6" 21 50/ 6" 35 50/ 6" 87/ 6" 23 32 36 22 35 50/ 5" 5 11 50/ 5" from GS SUBSURFACE GROUP LLC 184.46 S Finish Date 184.97 6" Grab sample For Statesman Corporation SPT, 140lb, Autohammer Geologic & Observation Well Construction Log Project Name ID Sample Well Construction Hole Diam:Misc Notes Sampler/Method 33.97 Project Location GWL B-2 SFB/DAY DAY June 12, 2006 2" Dia. split spoon sampler, SPT June 8, 2006 Holt Drilling, IncDriller/Equip Lab Water Level (at time of drilling) NT - Not tested C - Chemical Properties Lab Tests: 3.25" OD split barrel ring sampler Description 5 10 15 20 25 30 35 40 45 Material Logged by: 6" Blows/ T Graphic Brinnon, Washington Proposed Pleasant Harbor Marina And Golf Resort B-2 1 of 4SG-0601 Approved by: feet Depth SheetWell NumberProject Number Figure No.A-3 MW-2 Exhibit 26 15 Bentonite chip seal 19 18 Approx. Surface Elev. 16 Elevation TOC 14 13 12 11 10 17 Very dense, gray brown, slightly moist, fine to coarse SAND (SW) trace silt (Qu) Finish Date Start Date Water Level Elevation 2-inch diameter PVC flush threaded riser 44 50/ 6" 100/ 3" scattered organics throughout Very dense, dark gray, slightly moist, sandy gravel (GP), trace silt; scattered cobbles to 4-inch diameter inferred by drill action Very dense, dark gray, slightly moist, slightly gravelly fine to coarse SAND (SW, trace silt (Qu) Very dense, gray, slighty moist, fine to coarse SAND (SW), trace silt; scattered fine gravel (Qu) Very dense, gray brown, slightly moist, sandy GRAVEL (GP) trace silt (Qu) 58/ 6" 87/ 6" 50/ 6" 77/ 6" 85/ 6" 80/ 6" 66/ 6" 86/ 6" 55 60 65 70 75 80 85 90 95 June 8, 2006 S Sampler Type (ST): June 12, 2006 from GS 184.97 6" 33.97 184.46Project Location Geologic & Observation Well Construction Log ID Sample Well Construction Hole Diam:Misc Notes SUBSURFACE GROUP LLC Driller/Equip For Statesman Corporation Project Name 2" Dia. split spoon sampler, SPT B-2 Grab sample SFB/DAY GWL DAY Sampler/Method Graphic Approved by: Logged by: Water Level (at time of drilling) NT - Not tested C - Chemical Properties Lab Tests: SPT, 140lb, Autohammer Description Figure No. MaterialLab 6" Blows/ T 3.25" OD split barrel ring sampler Holt Drilling, Inc Brinnon, Washington Proposed Pleasant Harbor Marina And Golf Resort B-2 2 of 4SG-0601 Project Number feet Depth SheetWell Number A-3 MW-2 Exhibit 26 Logged by: T Blows/ 6" Lab Material Graphic Description open voids inferred by mud loss (105.0 to 120. feet Lab Tests: NT - Not tested Water Level (at time of drilling) 100/ 6" 80/ 6" 100/ 6" 100/ 6" 82/ 6" Bentonite chip seal (2.0-152.0 ) Bentonite chip seal C - Chemical Properties 20 21 22 23 24 Approx. Surface Elev. Elevation TOC Water Level Elevation Start Date Finish Date Sampler Type (ST): 2-inch diameter PVC flush threaded riser GWL Project Name Project Location Approved by: Sampler/Method 3.25" OD split barrel ring sampler Hole Diam: Well Construction Sample ID Geologic & Observation Well Construction Log B-2 Grab sample Driller/Equip from GS SUBSURFACE GROUP LLC S 105 110 115 120 125 130 135 140 145 2" Dia. split spoon sampler, SPT 3 of 4 feet Depth SheetWell Number Misc Notes Project Number SFB/DAY Figure No. SG-0601 For Statesman Corporation DAY June 12, 2006 June 8, 2006 33.97 184.46 6" SPT, 140lb, Autohammer Holt Drilling, Inc Brinnon, Washington Proposed Pleasant Harbor Marina And Golf Resort B-2 184.97 A-3 MW-2 Exhibit 26 T Approved by: Blows/ 6" Lab Material Graphic Description 3.25" OD split barrel ring sampler Lab Tests: soils become wet NT - Not tested Logged by: Bottom of boring at depth of 170 feet. Completed with 2-inch diameter PVC observation well. Groundwater encountered at depth 160.0 feet (inferred by wet soil samples) 93/ 6" 83/ 6" (0.0-160.0) 2-inch diameter PVC flush threaded riser 6/21/06 (152.0 -167.0) 10/20 silica sand backfill (160.0 -170.0) 2-inch diameter PVC machine slotted screen with 0.010 inch slot size borehole flushed by tremie and annular space between screen and borehole infilled native soils (167.0 -170.0) Water Level (at time of drilling) 25 26 Approx. Surface Elev. Elevation TOC Water Level Elevation Start Date Finish Date Sampler Type (ST): GWL Project Name Figure No. Driller/Equip C - Chemical Properties Misc Notes Hole Diam: Well Construction Sample ID Geologic & Observation Well Construction Log B-2 Grab sample Project Location from GS SUBSURFACE GROUP LLC S 155 160 165 170 175 180 185 190 195 2" Dia. split spoon sampler, SPT SG-0601 Project Number Well Number Sheet Depth feet Sampler/Method SFB/DAY 4 of 4 6" DAY Proposed Pleasant Harbor Marina And Golf Resort Brinnon, Washington Holt Drilling, Inc SPT, 140lb, Autohammer For Statesman Corporation June 12, 2006 June 8, 2006 B-2 184.97 184.46 33.97 A-3 MW-2 Exhibit 26 9 8 7 6 5 4 3 1 Bentonite-cement grout mixture 30 gallons of water, 94 pounds of Portland Cement and 25 pounds of powdered bentonite Concrete seal with 12-inch diameter flush metal locking monument 2 Water Level Elevation Sampler Type (ST): Start Date Geologic & VWP Construction Log Approx. Surface Elev. Very dense, brown, moist silty sandy GRAVEL (GM) (Qvit) (Till) Finish Date Very dense, gray, moist, gravelly fine to coarse SAND (SW); scattered lenses of organics; clasts sub angular (Qvio) (Outwash deposits) Very dense, brown, moist, sandy GRAVEL (GP), trace silt (Qvio) (Outwash Deposits) Very dense, brown, moist, silty sandy GRAVEL (GM) (Qvit) (Till) Dense, gray, moist, fine to medium SAND (SP), trace silt; scattered fine gravel (Qvio) (Outwash deposits) Very dense, brown, silty gravelly fine to coarse SAND (SM) (Qvit) (Till) increasing cobbles Very dense, brown mottled yellow brown, slightly gravelly fine to coarse SAND (SW) (Qvio) (Outwash deposits) Very dense, brown, moist, gravelly silty fine to coarse SAND (SM); scattered lenses of fine to medium sand (Qvit) (Till) Very dense, gray brown, moist, clayey sandy GRAVEL (GC) (Qvit) (Till) 25 46 48 45 50/ 6" 22 50/ 6" 19 19 20 29 37 42 26 37 38 13 20 28 9 31 44 Elevation TOC 46 50/ 1" SFB/DAY 177.40 10.31 Figure No. June 5, 2006 June 7, 2006 Approved by: Logged by: 6" B-3Water Level (at time of drilling) Project Name Project Location NT - Not tested Driller/Equip Holt Drilling, Inc C - Chemical Properties DAY Brinnon, Washington SPT, 140lb, Autohammer Proposed Pleasant Harbor Marina And Golf Resort B-3 For Statesman Corporation 1 of 4SG-0601 Project Number 177.40 feet Depth SheetWell Number Misc Notes 2" Dia. split spoon sampler, SPT Sampler/Method S SUBSURFACE GROUP LLC from GS Hole Diam: Grab sample GWL Lab Lab Tests: Well Construction Sample 3.25" OD split barrel ring sampler ID Description Material 6" Blows/ T 5 10 15 20 25 30 35 40 45 Graphic A-4 MW-2 Exhibit 26 15 19 18 Approx. Surface Elev. 16 Elevation TOC 14 13 12 11 10 17 Geologic & VWP Construction Log scattered layers of cobbles up to 4-inch diameter inferred by drill action Finish Date Start Date Water Level Elevation Bentonite-cement grout( continued) 50/ 3" 50/ 6" Very dense, gray, moist, sandy GRAVEL (GP) trace silt (Qva) Very dense, gray brown, moist, gravelly fine to coarse SAND (SW), trace silt (Qvio) (Outwash deposits) increasing lenses of sand Very dense, gray, brown, mottled reddish brown, slightly gravelly silty fine to coarse SAND (SM), gravel subangular (Qvit) (Till) Very dense, gray, moist, gravelly fine to coarse SAND (SW) trace silt (Qvio) (Outwash deposits) Very dense, brown mottled yellow brown, slightly silty gravelly fine to coarse SAND (SW), scattered lenses of organics (Qvio) (Outwash deposits) 50/ 6" 88/ 6" 56/ 6" 48 50/ 5" 60/ 6" 65/ 6" 50/ 6" 47 50/ 6" Driller/Equip Project Number SFB/DAY Sampler Type (ST): B-3 Project Name Depth June 7, 2006 Sampler/Method Sheet Misc Notes Hole Diam: 177.40 Well Constructionfeet Project Location 6"For Statesman Corporation SPT, 140lb, Autohammer Holt Drilling, Inc Brinnon, Washington Proposed Pleasant Harbor Marina And Golf Resort B-3 DAY SG-0601 Sample 177.40 10.31 June 5, 2006 2 of 4 55 60 65 70 75 80 85 90 95 Well Number ID S SUBSURFACE GROUP LLC from GS GWL Grab sample 2" Dia. split spoon sampler, SPT Material Figure No. Approved by: Logged by: Water Level (at time of drilling) NT - Not tested C - Chemical Properties Lab Tests: 3.25" OD split barrel ring sampler Graphic Lab 6" Blows/ T Description A-4 MW-3 Exhibit 26 26 29 27 Water Level Elevation 25 24 23 22 21 20 28 Approx. Surface Elev. Elevation TOC Geologic & VWP Construction Log Very dense, gray brown, moist, slightly gravelly fine to medium SAND (SP) trace silt, with 1-to 2-foot gravelly zones (Qva) Sampler Type (ST): Finish Date Start Date Bentonite-cement grout( continued) 33 43 44 47 50 Very dense, gray, wet, fine to medium SAND (SP), trace silt; interbedded with silty sand (Qva) Very dense, gray brown, wet, sandy SILT(ML); with thin layers of fine to medium sand (strong iron oxide staining) and clayey silt (Qva) Very dense, gray, moist, slightly gravelly fine to coarse SAND (SW), trace silt (Qva) Very dense, gray, moist, fine to coarse SAND (SW), trace silt (Qva) increasing coarse gravel (inferred by drill action) 30 48 47 29 28 58 36 50 100/ 5" 100/ 4" 97/ 6" 85/ 6" 62/ 6" Sampler/Method ID B-3 Project Name Project Location Driller/Equip DAY Depth Misc Notes Hole Diam: Sheet 177.40 Sample feet SG-0601 177.40 6"For Statesman Corporation SPT, 140lb, Autohammer Holt Drilling, Inc Brinnon, Washington Proposed Pleasant Harbor Marina And Golf Resort SFB/DAY 3 of 4 Well Number 10.31 June 5, 2006 June 7, 2006 B-3 105 110 115 120 125 130 135 140 145 Well Construction Project Number S SUBSURFACE GROUP LLC from GS GWL Grab sample 2" Dia. split spoon sampler, SPT Material Figure No. Approved by: Logged by: Water Level (at time of drilling) NT - Not tested C - Chemical Properties Lab Tests: 3.25" OD split barrel ring sampler DescriptionGraphic Lab 6" Blows/ T A-4 MW-3 Exhibit 26 Finish Date Sampler Type (ST): Start Date Water Level Elevation Elevation TOC Approx. Surface Elev. Very dense, gray, very moist, sandy GRAVEL (GP), trace silt (Qva) S SUBSURFACE GROUP LLC from GS GWL Grab sample 2" Dia. split spoon sampler, SPT Geologic & VWP Construction Log 45 48 50 70/ 6" 100/ 5" 100/ 3" 40 50 Bottom of boring at depth 176.5 feet. Electric vibrating wire piezometer installed at depth of 175.0 feet. Very dense, gray, wet, fine to coarse SAND (SW), trace silt (Qva) 38 50 Electric Vibrating wire piezometer transducer SN 06-4442 35 34 33 32 31 30 6/21/06 Bentonite-cement grout( continued) B-3 6"For Statesman Corporation SPT, 140lb, Autohammer Holt Drilling, Inc Brinnon, Washington 10.31 SG-0601 Proposed Pleasant Harbor Marina And Golf ResortProject Name ID Sample Well Construction Hole Diam:Misc Notes Sampler/Method 177.40 Project Location 177.40 B-3 SFB/DAY DAY June 7, 2006 June 5, 2006 4 of 4 Driller/Equip Material 3.25" OD split barrel ring sampler DescriptionGraphic Lab 6" Blows/ T 155 160 165 170 175 180 185 190 195 Approved by: feet Depth SheetWell NumberProject Number Figure No. Logged by: Water Level (at time of drilling) NT - Not tested C - Chemical Properties Lab Tests: A-4 MW-3 Exhibit 26 Pleasant Harbor Marina and Golf Resort Brinnon, Washington 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Project: SUBSURFACE GROUP, LLC SP-SM Borehole Location:Refer to site plan Sheet 1 of 6 Surface Elevation / Datum:145.9 feet / NAVD88 Report: SSG SOIL CORE PIEZO LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08Total Depth of Borehole:180.0 feet Foremost/Barber rig with 6-inch steel casing Drilling Method:Air Rotary Drilling Contractor:Tacoma Pump and Drilling Drill Rig Type: Log of Boring MW-4 SM S-1 S-2 S-3 S-4 S-5 Aboveground metal monument protecting 3.2-foot stick-up of 6-inch-diameter steel casing 0.0-18.0 feet: 12-inch-diameter borehole backfilled with bentonite chips and redrilled with 8-inch-diameter casing to produce sanitary seal 0.0-175.0 feet: 6-inch-diameter steel casing (welded) in 6-inch-diameter air rotary borehole SILTY SAND WITH GRAVEL (SM), dense, orange-brown, moist, fine to coarse sand [VASHON GLACIAL TILL, Qvit] Becomes brown SP POORLY GRADED SAND WITH SILT (SP-SM), very dense, gray, moist, few silt, few gravel [VASHON GLACIAL TILL, Qvit] POORLY GRADED SAND WITH GRAVEL (SP), very dense, brownish gray, moist, fine to coarse sand, fine to coarse gravel, trace silt [VASHON GLACIAL OUTWASH, Qvio] Logged By:D. Yonemitsu MoistureContent, %Core RunMATERIAL DESCRIPTION NumberLab TestsDate(s) Drilled:May 5 - 6, 2008 MonitoringWellSchematicGraphic LogSAMPLES Blows per6 inches(N Value)USCS Code0 5 10 15 20 25 30 REMARKS Recovery, %145 140 135 130 125 120 Depth,feetfeetElevation,Figure A-5 Exhibit 26 SW-SM SP SM Log of Boring MW-4 SUBSURFACE GROUP, LLC Pleasant Harbor Marina and Golf Resort Brinnon, Washington Report: SSG SOIL CORE PIEZO LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08MonitoringWellSchematicSheet 2 of 6 POORLY GRADED SAND (SP), dense, brown, moist, fine to medium sand, trace silt [VASHON ADVANCE OUTWASH, Qva] S-6 S-7 S-8 S-9 S-10 S-11 S-12 0.0-175.0 feet: 6-inch-diameter steel casing (welded) Becomes very dense, grayish brown, increasing silt content Trace coarse sand and fine gravel, increasing silt content SILTY SAND WITH GRAVEL (SM), very dense, grayish brown, moist, fine to coarse sand, fine to coarse gravel, diamict texture [VASHON BASAL TILL, Qvt] WELL-GRADED SAND WITH SILT AND GRAVEL (SW-SM), dense, brown, slightly moist, fine to coarse sand, fine to coarse gravel, trace to few silt [VASHON GLACIAL OUTWASH, Qvio] Project: MATERIAL DESCRIPTION Core RunNumberLab TestsMoistureContent, %Graphic LogUSCS CodeBlows per6 inches(N Value)SAMPLES Elevation,feetDepth,115 110 105 100 95 90 85 30 35 40 45 50 55 60 65feet REMARKS Recovery, %Figure A-5 Exhibit 26 SUBSURFACE GROUP, LLC SP SP-SM Sheet 3 of 6 Log of Boring MW-4Pleasant Harbor Marina and Golf Resort Brinnon, Washington Project:MonitoringWellSchematicReport: SSG SOIL CORE PIEZO LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08S-13 S-14 S-15 S-16 S-17 S-18 S-19 0.0-175.0 feet: 6-inch-diameter steel casing (welded) SILTY SAND WITH GRAVEL (SM), very dense, grayish brown, moist, fine to coarse sand, fine to coarse gravel, diamict texture [VASHON BASAL TILL, Qvt] (continued) SM POORLY GRADED SAND WITH SILT (SP-SM), dense, brown, moist, fine sand, trace to few silt [VASHON ADVANCE OUTWASH, Qva] POORLY GRADED SAND (SP), very dense, brown, slightly moist, fine to medium sand, trace silt [VASHON ADVANCE OUTWASH, Qva] MATERIAL DESCRIPTION Core RunNumberGraphic LogUSCS CodeBlows per6 inches(N Value)SAMPLES Elevation,feetfeetDepth,80 75 70 65 60 55 50 Recovery, %MoistureContent, %Lab Tests65 70 75 80 85 90 95 100 REMARKS Figure A-5 Exhibit 26 Log of Boring MW-4 SUBSURFACE GROUP, LLC Pleasant Harbor Marina and Golf Resort Brinnon, Washington MonitoringWellSchematicReport: SSG SOIL CORE PIEZO LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08Project: S-20 S-21 S-22 S-23 S-24 S-25 S-26 0.0-175.0 feet: 6-inch-diameter steel casing (welded) Sheet 4 of 6 SP-SM POORLY GRADED SAND WITH SILT (SP-SM), dense, brown, moist, fine sand, trace to few silt [VASHON ADVANCE OUTWASH, Qva] (continued)Core RunNumberElevation,MATERIAL DESCRIPTION Graphic LogUSCS CodeBlows per6 inches(N Value)SAMPLES feetfeetDepth,45 40 35 30 25 20 15 REMARKS 105 110 115 120 125 130 135 Lab TestsMoistureContent, %Recovery, %Figure A-5 Exhibit 26 SP-SM Sheet 5 of 6 Log of Boring MW-4Pleasant Harbor Marina and Golf Resort Brinnon, Washington Project:MonitoringWellSchematicReport: SSG SOIL CORE PIEZO LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08SUBSURFACE GROUP, LLC GWL 156 ft ATD S-27 S-28 S-29 S-30 S-31 S-32 0.0-175.0 feet: 6-inch-diameter steel casing (welded) POORLY GRADED SAND WITH SILT (SP-SM), dense, brown, moist, fine sand, trace to few silt [VASHON ADVANCE OUTWASH, Qva] (continued) Becomes very dense, very moist, sand grades fine to medium Becomes wet Becomes dense, very moist to wet S-33Core RunNumberGraphic LogUSCS CodeBlows per6 inches(N Value)SAMPLES Elevation,feetfeetDepth,MATERIAL DESCRIPTION 10 5 0 -5 -10 -15 -20 Recovery, %140 145 150 155 160 165 170 REMARKS MoistureContent, %Lab TestsFigure A-5 Exhibit 26 Log of Boring MW-4 SUBSURFACE GROUP, LLC Pleasant Harbor Marina and Golf Resort Brinnon, Washington MonitoringWellSchematicReport: SSG SOIL CORE PIEZO LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08Project: Bottom of boring at a depth of 180.0 feet. A 6-inch-diameter stainless steel monitoring well was installed in boring. S-34 S-35 S-36 0.0-175.0 feet: 6-inch-diameter steel casing (welded) Sheet 6 of 6 POORLY GRADED SAND WITH SILT (SP-SM), dense, brown, very moist to wet, fine to medium sand, trace to few silt [VASHON ADVANCE OUTWASH, Qva] (continued) SP-SM 175.0-180.0 feet: 6-inch-diameter 401 stainless steel V-wire screen, 0.020-inch slot sizeCore RunNumberElevation,MATERIAL DESCRIPTION Graphic LogUSCS CodeBlows per6 inches(N Value)SAMPLES Depth,feet-25 -30 -35 -40 -45 -50 -55 feetLab Tests175 180 185 190 195 200 205 REMARKS Recovery, %MoistureContent, %Figure A-5 Exhibit 26 Pleasant Harbor Marina and Golf Resort Brinnon, Washington SM SW-SM SM SW-SM Logged By:D. Yonemitsu Total Depth of Borehole:230.0 feet Date(s) Drilled:May 6 - 7, 2008 Foremost/Barber rig with 6-inch steel casing Report: SSG SOIL CORE PIEZO LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08Drilling Method:Air Rotary 1 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Log of Boring MW-5 Project: SUBSURFACE GROUP, LLC Drill Rig Type: WELL-GRADED SAND WITH SILT AND GRAVEL (SW-SM), medium dense, reddish brown, moist, fine to coarse sand, fine to coarse gravel, trace to few silt [VASHON GLACIAL OUTWASH, Qvio] TOPSOIL 0.0-225.0 feet: 6-inch-diameter steel casing (welded) in 6-inch-diameter air rotary borehole 0.0-18.0 feet: 12-inch-diameter borehole backfilled with bentonite chips and redrilled with 8-inch-diameter casing to produce sanitary seal Aboveground metal monument protecting 3-foot stick-up of 6-inch-diameter steel casing WELL-GRADED SAND WITH SILT AND GRAVEL (SW-SM), dense, brown, moist, fine to coarse sand, subangular to subrounded gravel, few silt [VASHON GLACIAL OUTWASH, Qvio] 4 3 2 5 Increasing coarse gravel SILTY SAND WITH GRAVEL (SM), dense, brown, moist [VASHON GLACIAL TILL, Qvit] SILTY SAND WITH GRAVEL (SM), very dense, grayish brown, moist, fine to medium sand, subangular to subrounded gravel [VASHON GLACIAL TILL, Qvit] Increasing silt content Borehole Location:Refer to site plan 0 5 10 15 20 25 30 Core RunMATERIAL DESCRIPTION MoistureContent, %NumberDrilling Contractor:Tacoma Pump and Drilling Surface Elevation / Datum:208.8 feet / NAVD88 Lab TestsSAMPLES Blows per6 inches(N Value)USCS CodeGraphic LogREMARKS MonitoringWellSchematicSheet 1 of 7 feet205 200 195 190 185 180 Recovery, %feetDepth,Elevation,Figure A-6 Exhibit 26 Project: SM SP-SM SM SP SM Sheet 2 of 7 Log of Boring MW-5 Report: SSG SOIL CORE PIEZO LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08Pleasant Harbor Marina and Golf Resort Brinnon, Washington POORLY GRADED SAND (SP), dense, reddish brown, slightly moist, fine to medium sand [VASHON ADVANCE OUTWASH, Qva] 6 7 8 9 10 11 12 0.0-225.0 feet: 6-inch-diameter steel casing (welded) SILTY SAND WITH GRAVEL (SM), very dense, grayish brown, moist, fine to medium sand, subangular to subrounded gravel [VASHON GLACIAL TILL, Qvit] (continued) POORLY GRADED SAND WITH SILT AND GRAVEL (SP-SM), very dense, brown, moist, fine to medium sand, few silt [VASHON GLACIAL OUTWASH, Qvio] Increasing silt content SILTY SAND (SM), very dense, brown, slightly moist, fine sand [VASHON ADVANCE OUTWASH, Qva] SILTY SAND WITH GRAVEL (SM), very dense, grayish brown, moist, fine to medium sand [VASHON GLACIAL TILL, Qvit] SUBSURFACE GROUP, LLC MoistureContent, %MATERIAL DESCRIPTION Core RunNumber30 35 40 45 50 55 60 65 Graphic LogUSCS CodeBlows per6 inches(N Value)SAMPLES feetMonitoringWellSchematicLab TestsfeetDepth,REMARKS 175 170 165 160 155 150 145 Recovery, %Elevation,Figure A-6 Exhibit 26 SM SP-SM SP-SM SP Sheet 3 of 7 Log of Boring MW-5 SUBSURFACE GROUP, LLC Pleasant Harbor Marina and Golf Resort Brinnon, Washington Report: SSG SOIL CORE PIEZO LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08POORLY GRADED SAND WITH SILT (SP-SM), dense, brown, moist, fine sand, few to little silt [VASHON ADVANCE OUTWASH, Qva] 13 14 15 16 17 18 19 0.0-225.0 feet: 6-inch-diameter steel casing (welded) SILTY SAND (SM), very dense, brown, slightly moist, fine sand [VASHON ADVANCE OUTWASH, Qva] (continued) Increasing gravel, possible diamict texture Project: POORLY GRADED SAND (SP), very dense, brown, moist, fine sand, trace silt, trace fine gravel [VASHON ADVANCE OUTWASH, Qva] POORLY GRADED SAND WITH SILT AND GRAVEL (SP-SM), dense, gray, slightly moist, fine to coarse sand, fine gravel, few to little silt [VASHON ADVANCE OUTWASH, Qva]Lab TestsMATERIAL DESCRIPTION Core RunNumberMonitoringWellSchematicGraphic LogUSCS CodeBlows per6 inches(N Value)SAMPLES Depth,Elevation,MoistureContent, %feet65 70 75 80 85 90 95 100 feet140 135 130 125 120 115 110 REMARKS Recovery, %Figure A-6 Exhibit 26 SP SP-SM Sheet 4 of 7 SUBSURFACE GROUP, LLC Pleasant Harbor Marina and Golf Resort Brinnon, Washington Project:MonitoringWellSchematicReport: SSG SOIL CORE PIEZO LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08Log of Boring MW-5 POORLY GRADED SAND WITH SILT (SP-SM), very dense, brown, moist, fine sand, few to little silt, scattered pockets and layers of SILTY SAND (SM) [VASHON ADVANCE OUTWASH, Qva] 20 21 22 23 24 25 26 POORLY GRADED SAND (SP), very dense, brown, moist, fine sand, trace silt, trace fine gravel [VASHON ADVANCE OUTWASH, Qva] (continued) Sand grades fine to medium, with trace to few silt, no silty sand layers 0.0-225.0 feet: 6-inch-diameter steel casing (welded) MATERIAL DESCRIPTION Core RunNumberGraphic LogUSCS CodeBlows per6 inches(N Value)SAMPLES Elevation,feetfeetDepth,105 100 95 90 85 80 75 Recovery, %MoistureContent, %Lab Tests105 110 115 120 125 130 135 REMARKS Figure A-6 Exhibit 26 SP-SM Sheet 5 of 7 Log of Boring MW-5 SUBSURFACE GROUP, LLC Pleasant Harbor Marina and Golf Resort Brinnon, Washington Project:MonitoringWellSchematicReport: SSG SOIL CORE PIEZO LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08Fine gravel 27 28 29 30 31 32 33 POORLY GRADED SAND WITH SILT (SP-SM), very dense, brown, moist, fine to medium sand, trace to few silt [VASHON ADVANCE OUTWASH, Qva] (continued) Fine gravel 0.0-225.0 feet: 6-inch-diameter steel casing (welded) MATERIAL DESCRIPTION NumberGraphic LogUSCS CodeBlows per6 inches(N Value)SAMPLES Recovery, %Elevation,feetfeetDepth,Core Run140 145 150 155 160 165 170 MoistureContent, %70 65 60 55 50 45 40 REMARKS Lab TestsFigure A-6 Exhibit 26 Sheet 6 of 7 Log of Boring MW-5 SUBSURFACE GROUP, LLC Pleasant Harbor Marina and Golf Resort Brinnon, Washington Project:MonitoringWellSchematicReport: SSG SOIL CORE PIEZO LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/0834 35 36 37 38 39 40 0.0-225.0 feet: 6-inch-diameter steel casing (welded) GWL 194.7 ft ATD SP-SM POORLY GRADED SAND WITH SILT (SP-SM), very dense, brown, moist, fine to medium sand, trace to few silt [VASHON ADVANCE OUTWASH, Qva] (continued) MATERIAL DESCRIPTION Core RunNumberGraphic LogUSCS CodeBlows per6 inches(N Value)SAMPLES Recovery, %Elevation,feetfeetDepth,175 180 185 190 195 200 205 MoistureContent, %35 30 25 20 15 10 5 REMARKS Lab TestsFigure A-6 Exhibit 26 MonitoringWellSchematicSM SM Sheet 7 of 7 SUBSURFACE GROUP, LLCReport: SSG SOIL CORE PIEZO LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08Pleasant Harbor Marina and Golf Resort Brinnon, Washington Project: SA 41 42 43 44 45 SA 0.0-225.0 feet: 6-inch-diameter steel casing (welded) 225.0-230.0 feet: 6-inch-diameter 401 stainless steel V-wire screen, 0.020-inch slot size SILTY SAND (SM), very dense, brown, moist, fine to medium sand [VASHON ADVANCE OUTWASH, Qva] Becomes wet, trace fine gravel SILTY SAND WITH GRAVEL (SM), very dense, gray, wet, fine to coarse sand, subrounded gravel [VASHON ADVANCE OUTWASH, Qva] Bottom of boring at a depth of 230.0 feet. A 6-inch-diameter stainless steel monitoring well was installed in boring. 46 MoistureContent, %MATERIAL DESCRIPTION Log of Boring MW-5 NumberLab TestsCore RunGraphic LogUSCS CodeBlows per6 inches(N Value)SAMPLES Elevation,feetfeetDepth,Recovery, %REMARKS 210 215 220 225 230 235 240 0 -5 -10 -15 -20 -25 -30 Figure A-6 Exhibit 26 POORLY GRADED SAND WITH SILT AND GRAVEL (SP-SM), very dense, light brown, moist, fine to medium sand, subrounded gravel, few silt, strong diamict texture [VASHON GLACIAL TILL, Qvit] 100 100 100 2-foot boulder encountered CLAYEY GRAVEL (GC), very dense, dark brown, moist [VASHON GLACIAL TILL, Qvit] SUBSURFACE GROUP, LLC Project:Report: SSG SOIL CORE PIEZO LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08100 Becomes very dense, sand grades fine to medium, trace clayey silt coating on gravel Pleasant Harbor Marina and Golf Resort Brinnon, Washington SM Becomes brown, sand grades fine to coarse 1 3 SP-SM 4 SM GC Becomes grayish brown, sand grades fine to coarse SILTY SAND WITH GRAVEL (SM), dense, reddish brown, moist, fine to medium sand, subrounded gravel, diamict texture [VASHON GLACIAL TILL, Qvit] SILTY SAND WITH GRAVEL (SM), medium dense, brown mottled rust, moist, fine to coarse sand, abundant gravel [FILL] 2.0-206.0 feet: Bentonite chip seal 0.0-208.0 feet: 2-inch-diameter Schedule 40 PVC riser 12-inch-diameter flush locking metal monument installed at surface in concrete 2 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 0 5 10 15 20 25 30 Recovery, %MATERIAL DESCRIPTION MoistureContent, %REMARKS Lab TestsSAMPLES Blows per6 inches(N Value)USCS CodeCore RunGraphic LogNumberTotal Depth of Borehole:218.0 feet Drill Rig Type:StandpipePiezometerSchematicDrilling Contractor:Boart Longyear Log of Boring MW-6 Drilling Method:Sonic vibration coring using 6-inch drive casing Borehole Location:Refer to site plan Surface Elevation / Datum:203.9 feet / NAVD88Sonic Rig fitted with 4-inch continuous soil core Date(s) Drilled:April 17 - 21, 2008 Logged By:D. Yonemitsu Depth,feetfeetElevation,Sheet 1 of 7 200 195 190 185 180 175 Figure A-7 Exhibit 26 SILTY GRAVEL WITH SAND (GM), very dense, light brown, moist, fine to coarse angular gravel, fine to coarse sand, trace clay, diamict texture [VASHON GLACIAL TILL, Qvit] SILTY SAND WITH GRAVEL / SILTY GRAVEL WITH SAND (SM/GM), very dense, grayish brown, moist, fine to coarse sand, fine to coarse gravel, scattered cobbles, trace clay, diamict texture [VASHON GLACIAL TILL, Qvit] SILTY SAND WITH GRAVEL (SM), very dense, mottled grayish brown and reddish brown, moist, subrounded gravel, diamict texture [VASHON GLACIAL TILL, Qvit] POORLY GRADED SAND WITH SILT AND GRAVEL (SP-SM), very dense, grayish brown, moist, fine to medium sand, few silt [VASHON GLACIAL OUTWASH, Qvio] 100 Report: SSG SOIL CORE PIEZO LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08GC SILTY SAND WITH GRAVEL (SM), very dense, reddish brown, moist, fine to coarse sand, subrounded gravel [VASHON GLACIAL TILL, Qvit] 100 100 100 100 100 100 10 9 8 7 6 5 SILTY SAND WITH GRAVEL (SM), very dense, mottled grayish brown and reddish brown, moist, subrounded gravel, diamict texture [VASHON GLACIAL TILL, Qvit] GM SM/GM SM SP-SM SM SC SM4 CLAYEY GRAVEL (GC), very dense, dark brown, moist [VASHON GLACIAL TILL, Qvit] (continued) Resume on 4/18/08. End drilling 4/17/08. 2.0-206.0 feet: Bentonite chip seal CLAYEY SAND (SC), very dense, gray, moist [VASHON GLACIAL TILL, Qvit]MoistureContent, %Lab Tests30 35 40 45 50 55 60 65Depth,REMARKS Recovery, %170 165 160 155 150 145 140 SAMPLES Blows per6 inches(N Value)USCS CodeMATERIAL DESCRIPTION Core RunNumberGraphic LogSUBSURFACE GROUP, LLCfeet Log of Boring MW-6 Sheet 2 of 7 Elevation,Pleasant Harbor Marina and Golf Resort Brinnon, Washington feetStandpipePiezometerSchematicProject: Figure A-7 Exhibit 26 100 100 100 Report: SSG SOIL CORE PIEZO LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08SM GM GC 100 100 100 100 SILTY SAND WITH GRAVEL (SM), very dense, dark gray, moist, fine to coarse sand, angular to subrounded gravel, scattered cobbles to 8 inches diameter, diamict texture [VASHON GLACIAL TILL, Qvit] 13 16 14 12 11 10 SW 15 SP POORLY GRADED GRAVEL WITH SILT AND SAND (GP-GM), very dense, light brown to brown, moist, fine to coarse subrounded gravel, trace to few silt [VASHON GLACIAL OUTWASH, Qvio] Zone of very angular gravel CLAYEY GRAVEL WITH SAND (GC), very dense, light brown, moist, subrounded gravel, medium plasticity fines, little fine sand [VASHON GLACIAL OUTWASH, Qvio] WELL-GRADED SAND WITH GRAVEL (SW), very dense, light brown, moist, fine to coarse sand [VASHON GLACIAL OUTWASH, Qvio] SILTY GRAVEL WITH SAND (GM), very dense, light brown, moist, fine to coarse angular gravel, fine to coarse sand, trace clay, diamict texture [VASHON GLACIAL TILL, Qvit] (continued) POORLY GRADED SAND (SP), very dense, reddish brown, moist, fine to coarse sand, trace silt [VASHON GLACIAL OUTWASH, Qvio] 2.0-206.0 feet: Bentonite chip seal 65 70 75 80 85 90 95 100 MATERIAL DESCRIPTION MoistureContent, %REMARKS GP-GM Lab TestsSAMPLES Blows per6 inches(N Value)USCS CodeCore RunGraphic LogRecovery, %NumberPleasant Harbor Marina and Golf Resort Brinnon, Washington SUBSURFACE GROUP, LLC Log of Boring MW-6 Sheet 3 of 7 135 130 125 120 115 110 105 Depth,feetfeetProject:Elevation,StandpipePiezometerSchematicFigure A-7 Exhibit 26 Project: 100 100 SP SM GP SM 100 Sheet 4 of 7 Log of Boring MW-6 SUBSURFACE GROUP, LLCReport: SSG SOIL CORE PIEZO LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08Pleasant Harbor Marina and Golf Resort Brinnon, Washington 2.0-206.0 feet: Bentonite chip seal 16 17 18 19 100 POORLY GRADED SAND (SP), very dense, reddish brown, moist, fine to coarse sand, trace silt [VASHON GLACIAL OUTWASH, Qvio] (continued) SILTY SAND WITH GRAVEL (SM), very dense, reddish brown, moist, fine to coarse sand, fine to coarse gravel with clayey silt coating [VASHON GLACIAL TILL, Qvit] POORLY GRADED GRAVEL WITH SAND (GP), very dense, brown, moist, fine to coarse subangular gravel, diamict texture [VASHON GLACIAL OUTWASH, Qvio] SILTY SAND WITH GRAVEL (SM), very dense, brown, moist, fine to medium sand, subrounded gravel, diamict texture [VASHON GLACIAL TILL, Qvit]MoistureContent, %MATERIAL DESCRIPTION Core RunNumber105 110 115 120 125 130 135 Graphic LogUSCS CodeBlows per6 inches(N Value)SAMPLES feetStandpipePiezometerSchematicLab Testsfeet100 95 90 85 80 75 70 Recovery, %Depth,Elevation,REMARKS Figure A-7 Exhibit 26 100 100 100 100 100 GP/GW Report: SSG SOIL CORE PIEZO LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08GC GM GM SM GC 23 2.0-206.0 feet: Bentonite chip seal 22 21 20 19 POORLY / WELL-GRADED GRAVEL WITH SAND (GP/GW), very dense, reddish brown, moist, fine to coarse subrounded gravel [VASHON GLACIAL OUTWASH, Qvio] GM SILTY GRAVEL WITH SAND (GM), very dense, grayish green, moist, fine to coarse subangular to subrounded gravel [VASHON GLACIAL TILL, Qvit] CLAYEY GRAVEL WITH SAND (GC), very dense, reddish brown, very moist, angular to subrounded gravel [VASHON GLACIAL OUTWASH, Qvio] SILTY GRAVEL WITH SAND (GM), very dense, mottled greenish gray and reddish brown, moist, fine to coarse angular to subrounded gravel with clayey silt coating [VASHON GLACIAL TILL, Qvit] SILTY GRAVEL WITH SAND (GM), very dense, mottled greenish gray and reddish brown, moist, subangular gravel, fine to coarse sand, diamict texture [VASHON GLACIAL TILL, Qvit] SILTY GRAVEL WITH SAND (GM), very dense, brown, moist, coarse angular to subangular gravel, fine to coarse sand [VASHON GLACIAL TILL, Qvit] Becomes grayish green, fine to coarse sand, angular to subrounded gravel SILTY SAND WITH GRAVEL (SM), very dense, brown, moist, fine to medium sand, subrounded gravel, diamict texture [VASHON GLACIAL TILL, Qvit] (continued) Possible old soil horizon. Resume on 4/20/08. End drilling 4/18/08. CLAYEY GRAVEL (GC), very dense, mottled greenish gray and reddish brown, moist [VASHON GLACIAL OUTWASH, Qvio] 65 60 55 50 45 40 35 MoistureContent, %Lab TestsCore RunREMARKS GMRecovery, %140 145 150 155 160 165 170 SAMPLES Blows per6 inches(N Value)USCS CodeMATERIAL DESCRIPTION NumberGraphic LogPleasant Harbor Marina and Golf Resort Brinnon, Washington SUBSURFACE GROUP, LLC Log of Boring MW-6 Sheet 5 of 7 Depth,feetfeetElevation,Project:StandpipePiezometerSchematicFigure A-7 Exhibit 26 100 100 100 SP 100 GP SM GP-GM SP-SM GP-GM SP Report: SSG SOIL CORE PIEZO LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08SW-SM SW-SM GM GWL 194.5 ft on 4/28/08; 194.7 ft on 5/7/08. 2.0-206.0 feet: Bentonite chip seal SILTY GRAVEL WITH SAND (GM), very dense, grayish green, moist, fine to coarse subangular to subrounded gravel [VASHON GLACIAL TILL, Qvit] (continued) SA 26 25 24 23 POORLY GRADED SAND WITH SILT AND GRAVEL (SP-SM), very dense, brown, moist, trace to few silt [VASHON ADVANCE OUTWASH, Qva] POORLY GRADED SAND (SP), very dense, brown, wet, fine to medium sand, trace silt [VASHON ADVANCE OUTWASH, Qva] GWL 197.0 ft ATD POORLY GRADED GRAVEL WITH SILT AND SAND (GP-GM), very dense, brown, wet, subrounded gravel, fine to medium sand, few silt [VASHON ADVANCE OUTWASH, Qva] SM POORLY GRADED GRAVEL WITH SILT AND SAND (GP-GM), very dense, grayish brown, moist, trace to few silt, diamict texture [VASHON ADVANCE OUTWASH, Qva] POORLY GRADED SAND (SP), very dense, reddish brown, moist [VASHON GLACIAL OUTWASH, Qvio] SILTY SAND WITH GRAVEL (SM), very dense, brown to grayish brown, moist, fine to coarse sand, subangular gravel, diamict texture [VASHON GLACIAL TILL, Qvit] WELL-GRADED SAND WITH SILT AND GRAVEL (SW-SM), very dense, reddish brown, moist, fine to coarse sand, few silt [VASHON GLACIAL OUTWASH, Qvio] POORLY GRADED SAND (SP), very dense, brown, moist, fine to medium sand, trace silt [VASHON GLACIAL OUTWASH, Qvio] WELL-GRADED SAND WITH SILT AND GRAVEL (SW-SM), very dense, reddish brown, moist, fine to coarse sand, trace to few silt [VASHON GLACIAL OUTWASH, Qvio] POORLY GRADED GRAVEL WITH SAND (GP), very dense, grayish brown, moist, fine to medium sand [VASHON GLACIAL OUTWASH, Qvio] SILTY SAND WITH GRAVEL (SM), very dense, brown, wet, diamict texture [VASHON ADVANCE OUTWASH, Qva]MoistureContent, %Lab Tests175 180 185 190 195 200 205 Recovery, %30 25 20 15 10 5 0 Depth,SPfeet REMARKS SAMPLES Blows per6 inches(N Value)USCS CodeGraphic LogElevation,NumberCore RunMATERIAL DESCRIPTION SUBSURFACE GROUP, LLCfeet Sheet 6 of 7 StandpipePiezometerSchematicProject:Pleasant Harbor Marina and Golf Resort Brinnon, Washington Log of Boring MW-6 Figure A-7 Exhibit 26 100 100 SP SW SP GP GP-GM Report: SSG SOIL CORE PIEZO LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08Sheet 7 of 7 Log of Boring MW-6 SUBSURFACE GROUP, LLC SA 26 SA 206.0-218.0 feet: 10/20 silica sand filter pack 208.0-218.0 feet: 2-inch-diameter machine-slotted screen, 0.010-inch slot size POORLY GRADED SAND (SP), very dense, brown, wet, fine to medium sand, trace silt [VASHON ADVANCE OUTWASH, Qva] (continued) WELL-GRADED SAND WITH GRAVEL (SW), very dense, brown to grayish brown, wet, fine to coarse sand, fine to coarse gravel, trace silt [VASHON ADVANCE OUTWASH, Qva] POORLY GRADED SAND (SP), very dense, brown, wet, fine to coarse sand, trace silt [VASHON ADVANCE OUTWASH, Qva] POORLY GRADED GRAVEL WITH SAND (GP), very dense, brown, wet, fine to coarse subrounded gravel, fine to coarse sand, trace silt [VASHON ADVANCE OUTWASH, Qva] POORLY GRADED GRAVEL WITH SILT AND SAND (GP-GM), very dense, brown, wet, fine to coarse subrounded gravel, fine to coarse sand, few silt [VASHON ADVANCE OUTWASH, Qva] Bottom of boring at a depth of 218.0 feet. A 2-inch-diameter Schedule 40 PVC monitoring well was installed in boring. 27 Lab TestsMoistureContent, %MATERIAL DESCRIPTION Pleasant Harbor Marina and Golf Resort Brinnon, Washington Number210 215 220 225 230 235 240 Core RunGraphic LogUSCS CodeBlows per6 inches(N Value)SAMPLES StandpipePiezometerSchematicProject:Recovery, %REMARKS Elevation,-5 -10 -15 -20 -25 -30 -35 Depth,feetfeetFigure A-7 Exhibit 26 SUBUSRFACE GROUP, LLC Injection Well Exhibit 26 InjectionWellSchematicPleasant Harbor Marina and Golf Resort Brinnon, Washington 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Project: SUBSURFACE GROUP, LLC GW-GM Foremost/Barber rig with 8-inch steel casing Sheet 1 of 5 Report: SSG SOIL CORE PIEZO LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08Logged By:D. Yonemitsu Date(s) Drilled:May 8, 2008Borehole Location:Refer to site plan Drilling Method:Air Rotary Drilling Contractor:Tacoma Pump and Drilling Drill Rig Type: Log of Boring IW-1 GM S-1 S-2 S-3 S-4 S-5 Aboveground metal monument protecting 3-foot stick-up of 8-inch-diameter steel casing 0.0-18.0 feet: 12-inch-diameter borehole backfilled with bentonite chips and redrilled with 8-inch-diameter casing to produce sanitary seal 0.0-225.0 feet: 8-inch-diameter steel casing (welded) in 8-inch-diameter air rotary borehole POORLY GRADED SAND WITH GRAVEL (SP), dense, brown, moist, fine to medium sand, trace silt [VASHON GLACIAL OUTWASH, Qvio] WELL-GRADED GRAVEL WITH SAND (GW), dense, grayish brown, moist, fine to coarse gravel, fine to coarse sand, trace silt [VASHON GLACIAL OUTWASH, Qvio] SILTY GRAVEL WITH SAND (GM), very dense, brown, wet, fine to coarse gravel, fine to coarse sand [VASHON GLACIAL TILL, Qvit] GW SP WELL-GRADED GRAVEL WITH SILT AND SAND (GW-GM), very dense, brown, wet, fine to coarse gravel, fine to coarse sand, few silt [VASHON GLACIAL TILL, Qvit] Surface Elevation / Datum:208.9 feet / NAVD88 SAMPLES Total Depth of Borehole:150.0 feet Lab TestsMoistureContent, %MATERIAL DESCRIPTION Core RunBlows per6 inches(N Value)USCS CodeGraphic LogNumber0 5 10 15 20 25 30 205 200 195 190 185 180 Recovery, %REMARKS Depth,feetfeetElevation,Figure A-8 Exhibit 26 InjectionWellSchematicGW-GM GW SW GP Sheet 2 of 5 Log of Boring IW-1 SUBSURFACE GROUP, LLC Project:Report: SSG SOIL CORE PIEZO LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08S-6 S-7 S-8 S-9 S-10 S-11 S-12 0.0-130.0 feet: 8-inch-diameter steel casing (welded) WELL-GRADED GRAVEL WITH SILT AND SAND (GW-GM), very dense, brown, wet, fine to coarse gravel, fine to coarse sand, few silt [VASHON GLACIAL TILL, Qvit] (continued) WELL-GRADED GRAVEL WITH SAND (GW), very dense, grayish brown, moist, fine to coarse gravel, fine to coarse sand, trace silt [VASHON GLACIAL OUTWASH, Qvio] POORLY GRADED GRAVEL WITH SAND (GP), very dense, grayish brown, moist, fine gravel, fine to coarse sand, trace silt [VASHON GLACIAL OUTWASH, Qvio] WELL-GRADED SAND WITH GRAVEL (SW), dense, grayish brown, moist, fine to coarse sand, fine gravel, trace silt [VASHON GLACIAL OUTWASH, Qvio] Pleasant Harbor Marina and Golf Resort Brinnon, Washington MATERIAL DESCRIPTION Core RunNumberLab TestsMoistureContent, %Graphic LogUSCS CodeBlows per6 inches(N Value)SAMPLES Elevation,feetDepth,175 170 165 160 155 150 145 30 35 40 45 50 55 60 65feet REMARKS Recovery, %Figure A-8 Exhibit 26 SW Sheet 3 of 5 Log of Boring IW-1Pleasant Harbor Marina and Golf Resort Brinnon, Washington Project:Report: SSG SOIL CORE PIEZO LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08SUBSURFACE GROUP, LLC S-13 S-14 S-15 S-16 S-17 S-18 S-19 0.0-130.0 feet: 8-inch-diameter steel casing (welded) POORLY GRADED GRAVEL WITH SAND (GP), very dense, grayish brown, moist, fine gravel, fine to coarse sand, trace silt [VASHON GLACIAL OUTWASH, Qvio] (continued) GP WELL-GRADED SAND WITH GRAVEL (SW), dense, grayish brown, moist, fine to coarse sand, fine gravel, trace silt [VASHON ADVANCE OUTWASH, Qva]InjectionWellSchematicMATERIAL DESCRIPTION Core RunNumberGraphic LogUSCS CodeBlows per6 inches(N Value)SAMPLES Recovery, %Elevation,feetfeetDepth,65 70 75 80 85 90 95 100 MoistureContent, %140 135 130 125 120 115 110 REMARKS Lab TestsFigure A-8 Exhibit 26 SP-SM SM SW Sheet 4 of 5 Log of Boring IW-1 Report: SSG SOIL CORE PIEZO LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08SP-SM 0.0-130.0 feet: 8-inch-diameter steel casing (welded) S-20 S-21 S-22 S-23 S-24 S-25 S-26 SA SA SA 130.0-140.0 feet: 8-inch-diameter 401 stainless steel V-wire wrap screen, 0.020-inch slot size POORLY GRADED SAND WITH SILT (SP-SM), dense, grayish brown, moist, fine to medium sand, few silt [VASHON ADVANCE OUTWASH, Qva] SILTY SAND (SM), dense, grayish brown, moist, fine to medium sand, trace gravel [VASHON ADVANCE OUTWASH, Qva] POORLY GRADED SAND WITH SILT (SP-SM), dense, grayish brown, moist, fine to coarse sand, few silt, trace gravel [VASHON ADVANCE OUTWASH, Qva] Increasing gravel content WELL-GRADED SAND (SW), dense, grayish brown, moist, fine to coarse sand, few gravel, trace silt [VASHON ADVANCE OUTWASH, Qva] SUBSURFACE GROUP, LLC SA Pleasant Harbor Marina and Golf Resort Brinnon, Washington MoistureContent, %MATERIAL DESCRIPTION Core RunNumber105 110 115 120 125 130 135 Graphic LogUSCS CodeBlows per6 inches(N Value)SAMPLES Project:InjectionWellSchematicLab TestsElevation,feetREMARKS feetRecovery, %105 100 95 90 85 80 75 Depth,Figure A-8 Exhibit 26 SUBSURFACE GROUP, LLC SW-SM Sheet 5 of 5 Log of Boring IW-1 Report: SSG SOIL CORE PIEZO LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08Project:InjectionWellSchematic140.0-150.0 feet: 8-inch-diameter 401 stainless steel V-wire wrap screen, 0.060-inch slot size S-27 S-28 S-29 S-30 SA SW 130.0-140.0 feet: 8-inch-diameter 401 stainless steel V-wire wrap screen, 0.020-inch slot size Pleasant Harbor Marina and Golf Resort Brinnon, Washington WELL-GRADED SAND (SW), dense, grayish brown, moist, fine to coarse sand, few gravel, trace silt [VASHON ADVANCE OUTWASH, Qva] (continued) WELL-GRADED SAND WITH SILT AND GRAVEL (SW-SM), dense, grayish brown, moist, fine to coarse sand, fine gravel, few silt [VASHON ADVANCE OUTWASH, Qva] Bottom of boring at a depth of 150.0 feet. 8-inch-diameter injection well was installed in boring. SA MATERIAL DESCRIPTION Core RunGraphic LogUSCS CodeBlows per6 inches(N Value)SAMPLES feetNumberElevation,MoistureContent, %feetDepth,70 65 60 55 50 45 40 140 145 150 155 160 165 170 REMARKS Lab TestsRecovery, %Figure A-8 Exhibit 26 SUBUSRFACE GROUP, LLC Infiltration Borings Exhibit 26 100 100 100 GW-GM 100 SM 100 SUBSURFACE GROUP, LLC Project:Report: SSG SOIL CORE PIEZO LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08SC SW Pleasant Harbor Marina and Golf Resort Brinnon, Washington 1 SA SA 5 4 2 3 12-inch-diameter flush locking metal monument cemented at the surface 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 CLAYEY SAND WITH GRAVEL (SC), dense, orange-brown grading to grayish brown, moist, fine to coarse sand [VASHON GLACIAL OUTWASH, Qvio] WELL-GRADED SAND WITH GRAVEL (SW), dense, grayish brown, moist, fine to coarse sand, trace silt [VASHON GLACIAL OUTWASH, Qvio] SILTY SAND (SM), dense, orange-brown, moist [VASHON GLACIAL OUTWASH, Qvio] Becomes orange-brown WELL-GRADED GRAVEL WITH SILT AND SAND (GW-GM), dense, grayish brown, moist, fine to coarse gravel, fine to coarse sand, few silt [VASHON GLACIAL OUTWASH, Qvio] 0.0-71.0 feet: 6-inch-diameter Schedule 40 PVC flush-threaded casing, open end 2.0-70.0 feet: Bentonite chip seal 0 5 10 15 20 25 30 Recovery, %MATERIAL DESCRIPTION MoistureContent, %REMARKS Lab TestsSAMPLES Blows per6 inches(N Value)USCS CodeCore RunGraphic LogNumberDate(s) Drilled:April 14, 2008 Infiltration WellSchematicSheet 1 of 3 Surface Elevation / Datum:274.1 feet / NAVD88 Total Depth of Borehole:71.0 feet Sonic Rig fitted with 6-inch continuous soil core Borehole Location:Refer to site plan Drilling Method:Sonic vibration coring using 8-inch drive casing Drilling Contractor:Boart Longyear Drill Rig Type: Log of Boring B-101 Depth,Logged By:M.S. Wolczko Elevation,feetfeet270 265 260 255 250 245 Figure A-9 Exhibit 26 100 100 100 100 100 SM Report: SSG SOIL CORE PIEZO LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08GP SM 100 100 SC 10 SA SA 11 9 8 7 6 5 SA SILTY SAND (SM), dense, grayish brown, moist, fine sand, trace gravel [VASHON GLACIAL OUTWASH, Qvio] POORLY GRADED SAND WITH SILT AND GRAVEL (SP-SM), dense, grayish brown, moist, fine to coarse sand, few silt [VASHON GLACIAL OUTWASH, Qvio] POORLY GRADED GRAVEL WITH SAND (GP), dense, brownish gray grading to grayish brown, moist, fine to coarse sand, trace clay [VASHON GLACIAL TILL, Qvit] WELL-GRADED SAND WITH SILT AND GRAVEL (SW-SM), dense, grayish brown, moist, fine to coarse sand, few silt [VASHON GLACIAL OUTWASH, Qvio] SILTY SAND (SM), dense, grayish brown, moist, fine to medium sand, few gravel, trace clay [VASHON GLACIAL OUTWASH, Qvio] CLAYEY SAND WITH GRAVEL (SC) [VASHON GLACIAL OUTWASH, Qvio] (continued) SP-SM 2.0-70.0 feet: Bentonite chip seal MATERIAL DESCRIPTION MoistureContent, %Lab Tests30 35 40 45 50 55 60 65 REMARKS SW-SM SAMPLES Blows per6 inches(N Value)USCS CodeCore RunNumberRecovery, %Graphic Log240 235 230 225 220 215 210 Project:Log of Boring B-101Pleasant Harbor Marina and Golf Resort Brinnon, Washington Sheet 2 of 3 SUBSURFACE GROUP, LLCDepth,feetfeetElevation,Infiltration WellSchematicFigure A-9 Exhibit 26 Sheet 3 of 3 Log of Boring B-101 GP-GM SM Pleasant Harbor Marina and Golf Resort Brinnon, Washington Project:Infiltration WellSchematicReport: SSG SOIL CORE PIEZO LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08SUBSURFACE GROUP, LLC POORLY GRADED GRAVEL WITH SILT AND SAND (GP-GM), dense, grayish brown, moist, fine to coarse sand, few silt [VASHON GLACIAL OUTWASH, Qvio] 11 12 SA 2.0-70.0 feet: Bentonite chip seal SILTY SAND (SM), dense, grayish brown, moist, fine sand, trace gravel [VASHON GLACIAL OUTWASH, Qvio] (continued) Bottom of boring at a depth of 71.0 feet. Boring completed with infiltration well consisting of 6-inch-diameter Schedule 40 PVC flush-threaded casing with open end. 100 100 70.0-71.0 feet: 10/20 silica sand filter packCore RunNumberMATERIAL DESCRIPTION Graphic LogUSCS CodeBlows per6 inches(N Value)SAMPLES 205 200 195 190 185 180 175Elevation,feetfeetRecovery, %Lab TestsREMARKS 65 70 75 80 85 90 95 100Depth,MoistureContent, %Figure A-9 Exhibit 26 100 100 SM 100 100 SUBSURFACE GROUP, LLC Project: 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Pleasant Harbor Marina and Golf Resort Brinnon, Washington SW-SM GW-GM GW GW-GM Report: SSG SOIL CORE PIEZO LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/082 SA 3 1 4 WELL-GRADED SAND WITH SILT AND GRAVEL (SW-SM), dense, orange-brown grading to grayish brown, moist, fine to coarse sand, fine to coarse gravel, few silt, scattered cobbles [VASHON GLACIAL OUTWASH, Qvio] Silty zone WELL-GRADED GRAVEL WITH SAND (GW), dense, grayish brown, moist, fine to coarse gravel, fine to coarse sand, trace silt, scattered cobbles [VASHON GLACIAL OUTWASH, Qvio] Silty zone WELL-GRADED GRAVEL WITH SILT AND SAND (GW-GM), dense, brown, orange-brown, and grayish brown, moist, fine to coarse gravel, fine to coarse sand, few silt [VASHON GLACIAL OUTWASH, Qvio] WELL-GRADED GRAVEL WITH SILT AND SAND (GW-GM), dense, brown, orange-brown, and grayish brown, moist, fine to coarse gravel, fine to coarse sand, few silt [VASHON GLACIAL OUTWASH, Qvio] 2.0-49.0 feet: Bentonite chip seal 0.0-50.0 feet: 6-inch-diameter Schedule 40 PVC flush-threaded casing, open end 12-inch-diameter flush locking metal monument cemented at the surface SILTY SAND (SM), dense, brown, moist, fine sand, few gravel [VASHON GLACIAL OUTWASH, Qvio] MATERIAL DESCRIPTION MoistureContent, %Lab Tests0 5 10 15 20 25 30 Recovery, %SAMPLES Blows per6 inches(N Value)USCS CodeCore RunNumberREMARKS Graphic LogSonic Rig fitted with 6-inch continuous soil core Infiltration WellSchematicSheet 1 of 2 240 235 230 225 220 215 Surface Elevation / Datum:240.3 feet / NAVD88 Date(s) Drilled:April 15, 2008Borehole Location:Refer to site plan Drilling Method:Sonic vibration coring using 8-inch drive casing Drilling Contractor:Boart Longyear Drill Rig Type: Log of Boring B-102 Total Depth of Borehole:50.0 feet feetLogged By:M.S. Wolczko Depth,feetElevation,Figure A-10 Exhibit 26 100 100 100 GW GP-GM/ GW-GM Sheet 2 of 2 Log of Boring B-102 SUBSURFACE GROUP, LLCReport: SSG SOIL CORE PIEZO LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08Project: 4 5 6 7 SA SA 100 Pleasant Harbor Marina and Golf Resort Brinnon, Washington 2.0-49.0 feet: Bentonite chip seal 49.0-50.0 feet: 10/20 silica sand filter pack WELL-GRADED GRAVEL WITH SAND (GW), dense, grayish brown, moist, fine to coarse gravel, fine to coarse sand, trace silt, scattered cobbles [VASHON GLACIAL OUTWASH, Qvio] (continued) POORLY / WELL-GRADED GRAVEL WITH SILT AND SAND (GP-GM/GW-GM), dense, mottled gray and brown, moist, fine to coarse gravel, fine to coarse sand, few silt [VASHON GLACIAL OUTWASH, Qvio] Bottom of boring at a depth of 50.0 feet. Boring completed with infiltration well consisting of 6-inch-diameter Schedule 40 PVC flush-threaded casing with open end.Lab TestsInfiltration WellSchematicMATERIAL DESCRIPTION Core RunNumberMoistureContent, %Graphic LogUSCS CodeBlows per6 inches(N Value)SAMPLES feetElevation,30 35 40 45 50 55 60 65feetDepth,REMARKS Recovery, %210 205 200 195 190 185 180 Figure A-10 Exhibit 26 100 SP-SM SW 100 SW 100 100 Report: SSG SOIL CORE PIEZO LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08SUBSURFACE GROUP, LLC Project: 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Pleasant Harbor Marina and Golf Resort Brinnon, Washington SM SW-SM 1 SA SA 4 2 3 WELL-GRADED SAND WITH GRAVEL (SW), dense, orange-brown to grayish brown, moist, fine to coarse sand, fine gravel, trace silt [VASHON RECESSIONAL OUTWASH, Qvro] Bottom of boring at a depth of 26.0 feet. Boring completed with infiltration well consisting of 6-inch-diameter Schedule 40 PVC flush-threaded casing with open end. WELL-GRADED SAND WITH GRAVEL (SW), dense, grayish brown, moist, fine to coarse sand, fine to coarse gravel, trace silt [VASHON GLACIAL OUTWASH, Qvio] WELL-GRADED SAND WITH SILT AND GRAVEL (SW-SM), dense, grayish brown, moist, fine to coarse sand, fine gravel, few silt, occasional silty zones [VASHON RECESSIONAL / GLACIAL OUTWASH, Qvro / Qvio] POORLY GRADED SAND WITH SILT AND GRAVEL (SP-SM), dense, orange-brown, moist, fine to coarse sand, fine gravel, few silt [VASHON RECESSIONAL OUTWASH, Qvro] 25.0-26.0 feet: 10/20 silica sand filter pack 2.0-25.0 feet: Bentonite chip seal 0.0-26.0 feet: 6-inch-diameter Schedule 40 PVC flush-threaded casing, open end 12-inch-diameter flush locking metal monument cemented at the surface SILTY SAND WITH GRAVEL (SM), dense, orange-brown, moist, fine to coarse sand, fine gravel, trace to few clay [VASHON RECESSIONAL OUTWASH, Qvro] MATERIAL DESCRIPTION MoistureContent, %Lab Tests0 5 10 15 20 25 30 REMARKS Recovery, %SAMPLES Blows per6 inches(N Value)USCS CodeCore RunNumberGraphic LogSonic Rig fitted with 6-inch continuous soil core Infiltration WellSchematicSheet 1 of 1 270 265 260 255 250 245 Logged By:M.S. Wolczko Date(s) Drilled:April 16, 2008 Surface Elevation / Datum:273.5 feet / NAVD88 Borehole Location:Refer to site plan Drilling Method:Sonic vibration coring using 8-inch drive casing Drilling Contractor:Boart Longyear Drill Rig Type: Log of Boring B-103 Total Depth of Borehole:26.0 feet feetfeetDepth,Elevation,Figure A-11 Exhibit 26 100 100 100 100 100 100 SP-SM Report: SSG SOIL CORE PIEZO LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08POORLY GRADED SAND (SP), dense, gray mottled reddish brown, moist, fine to medium sand, trace silt [VASHON GLACIAL OUTWASH, Qvio] GP SM SW SP 2 SA SA 6 5 3 1 4 12-inch-diameter flush locking metal monument cemented at the surface POORLY GRADED SAND WITH SILT AND GRAVEL (SP-SM), dense, grayish brown, moist, fine to coarse sand, fine to coarse subrounded gravel, few silt [VASHON RECESSIONAL / GLACIAL OUTWASH, Qvro / Qvio] POORLY GRADED SAND WITH SILT (SP-SM), dense, grayish brown, moist, fine to medium sand, few silt, few gravel [VASHON RECESSIONAL OUTWASH, Qvro] POORLY GRADED GRAVEL WITH SAND (GP), dense, grayish brown, moist, fine gravel, fine to coarse sand (mostly fine to medium), trace silt [VASHON RECESSIONAL OUTWASH, Qvro] SILTY SAND WITH GRAVEL (SM), dense, grayish brown, moist, fine to medium sand, fine gravel [VASHON RECESSIONAL OUTWASH, Qvro] Becomes grayish brown WELL-GRADED SAND WITH GRAVEL (SW), medium dense, orange, red, and grayish brown, moist, fine to coarse sand, fine gravel, trace silt [VASHON RECESSIONAL OUTWASH, Qvro] 0.0-50.0 feet: 6-inch-diameter Schedule 40 PVC flush-threaded casing, open end 2.0-49.0 feet: Bentonite chip seal REMARKS MoistureContent, %Lab Tests0 5 10 15 20 25 30feet Core RunSP-SM Pleasant Harbor Marina and Golf Resort Brinnon, Washington 320 315 310 305 300 295 Depth,SAMPLES Blows per6 inches(N Value)USCS CodeGraphic LogMATERIAL DESCRIPTION NumberRecovery, %Date(s) Drilled:April 9, 2008 Sonic Rig fitted with 6-inch continuous soil core feetDrilling Method:Sonic vibration coring using 8-inch drive casing Drilling Contractor:Boart Longyear Drill Rig Type: Total Depth of Borehole:50.0 feet Borehole Location:Refer to site plan SUBSURFACE GROUP, LLC Project: 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Log of Boring B-104 Logged By:D. Yonemitsu Infiltration WellSchematicSheet 1 of 2 Surface Elevation / Datum:324.47 feet / NAVD88 Elevation,Figure A-12 Exhibit 26 Sheet 2 of 2 100 100 100 100 100 Report: SSG SOIL CORE PIEZO LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08SP SM SP-SM GW SP 6 7 8 9 10 SA SA SA POORLY GRADED SAND (SP), dense, gray mottled reddish brown, moist, fine to medium sand, trace silt [VASHON GLACIAL OUTWASH, Qvio] (continued) Bottom of boring at a depth of 50.0 feet. Boring completed with infiltration well consisting of 6-inch-diameter Schedule 40 PVC flush-threaded casing with open end. POORLY GRADED SAND (SP), dense, grayish brown, moist, fine to medium sand, trace fine gravel, trace silt [VASHON GLACIAL OUTWASH, Qvio] SILTY SAND WITH GRAVEL (SM), dense, grayish brown, moist, fine to medium sand, fine gravel [VASHON GLACIAL OUTWASH, Qvio] WELL-GRADED GRAVEL WITH SAND (GW), dense, grayish brown, moist, fine to coarse subrounded gravel, trace silt [VASHON GLACIAL OUTWASH, Qvio] 49.0-50.0 feet: 10/20 silica sand filter pack 2.0-49.0 feet: Bentonite chip seal POORLY GRADED SAND WITH SILT (SP-SM), dense, grayish brown, moist, fine to medium sand, few silt, trace fine gravel [VASHON GLACIAL OUTWASH, Qvio]Core RunMATERIAL DESCRIPTION Lab TestsNumber30 35 40 45 50 55 60 65 MoistureContent, %SAMPLES Blows per6 inches(N Value)USCS CodeGraphic LogREMARKS Pleasant Harbor Marina and Golf Resort Brinnon, Washington Infiltration WellSchematicProject: SUBSURFACE GROUP, LLC Log of Boring B-104 feetRecovery, %290 285 280 275 270 265 260 Depth,feetElevation,Figure A-12 Exhibit 26 SUBSURFACE GROUP, LLC Total Depth of Borehole:46.0 feet 100 100 GP Pleasant Harbor Marina and Golf Resort Brinnon, Washington 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Drill Rig Type:Report: SSG SOIL CORE PIEZO LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08Drilling Method:Sonic vibration coring using 8-inch drive casing Borehole Location:Refer to site plan Sonic Rig fitted with 6-inch continuous soil core Date(s) Drilled:April 10, 2008 Project: 1 2 3 SA 100 Drilling Contractor:Boart Longyear 12-inch-diameter flush locking metal monument cemented at the surface 0.0-46.0 feet: 6-inch-diameter Schedule 40 PVC flush-threaded casing, open end 2.0-45.0 feet: Bentonite chip seal POORLY GRADED GRAVEL WITH SAND (GP), medium dense, reddish brown, moist, fine to coarse subrounded gravel, little fine to coarse sand, trace silt [VASHON RECESSIONAL OUTWASH, Qvro] Becomes grayish brown Becomes grayish brown to brown, clayey silt coatings on some clasts 0 5 10 15 20 25 30 Lab TestsLogged By:D. Yonemitsu Log of Boring B-105 MATERIAL DESCRIPTION Core RunMoistureContent, %Graphic LogUSCS CodeBlows per6 inches(N Value)SAMPLES NumberSurface Elevation / Datum:230.3 feet / NAVD88 Sheet 1 of 2 Infiltration WellSchematicREMARKS Recovery, %230 225 220 215 210 205 Depth,feetfeetElevation,Figure A-13 Exhibit 26 Pleasant Harbor Marina and Golf Resort Brinnon, Washington 100 100 100 100 SP-SM Sheet 2 of 2 SUBSURFACE GROUP, LLCReport: SSG SOIL CORE PIEZO LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08SW-SM 3 4 5 6 SA SA SA 2.0-45.0 feet: Bentonite chip seal 45.0-46.0 feet: 10/20 silica sand filter pack POORLY GRADED SAND WITH SILT (SP-SM), medium dense, brown, moist, fine to coarse sand, few silt, trace gravel [VASHON RECESSIONAL / GLACIAL OUTWASH, Qvro / Qvio] WELL-GRADED SAND WITH SILT AND GRAVEL (SW-SM), medium dense, grayish brown, moist, fine to coarse sand, fine to coarse subrounded gravel, few silt, scattered cobbles [VASHON GLACIAL OUTWASH, Qvio] Becomes brown, with more gravel Bottom of boring at a depth of 46.0 feet. Boring completed with infiltration well consisting of 6-inch-diameter Schedule 40 PVC flush-threaded casing with open end. Project:MoistureContent, %Log of Boring B-105 MATERIAL DESCRIPTION Core RunNumber30 35 40 45 50 55 60 65 Lab TestsGraphic LogUSCS CodeBlows per6 inches(N Value)SAMPLES Infiltration WellSchematicElevation,feetREMARKS feetRecovery, %200 195 190 185 180 175 170 Depth,Figure A-13 Exhibit 26 SUBUSRFACE GROUP, LLC Geotechnical Marina Borings Exhibit 26 SA SM GM Project: Use water to core through boulder 10-11.5 ft. Pleasant Harbor Marina and Golf Resort Brinnon, Washington 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 1 100 100 5 4 100 2 100 3 Cobble 100 Cobble Becomes grayish brown, moist, fine to coarse gravel, fine to coarse sand, scattered cobbles SILTY GRAVEL WITH SAND (GM), dense, brown, wet, fine gravel, fine to medium sand [VASHON BASAL TILL, Qvt] Boulder Becomes grayish brown, sand grades fine to medium, with more gravel, scattered boulders Becomes brownish gray SILTY SAND WITH GRAVEL (SM), dense, orange-brown, moist, fine to coarse sand, fine to coarse gravel [VASHON BASAL TILL, Qvt] Bottom of boring at depth of 25.0 feet. Boring backfilled with bentonite chips to the surface.Lab TestsRecovery, %Number0 5 10 15 20 25 30 Log of Boring B-201 SAMPLES Blows per6 inches(N Value)USCS CodeMoistureContent, %Graphic LogDrilling Method:Sonic vibration coring using 6-inch drive casing MATERIAL DESCRIPTION Surface Elevation / Datum:40± feet / NAVD88 Logged By:M.S. Wolczko Total Depth of Borehole:25.0 feet Date(s) Drilled:April 29, 2008 Elevation,Borehole Location:Refer to site plan feetDrilling Contractor:Boart Longyear Drill Rig Type: Sheet 1 of 1 SUBSURFACE GROUP, LLC Sonic Rig fitted with 4-inch continuous soil core REMARKS Report: SSG SOIL CORE LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/0840 35 30 25 20 15 10 Depth,feetCore RunFigure A-14 Exhibit 26 SA Report: SSG SOIL CORE LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Pleasant Harbor Marina and Golf Resort Brinnon, Washington Log of Boring B-202 Project: 8-inch-diameter flush locking metal monument cemented at the surface 100 0.0-12.0 feet: 2-inch-diameter Schedule 40 PVC riser 2.0-12.0 feet: Bentonite chip seal 12.0-25.0 feet: 10/20 silica sand filter pack 15.0-25.0 feet: 2-inch-diameter machine-slotted screen, 0.010-inch slot size 1 2 3 SM Becomes grayish brown Bottom of boring at a depth of 25.0 feet. A 2-inch-diameter Schedule 40 PVC monitoring well was installed in boring 100 Becomes brownish gray, increasing cobbles 100 Becomes orange-brown Cobble Becomes brownish gray, scattered cobbles SILTY SAND WITH GRAVEL (SM), dense, orange-brown, moist, fine to coarse sand, fine to coarse gravel [VASHON BASAL TILL, Qvt] Asphalt over crushed rock base Interbed of WELL-GRADED SAND WITH SILT AND GRAVEL (SW-SM), dense, brown, wet, fine to coarse sand, fine gravel, few silt 0 5 10 15 20 25 30 NumberRecovery, %Lab TestsMoistureContent, %Graphic LogSAMPLES Blows per6 inches(N Value)USCS CodeSheet 1 of 1 Drill Rig Type: Drilling Contractor:Boart Longyear Drilling Method:Sonic vibration coring using 6-inch drive casing Borehole Location:Refer to site plan Sonic Rig fitted with 4-inch continuous soil core Date(s) Drilled:April 28, 2008 Total Depth of Borehole:25.0 feet Logged By:M.S. Wolczko Surface Elevation / Datum:40± feet / NAVD88 Elevation,feetDepth,Core RunSUBSURFACE GROUP, LLC feetMATERIAL DESCRIPTION 40 35 30 25 20 15 10 REMARKS Figure A-15 Exhibit 26 SUBSURFACE GROUP, LLC SA 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Pleasant Harbor Marina and Golf Resort Brinnon, Washington Log of Boring B-203 Project:Report: SSG SOIL CORE LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08Brownish gray 1 2 3 4 100 100 100 100 Crushed rock at surface SILTY SAND WITH GRAVEL (SM), dense, orange-brown grading to grayish brown, moist, fine to medium sand, fine to coarse gravel [VASHON BASAL TILL, Qvt] Becomes brownish gray, sand grades fine to coarse SILTY GRAVEL WITH SAND (GM), dense, grayish brown, moist, fine to coarse gravel, fine to coarse sand [VASHON BASAL TILL, Qvt] Bottom of boring at depth of 25.0 feet. Boring backfilled with bentonite chips to the surface. SM SW-SM GM WELL-GRADED SAND WITH SILT AND GRAVEL (SW-SM), dense, orange-brown, moist, fine to coarse sand, fine to coarse gravel [VASHON BASAL TILL, Qvt] MATERIAL DESCRIPTION Lab TestsRecovery, %0 5 10 15 20 25 30 NumberGraphic LogSAMPLES Blows per6 inches(N Value)USCS CodeMoistureContent, %Drilling Contractor:Boart Longyear Sonic Rig fitted with 4-inch continuous soil core Date(s) Drilled:April 28, 2008 Total Depth of Borehole:25.0 feet Logged By:M.S. Wolczko Surface Elevation / Datum:40± feet / NAVD88 Elevation,feetfeetDepth,Drilling Method:Sonic vibration coring using 6-inch drive casing Borehole Location:Refer to site plan 40 35 30 25 20 15 10 Drill Rig Type:Core RunREMARKS Sheet 1 of 1 Figure A-16 Exhibit 26 SUBUSRFACE GROUP, LLC Phase 1 Test Pits Exhibit 26 Logged By:DAY Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/22/06PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Project: Total Depth of Test Pit:5.0 feet Excavation Dimensions:3'x10' Surface Elevation / Datum:158.0 NGVD Date Excavated:4/20/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Trench walls standing vertical Log of Test Pit TP-1 Medium dense, brown, moist slightly silty gravelly fine to medium SAND (SM), trace organics (Topsoil) Dense, reddish brown, moist, silty gravelly fine to medium SAND (GM), trace cobbles to 10-inch diameter,root zone to 2 .5 feet, scattered boulders to 2-foot diameter ( Weathered Qvit) (till) Very dense, gray, moist, slightly silty gravelly fine to coarse SAND (GM), trace cobbles to 6-inch diameter (Qvit) (till) Test Pit Location:near the gated entrance Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:slightly sloped, vegetation consist of low brush Groundwater Observations: Bottom of test pit at depth of 5.0 feet; completed and backfilled. No groundwater encountered during test pit Excavation SUBSURFACE GROUP, LLC SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS 158 156 154 152 150 148 146 144 142 140 138Elevation,feetfeetGraphic LogMATERIAL DESCRIPTION Figure A-17 Exhibit 26 Excavation Dimensions:3'x10' PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Total Depth of Test Pit:10.0 feet Surface Elevation / Datum:162.0 NGVD Date Excavated:4/20/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 SUBSURFACE GROUP, LLC Log of Test Pit TP-2 trench walls slightly caving Logged By:DAY Test Pit Location:adjacent to storage building Medium dense, brown, moist, slightly silty gravelly fine to medium SAND (SM), trace organics (Topsoil) Medium dense, gray brown, moist, slightly gravelly fine to coarse SAND) (SW), trace silt; scattered cobbles to 4-inch diameter, forset bedding (Qvr) Bottom of test pit at depth of 10.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. 162 160 158 156 154 152 150 148 146 144 142 Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track UT 54 Surface Conditions:slightly sloped, vegetation of Scotch Broom Groundwater Observations: Project:SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS Elevation,feetfeetGraphic LogReport: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/22/06MATERIAL DESCRIPTION Figure A-18 Exhibit 26 Logged By:DAY Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/22/06PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Project: Total Depth of Test Pit:7.0 feet Excavation Dimensions:3'x10' Surface Elevation / Datum:184.0 NGVD Date Excavated:4/20/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 trench walls standing vertical Log of Test Pit TP-3 Medium dense, brown, moist, slightly silty gravelly fine to medium SAND (SM), trace organics (Topsoil) Dense, reddish brown, moist, silty gravelly fine to medium SAND (GM), trace cobbles to 10-inch diameter, root zone to 2 .5 feet, scattered boulders to 2-foot diameter ( Weathered Qvit) (till) Very dense, gray, moist, gravelly silty fine to coarse SAND (GM), trace cobbles to 4-inch diameter (Qvit) (till) Test Pit Location:southwestern property area Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:slightly sloped, vegetation of Scotch Broom Groundwater Observations: Bottom of test pit at depth of 7.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. SUBSURFACE GROUP, LLC SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS 184 182 180 178 176 174 172 170 168 166 164Elevation,feetfeetGraphic LogMATERIAL DESCRIPTION Figure A-19 Exhibit 26 Logged By:DAY Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/22/06PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Project: Total Depth of Test Pit:5.0 feet Excavation Dimensions:3'x10' Surface Elevation / Datum:186.0 NGVD Date Excavated:4/20/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 trench walls standing vertical Log of Test Pit TP-4 Medium dense, brown, moist, slightly silty gravelly fine to medium SAND (SM), trace organics (Topsoil) Dense, reddish brown, moist, silty gravelly fine to medium SAND (GM), trace cobbles to 10-inch diameter, root zone to 2 .5 feet, scattered boulders to 2-foot diameter ( Weathered Qvit) (till) Very dense, gray, moist, slightly gravelly silty fine to coarse SAND (GM), trace cobbles to 4-inch diameter (Qvit) (till) Test Pit Location:southwestern property line near access road Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:crude road vegetation of low brush Groundwater Observations: Bottom of test pit at depth of 5.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. SUBSURFACE GROUP, LLC SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS 186 184 182 180 178 176 174 172 170 168 166Elevation,feetfeetGraphic LogMATERIAL DESCRIPTION Figure A-20 Exhibit 26 Logged By:DAY Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/22/06PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Project: Total Depth of Test Pit:8.0 feet Excavation Dimensions:3'x10' Surface Elevation / Datum:184.0 NGVD Date Excavated:4/20/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 trench walls caving slightly Log of Test Pit TP-5 Medium dense, brown, moist, slightly silty gravelly fine to medium SAND (SM), trace organics (Topsoil) Medium dense, reddish brown, moist, slightly gravelly fine to coarse SAND (SW), trace silt, root zone to 3.0 feet (Weathered Qvr) Dense, gray, slightly gravelly fine to coarse SAND, trace silt; moist (Qvr) Test Pit Location:east side of the storage building Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:slightly sloped edge of roadway Groundwater Observations: Bottom of test pit at depth of 8.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. SUBSURFACE GROUP, LLC SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS 184 182 180 178 176 174 172 170 168 166 164Elevation,feetfeetGraphic LogMATERIAL DESCRIPTION Figure A-21 Exhibit 26 Logged By:DAY Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/22/06PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Project: Total Depth of Test Pit:5.0 feet Excavation Dimensions:3'x10' Surface Elevation / Datum:262.0 NGVD Date Excavated:4/20/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 trench walls stand vertical Log of Test Pit TP-6 Medium dense, brown, moist, slightly silty gravelly fine to medium SAND (SM), trace organics; (Topsoil) Dense, reddish brown, moist, silty gravelly fine to medium SAND GP-GM), trace cobbles to 10-inch diameter, root zone to 2 .5 feet (weathered Qvit) (till) Very dense, gray, moist, gravelly silty fine to coarse SAND (GM), trace cobbles to 4-inch diameter(Qvit) (till) Test Pit Location:northwestern camp area, northern edge of hillside Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:slightly sloped edge of roadway Groundwater Observations: Bottom of test pit at depth of 5.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. SUBSURFACE GROUP, LLC SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS 262 260 258 256 254 252 250 248 246 244 242Elevation,feetfeetGraphic LogMATERIAL DESCRIPTION Figure A-22 Exhibit 26 Total Depth of Test Pit:8.0 feet Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/22/06Logged By:DAY Project: Excavation Dimensions:3'x10' Surface Elevation / Datum:268.0 NGVD Date Excavated:4/20/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Log of Test Pit TP-7 PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Medium dense, brown, moist, slightly silty gravelly fine to medium SAND (SM), trace organics (Topsoil) Dense, gray brown, moist, silty gravelly fine to coarse SAND (GM), trace wood fragments and organics (Af) Very dense, gray, moist, gravelly silty fine to coarse SAND (GM), trace cobbles to 4-inch diameter (Qvit) (till) Bottom of test pit at depth of 8.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Test Pit Location:northwestern camp area, cental portion of hill Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:flat-lying edge of access road Groundwater Observations: SUBSURFACE GROUP, LLC SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS 268 266 264 262 260 258 256 254 252 250 248Elevation,feetfeetGraphic LogMATERIAL DESCRIPTION Figure A-23 Exhibit 26 PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Log of Test Pit TP-8 Surface Conditions:edge of access road, vegetation low brush & maples Logged By:DAY Total Depth of Test Pit:8.0 feet Excavation Dimensions:3'x10' Surface Elevation / Datum:246.0 NGVD 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/22/06Medium dense, brown, moist, slightly silty gravelly fine to medium SAND (SM), trace organics (Topsoil) Dense, reddish brown, moist, silty gravelly fine to medium SAND (GM), trace cobbles to 10-inch diameter, root zone to 3 .5 feet ( weathered Qvit) (till) Very dense, gray, moist, slighty gravelly fine to medium SAND (SP), trace silt (Qvio) (Sand Lense) Very dense, gray, moist, gravelly silty fine to coarse SAND (GM), trace cobbles to 4-inch diameter (Qvi)t (till) Project: Groundwater Observations: Test Pit Location:northwestern camp area, south central portion of hill Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 SUBSURFACE GROUP, LLC Bottom of test pit at depth of 8.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Date Excavated:4/20/06 SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKSMATERIAL DESCRIPTION 246 244 242 240 238 236 234 232 230 228 226Elevation,feetfeetGraphic LogFigure A-24 Exhibit 26 PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Log of Test Pit TP-9 Surface Conditions:flat-lying along access road Logged By:DAY Total Depth of Test Pit:6.0 feet Excavation Dimensions:3'x10' Surface Elevation / Datum:233.0 NGVD 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/22/06Medium dense, brown, moist slightly silty gravelly fine to medium SAND (SM), trace organics; moist; (Topsoil) Medium dense, brown, moist, silty gravelly fine to coarse SAND (GM), trace organics, trace cobbles to 10-inch diameter; moist; (Af) Dense, reddish brown, moist, silty gravelly fine to medium SAND(GM), trace cobbles to 10-inch diameter (Weathered Qvit) (till) Very dense, gray, moist, gravelly silty fine to coarse SAND (GM), trace cobbles to 4-inch diameter (Qvit) (till) Project: Groundwater Observations: Test Pit Location:northwestern camp area extreme southern end of hill Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 SUBSURFACE GROUP, LLC Bottom of test pit at depth of 6.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Date Excavated:4/20/06 SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKSMATERIAL DESCRIPTION 232 230 228 226 224 222 220 218 216 214Elevation,feetfeetGraphic LogFigure A-25 Exhibit 26 Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:edge of kettle B vegetation consists of grasses Groundwater Observations: Project: Date Excavated:4/20/06 PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Logged By:DAY trench wall sloughing Excavation Dimensions:3'x10'Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/22/06Dense, reddish brown, moist, silty gravelly fine to medium SAND (GM), trace cobbles to 10-inch diameter (Weathered Qvit) (till) trench wall standing vertical Loose, dark brown, moist,silty SAND (SM), trace gravel and organics; (Af) Excavation Contractor:South County Underground, LLC Loose, dark brown, silty SAND (SM), trace gravel and organics; moist; (Topsoil ) (Old Soil Horizon) Test Pit Location:along main entrance road north rim of kettle B Very dense, gray, moist, gravelly silty fine to coarse SAND (GM), trace cobbles to 4-inch diameter (Qvit) (till) Bottom of test pit at depth of 6.0 feet; completed and backfilled. No groundwater encountered during test pit Excavation Surface Elevation / Datum:230.0 NGVD Medium dense, dark brown mottled black, moist, slightly silty Gravelly fine to medium SAND (SM), trace charcoal and wood fragments (Af) 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Total Depth of Test Pit:6.0 feet SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS feetSUBSURFACE GROUP, LLC Log of Test Pit TP-10 230 228 226 224 222 220 218 216 214 212 210Elevation,feetGraphic LogMATERIAL DESCRIPTION Figure A-26 Exhibit 26 Logged By:DAY Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/22/06PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Project: Total Depth of Test Pit:8.0 feet Excavation Dimensions:3'x10' Surface Elevation / Datum:188.0 NGVD Date Excavated:4/20/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 trench wall standing vertical Log of Test Pit TP-11 Medium dense, brown, moist, slightly silty gravelly fine to medium SAND (SM), trace organics (Topsoil) Medium dense, gray, moist, sandy fine to coarse GRAVEL (GW), trace silt, scattered cobbles and boulders to 2-foot diameter, stong iron oxide staining; (Qvr/colluvium) Very dense, gray, moist, silty gravelly fine to coarse SAND (GM) (Qvit) (till) Test Pit Location:Kettle A north end near the bottom Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:sloped, low brush & Douglas fir Groundwater Observations: Bottom of test pit at depth of 8.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. SUBSURFACE GROUP, LLC SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS 188 186 184 182 180 178 176 174 172 170 168Elevation,feetfeetGraphic LogMATERIAL DESCRIPTION Figure A-27 Exhibit 26 Project:Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/22/06Excavation Equipment:rubber track Kobelco Mini hoe UT 54 PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Logged By:DAY Total Depth of Test Pit:10.0 feet Excavation Dimensions:3'x10' Surface Elevation / Datum:191.0 NGVD cleaned cut slope exposure 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Medium dense, brown, moist, slightly silty gravelly fine to medium SAND (SM), trace organics (Topsoil) Medium dense, brown, moist, slighty silty gravelly fine to coarse SAND (GM), trace cobbles to 6-inch diameter (Colluvium) Dense, gray, moist, gravelly fine to coarse SAND (SW), trace silt(Qvit) (outwash) Groundwater Observations: Bottom of test pit at depth of 10.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Surface Conditions: pioneer road, road cut Test Pit Location:mid slope of Kettle A Excavation Contractor:South County Underground, LLC SUBSURFACE GROUP, LLC Very dense, gray, moist, slightly gravelly fine to coarse SAND (GM) (Qvit) ( till) Log of Test Pit TP-12 Date Excavated:4/20/06 SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS 190 188 186 184 182 180 178 176 174 172Elevation,feetGraphic LogMATERIAL DESCRIPTION feetFigure A-28 Exhibit 26 PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Log of Test Pit TP-13 Surface Conditions:edge of camp site, flat-lying, low brush Logged By:DAY Total Depth of Test Pit:10.0 feet Excavation Dimensions:3'x10' Surface Elevation / Datum:260.0 NGVD 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/22/06Medium dense, brown, moist, slightly silty gravelly fine to medium SAND (SM), trace fragments of wood and till clasts (Af) Medium dense, dark brown, moist, slightly gravelly fine to medium SAND, trace organics and roots (Old Soil Horizon) Medium dense, reddish brown, moist, slightly silty fine to coarse SAND (SW) (Qvr weathered) Medium dense, gray,moist, fine to coarse SAND (SW), trace silt (Qvr) Project: Groundwater Observations: Test Pit Location:middle camp area northwestern corner Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 SUBSURFACE GROUP, LLC Bottom of test pit at depth of 10.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Date Excavated:4/21/06 SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKSMATERIAL DESCRIPTION 260 258 256 254 252 250 248 246 244 242 240Elevation,feetfeetGraphic LogFigure A-29 Exhibit 26 Surface Conditions:at edge noll, vegetation of low brush Groundwater Observations: Project: 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Test Pit Location:middle camp area central hill area PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Logged By:DAY Total Depth of Test Pit:12.0 feet trench walls slightly sloughing Surface Elevation / Datum:262.0 NGVD Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/22/06Medium dense, gray, moist, fine to coarse SAND (SW), trace silt, scattered layers and lenses of gravelly sand (Qvr) Medium dense, dark brown, moist, slightly silty fine to medium SAND (SP), trace organics and roots (Topsoil) Medium dense, yellow brown streaked reddish brown, fine to medium SAND, trace silt; moist; ( Qvr weathered) (SP) Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Medium dense, gray, moist, slightly silty gravelly fine to coarse SAND (GM) (Qvr/ ablation till) Excavation Contractor:South County Underground, LLC Bottom of test pit at depth of 12.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Date Excavated:4/21/06 Medium dense, gray, moist, fine to medium SAND (SP), trace silt, crudely bedded; (Qvr) SUBSURFACE GROUP, LLC Excavation Dimensions:3'x10'SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS Graphic LogLog of Test Pit TP-14 262 260 258 256 254 252 250 248 246 244 242Elevation,feetMATERIAL DESCRIPTION feetFigure A-30 Exhibit 26 Logged By:DAY Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/22/06PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Project: Total Depth of Test Pit:5.0 feet Excavation Dimensions:3'x10' Surface Elevation / Datum:197.0 NGVD Date Excavated:4/21/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 dug to refusal Log of Test Pit TP-15 Medium dense, brown, moist, slightly silty gravelly fine to medium SAND(SM), trace organics (Topsoil) Dense, reddish brown, moist, silty gravelly fine to medium SAND (GM), trace cobbles to 10-inch diameter root zone to 2 .5 feet; scattered boulders to 2-foot diameter (Weathered Qvit) (till) Very dense, gray, gravelly silty fine to coarse SAND (GM), trace cobbles to 4-inch diameter; moist; (Qvit) (till) Test Pit Location:south central edge of property line Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:flat-lying at edge of access road ; grassy Groundwater Observations: Bottom of test pit at depth of 5.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. SUBSURFACE GROUP, LLC SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS 196 194 192 190 188 186 184 182 180 178Elevation,feetfeetGraphic LogMATERIAL DESCRIPTION Figure A-31 Exhibit 26 PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/22/06Project: Groundwater Observations: Logged By:DAY Total Depth of Test Pit:9.0 feet Excavation Dimensions:3'x10' Surface Elevation / Datum:197.0 NGVD Date Excavated:4/21/06 trench wall sloughing SUBSURFACE GROUP, LLC trench walls standing vertical Medium dense, dark brown, moist, slightly silty fine to medium SAND (SM), trace organics and roots, scattered fine gravel (Topsoil) Medium dense, brown, moist, silty silty gravelly fine to coarse SAND (GM), trace organics (colluvium) Bottom of test pit at depth of 9.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Log of Test Pit TP-16 Test Pit Location:central camping area, adjacent to restrooms Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:moderately sloped at the toe of hill, grassy Dense, gray, moist, slightly gravelly SAND (SW), trace silt, crudely bedded; (Qvr) 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKSMATERIAL DESCRIPTION 196 194 192 190 188 186 184 182 180 178Elevation,feetfeetGraphic LogFigure A-32 Exhibit 26 Project:Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/22/06Excavation Equipment:rubber track Kobelco Mini hoe UT 54 PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Logged By:DAY Total Depth of Test Pit:7.0 feet Excavation Dimensions:3'x10' Surface Elevation / Datum:190.0 NGVD trench walls standing vertically 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Medium dense, dark brown, moist, slightly silty fine to medium SAND(SP), trace organics and roots ( Topsoil) Medium dense, gray brown, moist, fine to coarse SAND (SP), trace silt ( colluvium) Dense, gray, moist, slighty silty gravelly fine to coarse SAND(GM) (Qvr/ Ablation till) Groundwater Observations: Bottom of test pit at depth of 7.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Surface Conditions:moderately sloped at the toe of hill, grassy Test Pit Location: intersection of main road and beach access road Excavation Contractor:South County Underground, LLC SUBSURFACE GROUP, LLC Dense, gray, moist, fine to medium SAND (SP), trace silt, thinly bedded (Qvr) Log of Test Pit TP-17 Date Excavated:4/21/06 SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS 190 188 186 184 182 180 178 176 174 172 170Elevation,feetGraphic LogMATERIAL DESCRIPTION feetFigure A-33 Exhibit 26 Logged By:DAY Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/22/06PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Project: Total Depth of Test Pit:9.0 feet Excavation Dimensions:3'x10' Surface Elevation / Datum:184.0 NGVD Date Excavated:4/21/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 trench walls standing vertical Log of Test Pit TP-18 Medium dense; yellow brown, moist, slightly silty gravelly fine to coarse SAND (GM), scattered cobbles to 6-inch diameter (Colluvium) Very dense, gray, moist, silty gravelly fine to coarse SAND (GM) (Qvit) (till) Very dense, gray, moist, sandy fine Gravel (GP) , crudely bedded; (Qvio) (outwash deposit) Test Pit Location: 18th green northwest of beach access road Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:cut slope of pioneer road, low brush Groundwater Observations: Bottom of test pit at depth of 9.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. SUBSURFACE GROUP, LLC SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS 184 182 180 178 176 174 172 170 168 166 164Elevation,feetfeetGraphic LogMATERIAL DESCRIPTION Figure A-34 Exhibit 26 Total Depth of Test Pit:9.0 feet Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/22/06Logged By:DAY Project: Excavation Dimensions:3'x10' Surface Elevation / Datum:200.0 NGVD Date Excavated:4/26/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Log of Test Pit TP-18a PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Medium dense, dark brown, moist,silty fine to medium SAND (SM), trace organics and roots, scattered fine to coarse gravel (Topsoil) Dense, reddish brown, moist, gravelly silty fine to medium SAND (GM), trace cobbles to 8-inch diameter, roots to 3.5 feet; ( weathered Qvit) (till) Very dense, gray, moist, gravelly silty fine to coarse SAND (GM), trace cobbles to 4-inch diameter (Qvit) (till) Bottom of test pit at depth of 9.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Test Pit Location:north of 18th green Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:flat- lying edge of steep slope, grassy Groundwater Observations: SUBSURFACE GROUP, LLC SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS 200 198 196 194 192 190 188 186 184 182 180Elevation,feetfeetGraphic LogMATERIAL DESCRIPTION Figure A-35 Exhibit 26 Total Depth of Test Pit:7.0 feet Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/22/06Logged By:DAY Project: Excavation Dimensions:3'x10' Surface Elevation / Datum:82.0 NGVD Date Excavated:4/21/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Log of Test Pit TP-19 PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Medium dense, dark brown, moist,silty fine to medium SAND (SM), trace organics and roots, scattered fine to coarse gravel (Topsoil) Dense, reddish brown, moist, slightly gravelly silty fine to medium SAND (SM), trace cobbles to 8-inch diameter, roots to 3.5 feet; ( weathered Qvit) (till) Very dense, dark gray, moist, silty fine to medium SAND(SM), thinly bedded with glacial till and gravelly fine to coarse gravelly sand lenses and layers; (Qvio) (outwash deposits) Bottom of test pit at depth of 7.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Test Pit Location:at the bottom of Kettle D Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:flat-lying, vegetation of grasses, low brush and ferns Groundwater Observations: SUBSURFACE GROUP, LLC SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS 82 80 78 76 74 72 70 68 66 64 62Elevation,feetfeetGraphic LogMATERIAL DESCRIPTION Figure A-36 Exhibit 26 Surface Elevation / Datum:95.0 NGVD Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/22/06PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Logged By:DAY Excavation Dimensions:3'x10' Date Excavated:4/21/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 SUBSURFACE GROUP, LLC Log of Test Pit TP-20 Total Depth of Test Pit:4.0 feet Excavation Contractor:South County Underground, LLC Dense, gray, moist, silty gravelly fine to coarse SAND(GM), trace organics (Af) Very dense, gray, moist, gravelly silty fine to coarse SAND (GM), trace cobbles to 4-inch diameter (Qvit) (till) Bottom of test pit at depth of 4.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Test Pit Location:lower 1/4 of Kettle D 94 92 90 88 86 84 82 80 78 76 Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:along pioneer roadway, sloped, vegetation of alders Groundwater Observations: Project: 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Elevation,Lab TestsMoistureContent, %REMARKS feetfeetGraphic LogMATERIAL DESCRIPTION SampleType andNumberFigure A-37 Exhibit 26 Excavation Dimensions:3'x10' PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Total Depth of Test Pit:4.0 feet Surface Elevation / Datum:120.0 NGVD Date Excavated:4/21/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 SUBSURFACE GROUP, LLC Log of Test Pit TP-21 dug to refusal Logged By:DAY Test Pit Location:lower 1/2 half of Kettle D Medium dense, dark brown, moist,silty fine to medium SAND (SM), trace organics and roots, scattered fine to coarse gravel (Topsoil) Very dense, gray, moist, gravelly silty fine to coarse SAND (GM), trace cobbles to 4-inch diameter (Qvit) (till) Bottom of test pit at depth of 3.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. 120 118 116 114 112 110 108 106 104 102 100 Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:along pioneer roadway, sloped, vegetation of alders Groundwater Observations: Project:SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS Elevation,feetfeetGraphic LogReport: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/23/06MATERIAL DESCRIPTION Figure A-38 Exhibit 26 Logged By:DAY Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/23/06PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Project: Total Depth of Test Pit:4.0 feet Excavation Dimensions:3'x10' Surface Elevation / Datum:141.0 NGVD Date Excavated:4/21/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 dug to refusal Log of Test Pit TP-22 Medium dense, reddish brown, silty fine to medium SAND, trace organics and roots; moist; (Topsoil) (SM) Dense, reddish brown, moist, gravelly silty fine to coarse SAND(GM) (weathered Qvit) (till) Very dense, gray, moist, gravelly silty fine to coarse SAND (GM), trace cobbles to 4-inch diameter (Qvit) (till) Test Pit Location:3/4 portion of Kettle D Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions: pioneer road, sloped,vegetation of alders Groundwater Observations: Bottom of test pit at depth of 5.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. SUBSURFACE GROUP, LLC SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS 140 138 136 134 132 130 128 126 124 122Elevation,feetfeetGraphic LogMATERIAL DESCRIPTION Figure A-39 Exhibit 26 Total Depth of Test Pit:7.0 feet Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/23/06Logged By:DAY Project: Excavation Dimensions:3'x10' Surface Elevation / Datum:174.0 NGVD Date Excavated:4/21/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Log of Test Pit TP-23 PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Medium dense, dark brown, moist,silty fine to medium SAND (SM), trace organics and roots, scattered fine to coarse gravel (Topsoil) Dense, reddish brown, moist, gravelly silty fine to coarse SAND(GM), scattered cobbles to 10-inch diameter (weathered Qvit) (till) Very dense, gray, moist, gravelly silty fine to coarse SAND (GM), trace cobbles to 4-inch diameter (Qvit) (till) Bottom of test pit at depth of 7.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Test Pit Location:North rim of Kettle D Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:flat- lying, vegetation of grasses Groundwater Observations: SUBSURFACE GROUP, LLC SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS 174 172 170 168 166 164 162 160 158 156 154Elevation,feetfeetGraphic LogMATERIAL DESCRIPTION Figure A-40 Exhibit 26 PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Log of Test Pit TP-24 Surface Conditions:edge of pioneer road, flat-lying, vegetation of low brush Logged By:DAY Total Depth of Test Pit:8.0 feet Excavation Dimensions:3'x10' Surface Elevation / Datum:197.0 NGVD 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/23/06Medium dense, dark brown, moist,silty fine to medium SAND (SM), trace organics and roots, scattered fine to coarse gravel (Topsoil) Dense, brown, moist, gravelly silty fine to coarse SAND(GM), trace organics and roots (Af) Dense, reddish brown, moist, gravelly silty fine to coarse SAND(GM), scattered cobbles to 10-inch diameter ( weathered Qvit) (till) Very dense, gray, moist, gravelly silty fine to coarse SAND (GM), trace cobbles to 4-inch diameter (Qvit) (till) Project: Groundwater Observations: Test Pit Location:Southeast rim of Kettle C Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 SUBSURFACE GROUP, LLC Bottom of test pit at depth of 8.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Date Excavated:4/21/06 SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKSMATERIAL DESCRIPTION 196 194 192 190 188 186 184 182 180 178Elevation,feetfeetGraphic LogFigure A-41 Exhibit 26 Logged By:DAY Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/23/06PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Project: Total Depth of Test Pit:8.0 feet Excavation Dimensions:3'x10' Surface Elevation / Datum:207.0 NGVD Date Excavated:4/21/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 trench walls sloughing Log of Test Pit TP-25 Medium dense, dark brown, moist, silty fine to medium SAND (SM), trace organics and roots, scattered fine to coarse gravel (Topsoil) Medium dense, reddish brown, moist, slightly silty gravelly fine to coarse SAND(SW) ( weathered Qvr) Medium dense, gray, moist, gravelly fine to coarse SAND (SW), trace silt; (Qvr) Test Pit Location:Central rim of Kettle C Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions: along access road, flat-lying, vegetation low brush Groundwater Observations: Bottom of test pit at depth of 8.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. SUBSURFACE GROUP, LLC SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS 206 204 202 200 198 196 194 192 190 188Elevation,feetfeetGraphic LogMATERIAL DESCRIPTION Figure A-42 Exhibit 26 Excavation Dimensions:3'x10' PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Total Depth of Test Pit:5.0 feet Surface Elevation / Datum:180.0 NGVD Date Excavated:4/21/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 SUBSURFACE GROUP, LLC Log of Test Pit TP-26 dug to refusal Logged By:DAY Test Pit Location:3/4 up elevation above Kettle C south end Medium dense, dark brown, moist, silty fine to medium SAND (SM), trace organics and roots, scattered fine to coarse gravel (Topsoil) Very dense, gray, moist, gravelly silty fine to coarse SAND (GM), trace cobbles to 4-inch diameter (Qvit) (till) Bottom of test pit at depth of 3.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. 180 178 176 174 172 170 168 166 164 162 160 Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions: pioneer road, flat-lying vegetation of Scotch Broom Groundwater Observations: Project:SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS Elevation,feetfeetGraphic LogReport: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/23/06MATERIAL DESCRIPTION Figure A-43 Exhibit 26 Surface Elevation / Datum:160.0 NGVD Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/23/06PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Logged By:DAY Excavation Dimensions:3'x10' Date Excavated:4/21/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 SUBSURFACE GROUP, LLC Log of Test Pit TP-27 Total Depth of Test Pit:8.0 feet Excavation Contractor:South County Underground, LLC Dense, gray brown, moist, gravelly silty fine to coarse SAND (GM); scattered organics (Af) Dense, gray, moist, slightly gravelly fine to coarse SAND (SW), trace silt, scattered cobbles to 5-inch diameter (Qvit) ( till) Bottom of test pit at depth of 8.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Test Pit Location:1/2 up elevation above Kettle C 160 158 156 154 152 150 148 146 144 142 140 Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions: pioneer road, flat-lying vegetation of Scotch Broom Groundwater Observations: Project: 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Elevation,Lab TestsMoistureContent, %REMARKS feetfeetGraphic LogMATERIAL DESCRIPTION SampleType andNumberFigure A-44 Exhibit 26 Total Depth of Test Pit:8.0 feet Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/23/06Logged By:DAY Project: Excavation Dimensions:3'x10' Surface Elevation / Datum:135.0 NGVD Date Excavated:4/21/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Log of Test Pit TP-28 PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Dense, gray brown, moist, gravelly fine to coarse SAND (SW), trace silt and scattered organics; (Af) Dense, gray brown, moist, fine to coarse SAND (SW), trace silt, scattered fine to coarse gravel (Qvio) (outwash deposits) Dense, gray, moist, gravelly fine to Coarse SAND(GP), trace silt(Qvit) (sandy till) (GP) Bottom of test pit at depth of 8.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Test Pit Location:1/4 elevation above Kettle C Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions: pioneer road, flat-lying vegetation of Scotch Broom Groundwater Observations: SUBSURFACE GROUP, LLC SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS 134 132 130 128 126 124 122 120 118 116Elevation,feetfeetGraphic LogMATERIAL DESCRIPTION Figure A-45 Exhibit 26 PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Log of Test Pit TP-29 Surface Conditions: pioneer road, flat-lying vegetation of small alders Logged By:DAY Total Depth of Test Pit:8.0 feet Excavation Dimensions:3'x10' Surface Elevation / Datum:92.0 NGVD 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/23/06Medium dense, gray brown, moist, silty gravelly fine to coarse SAND (GM), trace wood fragments, scattered cobbles and boulders; (Af) Medium dense, brown, moist, slightly silty gravelly fine to medium SAND(SM), trace organics (Old soil horizon) Dense, reddish brown, moist, gravelly silty fine to coarse SAND(GM), scattered cobbles to 10-inch diameter (weathered Qvit) (till) Very dense, gray, moist, gravelly silty fine to coarse SAND (GM), trace cobbles to 4-inch diameter (Qvit) (till) Project: Groundwater Observations: Test Pit Location:south end of Kettle C Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 SUBSURFACE GROUP, LLC Bottom of test pit at depth of 8.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Date Excavated:4/21/06 SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKSMATERIAL DESCRIPTION 92 90 88 86 84 82 80 78 76 74 72Elevation,feetfeetGraphic LogFigure A-46 Exhibit 26 PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/23/06Project: Groundwater Observations: Logged By:DAY Total Depth of Test Pit:6.0 feet Excavation Dimensions:3'x10' Surface Elevation / Datum:82.0 NGVD Date Excavated:4/21/06 distinct contact between the overlying soil; moderate seepage SUBSURFACE GROUP, LLC dug to refusal Soft, dark brown to black, wet, slightly sandy SILT (ML), trace organics and roots(Topsoil) Loose, yellow brown mottled reddish brown ,wet, sand SILT, trace roots to 2.0 feet (Weathered Qvil) (ML) Bottom of test pit at depth of 6.0 feet; completed and backfilled. Moderate seepage at 2 feet at the contact of the glacial till. Log of Test Pit TP-30 Test Pit Location:Bottom of Kettle C at southern end Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:flat-lying, wet, vegetation of saw grass & low brush Very dense, gray, moist, gravelly silty fine to coarse SAND (GM), trace cobbles to 4-inch diameter (Qvit) (till) 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKSMATERIAL DESCRIPTION 82 80 78 76 74 72 70 68 66 64 62Elevation,feetfeetGraphic LogFigure A-47 Exhibit 26 Excavation Dimensions:3'x10' PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Total Depth of Test Pit:5.0 feet Surface Elevation / Datum:190.0 NGVD Date Excavated:4/24/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 SUBSURFACE GROUP, LLC Log of Test Pit TP-31 Dug to refusal Logged By:DAY Test Pit Location: along upper portion of north rim of Kettle C Medium dense, brown, moist, slightly silty gravelly fine to medium SAND (SM), trace organics (Topsoil) Very dense, gray, moist, slightly silty gravelly fine to coarse SAND (GM), scattered cobbles to 6-inch diameter, crudely bedded with sand seams (Qvit) (till) Bottom of test pit at depth of 5.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. 190 188 186 184 182 180 178 176 174 172 170 Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:pioneer road, moderately slope, vegetation alders Groundwater Observations: Project:SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS Elevation,feetfeetGraphic LogReport: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/23/06MATERIAL DESCRIPTION Figure A-48 Exhibit 26 Logged By:DAY Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/23/06PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Project: Total Depth of Test Pit:10.0 feet Excavation Dimensions:3'x10' Surface Elevation / Datum:220.0 NGVD Date Excavated:4/24/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 digs easy , trench walls sloughing Log of Test Pit TP-32 Medium dense, dark brown, moist, slighty silty slightly gravelly fine to coarse SAND (SW), trace organics and roots (Topsoil) Medium dense, yellow brown, moist, gravelly fine to coarse SAND (SW), trace silt, scattered cobbles to 10-inch diameter; (weathered Qvr) Medium dense, gray brown, moist, sandy fine to coarse GRAVEL (GW), trace silt (Qvr) Test Pit Location:at the crest of north rim Kettle C Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:flat-lying, vegetation of small alders Groundwater Observations: Bottom of test pit at depth of 10.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. SUBSURFACE GROUP, LLC SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS 220 218 216 214 212 210 208 206 204 202 200Elevation,feetfeetGraphic LogMATERIAL DESCRIPTION Figure A-49 Exhibit 26 PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Log of Test Pit TP-33 Surface Conditions:flat-lying, vegetation of small alders Logged By:DAY Total Depth of Test Pit:10.0 feet Excavation Dimensions:3'x10' Surface Elevation / Datum:230.0 NGVD 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/23/06Medium dense, brown, moist, slightly silty gravelly fine to medium SAND (SM), trace organics (Topsoil) Dense, reddish brown, moist, gravelly silty fine to coarse SAND (GM), scattered cobbles to 10-inch diameter (weathered Qvit) (till) Very dense, gray, moist, gravelly silty fine to coarse SAND (GM), trace cobbles to 4-inch diameter (Qvit) (till) Very dense, gray, moist, slightly gravelly fine to coarse SAND (SW), trace silt, thinly bedded with fine to medium sand (Qvio) (outwash Deposits) Project: Groundwater Observations: Test Pit Location:north of Kettle C below middle camp area Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 SUBSURFACE GROUP, LLC Bottom of test pit at depth of 10.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Date Excavated:4/24/06 SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKSMATERIAL DESCRIPTION 230 228 226 224 222 220 218 216 214 212 210Elevation,feetfeetGraphic LogFigure A-50 Exhibit 26 Total Depth of Test Pit:9.0 feet Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/23/06Logged By:DAY Project: Excavation Dimensions:3'x10' Surface Elevation / Datum:223.0 NGVD Date Excavated:4/24/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Log of Test Pit TP-34 PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Medium dense, brown, moist, slighty silty slightly gravelly fine to coarse SAND (GM), trace organics and cobbles to 6-inch diameter(Af) Medium dense, brown, moist, slightly silty gravelly fine to medium SAND (SM), trace organics (old soil horizon) Dense, gray, moist, gravelly fine to coarse SAND (SW), trace silt, scattered cobbles to 6-inch diameter (Qvio) (outwash deposits) Bottom of test pit at depth of 9.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Test Pit Location:north cental property line Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:flat-lying along access road Groundwater Observations: SUBSURFACE GROUP, LLC SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS 222 220 218 216 214 212 210 208 206 204Elevation,feetfeetGraphic LogMATERIAL DESCRIPTION Figure A-51 Exhibit 26 Total Depth of Test Pit:5.0 feet Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/23/06Logged By:DAY Project: Excavation Dimensions:3'x10' Surface Elevation / Datum:150.0 NGVD Date Excavated:4/24/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Log of Test Pit TP-35 PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Medium dense, brown, moist, slightly silty gravelly fine to medium SAND (SM), trace organics (Topsoil) Dense, yellow brown, moist, silty gravelly fine to coarse SAND (GM), scattered cobbles to 6-inch diameter (weathered Qvit) (till) Very dense, gray, moist, gravelly silty fine to coarse SAND(GM), trace cobbles to 4-inch diameter (Qvit) (till) Bottom of test pit at depth of 5.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Test Pit Location:500 feet south of Black Point Road Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:flat-lying along access road Groundwater Observations: SUBSURFACE GROUP, LLC SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS 150 148 146 144 142 140 138 136 134 132 130Elevation,feetfeetGraphic LogMATERIAL DESCRIPTION Figure A-52 Exhibit 26 PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/23/06Project: Groundwater Observations: Logged By:DAY Total Depth of Test Pit:12.0 feet Excavation Dimensions:3'x10' Surface Elevation / Datum:180.0 NGVD Date Excavated:4/24/06 Test pit completed on existing road cut estimated at 1H:1V SUBSURFACE GROUP, LLC trench walls standing vertical Medium dense, reddish brown, moist, sandy fine GRAVEL(GP), trace silt (weathered Qvio) (outwash deposits) Medium dense, gray, moist, fine to medium SAND (SP), trace silt (Qvio) (outwash deposits) Bottom of test pit at depth of 12.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Log of Test Pit TP-36 Test Pit Location:Along quarry access road Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:road cut, sloped at 1/-1/2H:1V Medium dense, gray, moist,sandy fine to coarse GRAVEL (GW), trace silt (Qvio) (outwash deposits) 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKSMATERIAL DESCRIPTION 180 178 176 174 172 170 168 166 164 162 160Elevation,feetfeetGraphic LogFigure A-53 Exhibit 26 Surface Elevation / Datum:207.0 NGVD Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/23/06PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Logged By:DAY Excavation Dimensions:3'x10' Date Excavated:4/24/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 SUBSURFACE GROUP, LLC Log of Test Pit TP-37 Total Depth of Test Pit:7.0 feet Excavation Contractor:South County Underground, LLC Medium dense, gray, moist, fine to medium SAND (SP), trace silt (Qvio) (outwash deposits) Dense, gray brown ,moist, sandy SILT (ML), crudely bedded with fine to medium sand (Qvil) (glacio-lacustrine deposits) Bottom of test pit at depth of 7.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Test Pit Location:at the eastern edge of quarry 206 204 202 200 198 196 194 192 190 188 Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:flat lying in the quarry Groundwater Observations: Project: 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Elevation,Lab TestsMoistureContent, %REMARKS feetfeetGraphic LogMATERIAL DESCRIPTION SampleType andNumberFigure A-54 Exhibit 26 Surface Conditions:flat-lying along access road cut Groundwater Observations: Project: 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Test Pit Location:northeastern corner of property near 3rd Tee PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Logged By:DAY Total Depth of Test Pit:10.0 feet old test pit completed by others; trench walls standing vertical Surface Elevation / Datum:135.0 NGVD Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/23/06Dense, gray, moist, fine to medium SAND (SP), trace silt (Qvio) (outwash deposits) Medium dense, dark brown, moist. silty fine to medium SAND (SM), trace organics, scattered fine gravel; (Topsoil) Dense, reddish brown, moist, fine to medium SAND (SP), trace silt. roots to 2 feet; ( weathered Qvio) (outwash deposits) Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Dense, gray, moist, slightly gravelly fine to coarse SAND (SW), trace silt (Qvio) Excavation Contractor:South County Underground, LLC Bottom of test pit at depth of 10.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Date Excavated:4/24/06 Dense, gray, moist, fine to medium SAND (SP), trace silt (Qvio) (outwash deposits) SUBSURFACE GROUP, LLC Excavation Dimensions:5'x10'SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS Graphic LogLog of Test Pit TP-38 134 132 130 128 126 124 122 120 118 116Elevation,feetMATERIAL DESCRIPTION feetFigure A-55 Exhibit 26 Total Depth of Test Pit:8.0 feet Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/23/06Logged By:DAY Project: Excavation Dimensions:3'x10' Surface Elevation / Datum:131.0 NGVD Date Excavated:4/24/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Log of Test Pit TP-39 PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Medium dense, brown, moist, slightly silty gravelly fine to medium SAND (SM), trace organics (Topsoil) Very dense, gray, moist, gravelly silty fine to coarse SAND (GM), trace cobbles to 4-inch diameter (Qvit) (till) Dense, gray, moist, fine to medium SAND (SP), trace silt (Qvio) (outwash deposits) Bottom of test pit at depth of 8.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Test Pit Location:northeastern property line Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:flat-lying, access road, vegetation of small alders Groundwater Observations: SUBSURFACE GROUP, LLC SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS 130 128 126 124 122 120 118 116 114 112Elevation,feetfeetGraphic LogMATERIAL DESCRIPTION Figure A-56 Exhibit 26 Total Depth of Test Pit:5.0 feet Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/23/06Logged By:DAY Project: Excavation Dimensions:3'x10' Surface Elevation / Datum:131.0 NGVD Date Excavated:4/24/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Log of Test Pit TP-40 PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Medium dense, brown, moist, silty fine to medium SAND (SM), trace organics (Topsoil) Medium dense, reddish brown, moist, sandy SILT (ML) (Qvil) (glacio-lacustrine deposits) Very dense, gray, moist, gravelly silty fine to coarse SAND (GM), trace cobbles to 4-inch diameter (Qvit) (till) Bottom of test pit at depth of 5.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Test Pit Location:adjacent to eastern wet land area Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:along access road, flat-lying, vegetation of small alders Groundwater Observations: SUBSURFACE GROUP, LLC SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS 130 128 126 124 122 120 118 116 114 112Elevation,feetfeetGraphic LogMATERIAL DESCRIPTION Figure A-57 Exhibit 26 Logged By:DAY Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/24/06PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Project: Total Depth of Test Pit:10.0 feet Excavation Dimensions:3'x10' Surface Elevation / Datum:180.0 NGVD Date Excavated:4/24/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 digs easy trench walls sloughing Log of Test Pit TP-41 Medium dense, brown, moist, silty fine to medium SAND (SM), trace organics (Topsoil) Medium dense, reddish brown, moist, gravelly fine to medium SAND (SP), trace silt (weathered Qvio ) (outwash deposits) Medium dense, gray, moist, gravelly fine to coarse SAND (SW), trace silt, crudely bedded (Qvio) (outwash deposits) Test Pit Location:north of the main access road to water tower Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:moderately sloped at the edge of access road Groundwater Observations: Bottom of test pit at depth of 10.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. SUBSURFACE GROUP, LLC SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS 180 178 176 174 172 170 168 166 164 162 160Elevation,feetfeetGraphic LogMATERIAL DESCRIPTION Figure A-58 Exhibit 26 Logged By:DAY Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/24/06PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Project: Total Depth of Test Pit:12.0 feet Excavation Dimensions:3'x10' Surface Elevation / Datum:200.0 NGVD Date Excavated:4/24/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 digs easy trench walls sloughing Log of Test Pit TP-42 Medium dense, brown, moist, silty fine to medium SAND (SM), trace organics (Topsoil) Medium dense, reddish brown, moist, silty fine to medium SAND (SM), trace fine gravel ( weathered Qvio) (outwash deposits)) Medium dense, gray, moist, gravelly fine to coarse SAND (SW), trace silt, crudely bedded, scattered 10-inch diameter cobbles (Qvio) (outwash deposits) Test Pit Location:north of the main access road to water tower Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:moderately sloped at the edge of access road Groundwater Observations: Bottom of test pit at depth of 12.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. SUBSURFACE GROUP, LLC SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS 200 198 196 194 192 190 188 186 184 182 180Elevation,feetfeetGraphic LogMATERIAL DESCRIPTION Figure A-59 Exhibit 26 Logged By:DAY Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/24/06PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Project: Total Depth of Test Pit:10.0 feet Excavation Dimensions:3'x10' Surface Elevation / Datum:195.0 NGVD Date Excavated:4/24/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 digs hard, trench walls standing vertical Log of Test Pit TP-43 Medium dense, brown, moist, silty fine to medium SAND (SM), trace organics (Topsoil) Medium dense, reddish brown, moist, slightly gravelly silty fine to medium SAND (SM), roots to 3.5 feet (weathered Qvio) (outwash deposits) Dense, gray, moist, gravelly fine to coarse SAND (SW), trace silt (Qvio) (outwash deposits) Test Pit Location:northwest of existing well Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:access road, flat-lying, vegetation of low brush Groundwater Observations: Bottom of test pit at depth of 10.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. SUBSURFACE GROUP, LLC SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS 194 192 190 188 186 184 182 180 178 176Elevation,feetfeetGraphic LogMATERIAL DESCRIPTION Figure A-60 Exhibit 26 Logged By:DAY Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/24/06PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Project: Total Depth of Test Pit:8.0 feet Excavation Dimensions:3'x10' Surface Elevation / Datum:213.0 NGVD Date Excavated:4/24/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 digs easy, tench walls sloughing Log of Test Pit TP-44 Medium dense, dark brown, moist, silty fine to medium SAND (SM), trace organics, scattered fine gravel; (Topsoil) Medium dense, reddish brown, moist, slightly gravelly silty fine to medium SAND (SM), roots to 3.5 feet (weathered Qvr) Medium dense, gray, moist, gravelly fine to coarse SAND (SW), trace silt (Qvr) Test Pit Location:at the intersection of main road and the lodge road Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:access road ,sloped, vegetated in low brush Groundwater Observations: Bottom of test pit at depth of 10.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. SUBSURFACE GROUP, LLC SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS 212 210 208 206 204 202 200 198 196 194Elevation,feetfeetGraphic LogMATERIAL DESCRIPTION Figure A-61 Exhibit 26 Total Depth of Test Pit:8.0 feet Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/24/06Logged By:DAY Project: Excavation Dimensions:3'x10' Surface Elevation / Datum:289.0 NGVD Date Excavated:4/25/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Log of Test Pit TP-45 PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Medium dense, dark brown, moist, silty fine to medium SAND (SM), trace organics, scattered fine gravel; (Topsoil) Very dense, gray, moist, gravelly silty fine to coarse SAND (GM), trace cobbles to 4-inch diameter(Qvit) (till) Dense, gray, moist, fine to medium SAND (SP), trace silt (Qvio) (outwash deposits) Bottom of test pit at depth of 8.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Test Pit Location:southeastern property line, top of hill Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:flat-lying at abandon camping site Groundwater Observations: SUBSURFACE GROUP, LLC SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS 288 286 284 282 280 278 276 274 272 270Elevation,feetfeetGraphic LogMATERIAL DESCRIPTION Figure A-62 Exhibit 26 Total Depth of Test Pit:10.0 feet Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/24/06Logged By:DAY Project: Excavation Dimensions:3'x10' Surface Elevation / Datum:210.0 NGVD Date Excavated:4/25/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Log of Test Pit TP-46 PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Medium dense, dark brown, moist, silty fine to medium SAND (SM), trace organics, scattered fine gravel; (Topsoil) Dense, reddish brown, moist, gravelly silty fine to coarse SAND (GM), scattered cobbles to 10-inch diameter (weathered Qvit) (till) Very dense, gray, moist, gravelly silty fine to coarse SAND (GM), trace cobbles to 4-inch diameter(Qvit) (till) Bottom of test pit at depth of 10.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Test Pit Location:southeastern property line mid slope along road Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions: access road, flat-lying, vegetation of low brush Groundwater Observations: SUBSURFACE GROUP, LLC SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS 210 208 206 204 202 200 198 196 194 192 190Elevation,feetfeetGraphic LogMATERIAL DESCRIPTION Figure A-63 Exhibit 26 Total Depth of Test Pit:8.0 feet Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/24/06Logged By:DAY Project: Excavation Dimensions:3'x10' Surface Elevation / Datum:217.0 NGVD Date Excavated:4/25/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Log of Test Pit TP-47 PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Medium dense, dark brown, moist, silty fine to medium SAND (SM), trace organics, scattered fine gravel (Topsoil) Medium dense, reddish brown, moist, gravelly fine to coarse SAND (SW), trace silt (weathered Qvr ) Medium dense, gray, moist, gravelly fine to coarse SAND (SW), trace silt, crudely bedded (Qvr) Bottom of test pit at depth of 8.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Test Pit Location: southern camp area adjacent to picnic round house Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:pioneer road ,flat-lying, vegetation of low brush Groundwater Observations: SUBSURFACE GROUP, LLC SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS 216 214 212 210 208 206 204 202 200 198Elevation,feetfeetGraphic LogMATERIAL DESCRIPTION Figure A-64 Exhibit 26 Surface Elevation / Datum:203.0 NGVD Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/24/06PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Logged By:DAY Excavation Dimensions:3'x10' Date Excavated:4/25/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 SUBSURFACE GROUP, LLC Log of Test Pit TP-48 Total Depth of Test Pit:8.0 feet Excavation Contractor:South County Underground, LLC Medium dense, brown, moist, silty gravelly fine to coarse SAND (GM), trace organics, scattered cobbles to 10-inch diameter, roots and wood fragments; (Af) Very dense, gray, moist, gravelly silty fine to coarse SAND (GM), trace cobbles to 4-inch diameter(Qvit) (till) Bottom of test pit at depth of 10.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Test Pit Location:mid slope camp area at the intersection of access road & camping road 202 200 198 196 194 192 190 188 186 184 Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions: access road, flat-lying, vegetation of low brush Groundwater Observations: Project: 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Elevation,Lab TestsMoistureContent, %REMARKS feetfeetGraphic LogMATERIAL DESCRIPTION SampleType andNumberFigure A-65 Exhibit 26 Surface Elevation / Datum:203.0 NGVD Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/24/06PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Logged By:DAY Excavation Dimensions:3'x10' Date Excavated:4/25/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 SUBSURFACE GROUP, LLC Log of Test Pit TP-49 Total Depth of Test Pit:7.0 feet Excavation Contractor:South County Underground, LLC Medium dense, brown, moist, silty gravelly fine to coarse SAND (GM), trace organics, scattered cobbles to 10-inch diameter, roots and wood fragments; (Af) Very dense, gray, moist, gravelly silty fine to coarse SAND (GM), trace cobbles to 4-inch diameter(Qvit) (till) Bottom of test pit at depth of 10.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Test Pit Location:campsite north of access bluff road 202 200 198 196 194 192 190 188 186 184 Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions: access road, flat-lying, vegetation of low brush Groundwater Observations: Project: 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Elevation,Lab TestsMoistureContent, %REMARKS feetfeetGraphic LogMATERIAL DESCRIPTION SampleType andNumberFigure A-66 Exhibit 26 Surface Elevation / Datum:197.0 NGVD Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/24/06PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Logged By:DAY Excavation Dimensions:3'x10' Date Excavated:4/25/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 SUBSURFACE GROUP, LLC Log of Test Pit TP-50 Total Depth of Test Pit:8.0 feet Excavation Contractor:South County Underground, LLC Medium dense, dark brown, moist, silty fine to medium SAND (SM), trace organics, scattered fine gravel; (Topsoil) Very dense, gray, moist, gravelly silty fine to coarse SAND (GM), trace cobbles to 4-inch diameter(Qvit) (till) Bottom of test pit at depth of 8.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Test Pit Location: access road eastern property line lower slope, bluff area 196 194 192 190 188 186 184 182 180 178 Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:edge of access road, flat-lying, vegetation of low brush Groundwater Observations: Project: 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Elevation,Lab TestsMoistureContent, %REMARKS feetfeetGraphic LogMATERIAL DESCRIPTION SampleType andNumberFigure A-67 Exhibit 26 Total Depth of Test Pit:7.0 feet Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/24/06Logged By:DAY Project: Excavation Dimensions:3'x10' Surface Elevation / Datum:148.0 NGVD Date Excavated:4/25/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Log of Test Pit TP-51 PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Medium dense, dark brown, moist, sandy SILT (ML), trace organics and roots, scattered fine gravel (Topsoil) Medium dense, reddish brown, moist, slightly silty, slighty gravelly fine to coarse SAND(GM) ( weathered Qvit) (till) Very dense, gray, moist, gravelly silty fine to coarse SAND (GM), trace cobbles to 4-inch diameter (Qvit) (till) Bottom of test pit at depth of 7.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Test Pit Location:southeast corner of bluff camping area Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:flat-lying vegegation low brush Groundwater Observations: SUBSURFACE GROUP, LLC SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS 148 146 144 142 140 138 136 134 132 130 128Elevation,feetfeetGraphic LogMATERIAL DESCRIPTION Figure A-68 Exhibit 26 PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Log of Test Pit TP-52 Surface Conditions:flat-lying vegetation of low brush Logged By:DAY Total Depth of Test Pit:8.0 feet Excavation Dimensions:3'x10' Surface Elevation / Datum:125.0 NGVD 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/24/06Medium dense, dark brown, moist, slightly silty fine to medium SAND (SM), trace organics and roots, scattered fine gravel (Topsoil) Medium dense, reddish brown, moist, slightly silty, slighty gravelly fine to coarse SAND(GM) (weathered Qvit) (till) Dense, gray, moist, fine to medium SAND (SP), trace silt (Qvio) (outwash deposits) Very dense, gray, moist, gravelly silty fine to coarse SAND (GM), trace cobbles to 4-inch diameter (Qvio) (till) Project: Groundwater Observations: Test Pit Location:south central portion of the bluff camping area Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 SUBSURFACE GROUP, LLC Bottom of test pit at depth of 8.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Date Excavated:4/25/06 SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKSMATERIAL DESCRIPTION 124 122 120 118 116 114 112 110 108 106Elevation,feetfeetGraphic LogFigure A-69 Exhibit 26 Total Depth of Test Pit:8.0 feet Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/24/06Logged By:DAY Project: Excavation Dimensions:3'x10' Surface Elevation / Datum:174.0 NGVD Date Excavated:4/25/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Log of Test Pit TP-53 PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Medium dense, dark brown, moist, slightly silty fine to medium SAND (SM), trace organics and roots, scattered fine gravel (Topsoil) Medium dense; reddish brown, moist, silty sandy fine to coarse GRAVEL (GM) (weathered Qvio) (outwash deposits) Very dense, gray, moist, gravelly fine to coarse SAND (SW) , trace silt (Qvio) (outwash deposits) Bottom of test pit at depth of 8.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Test Pit Location:south central portion of the bluff camping area Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:flat-lying vegetation of low brush Groundwater Observations: SUBSURFACE GROUP, LLC SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS 174 172 170 168 166 164 162 160 158 156 154Elevation,feetfeetGraphic LogMATERIAL DESCRIPTION Figure A-70 Exhibit 26 PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Log of Test Pit TP-54 Surface Conditions:at the base of hill, slightly sloped, vegetation of grasses Logged By:DAY Total Depth of Test Pit:8.0 feet Excavation Dimensions:3'x10' Surface Elevation / Datum:197.0 NGVD 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/24/06Medium dense, dark brown, moist, slightly silty fine to medium SAND (SM), trace organics and roots, scattered fine gravel (Topsoil) Medium dense, brown, moist, silty gravelly fine to medium SAND (SM) (Colluvium) Medium dense, reddish brown, moist, slightly silty, slighty gravelly fine to coarse SAND(GM) (weathered Qvit) (till) Very dense, gray, moist, slightly silty gravelly fine to coarse SAND (GM) (Qvit) (till) Project: Groundwater Observations: Test Pit Location:west portion of the buff camping area below the lodge Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 SUBSURFACE GROUP, LLC Bottom of test pit at depth of 8.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Date Excavated:4/25/06 SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKSMATERIAL DESCRIPTION 196 194 192 190 188 186 184 182 180 178Elevation,feetfeetGraphic LogFigure A-71 Exhibit 26 PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Log of Test Pit TP-55 Surface Conditions:flat-lying, vegetation of Douglas firs & low brush Logged By:DAY Total Depth of Test Pit:7.0 feet Excavation Dimensions:3'x10' Surface Elevation / Datum:194.0 NGVD 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/24/06Medium dense, brown, moist, silty gravelly fine to medium SAND (SM) (Af) Medium dense, dark brown, moist, silty fine to medium SAND (SM), trace organics, scattered fine gravel (Old soil horizon) Medium dense, reddish brown, moist, slightly silty, slighty gravelly fine to coarse SAND(GM) (weathered Qvit) (till) Very dense, gray, moist, gravelly silty fine to coarse SAND (GM), trace cobbles to 4-inch diameter (Qvit) (till) Project: Groundwater Observations: Test Pit Location:west bluff camping area at the edge of the bluff Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 SUBSURFACE GROUP, LLC Bottom of test pit at depth of 7.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Date Excavated:4/25/06 SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKSMATERIAL DESCRIPTION 194 192 190 188 186 184 182 180 178 176 174Elevation,feetfeetGraphic LogFigure A-72 Exhibit 26 Surface Elevation / Datum:320.0 NGVD Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/27/06PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Logged By:DAY Excavation Dimensions:3'x10' Date Excavated:4/25/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 SUBSURFACE GROUP, LLC Log of Test Pit TP-56 Total Depth of Test Pit:8.0 feet Excavation Contractor:South County Underground, LLC Medium dense, dark brown, moist, slightly silty fine to medium SAND (SP), trace organics and roots (Topsoil ) Medium dense, gray, moist, sandy fine GRAVEL (GP), trace silt (Qvr) Bottom of test pit at depth of 6.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Test Pit Location:at the water tower camping area top of the hill 320 318 316 314 312 310 308 306 304 302 300 Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:flat-lying camp area vegetation in grasses Groundwater Observations: Project: 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Elevation,Lab TestsMoistureContent, %REMARKS feetfeetGraphic LogMATERIAL DESCRIPTION SampleType andNumberFigure A-73 Exhibit 26 Total Depth of Test Pit:7.0 feet Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/27/06Logged By:DAY Project: Excavation Dimensions:3'x10' Surface Elevation / Datum:235.0 NGVD Date Excavated:4/25/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Log of Test Pit TP-57 PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Medium dense, dark brown, moist, slightly silty fine to medium SAND (SM), trace organics and roots, scattered fine gravel (Topsoil) Medium dense, reddish brown, moist, slightly silty, slighty gravelly fine to coarse SAND(GM) (weathered Qvit) (till) Very dense, gray, moist, gravelly silty fine to coarse SAND (GM), trace cobbles to 4-inch diameter (Qvit) (till) Bottom of test pit at depth of 7.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Test Pit Location:west of the lodge facility at the break in slope Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:flat-lying at the edge of landscaped areas Groundwater Observations: SUBSURFACE GROUP, LLC SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS 234 232 230 228 226 224 222 220 218 216Elevation,feetfeetGraphic LogMATERIAL DESCRIPTION Figure A-74 Exhibit 26 Surface Elevation / Datum:2245.0 NGVD Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/27/06PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Logged By:DAY Excavation Dimensions:3'x10' Date Excavated:4/25/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 SUBSURFACE GROUP, LLC Log of Test Pit TP-58 Total Depth of Test Pit:6.0 feet Excavation Contractor:South County Underground, LLC Medium dense; dark brown, moist, fine to medium SAND (SP), trace organics and silt, scattered fine gravel; (Topsoil) Medium dense; grayish brown, moist, sandy fine GRAVEL(GP), trace silt (Qvr) Bottom of test pit at depth of 6.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Test Pit Location:east of the lodge along pioneer road 2244 2242 2240 2238 2236 2234 2232 2230 2228 2226 Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions: at pioneer road sloped, vegetation of low brush Groundwater Observations: Project: 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Elevation,Lab TestsMoistureContent, %REMARKS feetfeetGraphic LogMATERIAL DESCRIPTION SampleType andNumberFigure A-75 Exhibit 26 Total Depth of Test Pit:11.0 feet Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/27/06Logged By:DAY Project: Excavation Dimensions:3'x10' Surface Elevation / Datum:240.0 NGVD Date Excavated:4/25/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Log of Test Pit TP-59 PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Medium dense, dark brown, moist, silty fine to medium SAND (SM), trace organics, scattered fine gravel (Topsoil) Medium dense, brown, moist, silty gravelly fine to coarse SAND (GM) scattered boulders to 2-foot diameter (Af) Very dense, gray, moist, slightly silty gravelly fine to coarse SAND (GM) (Qvit) (till) Bottom of test pit at depth of 6.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Test Pit Location:acces road to the top of the water tower camping area Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions: access road, flat-lying , vegetation low brush Groundwater Observations: SUBSURFACE GROUP, LLC SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS 240 238 236 234 232 230 228 226 224 222 220Elevation,feetfeetGraphic LogMATERIAL DESCRIPTION Figure A-76 Exhibit 26 Total Depth of Test Pit:7.0 feet Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/27/06Logged By:DAY Project: Excavation Dimensions:3'x10' Surface Elevation / Datum:260.0 NGVD Date Excavated:4/25/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Log of Test Pit TP-60 PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Medium dense; dark brown, moist, fine to medium SAND (SP), trace organics and silt, scattered fine gravel; (Topsoil) Medium dense, reddish brown, moist, sandy fine GRAVEL (GP), trace silt, crudely bedded (weathered Qvio) (outwash deposits) Dense to medium dense, gray, gravelly fine to coarse SAND (SW), crudely bedded (Qvi0) (outwash deposits) Bottom of test pit at depth of 7.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Test Pit Location: intersection of south bluff road and water tower road Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:access road, sloped, vegetation of low brush Groundwater Observations: SUBSURFACE GROUP, LLC SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS 260 258 256 254 252 250 248 246 244 242 240Elevation,feetfeetGraphic LogMATERIAL DESCRIPTION Figure A-77 Exhibit 26 Excavation Dimensions:3'x10' PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/27/06Total Depth of Test Pit:8.0 feet Surface Elevation / Datum:210.0 NGVD Date Excavated:4/25/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 SUBSURFACE GROUP, LLC steeply dipping contact between the Qvr and Qvi till at the north end of pit Logged By:DAY estimated dip of 45 degrees Medium dense; dark brown, moist, fine to medium SAND (SP), trace organics and silt, scattered fine gravel; (Topsoil) Medium dense, gray, moist, gravelly fine to coarse SAND (SW), trace silt, crudely bedded (Qvr) Bottom of test pit at depth of 8.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Test Pit Location:southern rim of Kettle D, adjacent to access road Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:flat-lying ,vegetation of grasses & scattered Douglas Firs Groundwater Observations: Project: Log of Test Pit TP-61 SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS Elevation,feetfeetGraphic Log210 208 206 204 202 200 198 196 194 192 190 MATERIAL DESCRIPTION Figure A-78 Exhibit 26 Total Depth of Test Pit:10.0 feet Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/27/06Logged By:DAY Project: Excavation Dimensions:3'x10' Surface Elevation / Datum:207.0 NGVD Date Excavated:4/26/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Log of Test Pit TP-62 PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Medium dense; dark brown, moist, fine to medium SAND (SP), trace organics and silt, scattered fine gravel; (Topsoil) Medium dense, brown, moist, slightly gravelly fine to coarse SAND (SW), trace silt, scattered wood fragments and cobbles to 6-inch diameter (Af) Medium dense, gray brown, moist, gravelly fine to coarse SAND (SW), trace silt (Qvr) Bottom of test pit at depth of 11.0 feet; completed and backfilled. No Groundwater encountered during test pit excavation. Test Pit Location:southern rim of Kettle C at central camping location Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:flat-lying, vegetation of small alders Groundwater Observations: SUBSURFACE GROUP, LLC SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS 206 204 202 200 198 196 194 192 190 188Elevation,feetfeetGraphic LogMATERIAL DESCRIPTION Figure A-79 Exhibit 26 PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/27/06Project: Groundwater Observations:5 Logged By:DAY Total Depth of Test Pit:9.0 feet Excavation Dimensions:3'x10' Surface Elevation / Datum:130.0 NGVD Date Excavated:4/26/06 SUBSURFACE GROUP, LLC seepage at the contact at the weathered zone Loose to medium dense, yellow brown, slightly gravelly sandy SILT (ML), trace roots and scattered organics (Af) Medium dense, reddish brown, wet, sandy SILT (ML), thinly bedded ( weathered Qvil) (glacio-lacustrine deposits) Bottom of test pit at depth of 9.0 feet; completed and backfilled. Slight seepage encountered during test pit excavation at 5 feet. Log of Test Pit TP-63 Test Pit Location:adjacent to SR 101 along north of resort gate Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:flat-lying, vegetation of black berry vines Dense, gray brown, moist, sandy SILT (ML), thinly laminated with fine sand laminations (Qvil) (glacio-lacustrine deposits) 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKSMATERIAL DESCRIPTION 130 128 126 124 122 120 118 116 114 112 110Elevation,feetfeetGraphic LogFigure A-80 Exhibit 26 Total Depth of Test Pit:10.0 feet Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/27/06Logged By:DAY Project: Excavation Dimensions:3'x10' Surface Elevation / Datum:130.0 NGVD Date Excavated:4/26/06 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Log of Test Pit TP-64 PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Loose to medium dense, dark brown, moist, sandy SILT (ML), trace organics (Topsoil) Medium dense, yellow brown mottled red, wet, sandy SILT (ML), thinly bedded (weathered Qvil) (glacio-lacustrine deposits) Dense, gray , moist, sandy SILT (ML), massive to crudely bedded w (Qvil) (glacio-lacustrine deposits) Bottom of test pit at depth of 10 feet; completed and backfilled. No groundwater encountered during test pit excavation. Test Pit Location:adjacent to SR 101 along north of resort gate Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 Surface Conditions:flat-lying, vegetation of black berry vines Groundwater Observations: SUBSURFACE GROUP, LLC SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKS 130 128 126 124 122 120 118 116 114 112 110Elevation,feetfeetGraphic LogMATERIAL DESCRIPTION Figure A-81 Exhibit 26 PROPOSED PLEASANT HARBOR MARINA AND GOLF RESORT Brinnon, Washington Log of Test Pit TP-65 Surface Conditions:along access road , vegetation of black berry vines Logged By:DAY Total Depth of Test Pit:12.0 feet Excavation Dimensions:3'x10' Surface Elevation / Datum:125.0 NGVD 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Report: SSG TEST PIT LOG; File: PLEASANT HARBOR.GPJ; 5/27/06Loose to medium dense, dark brown, moist, sandy SILT (ML), trace organics (Topsoil) Dense, gray, moist, sandy SILT (ML), massive to crudely bedded w (Qvil) (glacio-lacustrine deposits) Dense, gray, moist, slightly gravelly silty fine to medium SAND (SM) (Qvit) (till) Dense, gray, moist, sandy SILT (ML), crudely bedded (Qvil) (glacio-lacustrine deposits) Project: Groundwater Observations: Test Pit Location:drainage swale and 250 feet east of SR 101 Excavation Contractor:South County Underground, LLC Excavation Equipment:rubber track Kobelco Mini hoe UT 54 SUBSURFACE GROUP, LLC Bottom of test pit at depth of 12 feet; completed and backfilled. No groundwater encountered during test pit excavation. Date Excavated:4/26/06 SampleType andNumber0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Depth,Lab TestsMoistureContent, %REMARKSMATERIAL DESCRIPTION 124 122 120 118 116 114 112 110 108 106Elevation,feetfeetGraphic LogFigure A-82 Exhibit 26 SUBUSRFACE GROUP, LLC Phase 2 Infiltration Test Pits Exhibit 26 Surface Conditions:Graded flat, no vegetation 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Test Pit Location:Refer to site plan S-2 Excavation Equipment:CAT 312C tracked backhoe S-1 Groundwater Observations:Groundwater not encountered Project:Pleasant Harbor Marina and Golf Resort Brinnon, Washington Logged By:D. Yonemitsu Total Depth of Test Pit:8.0 feet Excavation Dimensions:10 feet wide x 8 feet long Infiltration test was performed in bottom of test pit at end of excavation using 6.0-foot ring system. Excavation Contractor:Northwest Excavation POORLY GRADED SAND (SP), dense, grayish brown, moist, fine to medium sand, trace to few subrounded gravel [VASHON GLACIAL OUTWASH, Qvio] Scattered oxidation zones POORLY GRADED SAND WITH SILT (SP-SM), dense, grayish brown, moist, fine to medium sand [VASHON GLACIAL OUTWASH, Qvio] Bottom of test pit at depth of 8.0 feet. SP SUBSURFACE GROUP, LLC SA SA SP-SM Date Excavated:April 10, 2008 Lab TestsMoistureContent, %REMARKS 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 USCS CodeMATERIAL DESCRIPTION feetLog of Test Pit IT-1 Surface Elevation / Datum:199.71 feet / NAVD88 Graphic Log198 196 194 192 190 188 186 feetReport: SSG TEST PIT LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08SampleType andNumberDepth,Elevation,Figure A-83 Exhibit 26 Pleasant Harbor Marina and Golf Resort Brinnon, Washington Test Pit Location:Refer to site plan Excavation Contractor:Northwest Excavation Excavation Equipment:CAT 312C tracked backhoe Surface Conditions:Edge of existing pioneer road, flat, no vegetation Groundwater Observations:Groundwater not encountered Logged By:M.S. Wolczko Total Depth of Test Pit:4.0 feet Excavation Dimensions:3.5 feet wide x 8 feet long Date Excavated:April 11, 2008 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 SUBSURFACE GROUP, LLC Infiltration test was performed in bottom of test pit at end of excavation using 6.0-foot ring system. Project: POORLY GRADED SAND WITH ORGANICS (SP), dense, orange-brown, moist, scattered roots [TOPSOIL] POORLY GRADED SAND WITH GRAVEL / POORLY GRADED GRAVEL WITH SAND (SP/GP), dense, mottled orange-brown and grayish brown, moist, trace silt, scattered cobbles [VASHON GLACIAL OUTWASH, Qvio] Bottom of test pit at depth of 4.0 feet. SP SAS-1 Surface Elevation / Datum:176.66 feet / NAVD88 SP/GP Log of Test Pit IT-2 Lab TestsMoistureContent, %Report: SSG TEST PIT LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08REMARKS 176 174 172 170 168 166 164 162 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 USCS CodeMATERIAL DESCRIPTION Graphic LogElevation,feetSampleType andNumberDepth,feetFigure A-84 Exhibit 26 Pleasant Harbor Marina and Golf Resort Brinnon, Washington Test Pit Location:Refer to site plan Excavation Contractor:Northwest Excavation Excavation Equipment:CAT 312C tracked backhoe Surface Conditions:Slightly sloped, low brush Groundwater Observations:Groundwater not encountered Logged By:D. Yonemitsu Total Depth of Test Pit:6.0 feet Excavation Dimensions:3 feet wide x 6 feet long Date Excavated:April 10, 2008 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 SUBSURFACE GROUP, LLC Infiltration test was performed in bottom of test pit at end of excavation using 6.0-foot ring system. Project: SILTY SAND WITH GRAVEL (SM), dense, dark brown, moist, fine to coarse sand, subrounded gravel, scattered roots [TOPSOIL] WELL-GRADED GRAVEL WITH SAND (GW), medium dense to dense, grayish brown, moist, fine to coarse subrounded gravel, fine to coarse sand [VASHON RECESSIONAL OUTWASH, Qvro] Bottom of test pit at depth of 6.0 feet. SM SAS-1 Surface Elevation / Datum:196.72 feet / NAVD88 GW Log of Test Pit IT-3 Lab TestsMoistureContent, %Report: SSG TEST PIT LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08REMARKS 196 194 192 190 188 186 184 182 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 USCS CodeMATERIAL DESCRIPTION Graphic LogElevation,feetSampleType andNumberDepth,feetFigure A-85 Exhibit 26 Excavation Contractor:Northwest Excavation Report: SSG TEST PIT LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08S-1 SA Test Pit Location:Refer to site plan Excavation Equipment:CAT 312C tracked backhoe Surface Conditions:Edge of existing road cut, moderate low brush Groundwater Observations:Groundwater not encountered Project:Pleasant Harbor Marina and Golf Resort Brinnon, Washington Logged By:M.S. Wolczko Test pit excavated on slope; depth ranges from 10 ft at one end to 4 ft at other end. Excavation Dimensions:5 feet wide x 12 feet long GM Open pit infiltration test was performed in bottom of test pit at end of excavation. SILTY GRAVEL WITH SAND AND ORGANICS (GM), dark brown, moist, numerous roots [TOPSOIL] POORLY GRADED GRAVEL WITH SAND (GP), dense, orange-brown, moist; observed only at higher end of excavation [VASHON GLACIAL OUTWASH, Qvio] POORLY GRADED SAND WITH GRAVEL (SP), dense, brown, moist, fine to medium sand, trace coarse sand, trace silt [VASHON GLACIAL OUTWASH, Qvio] Pocket of silty fine sand Bottom of test pit at depth of 10.0 feet. Date Excavated:April 8, 2008 GP SP REMARKS Total Depth of Test Pit:10.0 feet 204 202 200 198 196 194 192 190 Lab Tests0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 USCS CodeMATERIAL DESCRIPTION MoistureContent, %feetSUBSURFACE GROUP, LLC Log of Test Pit IT-4 Surface Elevation / Datum:205± feet / NAVD88 Graphic Logfeet630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 SampleType andNumberDepth,Elevation,Figure A-86 Exhibit 26 Excavation Equipment:CAT 312C tracked backhoe S-2 Report: SSG TEST PIT LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08Excavation Contractor:Northwest Excavation SA Surface Conditions:Slightly sloped, moderate low brush Groundwater Observations:Groundwater not encountered Project:Pleasant Harbor Marina and Golf Resort Brinnon, Washington Logged By:M.S. Wolczko Open pit infiltration test was performed in bottom of test pit at end of excavation. Excavation Dimensions:3 feet wide x 13 feet long Test Pit Location:Refer to site plan SM SILTY SAND WITH ORGANICS (SM), dark brown, roots [TOPSOIL] WELL-GRADED GRAVEL WITH SILT AND SAND (GW-GM), dense, orange-brown, moist, scattered cobbles, scattered roots up to 1/2 inch diameter [COLLUVIUM, Qmw] SILTY SAND WITH GRAVEL (SM), gray, moist, fine to medium sand, scattered cobbles, few roots [VASHON GLACIAL TILL, Qvit] Bottom of test pit at depth of 8.0 feet. S-1 GW-GM SA Date Excavated:April 8, 2008 SM REMARKS Total Depth of Test Pit:8.0 feet 222 220 218 216 214 212 210 208 Lab Tests0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 USCS CodeMATERIAL DESCRIPTION MoistureContent, %feetSUBSURFACE GROUP, LLC Log of Test Pit IT-5 Surface Elevation / Datum:222.09 feet / NAVD88 Graphic Logfeet630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 SampleType andNumberDepth,Elevation,Figure A-87 Exhibit 26 SA S-1 S-2 S-3 Report: SSG TEST PIT LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08Test Pit Location:Refer to site plan Excavation Contractor:Northwest Excavation Excavation Equipment:CAT 312C tracked backhoe Surface Conditions:Brush Groundwater Observations:Groundwater not encountered Project: Open pit infiltration test was performed in bottom of test pit at end of excavation. Pleasant Harbor Marina and Golf Resort Brinnon, Washington GM SILTY SAND WITH GRAVEL AND ORGANICS (SM), dark brown, moist, numerous roots [TOPSOIL] SILTY GRAVEL WITH SAND (GM), medium dense, orange-brown, moist, scattered fine roots [COLLUVIUM, Qmw] No roots POORLY GRADED SAND WITH GRAVEL (SP), grayish brown, moist, fine to medium sand, trace coarse sand, trace silt [VASHON GLACIAL OUTWASH, Qvio] Thin lens of organics and roots Bottom of test pit at depth of 10.0 feet. SA SM SA SP Logged By:M.S. Wolczko MATERIAL DESCRIPTION USCS Code186 184 182 180 178 176 174 Lab TestsMoistureContent, %REMARKS 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Excavation Dimensions:4 feet wide x 10 feet long Date Excavated:April 7, 2008 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 SUBSURFACE GROUP, LLC Log of Test Pit IT-6 Surface Elevation / Datum:187.03 feet / NAVD88 Graphic LogTotal Depth of Test Pit:10.0 feet SampleType andNumberElevation,feetfeetDepth,Figure A-88 Exhibit 26 SA HA S-1 S-2 Project: Test Pit Location:Refer to site plan Excavation Contractor:Northwest Excavation Excavation Equipment:CAT 312C tracked backhoe Surface Conditions:Graded campsite Open pit infiltration test was performed in bottom of test pit at end of excavation. S-3 SILTY SAND WITH ORGANICS (SM), orange-brown, moist, few gravel, numerous roots [TOPSOIL] POORLY GRADED SAND (SP), dense, grayish brown, moist, fine to medium sand, few gravel, trace silt [VASHON GLACIAL OUTWASH, Qvio] SILTY SAND (SM), tan, fine to medium sand Increased gravel content, no silt Few gravel, no silt Becomes dense, thinly bedded, trace silt, no gravel Bottom of test pit at depth of 10.0 feet. SP SM Groundwater Observations:Groundwater not encountered Depth,292 290 288 286 284 282 280 Lab TestsSampleType andNumberMoistureContent, %REMARKS 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 USCS CodeMATERIAL DESCRIPTION Pleasant Harbor Marina and Golf Resort Brinnon, Washington Logged By:M.S. Wolczko Total Depth of Test Pit:10.0 feet Excavation Dimensions:4 feet wide x 10 feet long Date Excavated:April 9, 2008 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 SUBSURFACE GROUP, LLC Log of Test Pit IT-7 Surface Elevation / Datum:293.76 feet / NAVD88 Graphic LogReport: SSG TEST PIT LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08Elevation,feetfeetFigure A-89 Exhibit 26 Excavation Contractor:Northwest Excavation Date Excavated:April 11, 2008Test Pit Location:Refer to site plan Excavation Equipment:CAT 312C tracked backhoe Surface Conditions:Flat, low brush Groundwater Observations:Groundwater not encountered Project:Pleasant Harbor Marina and Golf Resort Brinnon, Washington Test pit was backfilled at completion of excavation. Total Depth of Test Pit:8.5 feet Report: SSG TEST PIT LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08SILTY SAND WITH GRAVEL (SM), medium dense, orange-brown, moist, scattered cobbles, roots in upper 6 inches [FILL] Grayish brown, no cobbles SILTY SAND WITH GRAVEL AND ORGANICS (SM), dense, dark brown, moist, scattered pieces of wood [TOPSOIL] SILTY SAND WITH GRAVEL (SM), dense, orange-brown, moist [WEATHERED VASHON GLACIAL TILL, Qvit] SILTY SAND WITH GRAVEL (SM), very dense, brownish gray, moist, fine to medium sand [VASHON GLACIAL TILL, Qvit] Bottom of test pit at depth of 8.5 feet. Excavation Dimensions:4 feet wide x 10 feet long SM SM SM SM REMARKS Logged By:M.S. Wolczko 174 172 170 168 166 164 162 160 Lab TestsDepth,0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 USCS CodeMATERIAL DESCRIPTION MoistureContent, %feetSUBSURFACE GROUP, LLC Log of Test Pit IT-8A Surface Elevation / Datum:175± feet / NAVD88 Graphic Logfeet630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 SampleType andNumberElevation,Figure A-90 Exhibit 26 Total Depth of Test Pit:8.5 feet Report: SSG TEST PIT LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08Excavation Contractor:Northwest Excavation Excavation Equipment:CAT 312C tracked backhoe Surface Conditions:Flat, moderate brush Groundwater Observations:Groundwater not encountered Project: Logged By:M.S. Wolczko Excavation Dimensions:4 feet wide x 10 feet long Date Excavated:April 11, 2008 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 SUBSURFACE GROUP, LLC Log of Test Pit IT-8B Test pit was backfilled at completion of excavation. Surface Elevation / Datum:175± feet / NAVD88 Pleasant Harbor Marina and Golf Resort Brinnon, Washington SILTY SAND WITH GRAVEL (SM), medium dense, orange-brown, moist, scattered cobbles and boulders, scattered roots [FILL] SILTY SAND WITH GRAVEL (SM), very dense, brownish gray, moist, fine to medium sand [VASHON GLACIAL TILL, Qvit] Bottom of test pit at depth of 8.5 feet. SM Test Pit Location:Refer to site plan Graphic LogSM 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Lab TestsMoistureContent, %USCS CodeMATERIAL DESCRIPTION REMARKS Elevation,feetfeet174 172 170 168 166 164 162 160 SampleType andNumberDepth,Figure A-91 Exhibit 26 Project: Test Pit Location:Refer to site plan Excavation Contractor:Northwest Excavation Excavation Equipment:CAT 312C tracked backhoe Report: SSG TEST PIT LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08Groundwater Observations:Groundwater not encountered Pleasant Harbor Marina and Golf Resort Brinnon, Washington Logged By:M.S. Wolczko Total Depth of Test Pit:5.0 feet Excavation Dimensions:3.5 feet wide x 9 feet long Date Excavated:April 11, 2008 Open pit infiltration test was performed in bottom of test pit at end of excavation. SUBSURFACE GROUP, LLC Surface Conditions:Flat, grassy SILTY SAND WITH GRAVEL AND ORGANICS (SM), medium dense, orange-brown, moist, fine to medium sand, numerous roots up to 1/4 inch diameter [WEATHERED VASHON GLACIAL TILL, Qvit] WELL-GRADED SAND WITH SILT AND GRAVEL (SW-SM), dense, gray, moist, fine to medium sand, scattered cobbles [VASHON GLACIAL TILL, Qvit] Bottom of test pit at depth of 5.0 feet. SM SW-SM SA HA S-1 S-2 Log of Test Pit IT-9630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Lab TestsMoistureContent, %158 156 154 152 150 148 146 144 REMARKS 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 USCS CodeMATERIAL DESCRIPTION Surface Elevation / Datum:158± feet / NAVD88 Graphic LogElevation,feetSampleType andNumberDepth,feetFigure A-92 Exhibit 26 SUBUSRFACE GROUP, LLC Phase 2 Borrow Test Pits Exhibit 26 Project: Test Pit Location:Refer to site plan Excavation Contractor:Northwest Excavation Excavation Equipment:CAT 420E rubber-tired backhoe Report: SSG TEST PIT LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08Groundwater Observations:Groundwater not encountered Pleasant Harbor Marina and Golf Resort Brinnon, Washington Logged By:M.S. Wolczko Total Depth of Test Pit:9.0 feet Excavation Dimensions:4 feet wide x 10 feet long Date Excavated:April 30, 2008 Test pit excavated on slope; depth ranges from 9 ft at one end to 5 ft at other end. SUBSURFACE GROUP, LLC Surface Conditions:Brush-covered slope Test pit was backfilled at completion of excavation. SILTY SAND WITH GRAVEL AND ORGANICS (SM), dark brown, fine to coarse sand, fine to coarse gravel, numerous fine roots [TOPSOIL] WELL-GRADED GRAVEL WITH SILT AND SAND (GW-GM), loose to medium dense, brown to orange-brown, moist, fine to coarse gravel, fine to coarse sand, few silt, scattered cobbles and boulders, scattered roots up to 1/2 inch diameter [VASHON RECESSIONAL OUTWASH, Qvro] Becomes dense Bottom of test pit at depth of 9.0 feet. GW-GM SAS-1 Log of Test Pit TP-101 SM 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Lab TestsMoistureContent, %266 264 262 260 258 256 254 252 REMARKS 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 USCS CodeMATERIAL DESCRIPTION Surface Elevation / Datum:266.4 feet / NAVD88 Graphic LogElevation,feetSampleType andNumberDepth,feetFigure A-93 Exhibit 26 Surface Conditions:Brush Test Pit Location:Refer to site plan Report: SSG TEST PIT LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08Excavation Equipment:CAT 420E rubber-tired backhoe SA Groundwater Observations:Groundwater not encountered Project:Pleasant Harbor Marina and Golf Resort Brinnon, Washington Logged By:M.S. Wolczko Total Depth of Test Pit:10.0 feet Test pit was backfilled at completion of excavation. Date Excavated:April 30, 2008 Excavation Contractor:Northwest Excavation GM TOPSOIL WELL-GRADED SAND WITH SILT AND GRAVEL (SW-SM), medium dense to dense, orange-brown, moist, fine to coarse sand, fine to coarse gravel, few silt, scattered cobbles, scattered fine roots [VASHON RECESSIONAL OUTWASH, Qvro] [iron oxide staining at contact] SILTY GRAVEL WITH SAND (GM), very dense, brownish gray, moist, fine to coarse gravel, fine to medium sand, scattered cobbles [VASHON GLACIAL TILL, Qvit] Bottom of test pit at depth of 10.0 feet. S-2 SW-SM S-1 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 REMARKS 264 262 260 258 256 254 252 Excavation Dimensions:4 feet wide x 10 feet long Lab TestsSUBSURFACE GROUP, LLC 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 USCS CodeMATERIAL DESCRIPTION MoistureContent, %feetLog of Test Pit TP-102 Surface Elevation / Datum:265.09 feet / NAVD88 Graphic LogfeetSampleType andNumberDepth,Elevation,Figure A-94 Exhibit 26 Project: Test Pit Location:Refer to site plan Excavation Contractor:Northwest Excavation Excavation Equipment:CAT 420E rubber-tired backhoe Report: SSG TEST PIT LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08Groundwater Observations:Groundwater not encountered Pleasant Harbor Marina and Golf Resort Brinnon, Washington Logged By:M.S. Wolczko Total Depth of Test Pit:12.0 feet Excavation Dimensions:4 feet wide x 10 feet long Date Excavated:April 30, 2008 Test pit was backfilled at completion of excavation. SUBSURFACE GROUP, LLC Surface Conditions:Brush TOPSOIL / FOREST DUFF WELL-GRADED GRAVEL WITH SAND (GW), dense, orange-brown grading to grayish brown, moist, fine to coarse gravel, fine to coarse sand, trace silt, scattered roots to 1/4 inch diameter [VASHON RECESSIONAL OUTWASH, Qvro] No roots Becomes gray Bottom of test pit at depth of 12.0 feet. SAS-1 Log of Test Pit TP-103 GW 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Lab TestsMoistureContent, %268 266 264 262 260 258 256 254 REMARKS 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 USCS CodeMATERIAL DESCRIPTION Surface Elevation / Datum:268.98 feet / NAVD88 Graphic LogElevation,feetSampleType andNumberDepth,feetFigure A-95 Exhibit 26 Surface Conditions:Grass-covered slope Test Pit Location:Refer to site plan Report: SSG TEST PIT LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08Excavation Equipment:CAT 420E rubber-tired backhoe SA Groundwater Observations:Groundwater not encountered Project:Pleasant Harbor Marina and Golf Resort Brinnon, Washington Logged By:M.S. Wolczko Total Depth of Test Pit:12.0 feet Test pit excavated on slope; depth ranges from 12 ft at one end to 10 ft at other end. Date Excavated:April 30, 2008 Excavation Contractor:Northwest Excavation SM Test pit was backfilled at completion of excavation. TOPSOIL WELL-GRADED SAND WITH GRAVEL (SW), medium dense, orange-brown to brown, moist, fine to coarse sand, fine to coarse gravel, scattered cobbles and boulders, scattered roots [VASHON RECESSIONAL OUTWASH, Qvro] SILTY SAND WITH GRAVEL (SM), dense, brownish gray, moist, fine to medium sand with few coarse grains, fine to coarse gravel [VASHON GLACIAL TILL, Qvit] Bottom of test pit at depth of 12.0 feet. S-2 SW S-1 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 REMARKS 238 236 234 232 230 228 226 Excavation Dimensions:4 feet wide x 10 feet long Lab TestsSUBSURFACE GROUP, LLC 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 USCS CodeMATERIAL DESCRIPTION MoistureContent, %feetLog of Test Pit TP-104 Surface Elevation / Datum:239.22 feet / NAVD88 Graphic LogfeetSampleType andNumberDepth,Elevation,Figure A-96 Exhibit 26 SA S-1 S-2 Logged By:M.S. Wolczko Test Pit Location:Refer to site plan Excavation Contractor:Northwest Excavation Excavation Equipment:CAT 420E rubber-tired backhoe Surface Conditions:Grass Groundwater Observations:Groundwater not encountered Test pit was backfilled at completion of excavation.Report: SSG TEST PIT LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08TOPSOIL SILTY SAND WITH GRAVEL (SM), medium dense, grayish brown, moist, fine to coarse sand, fine to coarse gravel, scattered cobbles, scattered roots [FILL] TOPSOIL SILTY SAND WITH GRAVEL (SM), dense, orange-brown, moist, fine to coarse sand, fine to coarse gravel, scattered roots [WEATHERED VASHON GLACIAL TILL, Qvit] WELL-GRADED GRAVEL WITH SILT AND SAND (GW-GM), very dense, grayish brown, moist, fine to coarse gravel, fine to medium sand with few coarse grains, few silt, scattered cobbles and boulders [VASHON GLACIAL TILL, Qvit] Bottom of test pit at depth of 7.0 feet. SM SM GW-GM Pleasant Harbor Marina and Golf Resort Brinnon, Washington Total Depth of Test Pit:7.0 feet Project:SampleType andNumberDepth,238 236 234 232 230 228 226 Lab TestsMoistureContent, %REMARKS 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Excavation Dimensions:4 feet wide x 10 feet long Date Excavated:April 30, 2008 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 SUBSURFACE GROUP, LLC Log of Test Pit TP-105 Surface Elevation / Datum:239.25 feet / NAVD88 Graphic LogElevation,feetfeetMATERIAL DESCRIPTION USCS CodeFigure A-97 Exhibit 26 Pleasant Harbor Marina and Golf Resort Brinnon, Washington Test Pit Location:Refer to site plan Excavation Contractor:Northwest Excavation Excavation Equipment:CAT 420E rubber-tired backhoe Surface Conditions:Brush-covered slope Groundwater Observations:Groundwater not encountered Logged By:M.S. Wolczko Total Depth of Test Pit:11.0 feet Excavation Dimensions:4 feet wide x 10 feet long Date Excavated:April 30, 2008 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 SUBSURFACE GROUP, LLC Test pit excavated on slope; depth ranges from 11 ft at one end to 5 ft at other end. Project: Test pit was backfilled at completion of excavation. TOPSOIL, abundant roots POORLY GRADED SAND WITH GRAVEL (SP), dense, grayish brown, moist, fine to medium sand, scattered fine to coarse gravel, trace cobbles, trace silt, scattered fine roots [VASHON GLACIAL OUTWASH, Qvio] Bottom of test pit at depth of 11.0 feet. SAS-1 Surface Elevation / Datum:194.93 feet / NAVD88 SP Log of Test Pit TP-106 Lab TestsMoistureContent, %Report: SSG TEST PIT LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08REMARKS 194 192 190 188 186 184 182 180 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 USCS CodeMATERIAL DESCRIPTION Graphic LogElevation,feetSampleType andNumberDepth,feetFigure A-98 Exhibit 26 Surface Conditions:Brush Report: SSG TEST PIT LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08Test Pit Location:Refer to site plan S-2 Excavation Equipment:CAT 420E rubber-tired backhoe S-1 Groundwater Observations:Groundwater not encountered Project:Pleasant Harbor Marina and Golf Resort Brinnon, Washington Logged By:M.S. Wolczko Total Depth of Test Pit:10.0 feet Test pit was backfilled at completion of excavation. Date Excavated:April 30, 2008 Excavation Contractor:Northwest Excavation TOPSOIL, abundant roots SILTY SAND WITH GRAVEL (SM), medium dense to dense, orange-brown, moist, fine to medium sand with few coarse grains, fine to coarse gravel, scattered cobbles, scattered fine roots [VASHON GLACIAL OUTWASH, Qvio] SILTY GRAVEL WITH SAND (GM), very dense, brownish gray, moist, fine to coarse gravel, fine to medium sand with few coarse grains, scattered cobbles and boulders [VASHON GLACIAL TILL, Qvit] Bottom of test pit at depth of 10.0 feet. GM 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 SA SM REMARKS 216 214 212 210 208 206 204 Excavation Dimensions:4 feet wide x 10 feet long Lab TestsSUBSURFACE GROUP, LLC 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 USCS CodeMATERIAL DESCRIPTION MoistureContent, %feetLog of Test Pit TP-107 Surface Elevation / Datum:217.68 feet / NAVD88 Graphic LogfeetSampleType andNumberDepth,Elevation,Figure A-99 Exhibit 26 Excavation Equipment:CAT 420E rubber-tired backhoe S-1 Report: SSG TEST PIT LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08Excavation Contractor:Northwest Excavation Surface Conditions:Sloped, moderate brush Groundwater Observations:Groundwater not encountered Project:Pleasant Harbor Marina and Golf Resort Brinnon, Washington Logged By:D. Yonemitsu Trench walls remained vertical during excavation. Excavation Dimensions:4 feet wide x 10 feet long Test Pit Location:Refer to site plan SM Test pit was backfilled at completion of excavation. SILTY SAND (SM), medium dense, dark brown, moist, trace roots and organics [FILL] Abundant roots SILTY SAND WITH GRAVEL (SM), medium dense, reddish brown, moist, trace to scattered boulders to 2 feet diameter [COLLUVIUM, Qmw] POORLY GRADED GRAVEL WITH SAND (GP), medium dense to dense, gray, moist, fine to coarse gravel, fine to coarse sand, trace silt [VASHON GLACIAL OUTWASH, Qvio] Bottom of test pit at depth of 12.0 feet. SA SM GP Date Excavated:May 1, 2008 REMARKS Total Depth of Test Pit:12.0 feet 208 206 204 202 200 198 196 194 Lab Tests0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 USCS CodeMATERIAL DESCRIPTION MoistureContent, %feetSUBSURFACE GROUP, LLC Log of Test Pit TP-108 Surface Elevation / Datum:208.82 feet / NAVD88 Graphic Logfeet630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 SampleType andNumberDepth,Elevation,Figure A-100 Exhibit 26 SA S-1 S-2 Report: SSG TEST PIT LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08Test Pit Location:Refer to site plan Excavation Contractor:Northwest Excavation Excavation Equipment:CAT 420E rubber-tired backhoe Surface Conditions:Edge of slope, moderate vegetation Groundwater Observations:Groundwater not encountered Project: Slight caving along trench walls during excavation. Logged By:D. Yonemitsu SP Test pit was backfilled at completion of excavation. FOREST DUFF POORLY GRADED SAND (SP), medium dense, grayish brown, moist, fine to medium sand, trace roots, scattered concrete fragments [FILL] SILTY SAND WITH GRAVEL (SM), medium dense, grayish brown, moist, trace organics [TOPSOIL - OLD SOIL HORIZON] POORLY GRADED SAND WITH GRAVEL (SP), dense, grayish brown, moist, fine to coarse sand, fine to coarse subrounded gravel [VASHON GLACIAL OUTWASH, Qvio] Bottom of test pit at depth of 12.0 feet. SM SP Total Depth of Test Pit:12.0 feet Pleasant Harbor Marina and Golf Resort Brinnon, Washington 236 234 232 230 228 226 224 Lab TestsDepth,MoistureContent, %SampleType andNumberREMARKS 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 USCS CodeMATERIAL DESCRIPTION Elevation,Date Excavated:April 30, 2008 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 SUBSURFACE GROUP, LLC Log of Test Pit TP-109 Surface Elevation / Datum:237.68 feet / NAVD88 Graphic LogExcavation Dimensions:4 feet wide x 10 feet long feetfeetFigure A-101 Exhibit 26 Excavation Equipment:CAT 420E rubber-tired backhoe S-1 Report: SSG TEST PIT LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08Excavation Contractor:Northwest Excavation Surface Conditions:Edge of slope, moderate vegetation Groundwater Observations:Groundwater not encountered Project:Pleasant Harbor Marina and Golf Resort Brinnon, Washington Logged By:D. Yonemitsu Trench walls remained vertical during excavation. Excavation Dimensions:4 feet wide x 10 feet long Test Pit Location:Refer to site plan SM Test pit was backfilled at completion of excavation. SILTY SAND WITH GRAVEL (SM), medium dense, dark brown, moist, subrounded gravel, scattered roots [TOPSOIL / COLLUVIUM, Qmw] WELL-GRADED SAND WITH GRAVEL (SW), dense, yellowish brown, moist, fine to coarse sand, fine to coarse weathered gravel, scattered roots [VASHON GLACIAL OUTWASH, Qvio] WELL-GRADED GRAVEL WITH SAND (GW), very dense, grayish brown, moist, fine to coarse unweathered gravel, fine to coarse sand, trace silt [VASHON GLACIAL OUTWASH, Qvio] With lenses and beds of WELL-GRADED SAND WITH GRAVEL (SW) Bottom of test pit at depth of 12.0 feet. SA SW GW Date Excavated:May 1, 2008 REMARKS Total Depth of Test Pit:12.0 feet 228 226 224 222 220 218 216 Lab Tests0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 USCS CodeMATERIAL DESCRIPTION MoistureContent, %feetSUBSURFACE GROUP, LLC Log of Test Pit TP-110 Surface Elevation / Datum:229.89 feet / NAVD88 Graphic Logfeet630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 SampleType andNumberDepth,Elevation,Figure A-102 Exhibit 26 Test Pit Location:Refer to site plan Report: SSG TEST PIT LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08S-1 S-2 SA Excavation Contractor:Northwest Excavation Excavation Equipment:CAT 420E rubber-tired backhoe Surface Conditions:Slightly sloped, moderate vegetation Groundwater Observations:Groundwater not encountered Project:Pleasant Harbor Marina and Golf Resort Brinnon, Washington Trench walls remained vertical during excavation. Total Depth of Test Pit:12.0 feet SM Test pit was backfilled at completion of excavation. SILTY SAND WITH GRAVEL AND ORGANICS (SM), medium dense, dark brown, moist, fine to medium sand, abundant roots and organics [TOPSOIL] SILTY SAND WITH GRAVEL (SM), medium dense, reddish brown, moist, fine to medium sand, weathered gravel, scattered roots [WEATHERED VASHON GLACIAL OUTWASH, Qvio] POORLY GRADED GRAVEL WITH SAND (GP), very dense, yellowish brown, moist, fine to coarse gravel, fine to coarse sand, trace silt [VASHON GLACIAL OUTWASH, Qvio] Becomes grayish brown, interbedded with gravel layers throughout Bottom of test pit at depth of 12.0 feet. Excavation Dimensions:4 feet wide x 10 feet long SM GP MATERIAL DESCRIPTION Logged By:D. Yonemitsu USCS Code226 224 222 220 218 216 214 Lab TestsSampleType andNumberMoistureContent, %REMARKS 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15Elevation,630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 SUBSURFACE GROUP, LLC Log of Test Pit TP-111 Surface Elevation / Datum:227.75 feet / NAVD88 Graphic LogDate Excavated:May 1, 1008 Depth,feetfeetFigure A-103 Exhibit 26 Test Pit Location:Refer to site plan S-1 S-2 Report: SSG TEST PIT LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08Excavation Contractor:Northwest Excavation Excavation Equipment:CAT 420E rubber-tired backhoe Surface Conditions:Slightly sloped, moderate vegetation Groundwater Observations:Groundwater not encountered Project:Pleasant Harbor Marina and Golf Resort Brinnon, Washington Trench walls remained vertical during excavation. Total Depth of Test Pit:12.0 feet SW-SM Test pit was backfilled at completion of excavation. FOREST DUFF WELL-GRADED SAND WITH SILT AND GRAVEL (SW-SM), dense, brown, moist, fine to coarse sand, fine to coarse weathered gravel, few silt, scattered roots [VASHON GLACIAL OUTWASH, Qvio] No roots POORLY GRADED GRAVEL WITH SAND (GP), very dense, grayish brown, moist, fine to coarse unweathered gravel, fine to coarse sand, trace silt [VASHON GLACIAL OUTWASH, Qvio] Scattered lenses of fine to coarse sand without gravel Bottom of test pit at depth of 12.0 feet. SA GP Excavation Dimensions:4 feet wide x 10 feet long MATERIAL DESCRIPTION Logged By:D. Yonemitsu USCS Code204 202 200 198 196 194 192 190 Lab TestsSampleType andNumberMoistureContent, %REMARKS 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15Elevation,630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 SUBSURFACE GROUP, LLC Log of Test Pit TP-112 Surface Elevation / Datum:204.48 feet / NAVD88 Graphic LogDate Excavated:May 1, 2008 Depth,feetfeetFigure A-104 Exhibit 26 Pleasant Harbor Marina and Golf Resort Brinnon, Washington SAS-1 Test Pit Location:Refer to site plan Excavation Contractor:Northwest Excavation Excavation Equipment:CAT 420E rubber-tired backhoe Surface Conditions:Edge of road, moderate vegetation Test pit was backfilled at completion of excavation. Project:Report: SSG TEST PIT LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08FOREST DUFF SILTY SAND WITH GRAVEL (SM), medium dense, reddish brown, moist, scattered roots [COLLUVIUM, Qmw] POORLY GRADED SAND (SP), dense, gray, moist, fine to medium sand, trace silt, scattered roots [VASHON GLACIAL OUTWASH, Qvio] No roots WELL-GRADED SAND (SW), dense, gray, moist, fine to coarse sand, few fine gravel, trace silt, fine sand interbeds [VASHON GLACIAL OUTWASH, Qvio] POORLY GRADED GRAVEL WITH SAND (GP), dense, gray, moist, fine gravel, fine to coarse sand, trace silt, fine sand interbeds [VASHON GLACIAL OUTWASH, Qvio] Bottom of test pit at depth of 13.0 feet. SM SP SW GP Groundwater Observations:Groundwater not encountered SampleType andNumberDepth,238 236 234 232 230 228 226 Lab TestsMoistureContent, %REMARKS 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Total Depth of Test Pit:13.0 feet Excavation Dimensions:4 feet wide x 6 feet long Date Excavated:May 1, 2008 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 SUBSURFACE GROUP, LLC Log of Test Pit TP-113 Surface Elevation / Datum:239.47 feet / NAVD88 Graphic LogLogged By:D. Yonemitsu Elevation,feetfeetMATERIAL DESCRIPTION USCS CodeFigure A-105 Exhibit 26 SILTY SAND WITH GRAVEL (SM), very dense, reddish brown, moist [COLLUVIUM, Qmw] SUBSURFACE GROUP, LLC Log of Test Pit TP-114 Surface Elevation / Datum:257.72 feet / NAVD88 Graphic LogTrench walls remained vertical during excavation. Test pit was backfilled at completion of excavation.Report: SSG TEST PIT LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08FOREST DUFF Excavation Dimensions:4 feet wide x 10 feet long POORLY GRADED GRAVEL WITH SAND (GP), very dense, reddish brown, moist, fine to coarse weathered gravel, fine to coarse sand, trace silt [VASHON GLACIAL OUTWASH, Qvio] SILTY SAND WITH GRAVEL (SM), very dense, gray, moist, fine to medium sand, fine to coarse gravel [VASHON GLACIAL TILL, Qvit] POORLY GRADED GRAVEL WITH SAND (GP), very dense, brown, moist, fine to coarse gravel, fine to coarse sand, trace silt, gravel beds throughout [VASHON GLACIAL OUTWASH, Qvio] Bottom of test pit at depth of 10.0 feet. SM Test Pit Location:Refer to site plan SA S-1 S-2 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 Date Excavated:May 1, 2008 Excavation Contractor:Northwest Excavation Excavation Equipment:CAT 420E rubber-tired backhoe Surface Conditions:Moderate vegetation Groundwater Observations:Groundwater not encountered Project:Pleasant Harbor Marina and Golf Resort Brinnon, Washington Logged By:D. Yonemitsu Total Depth of Test Pit:10.0 feet GPDepth,256 254 252 250 248 246 244 Lab TestsSM MoistureContent, %SampleType andNumberREMARKS 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 USCS CodeMATERIAL DESCRIPTION GPfeetfeetElevation,Figure A-106 Exhibit 26 Report: SSG TEST PIT LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08SA S-1 S-2 Test Pit Location:Refer to site plan Excavation Contractor:Northwest Excavation Excavation Equipment:CAT 420E rubber-tired backhoe Surface Conditions:Flat, grassy Groundwater Observations:Groundwater not encountered Project: Trench walls remained vertical during excavation. Pleasant Harbor Marina and Golf Resort Brinnon, Washington Test pit was backfilled at completion of excavation. FOREST DUFF SILTY SAND WITH GRAVEL (SM), very dense, reddish brown, moist, fine to medium sand, trace cobbles, scattered roots [COLLUVIUM, Qmw] POORLY GRADED SAND (SP), dense, reddish brown, moist, fine to medium sand, trace silt, scattered roots [WEATHERED VASHON GLACIAL TILL, Qvit] No roots POORLY GRADED GRAVEL WITH SILT AND SAND (GP-GM), very dense, gray, moist, fine to coarse unweathered gravel, fine to medium sand, few silt [VASHON GLACIAL TILL, Qvit] Bottom of test pit at depth of 10.0 feet. Logged By:D. Yonemitsu SM SP GP-GMDepth,238 236 234 232 230 228 226 224 Lab TestsSampleType andNumberMoistureContent, %REMARKS 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 USCS CodeMATERIAL DESCRIPTION Excavation Dimensions:4 feet wide x 10 feet long Date Excavated:May 1, 2008 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 SUBSURFACE GROUP, LLC Log of Test Pit TP-115 Surface Elevation / Datum:238.76 feet / NAVD88 Graphic LogTotal Depth of Test Pit:10.0 feet Elevation,feetfeetFigure A-107 Exhibit 26 Report: SSG TEST PIT LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08SA S-1 S-2 Test Pit Location:Refer to site plan Excavation Contractor:Northwest Excavation Excavation Equipment:CAT 420E rubber-tired backhoe Surface Conditions:Edge of road cut Groundwater Observations:Groundwater not encountered Project: Trench walls remained vertical during excavation. Pleasant Harbor Marina and Golf Resort Brinnon, Washington Test pit was backfilled at completion of excavation. FOREST DUFF POORLY GRADED SAND WITH SILT (SP-SM), medium dense, reddish brown, moist, fine to medium sand, trace to few silt [WEATHERED VASHON GLACIAL OUTWASH, Qvio] POORLY GRADED SAND (SP), very dense, grayish brown, moist, fine to medium sand, trace silt, bedding at 45° throughout [VASHON GLACIAL OUTWASH, Qvio] Increasing reddish brown (oxidized) sand layers WELL-GRADED GRAVEL WITH SAND (GW), very dense, reddish brown, moist, fine to coarse gravel, trace silt [VASHON GLACIAL OUTWASH, Qvio] Bottom of test pit at depth of 15.0 feet. Logged By:D. Yonemitsu SP-SM SP GWDepth,204 202 200 198 196 194 192 190 Lab TestsSampleType andNumberMoistureContent, %REMARKS 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 USCS CodeMATERIAL DESCRIPTION Excavation Dimensions:4 feet wide x 10 feet long Date Excavated:May 1, 2008 630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 SUBSURFACE GROUP, LLC Log of Test Pit TP-116 Surface Elevation / Datum:204.30 feet / NAVD88 Graphic LogTotal Depth of Test Pit:15.0 feet Elevation,feetfeetFigure A-108 Exhibit 26 Excavation Equipment:CAT 420E rubber-tired backhoe S-1 Report: SSG TEST PIT LOG; File: PHMARINA.GPJ; PCI #SG0801; 6/13/08Excavation Contractor:Northwest Excavation Surface Conditions:Flat, sparse vegetation Groundwater Observations:Groundwater not encountered Project:Pleasant Harbor Marina and Golf Resort Brinnon, Washington Logged By:D. Yonemitsu Trench walls remained vertical during excavation. Excavation Dimensions:4 feet wide x 10 feet long Test Pit Location:Refer to site plan SM Test pit was backfilled at completion of excavation. Forest Duff SILTY SAND (SM), dense, reddish brown, moist, fine to medium sand, few weathered gravel, trace roots [VASHON RECESSIONAL / GLACIAL OUTWASH, Qvro / Qvio] POORLY GRADED SAND WITH SILT AND GRAVEL (SP-SM), dense, gray, moist, fine to medium sand, few silt [VASHON RECESSIONAL / GLACIAL OUTWASH, Qvro / Qvio] Scattered lenses of grayish brown clayey silt Bottom of test pit at depth of 9.5 feet. SA SP-SM Date Excavated:May 1, 2008 REMARKS Total Depth of Test Pit:9.5 feet 218 216 214 212 210 208 206 204 Lab Tests0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 USCS CodeMATERIAL DESCRIPTION MoistureContent, %feetSUBSURFACE GROUP, LLC Log of Test Pit TP-117 Surface Elevation / Datum:218.91 feet / NAVD88 Graphic Logfeet630 6th Street South Kirkland, WA 98033 Tel. (425) 828-7545 Fax (425) 828-7548 SampleType andNumberDepth,Elevation,Figure A-109 Exhibit 26 The Statesman Corporation December 17, 2008 Page B-1 SUBSURFACE GROUP, LLC APPENDIX B – LABORATORY TESTING B1 Particle Size Analysis of Soils Sixty three grain size distribution analyses were completed on bulk samples obtained from test pits and on core samples from roto-sonic core drilling. Hydrometer analyses were performed on seven samples to evaluate the particle size distribution of soil particles smaller than 75 m. The sieve analyses were carried out in accordance with ASTM test designation D422. The results are presented in Figures B-1 to B-16 B2 Soil Description and Identification Each soil sample was examined in the laboratory and tested using the “Standard Practice for Description and Identification of Soils (Visual-Manual Procedure).” The tests were performed in accordance with ASTM test designation D2488. In addition, selected samples were more accurately classified using the ASTM D2487 test procedure, “Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System),” which is based on particle size analyses and Atterberg limit test results. B3 Compaction Testing Laboratory compaction characteristics of bulk samples of granular soils were determined on 2 bulk samples. The tests were performed in accordance with ASTM D1557. Each sample was a composite of soils from 3 or 4 test pits. Figure B-17 presents the moisture-density relationship for a composite of Vashon glacial till soils (Qvit) and Figure B-18 presents results for Ice Contact Outwash (Qvio) soils. Exhibit 26 B-1 Exhibit 26 B-2 Exhibit 26 B-3 Exhibit 26 B-4 Exhibit 26 B-5 Exhibit 26 Classification based on grainsize onlySOIL TECHNOLOGY Bainbridge Island, WA poorly graded sand poorly graded sand with silt inches number size size 0.0 0.0 95.3 4.7 SP A-3 NP NV 0.0 0.3 94.3 5.4 SP-SM A-3 NP NV .75 .5 .375 100.0 99.8 99.8 #4 #10 #20 #40 #60 #140 #200 100.0 99.8 96.9 76.6 35.0 7.0 4.7 99.7 99.4 98.7 88.8 44.9 8.4 5.4 0.3411 0.2972 0.2317 0.2016 0.1343 0.1171 1.17 1.17 2.54 2.54 Source of Sample: IT-1 Depth: 5.0 Sample Number: S-1 Source of Sample: IT-1 Depth: 8.0 Sample Number: S-2 Subsurface Group LLC Pleasant Harbor SG0801 J-08-2259 1 Cobbles % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL SIEVE PERCENT FINER SIEVE PERCENT FINER USC Classification GRAIN SIZE REMARKS: D60 D30 D10 COEFFICIENTS Cc Cu Client: Project: Project No.: FigurePERCENT FINER0 10 20 30 40 50 60 70 80 90 100 PERCENT COARSER100 90 80 70 60 50 40 30 20 10 0 GRAIN SIZE - mms 0.0010.010.11101006 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report B-6 Exhibit 26 Classification based on grainsize onlySOIL TECHNOLOGY Bainbridge Island, WA well-graded gravel with sand well-graded gravel with sand inches number size size 0.0 80.4 18.6 1.0 GW A-1-a NP NV 0.0 70.0 28.6 1.4 GW A-1-a NP NV 3 2.5 2 1.5 1 .75 .5 .375 100.0 92.0 80.2 76.7 59.4 48.1 36.1 30.6 100.0 91.1 85.7 80.0 65.9 54.1 44.3 38.2 #4 #10 #20 #40 #60 #140 #200 19.6 12.5 8.1 5.1 2.8 1.2 1.0 30.0 21.2 13.8 7.4 3.4 1.7 1.4 25.7442 22.1707 9.1710 4.7284 1.2579 0.5633 2.60 1.79 20.47 39.36 Source of Sample: IT-2 Depth: 2.0 Sample Number: S-1 Source of Sample: IT-3 Depth: 6.4 Sample Number: S-1 Subsurface Group LLC Pleasant Harbor SG0801 J-08-2259 2 Cobbles % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL SIEVE PERCENT FINER SIEVE PERCENT FINER USC Classification GRAIN SIZE REMARKS: D60 D30 D10 COEFFICIENTS Cc Cu Client: Project: Project No.: FigurePERCENT FINER0 10 20 30 40 50 60 70 80 90 100 PERCENT COARSER100 90 80 70 60 50 40 30 20 10 0 GRAIN SIZE - mms 0.0010.010.11101006 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report B-7 Exhibit 26 Classification based on grainsize onlySOIL TECHNOLOGY Bainbridge Island, WA poorly graded sand with gravel well-graded gravel with silt and sand silty gravel with sand Cemented Till Removed two 4 inch Dia. rocks Cement till inches number size size 0.0 37.3 59.6 3.1 SP A-1-a NP NV 0.0 54.5 38.2 7.3 GW-GM A-1-a NP NV 0.0 46.3 37.0 16.7 GM A-1-b NP NV 3 2.5 2 1.5 1 .75 .5 .375 100.0 93.5 89.0 80.0 74.2 100.0 88.4 88.4 88.4 80.0 75.1 66.1 58.8 100.0 92.3 88.8 78.3 71.3 65.3 61.5 #4 #10 #20 #40 #60 #140 #200 62.7 49.3 33.7 19.4 10.0 4.0 3.1 45.5 32.5 24.1 19.0 14.6 8.8 7.3 53.7 44.0 36.5 31.7 27.3 19.4 16.7 3.9744 10.0120 8.4240 0.7082 1.6116 0.3429 0.2492 0.1314 0.51 1.97 15.95 76.20 Source of Sample: IT-4 Depth: 4.0 Sample Number: S-1 Source of Sample: IT-5 Depth: 2.0 Sample Number: S-1 Source of Sample: IT-5 Depth: 5.0 Sample Number: S-2 Subsurface Group LLC Pleasant Harbor SG0801 J-08-2259 3 Cobbles % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL SIEVE PERCENT FINER SIEVE PERCENT FINER USC Classification GRAIN SIZE REMARKS: D60 D30 D10 COEFFICIENTS Cc Cu Client: Project: Project No.: FigurePERCENT FINER0 10 20 30 40 50 60 70 80 90 100 PERCENT COARSER100 90 80 70 60 50 40 30 20 10 0 GRAIN SIZE - mms 0.0010.010.11101006 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report B-8 Exhibit 26 Classification based on grainsize onlySOIL TECHNOLOGY Bainbridge Island, WA silty gravel with sand poorly graded sand with gravel poorly graded sand with gravel inches number size size 0.0 49.0 38.5 12.5 GM A-1-a NP NV 0.0 35.4 61.0 3.6 SP A-1-b NP NV 0.0 25.1 70.9 4.0 SP 2 1.5 1 .75 .5 .375 100.0 97.0 93.6 90.5 76.6 67.5 100.0 94.5 89.9 88.6 83.7 78.7 100.0 97.7 90.6 86.5 #4 #10 #20 #40 #60 #140 #200 51.0 40.1 32.8 27.1 20.8 14.9 12.5 64.6 52.7 41.7 29.7 13.9 4.6 3.6 74.9 62.4 50.5 37.6 17.6 4.6 4.0 7.2000 3.5710 1.6904 0.5837 0.4305 0.3453 0.2065 0.1853 0.25 0.38 17.29 9.12 Source of Sample: IT-6 Depth: 3.0-4.0 Sample Number: S-1 Source of Sample: IT-6 Depth: 5.0 Sample Number: S-2 Source of Sample: IT-6 Depth: 9.0 Sample Number: S-3 Subsurface Group LLC Pleasant Harbor SG0801 J-08-2259 4 Cobbles % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL SIEVE PERCENT FINER SIEVE PERCENT FINER USC Classification GRAIN SIZE REMARKS: D60 D30 D10 COEFFICIENTS Cc Cu Client: Project: Project No.: FigurePERCENT FINER0 10 20 30 40 50 60 70 80 90 100 PERCENT COARSER100 90 80 70 60 50 40 30 20 10 0 GRAIN SIZE - mms 0.0010.010.11101006 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report B-9 Exhibit 26 Classification based on grainsize onlySOIL TECHNOLOGY Bainbridge Island, WA poorly graded sand poorly graded sand with silt and gravel inches number size size 0.0 0.0 95.6 2.9 1.5 SP A-1-b NP NV 0.0 35.9 53.8 9.9 0.4 SW-SM A-1-b NP NV 3 1.5 1 .75 .5 .375 100.0 100.0 95.5 89.2 81.3 74.8 #4 #10 #20 #40 #60 #140 #200 100.0 98.7 84.1 48.9 19.9 5.7 4.4 64.1 50.8 36.4 26.6 19.6 12.3 10.3 0.5132 3.5633 0.3081 0.5464 0.1747 0.0727 1.06 1.15 2.94 48.99 Source of Sample: IT-7 Depth: 10.0 Sample Number: S-3 Source of Sample: IT-9 Depth: 2.0-3.0 Sample Number: S-2 Subsurface Group LLC Pleasant Harbor SG0801 J-08-2259 5 Cobbles % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL SIEVE PERCENT FINER SIEVE PERCENT FINER USC Classification GRAIN SIZE REMARKS: D60 D30 D10 COEFFICIENTS Cc Cu Client: Project: Project No.: FigurePERCENT FINER0 10 20 30 40 50 60 70 80 90 100 PERCENT COARSER100 90 80 70 60 50 40 30 20 10 0 GRAIN SIZE - mms 0.0010.010.11101006 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report B-10 Exhibit 26 Classification based on grainsize onlySOIL TECHNOLOGY Bainbridge Island, WA well-graded gravel with silt and sand silty gravel with sand well-graded gravel with sand Cemented Till inches number size size 0.0 55.2 39.7 5.1 GW-GM A-1-a NP NV 0.0 56.3 30.6 13.1 GM A-1-a NP NV 0.0 67.7 29.5 2.8 GW A-1-a NP NV 3 2.5 2 1.5 1 .75 .5 .375 100.0 96.4 80.6 76.6 66.7 61.1 100.0 87.6 84.5 77.3 71.0 62.3 54.8 100.0 80.4 74.6 58.4 52.0 45.2 40.5 #4 #10 #20 #40 #60 #140 #200 44.8 30.1 18.2 12.0 8.9 5.9 5.1 43.7 34.9 32.9 25.1 21.2 15.0 13.1 32.3 24.2 16.6 8.7 5.1 3.2 2.8 9.0206 11.6297 26.5242 1.9832 0.6375 3.7542 0.3088 0.4819 1.41 1.10 29.21 55.04 Source of Sample: TP-101 Depth: 5 Sample Number: S-1 Source of Sample: TP-102 Depth: 6.0 Sample Number: S-2 Source of Sample: TP-103 Depth: 5.0 ft. Sample Number: S-1 Subsurface Group LLC Pleasant Harbor SG0801 J-08-2259 6 Cobbles % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL SIEVE PERCENT FINER SIEVE PERCENT FINER USC Classification GRAIN SIZE REMARKS: D60 D30 D10 COEFFICIENTS Cc Cu Client: Project: Project No.: FigurePERCENT FINER0 10 20 30 40 50 60 70 80 90 100 PERCENT COARSER100 90 80 70 60 50 40 30 20 10 0 GRAIN SIZE - mms 0.0010.010.11101006 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report B-11 Exhibit 26 Classification based on grainsize onlySOIL TECHNOLOGY Bainbridge Island, WA silty gravel with sand well-graded gravel with silt and sand poorly graded sand with gravel Cemented Till Removed 1 +4" Cobble inches number size size 0.0 46.4 38.1 15.5 GM A-1-b NP NV 0.0 58.3 33.0 8.7 GW-GM A-1-a NP NV 0.0 18.7 77.7 3.6 SP A-3 NP NV 3 2 1.5 1 .75 .5 .375 100.0 87.7 81.1 69.9 64.1 100.0 82.9 71.8 62.9 55.1 51.4 100.0 89.2 89.2 88.1 87.0 85.1 85.1 #4 #10 #20 #40 #60 #140 #200 53.6 41.5 34.4 29.7 25.5 18.1 15.5 41.7 32.6 26.2 21.4 16.7 10.3 8.7 81.3 78.1 70.7 50.9 23.9 5.1 3.6 7.3733 16.9467 0.5374 0.4437 1.4472 0.2841 0.1000 0.1590 1.24 0.94 169.42 3.38 Source of Sample: TP-104 Depth: 10.0 Sample Number: S-2 Source of Sample: TP-105 Depth: 6.0 ft. Sample Number: S-2 Source of Sample: TP-106 Depth: 6.0 Sample Number: S-1 Subsurface Group LLC Pleasant Harbor SG0801 J-08-2259 7 Cobbles % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL SIEVE PERCENT FINER SIEVE PERCENT FINER USC Classification GRAIN SIZE REMARKS: D60 D30 D10 COEFFICIENTS Cc Cu Client: Project: Project No.: FigurePERCENT FINER0 10 20 30 40 50 60 70 80 90 100 PERCENT COARSER100 90 80 70 60 50 40 30 20 10 0 GRAIN SIZE - mms 0.0010.010.11101006 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report B-12 Exhibit 26 Classification based on grainsize onlySOIL TECHNOLOGY Bainbridge Island, WA silty gravel with sand poorly graded gravel with sand poorly graded sand with gravel Removed 1 +3" Cobble Removed 1 +3" Cobble inches number size size 0.0 44.4 39.5 16.1 GM A-1-b NP NV 0.0 53.8 42.7 3.5 GP A-1-a NP NV 0.0 34.9 64.0 1.1 SP A-1-b NP NV 3 2 1.5 1 .75 .5 .375 100.0 94.6 94.6 85.8 80.8 72.6 67.1 100.0 92.3 89.1 80.9 69.5 61.1 100.0 89.3 88.7 80.7 74.6 #4 #10 #20 #40 #60 #140 #200 55.6 44.9 36.7 31.0 25.9 18.5 16.1 46.2 34.2 25.9 18.1 10.2 4.3 3.5 65.1 59.7 52.7 41.9 20.2 2.1 1.1 6.3193 9.1577 2.0828 0.3813 1.3233 0.3151 0.2469 0.1807 0.77 0.26 37.09 11.53 Source of Sample: TP-107 Depth: 7.0 Sample Number: S-2 Source of Sample: TP-108 Depth: 10.0 ft. Sample Number: S-1 Source of Sample: TP-109 Depth: 10 Sample Number: S-2 Subsurface Group LLC Pleasant Harbor SG0801 J-08-2259 8 Cobbles % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL SIEVE PERCENT FINER SIEVE PERCENT FINER USC Classification GRAIN SIZE REMARKS: D60 D30 D10 COEFFICIENTS Cc Cu Client: Project: Project No.: FigurePERCENT FINER0 10 20 30 40 50 60 70 80 90 100 PERCENT COARSER100 90 80 70 60 50 40 30 20 10 0 GRAIN SIZE - mms 0.0010.010.11101006 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report B-13 Exhibit 26 Classification based on grainsize onlySOIL TECHNOLOGY Bainbridge Island, WA well-graded gravel with sand poorly graded gravel with sand poorly graded gravel with sand Removed 3 +3" Cobbles inches number size size 0.0 68.2 29.2 2.6 GW A-1-a NP NV 0.0 55.2 43.5 1.3 GP A-1-a NP NV 0.0 58.1 40.3 1.6 GP A-1-a NP NV 3 2 1.5 1 .75 .5 .375 100.0 89.6 80.3 65.7 55.4 46.9 40.6 100.0 94.2 94.2 79.3 71.2 62.2 56.2 100.0 86.7 80.6 71.3 67.2 58.4 52.1 #4 #10 #20 #40 #60 #140 #200 31.8 24.5 17.3 12.1 6.6 3.1 2.6 44.8 35.6 25.7 11.7 4.3 1.7 1.3 41.9 33.0 24.0 15.5 7.3 2.2 1.6 21.8664 11.4637 13.5490 3.8255 1.1444 1.4995 0.3484 0.3868 0.3014 1.92 0.30 0.55 62.76 29.63 44.95 Source of Sample: TP-110 Depth: 10.0 Sample Number: S-1 Source of Sample: TP-111 Depth: 10.0-11.0 Sample Number: S-2 Source of Sample: TP-112 Depth: 12.0 ft. Subsurface Group LLC Pleasant Harbor SG0801 J-08-2259 9 Cobbles % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL SIEVE PERCENT FINER SIEVE PERCENT FINER USC Classification GRAIN SIZE REMARKS: D60 D30 D10 COEFFICIENTS Cc Cu Client: Project: Project No.: FigurePERCENT FINER0 10 20 30 40 50 60 70 80 90 100 PERCENT COARSER100 90 80 70 60 50 40 30 20 10 0 GRAIN SIZE - mms 0.0010.010.11101006 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report B-14 Exhibit 26 Classification based on grainsize onlySOIL TECHNOLOGY Bainbridge Island, WA poorly graded gravel with sand poorly graded gravel with sand poorly graded gravel with silt and sand inches number size size 0.0 54.8 43.1 2.1 GP A-1-a NP NV 0.0 57.9 38.6 3.5 GP A-1-a NP NV 0.0 53.1 35.9 11.0 GP-GM A-1-a NP NV 3 2 1.5 1 .75 .5 .375 100.0 92.1 87.7 79.1 69.8 52.2 100.0 87.9 82.4 75.3 69.7 62.0 54.3 100.0 93.3 88.3 76.5 71.7 64.8 59.1 #4 #10 #20 #40 #60 #140 #200 45.2 40.3 35.8 26.0 12.3 3.0 2.1 42.1 31.3 22.4 14.8 8.3 4.1 3.5 46.9 35.1 27.4 22.6 18.6 12.8 11.0 10.8002 11.7369 9.9892 0.5189 1.7726 1.1920 0.2229 0.2924 0.11 0.92 48.46 40.14 Source of Sample: TP-113 Depth: 9.0-12.0 ft. Sample Number: S-1 Source of Sample: TP-114 Depth: 10.0 ft. Sample Number: S-2 Source of Sample: TP-115 Depth: 8.0 ft. Sample Number: S-2 Subsurface Group LLC Pleasant Harbor SG0801 J-08-2259 10 Cobbles % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL SIEVE PERCENT FINER SIEVE PERCENT FINER USC Classification GRAIN SIZE REMARKS: D60 D30 D10 COEFFICIENTS Cc Cu Client: Project: Project No.: FigurePERCENT FINER0 10 20 30 40 50 60 70 80 90 100 PERCENT COARSER100 90 80 70 60 50 40 30 20 10 0 GRAIN SIZE - mms 0.0010.010.11101006 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report B-15 Exhibit 26 Classification based on grainsize onlySOIL TECHNOLOGY Bainbridge Island, WA well-graded gravel with sand poorly graded sand with silt and gravel inches number size size 0.0 53.5 43.0 3.5 GW A-1-a NP NV 0.0 35.2 57.5 7.3 SP-SM A-1-b NP NV 2 1.5 1 .75 .5 .375 100.0 95.9 87.8 83.5 73.3 64.8 100.0 93.8 85.4 80.3 73.0 68.5 #4 #10 #20 #40 #60 #140 #200 46.5 31.9 21.2 12.9 7.3 4.1 3.5 64.8 60.9 56.2 45.5 27.7 10.7 7.3 8.0707 1.6418 1.7314 0.2682 0.3298 0.0995 1.13 0.44 24.47 16.50 Source of Sample: TP-116 Depth: 14.0 ft. Sample Number: S-2 Source of Sample: TP-117 Depth: 8.0 ft. Subsurface Group LLC Pleasant Harbor SG0801 J-08-2259 11 Cobbles % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL SIEVE PERCENT FINER SIEVE PERCENT FINER USC Classification GRAIN SIZE REMARKS: D60 D30 D10 COEFFICIENTS Cc Cu Client: Project: Project No.: FigurePERCENT FINER0 10 20 30 40 50 60 70 80 90 100 PERCENT COARSER100 90 80 70 60 50 40 30 20 10 0 GRAIN SIZE - mms 0.0010.010.11101006 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report B-16 Exhibit 26 B-17 Exhibit 26 B-18 Exhibit 26 APPENDIX C SUBSURFACE GROUP, LLC Exhibit 26 Exhibit 26 Exhibit 26 PLEASANT HARBOR MASTER PLANNED RESORT 06.18.2025 PAGE 23 APPENDIX 3 SIEVE ANALYSIS Exhibit 26 Exhibit 26 Exhibit 26 Exhibit 26 Exhibit 26 Exhibit 26 Exhibit 26 Exhibit 26 Exhibit 26 Exhibit 26 Exhibit 26 Exhibit 26 Exhibit 26 Exhibit 26 Exhibit 26 Exhibit 26 Exhibit 26 Exhibit 26 Exhibit 26 Exhibit 26 Exhibit 26 Exhibit 26 Exhibit 26 Exhibit 26 Exhibit 26 Exhibit 26 Exhibit 26 Exhibit 26 Exhibit 26 PLEASANT HARBOR MASTER PLANNED RESORT 06.18.2025 PAGE 24 APPENDIX 4 WATER BALANCE REPORT Exhibit 26 Bender Consulting, LLC 1026-01 C:\Users\Scott Bender\Documents\0535-01 Pleasant Harbor\Pleasant Harbor\Water Balance\September 2021 Letter\Pleasant Harbor Water Balance Calculation Summary r1.docx September 30, 2021 Dr. Garth Mann Statesman Group of Companies 9300 E. Raintree Drive, Suite 100 Scottsdale, AZ 85260 PLEASANT HARBOR WATER BALANCE SUMMARY THE HAMLET OF PLEASANT HARBOR, BRINNON, WASHINGTON Dear Garth: This letter presents a summary of the water balance calculations we have performed for the development of the Hamlet of Pleasant Harbor, to be constructed near Brinnon, Washington. The water balance calculation essentially considers the precipitation the site receives, and subtracts out naturally induced and property generated water withdrawals to calculate the amount of recharge the underlying aquifer receives. Based on the calculations, the current annual recharge to the aquifer beneath the property is 739 acre-feet (ac-ft); after development of the project the estimated aquifer recharge from the property could be 764 ac-ft; based on these calculations the aquifer would see a net increase of about 25 ac-ft per year following full build-out of the property. The water balance calculations were performed using a traditional mass balance approach: Precipitation and groundwater pumpage are the inputs for water use; evapotranspiration, domestic and commercial water use, and irrigation are the consumptive uses. Based on many site observations and studies, the site currently does not experience stormwater runoff and the resort has committed to preventing any stormwater runoff from the site; as such runoff is not part of the equation. The result of the calculation is net annual water withdrawal or net annual recharge to the aquifer based on the uses solely within the property. The calculations do not consider natural recharge to the Black Point aquifer from the upland areas to the west of the resort or the areas of Black Point peninsula outside the boundaries of the resort. Based on earlier studies, off site recharge to the aquifer beneath the resort certainly exists, and as such, the calculations are a very conservative estimate of the aquifer impact. The water balance calculations were performed using climatic data for the area; with calculations for the amount of evapotranspiration, runoff, and changes in groundwater recharge based on proposed domestic and irrigation water uses. The calculations were performed for a 10-year period representing the build-out of the golf course with time. Even though the calculations assumed a start of construction the year of 2022; actual starting year of construction is not relevant. This just provides a time frame for the build-out period in the calculations. Exhibit 26 Letter to Dr. Garth Mann November 2, 2021 Page 2 Bender Consulting, LLC 1026-01 C:\Users\Scott Bender\Documents\0535-01 Pleasant Harbor\Pleasant Harbor\Water Balance\September 2021 Letter\Pleasant Harbor Water Balance Calculation Summary r1.docx The climatic data used for the site analyses were from the Quilcene 2 SW weather station (No. 456846). The period of record for this station provides over 58 years of data between June 4, 1948 to present. The total average daily precipitation for one year is 56.7 inches. Potential evapotranspiration was calculated using the FAO Penman-Monteith (1998) method on a daily basis from the Qulicene data set. This method is considered the international standard for calculation of evapotranspiration. Potential evapotranspiration describes the amount of water that can evaporate from an area under given climatic conditions; actual evapotranspiration describes the amount of water that can actually evaporate given the amount of water in storage in the soils and plants. Actual evapotranspiration is always less than potential evaporation in the Pacific Northwest. The calculated annual potential evapotranspiration was 24.2 inches per year. The calculations assumed that in year 2022 all of the site roads were installed and Pond C, which will be used as a storage reservoir, was constructed. The roads and associated parking areas will form about 18 acres of impervious surface. The resort will have a maximum of 890 units. Water is to be supplied to the units from the resort water wells. According to the Water System Plan, the average daily use for domestic and commercial supply will be 122,500 gallons per day. This use, and an estimated 5 percent lost water consumption will total an annual domestic water use of 144 acre-feet (ac-ft). Wastewater from the residential and commercial uses will be routed to the wastewater treatment plant that will treat the water to Class A Standards. This water was then routed to Pond C. Construction of the residential units and commercial structures will create impervious surfaces. These were included in the calculations over the same 5-year building phases discussed above. At the conclusion of the residential and commercial structures and roadway construction, there is projected to be a total of about 54 acres of impervious surfaces at the resort. For the purposes of the calculations, which was to address aquifer impact, all water runoff from impervious surfaces was routed to Pond C. Actual construction of the resort will route the water to Pond C, infiltration swales, or other infiltration facilities local to the site of the impervious surface. The golf course was assumed to be constructed by the spring of 2023. The golf course was irrigated for the 2023 season from water supplied by the resort water wells. Thereafter the golf course was irrigated solely from the Class A water and stormwater runoff stored in Pond C. The total golf course area to be irrigated will be about 65 acres. We assume that about 6 acres of the residential and commercial landscaped areas will also require irrigation. Two methods were used to estimate the irrigation requirement for the golf course and landscaped areas: the first was to calculate required irrigation based on an evapotranspiration deficit; this estimate evaluated a demand of about 17 inches per year of irrigation. The second method utilized the methods presented in publication EB1513 by the 129,700 152.5 Exhibit 26 Letter to Dr. Garth Mann November 2, 2021 Page 3 Bender Consulting, LLC 1026-01 C:\Users\Scott Bender\Documents\0535-01 Pleasant Harbor\Pleasant Harbor\Water Balance\September 2021 Letter\Pleasant Harbor Water Balance Calculation Summary r1.docx Washington State Cooperative Extension. This method estimated an irrigation requirement of about 15.7 inches per year. To be conservative, we used the higher rate, which equates to about 105 acre-feet per year of irrigation. The resort will have a dedicated Fire Smart program that will irrigate undisturbed areas of the resort for fire protection. This water will be sourced from the water stored in Pond C. Since the existing native plants do not require summertime irrigation to remain healthy, the applied water is solely to reduce the potential of a fire hazard. As such, for calculation purposes, this was applied at a rate of 40 percent the PET demand over an assumed non-disturbed area of 140 acres (based on the acreages presented above there may be 185 acres of undeveloped property, we have assumed 25 percent of this comprises kettles and other non-serviceable area). The application rate can be varied as desired; since the source water for irrigation will be from Pond C, the rate can be modified to keep an acceptable amount of water in Pond C for aesthetic purposes or to conserve water in case of a following forecasted upcoming dry year. The current Fire Smart demand is 28 ac-ft per year. Pond C is estimated to be a 60 million gallon reservoir for the property. In order to calculate net recharge to the aquifer all wastewater and runoff water were routed to the reservoir in the calculations. Golf course and Fire Smart irrigation demands were removed from Pond C during the irrigation period. During the non-irrigation months the pond would fill; once the pond fills in late winter/early spring months the calculations assume that all overflow water will be routed to infiltration swales or galleries for infiltration. As mentioned above, the actual build out of the resort will not route all of the road and rooftop runoff to the pond; we assume many of these structures will have their own infiltration facilities. However for the purposes of the calculation this established the amount of runoff water that can be infiltrated back into the aquifer. This amount was calculated to be about 190 ac-ft per year at full build out. Natural groundwater infiltration from the undeveloped treed land at the property was then estimated. This estimate does not include irrigation from the golf course irrigation or Fire Smart program as that water would be consumed by the plants. The natural groundwater recharge from the undeveloped ground within the property was 574 ac-ft. As such, the total property aquifer recharge after development was 764 acre feet per year. This amount is about 25 acre feet per year greater than what we estimate for the undeveloped case. The calculation results are illustrated in Figures 1 through 3. Figure 1 shows projected unit occupancy, the calculated cumulative water demand from the resorts wells, the amount of water held in storage in Pond C, and the cumulative aquifer recharge per year from property operations. We note that during operation there is not a reduction in natural aquifer recharge, natural recharge would continue to occur on undeveloped lands, Figure 1 does not include those amounts. As shown by the green line in Figure 1, titled ‘Wastewater Storage Reserve’, under the conditions assumed above there should be about 40 million gallons of water in the reservoir at the end of the irrigation season. This should leave sufficient 17 in/yr over 71 ac = 100.6 ac-ft/yr Exhibit 26 Letter to Dr. Garth Mann November 2, 2021 Page 4 Bender Consulting, LLC 1026-01 C:\Users\Scott Bender\Documents\0535-01 Pleasant Harbor\Pleasant Harbor\Water Balance\September 2021 Letter\Pleasant Harbor Water Balance Calculation Summary r1.docx water in the reservoir for drought years. If the resort design routes some of the stormwater to infiltrate other areas there will still be enough wastewater generated for golf course and Fire Smart Program irrigation (144 ac-ft of wastewater generated minus 133 ac-ft or irrigation leaves a minimum of 11 ac- ft surplus). Figure 2 shows the cumulative property aquifer recharge per year. Thank you for the opportunity to be of service. Please call us at (360) 631-5600 if you have any questions. Sincerely, Scott F. Bender L.H.G., C.G.W.P. Enclosures: Figure 1. Pleasant Harbor Site Operations Water Balance Figure 2. Pleasant Harbor Site Cumulative Water Recharge 128.5?157 Exhibit 26 Figure 1 Project Number 1026-01The Hamlet at Pleasant Harbor Groundwater Supply Analyses Statesman Corporation Pleasant Harbor Site Operations Water Balance 0 500 1000 1500 2000 2500 3000 0 10,000,000 20,000,000 30,000,000 40,000,000 50,000,000 60,000,000 70,000,000 01/01/21 01/01/22 01/01/23 01/01/24 12/31/24 12/31/25 12/31/26 12/31/27 12/30/28 12/30/29 12/30/30 12/30/31 12/29/32 12/29/33 Occupied UnitsGallonsWastewater Storage Reserve (Pond C - South)Cumulative Aquifer Recharge from Pond Overflow Cummulative Annual Well Supply Occupied Units Exhibit 26 Figure 2 Project Number 1026-01The Hamlet at Pleasant Harbor Groundwater Supply Analyses Statesman Corporation Pleasant Harbor Site Cumulative Aquifer Recharge 0 100 200 300 400 500 600 700 800 900 01/01/21 01/01/22 01/01/23 01/01/24 12/31/24 12/31/25 12/31/26 12/31/27 12/30/28 12/30/29 12/30/30 12/30/31 12/29/32 12/29/33Cumulative Recharge (acre-feet)Exhibit 26