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Bundy Drainage Report 2-4-22
CCE lxÄÅ VÉÅÅxÜv|tÄ c ÜÉ}xvàlxÄÅ VÉÅÅxÜv|tÄ cÜÉ}xvàlxÄÅ VÉÅÅxÜv|tÄ c ÜÉ}xvàlxÄÅ VÉÅÅxÜv|tÄ cÜÉ}xvà Drainage Report February, 2022 Turner Consulting Engineers, L.L.C. 4405 7th Ave. SE Suite 301 Lacey, WA 98503 (360) 491-6900 Preliminary Drainage Report Yelm Com m ercial Project, LLC Yelm, Washington February, 2022 Project Information Project: Yelm Commercial Project, LLC Prepared For: Crysal Bundy Contact: Crystal Bundy PO Box 926 Rochester, WA 98579 (360) 280-2929 Project Engineer Prepared by: Bill Turner, P.E. 4405-7th Avenue SE, Suite 301 Lacey, WA 98503 (360) 491-6900 Contact: Bill Turner, P.E. (360) 239-2847 “I hereby certify that this Drainage and Erosion Control Plan for Yelm Commercial Project has been prepared by me or under my supervision and meets minimum standards of City of Yelm Design and Erosion Control Manual and normal standards of engineering practice. I hereby acknowledge and agree that the jurisdiction does not and will not assume liability for the sufficiency, suitability, or performance of drainage facilities was designed by me.” 1 Project Description 2 MR #1: STORMWATER SITE PLAN Stormwater Site Plan Proposed Project Description Developer: Crystal Bundy. Contact Crystal Bundy PO Box 926 Rochester, WA 98579 Site Address: Unknown Yelm, WA Parcel Numbers: 21713330200 Total Project Area: 0.99 Acres Zoned: C-1 Section, Township, Range: Section(s) 13 Township 17 North Range 1 W, W.M. Legal Description: Section 13 Township 17 Range 1W SW-SW COM N 77-59E 1383.71F OF SW COR N 410.70F S5 5-20-30 Required Permits: Site Plan Approval, Building Permits, Grading Permit, Access Permit 3 Executive Summary This project will construct a coffee stand along with a small retail building for commercial use. It will have 21 parking spaces, a refuge area and landscaping around the perimeter of the area. Stormwater will be treated through either Rain Gardens or Bioretention areas located on the outsides of the building and asphalt areas. Treat will either through sand filters or through amended soils in the bioretention areas. Access into the parcel will be from State Route 510 and from Burnett Road which is a City Street. This project is within the City Limits of Yelm, WA. The Cit y of Yelm will provide sewer and water for this project. Existing Site Conditions This 0.99-acre triangular shaped parcel is located in on the corner of Burnett Street and State Route 510. The project site is fairly flat with a with elevation difference from east to west of about 4-feet. Vegetation on the site is mostly prairie grass and scotch broom. The City of Yelm has a water main on the state highway and next to Burnett Road which will provide fire flow to the project site. The City also has sanitary step sewer system the runs across the east portion of the project site. There is no off site flow coming onto the project site. Stormwater that falls onto the site at this time infiltrates into the ground and does not flow off of the parcel. There are no steep slopes, ravens, creeks, or rivers on or adjacent to the site. This project does not have high ground water and it is not in the 100-year flood plain. Thurston County Geodata does have it listed in the aquifer sensitive area. 4 Existing Condition Figure #1 5 Prepare The Preliminary Development Layout A preliminary development layout has been completed for the project and can be seen in the appendix. Geotechnical Report All American Geotech, Inc. has completed soils analysis studies on the project site. Soil types have been identified throughout the project site and an assessment of the groundwater has been completed. The soil is a Spanaway gravelly sandy loam, 0 to 3 percent slopes, the Spanaway gravelly sandy loam, is listed as Hydrologic Soils Group A which has a high infiltration rate when thoroughly wet and represents over 100% of the project site, please see report in appendix. To evaluate the soils on the project site, All American Geotech. excavated three test pits on-site for analysis. Soil samples were taken and analyzed and a recommended infiltration rates was given for the site. The infiltration rates for the three holes were analyzed and a long term infiltration of 10.0 inches per hour was recommended. Amended sand has also been recommended for the treatment of the stormwater before infiltration if infiltration trench are used on the project site. Off Site Analysis There is no offsite stormwater coming onto the project site at this time and there is none expected after this project has been completed. There are no streams, creeks, rivers or ditches flowing through the property that ma y need to be analyzed. There are no wetlands on or near the project site. This project will infiltrate 100 percent of the stormwater coming from rainfall through infiltration. An Off Site Analysis is not required for this project. Wells and Septic Systems There are no wells or on-site septic system on the project site at this time. According to the Thurston County Geodata Center this project does not lie within a well head protection area. The FEMA Panel Number for this project is 0345. This project will connect to City sewer and water. Analysis Of The 100-Year Flood This project does not lie with the 100-Year flood hazard zone. Utilities Utility will be installed as to not interfere with stormwater facilities. There will be no water and electrical lines shall be installed through under ground trenches directly from the highway to the MR #2: CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN (SWPPP) A Construction Stormwater Pollution Prevention Plan (SWPPP) will be developed prior to construction to address erosion and sediment control anticipated during construction. The Construction SWPPP will address all twelve elements as required by the City of Yelm. MR #3: SOURCE CONTROL OF POLLUTION Commercial Source Control is addressed with onsite treatment and detention of stormwater produced by the developed site. Amended soils and soils infiltration will remove the sediments and heavy metals coming from the project site. All roadways, sidewalks, driveways and parking lot drainage will be treated by one these methods. All of the driveway area will be infiltrate through rain gardens or biofiltration swales. All of the roof area runoff will directed toward infiltration areas where it will be infiltrated into the ground. The property owner will have a copy of the Pollution Source Control Program as found in the Stromwater Maintenance Plan Section VII below. The Source Control Program describes the Best Management Practices (BMPs) for commercial products, pesticides, fertilizers and remodeling. MR #4: PRESERVATION OF NATURAL DRAINAGE SYSTEMS AND OUTFALLS There are no natural discharge locations to preserve on this site or adjacent to the site. There is no indication on the project site where rainfall is flowing through a ditch line, channel, trench, raven, stream or waterway. Rainfall coming onto the site at this time in its natural state is infiltrated into the ground. This site has not known to have high ground water and the soil has shown a capacity to infiltrate all of the rainfall. It is the intent of the stormwater facility that has been designed to mimic the natural state of this site. Adjacent properties to the northwest and southeast are roadways system for the state highway and Myers Street which is a City Street. Property to the northeast and southeast have been developed into large residential lots and. MR #5: ONSITE STORMWATER MANAGEMENT All Projects that require Minimum Requirement #5 must employ Stormwater Management BMPs. Figure I-3.3: Flow Chart For Determining MR #5 Requirements indicates that This project will infiltrate 100-percent of the stormwater on-site and will not qualify for flow control exemption in accordance with Section 2.4.8 of the Manual. It will not be designed under the LID performance standard however this project will restore any native vegetation through BMP T5.13 Post- Construction Soil Quality and Depth. Dispersion of roof and driveway runoff will comply with BMP T7. Basic Bioretention. The stormwater facility has been sized on this project to handle all of the stormwater runoff coming from the driveways, roofs and disturbed areas on site. The stormwater facilities were designed with the Western Washington Hydrology Model (WWHM2012). See Appendix for calculations and WWHM2012 printouts. Table 8.1 below identifies the threshold areas and the land use summary. Table 8.1 WWHM Developed Mitigation Onsite Land Use Summary WWHM Developed Land Use (All Areas Measured In Acres) Ex. Condition Pr. Site Development A/B, Forested, Flat 0.99 0.0 A/B, Lawn Flat 0 0.44 Roof Tops 0 0.125 Entered as Grass Parking Flat 0.00 0.425 Sidewalks Flat 0.00 0.0 Driveways/Flat 0.0 0.00 Roads/Flat 0.0 0.00 Ponds 0.00 0.00 Total % Impervious (all roof, driveway and parking areas) 0.0% 55.65% All American Geotech, Inc. has recommended a long term design infiltration rate of 10.0 inches per hour for sizing of the Infiltration galleries and rain gardens. An infiltration rate of 8.0 inches per hour was used in the hydraulic modeling program for sizing analysis due to the amended sand placed in the bottom of the infiltration facilities. The Western Washington Hydraulic Modeling Software (WWHM 2012) was used to calculate an rain gardens and/or biofiltration area which would infiltrate 100% of the runoff coming from the internal driveways, roof and disturbed area through the project site. The requirements for the bioretention area were calculated to be approximately 1,200 square feet of surface area. This can be accomplished with an biofiltration swale 6-feet in width at the bottom of the amended soil area, 1 foot of freeboard, 2-feet in swale width, and approximately 200-feet in length located along the asphalt area and along the back of the structure (please see stormwater plans & details in the appendix).. The amount of bioretention area provided is equal to 2,270 sq ft in a swale 178 in length which exceeds the required amount. In case of an emergenc y and the bioretention area should over flow, the excess stormwater coming from the swale will flow towards the roadside ditches for infiltration. Bioretention areas have also been incorporated into the landscaping which will also provide for addition storage, treatment and infiltration. The Bioretention areas design into the site are an extra benefit for water quality treatment and additional storage if needed. MR #6: RUNOFF TREATMENT For developments with greater than 5,000 square feet of pollution generating impervious surface (PGIS) treatment facilities and onsite BMPs shall be required. All of the PGIS on the project site will treated either through compost amended soils (filter strips and Rain Gardens) or through soils infiltration or through biofiltration swales. All other had surfaces Table 6.1 – Treatment Requirements by Threshold Discharge Area < ¾ Acres of PGPS ¾ Acres of PGPS < 5,000 ft2 of PGIS 5,000 ft2 of PGIS Treatment Facilites X X Onsite Stormwater BMPs X X The Treatment Facility Selection Flow chart was used to determine what type of treatment is appropriate for this project. Specifically, the following steps were followed to determine if more than basic treatment was required. Step 1: Perform Offsite analysis. Step 2: Determine if oil control facility is required. Step 3: Determine if infiltration for pollutant removal is practicable. Step 4: Determine if phosphorus control is required. Step 5: Determine if enhanced treatment is required. Offsite Analysis This project lies within the Nisqually River Watershed which presently does not have a watershed plan. There are no receiving water with listed TMDLs near this site therefore no special treatment is required due to existing downstream quality. Stormwater will not be leaving the project site therefore offsite analysis will not be required. Oil Control Facility Evaluation Oil control facilities are required if the site is commercial or industrial with high traffic counts, used for petroleum storage and transfer exceeding 1,500 gallons per year, used for parking of vehicles exceeding 10 tons, or if the site includes an intersection that exceeds 25,000 ADT on main road and 15,000 ADT on crossing roadways. This site does not fit within this threshold requirement. Evaluation of Infiltration for Pollutant Removal Infiltration facilities can be designed for runoff treatment within Thurston County. The design infiltration rate and soil texture should be considered along with the physical and chemical characteristics to determine if the soil is adequate for removing the target pollutants. Studies have been completed to determine if this soil would capable to be used for pollutant removal. The laboratory results indicate that soil is sufficient to provide adequate treatment of stormwater runoff by placing amended sand in the infiltration trenches at the expected loading rates. Assessment for Phosphorus Control Phosphorus control is not required by Thurston County, Department of Ecology or US Environmental Protection Agency. All stormwater entering the site will be infiltrated into the soil and not into one of the designed lakes required for phosphorus removal. Enhanced Treatment Evaluation Enhanced treatment BMPs provide a greater degree of removal of dissolved metals (that are toxic to salmon and other endangered species) than “basic” runoff treatment BMPs. Enhanced treatment is required for industrial sites, commercial sites, multi-family project sites or roadways exceeding 7,500 ADT where stormwater discharges to fish-bearing waters. This site does not meet these requirements; therefore enhanced treatment is not required. Basic Treatment Runoff treatment for this project will be through amended soil lined bioretention trenches and through soils infiltration into the ground. The retail complex infiltration galleries and water quality flow rate has been sized using the WWHM2012 continuous hydrologic model program from Department of Ecology. Please see All American Geological Soils Report in the Appendix along with the WWHM2012 Report. Please note that although treatment for stormwater runoff will be through the soil, placing amended sand lining in all trenches as required in BMP IN.02 Infiltration Trenches will also qualify as treatment along with slowing the infiltration rate as required in the DDECM. Table 6.2 – Runoff Treatment WWHM Water Quality Treatment Location Water Quality Design Flow (cfs) Design Imperious Area For Treatment (Acre) Treatment Type Roof Area 0.000 0.0 Not Required for roof areas. Driveways & Parking Areas 0.0064 0.426 Bioretention Swale, Treatment Through Soils Infiltration MR #7: FLOW CONTROL There are no detention ponds designed for this project. There are two or three retention areas where water will flow towards for infiltration. This project will infiltrate one hundred percent of the stormwater generated on this site through dispersion areas and infiltration galleries. A contingency plan has been incorporated for this project. The area for infiltration is considerably increased and larger than required through the WWHM1012 Modeling program. Greater safety factors have been incorporated into the design Model for infiltration into the soil. There is no off-site flow coming onto this site and there will be no flow leaving the site in its post construction state. MR #8: WETLAND PROTECTION Minimum requirement #8 applies to all non-exempt projects that meet the thresholds of Chapter 2 and where stormwater discharges into a wetland, either directly or indirectly, through a conveyance system. This project does not discharge into a wetland either directly or indirectl y. There are no wetlands on or near the project site and there are no wetlands adjacent to this parcel. No wetland protection has been provided at this time. CORE REQUIRMENT #9: OPERATION AND MAINTENANCE The Property Owner will be responsible for the maintenance and operation of the stormwater facility for this parcel. A Stormwater Maintenance Agreement between the Owner and the City of Yelm will be signed and recorded for this project. Appendix A Soils & Geotechnical Reports SOIL INSPECTION FOR DEEP INFILTRATION COFFEE HUT & RETAIL SPACES YELM WASHINGTON PREPARED FOR NW GRIND, INC. BY ALL AMERICAN GEOTECHNICAL OLYMPIA, WASHINGTON NOVEMBER12, 2021 AAG21-140 8947 Buttonwood Lane NE, Olympia, WA 98516 Phone #: (360) 491-5155 Cell #: (360) 481-6677 2 CONTACT INFORMATION PREPARER INFORMATION AAG PROJECT NUMBER: AAG21-140 CONTACT: CURTIS D. CUSHMAN ADDRESS: 8947 BUTTONWOOD LANE NE OLYMPIA, WASHINGTON 98516 TELEPHONE: (360) 491-5155 CELL: (360) 481-6677 EMAIL ADDRESS: CURTIS.CUSHMAN@COMCAST.NET CLIENT INFORMATION CLIENT: CRYSTAL BUNDY DBA NW GRIND, INC CLIENT CONTACT: BILL TURNER TELEPHONE: 360-491-6900 (Bill Turner) BILLING ADDRESS: CRYSTAL BUNDY 11349 SUMMIT LAKE RD NW OLYMPIA, WASHINGTON 98502 SITE ADDRESS: NW CORNER BURNETT ROAD & YELM HIGHWAY YELM, WASHINGTON 98597 PARCEL: 21713330200 GPS LOCATION: N46º 57' 14.58517" W122º 37' 40.69939" AAG21-140 8947 Buttonwood Lane NE, Olympia, WA 98516 Phone #: (360) 491-5155 Cell #: (360) 481-6677 3 TABLE OF CONTENTS CONTACT INFORMATION .................................................................................................................................. 2 TABLE OF CONTENTS .......................................................................................................................................... 3 SCOPE OF UNDERSTANDING ............................................................................................................................. 4 INTRODUCTION ..................................................................................................................................................... 5 SITE CONDITIONS ................................................................................................................................................. 5 SURFACE CONDITIONS ............................................................................................................................................. 5 SITE GEOLOGY ......................................................................................................................................................... 5 SITE SOILS ............................................................................................................................................................... 6 TEST PITS ................................................................................................................................................................. 7 INFILTRATION .......................................................................................................................................................... 8 CATION EXCHANGE CAPACITY ............................................................................................................................... 8 WELL LOGS ............................................................................................................................................................. 8 CONCLUSIONS ........................................................................................................................................................ 8 PROVISIONS ............................................................................................................................................................ 9 GENERAL ................................................................................................................................................................. 9 READ THESE PROVISIONS CLOSELY ........................................................................................................................ 9 APPENDIX .............................................................................................................................................................. 10 SITE MAP ............................................................................................................................................................... 10 SOILS EVALUATION REPORT FORM 1 .................................................................................................................... 11 ............................................................................................................................................................................... 11 TEST PIT 1 .............................................................................................................................................................. 12 TEST PIT 2 .............................................................................................................................................................. 13 TEST PIT 3 .............................................................................................................................................................. 14 CATION EXCHANGE CAPACITY TEST PIT 1 ........................................................................................................... 15 CATION EXCHANGE CAPACITY TEST PIT 2 ........................................................................................................... 15 CATION EXCHANGE CAPACITY TEST PIT 3 ........................................................................................................... 16 LABORATORY SIEVE ANALYSIS TEST PIT 1 .......................................................................................................... 17 LABORATORY SIEVE ANALYSIS TEST PIT 2 .......................................................................................................... 18 LABORATORY SIEVE ANALYSIS TEST PIT 3 .......................................................................................................... 19 MASSMAN CALCULATIONS.................................................................................................................................... 20 NEARBY WELL LOG............................................................................................................................................... 21 AAG21-140 8947 Buttonwood Lane NE, Olympia, WA 98516 Phone #: (360) 491-5155 Cell #: (360) 481-6677 4 SCOPE OF UNDERSTANDING CRYSTAL BUNDY NW GRIND, INC. 11349 SUMMIT LAKE ROAD NW OLYMPIA, WASHINGTON 98502 RE: SOIL INVESTIGATION PROJECT: NW GRIND, LLC NW CORNER BURNETT ROAD & YELM HIGHWAY YELM, WA 98597 PARCEL #': 21713330200 NOVEMBER 12, 2021 Dear Ms. Bundy: As per the request of Bill Turner P.E. (contact), All American Geotechnical, Inc. (AAG) visited the site on your property of the proposed coffee hut and retail building to be designed by Bill Turner of Turner Consulting Engineer of Lacey, Washington. The purpose of the visit was to examine the soil to qualify it by pitting for purposes of drainage. This is to comply with regulations that require information from soils sampled for Massmann Analysis and Cation Exchange Capacity. Site inspection during pitting was also to verify the shallow soil column and the underlying deposits. Trench depths varied from 86 to 120 inches below ground surface. We are providing PDF copies of this report for your review and distribution. We appreciate this opportunity to be of service to you and we look forward to working with you in t he future. If you have any questions concerning the above items, the procedures used, or if we can be of any further assistance, please call us at the phone number listed below. Respectfully Submitted, GEOTECHNICAL TESTING LABORATORY Curtis D. Cushman, L.G., L.E.G. Senior Engineering Geologist AAG21-140 8947 Buttonwood Lane NE, Olympia, WA 98516 Phone #: (360) 491-5155 Cell #: (360) 481-6677 5 INTRODUCTION All American Geotechnical. Inc. (AAG) was hired by Crystal Bundy (client) in September of 2021 to prepare a report on soil conditions on the property proposed for a coffee hut and a multi-store retail building. The proposed site is located at the NW corner of the intersection of Burnett Road and Yelm Highway (State Route 510) in Yelm, Washington. It is located near the western edge of the commercial/residential core of the City of Yelm, Washington. This report is the result of our site examination and pitting. Access to the site is from Burnett Road. The purpose of this examination is to determine if the material is uniform across the site and if it is suitable for infiltration at 2 X the depth of the drainage trenches (4 feet). Specifically, our scope of services for this project includes the following: 1. A review of the available geologic, hydrogeological and geotechnical data for the site area. 2. Pitting at three selected locations. 3. Prepare Pit Logs 4. Laboratory grain-size analysis 5. Collect soil samples for Cation Exchange Capacity. SITE CONDITIONS SURFACE CONDITIONS The Thurston County GeoData Map show the contours with an elevation high of 342 -feet in the southern corner of the parcel and a low of 336-feet in the northwestern corner of the triangle. Not mapped is a low- lying area in the north central portion of the site that is approximately 8 feet lower than the surrounding grade. The parcel is irregular on its surface, marked by hummocks, grass and low scrub. There are no erosion features, no surface water, and no appreciable slope. Curtis D Cushman, L.E.G., and Blaise Jelinek, E.I.T. directed pitting on -site with Bill Turner with excavation by Rick Cruse on October 1, 2021. SITE GEOLOGY The description of the geology is from the Washington Interactive Geological Map: Qgog Geologic Age:Pleistocene Lithology:continental glacial outwash, gravel, Fraser-age Named Units:mostly Vashon Stade in western WA; unnamed in eastern WA Symbology:Pleistocene continental glacial drift This is based on the mapping on the Geologic Map of the Centralia Quadrangle, Washington DNR Open File Report 87-11. This 1:100,000-scale map has the deposit as Qdvg: Advance outwash gravel. AAG21-140 8947 Buttonwood Lane NE, Olympia, WA 98516 Phone #: (360) 491-5155 Cell #: (360) 481-6677 6 Vashon Glacial Gravel—Recessional and proglacial, stratified pebble, cobble, and boulder gravel deposited in meltwater streams and their deltas; locally contains ice-contact deposits… All these size fractions were seen, but sampling did not include larger cobbles or any of the many boulders present seen on site and in the trenches. Using ASTM D 2487 Unified Soils Classification system the site may be classified as GP Poorly graded gravel with sand or GW Well-graded gravel with sand as indicated in the analysis performed by Materials Testing and Consulting, Inc, SITE SOILS 110--Spanaway gravelly sandy loam, 0 to 3 percent loam Map Unit Setting National map unit symbol: 2ndb6 Elevation: 330 to 1,310 feet Mean annual precipitation: 35 to 65 inches Mean annual air temperature: 50 degrees F Frost-free period: 150 to 200 days Map Unit Composition Spanaway and similar soils: 100 percent Description of Spanaway Setting Landform: Outwash plains, terraces Parent material: Volcanic ash over gravelly outwash Typical profile H1 - 0 to 15 inches: gravelly sandy loam H2 - 15 to 20 inches: very gravelly loam H3 - 20 to 60 inches: extremely gravelly sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Somewhat excessively drained Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low (about 3.8 inches) AAG21-140 8947 Buttonwood Lane NE, Olympia, WA 98516 Phone #: (360) 491-5155 Cell #: (360) 481-6677 7 112--Spanaway stony sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2ndb8 Elevation: 660 to 1,310 feet Mean annual precipitation: 35 to 65 inches Mean annual air temperature: 50 degrees F Frost-free period: 150 to 200 days Map Unit Composition Spanaway and similar soils: 100 percent Description of Spanaway Setting Landform: Terraces, outwash plains Parent material: Volcanic ash over gravelly outwash Typical profile H1 - 0 to 16 inches: stony sandy loam H2 - 16 to 22 inches: very gravelly sandy loam H3 - 22 to 60 inches: extremely gravelly sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class: Somewhat excessively drained Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water supply, 0 to 60 inches: Low (about 4.0 inches) This description applies to the A horizon, made “loamy” by fine ash, with the B and C horizons devoid of ash and corresponding to the geology description, above. This is described in the WWS as extremely gravelly sand. The deposits below the soil are much more gravelly and cobbly than the Spanaway loam. This soil unit is very thin and uniform across the property. It yields to the underlying deposits of gravel and sand at a shallow depth. TEST PITS Three test pits, TP-1, TP-2, and TP-3 were dug to a maximum of 10 feet in depth. TP-1 was to 96” in depth, TP-2 to 86”, and TP-3 to 120”. These were located as shown on the Site Map in the Appendix. They were chosen to span the property in order to verify the uniformity of lithology. Soil Logs for the test pits are on pages 12-14. AAG21-140 8947 Buttonwood Lane NE, Olympia, WA 98516 Phone #: (360) 491-5155 Cell #: (360) 481-6677 8 No water was encountered in any test pit. The soils were damp to moist. As seen in the lab results and in the field observations, the lithology and soils are very uniform in composition and granularity in pits TP-1 and TP-2. However, in TP-3, located in a topographic low resembling a large pit, fill material was encountered from 72-120”, total depth. This included grass mounds, ceramics, glass, plastics, and metal artifacts. Native material was encountered at 120” below ground surface as a sand layer. The infiltration sample was collected from the sand layer encountered in the 72”-96” interval in TP-3. INFILTRATION Grab samples from approximately minus 9 feet depth were taken from pits TP-1 and TP-2 of this pitting project with the samples taken for grain-size analysis at Mayes Terraconn, a certified geotechnical laboratory in Tacoma. TP-3 was sampled as noted above. The results are on pages 17-19. Infiltration rates for these three pits are following the formula in Thurston County Drainage Design and Erosion Control Manual (December 2016), Volume III -- Hydrologic Analysis and Flow Control BMPs, Page A-10 eq (1). Massmann Equation 2003 log 10 (Ksat) = -1.57 + 1.90D10 + 0.015D60 - 0.013D90 -2.08ffines This is taken from Massmann, J.W., et al, 2003, A Design Manual for Sizing Infiltration Ponds, Research Project Agreement Y8265. The calculations are on page 20. The overall site infiltration for the deposits encountered in the 8-9 feet below ground surface was significantly greater than 60-inches per hour. The high rates of infiltration will allow an offset of 8 feet minimum from the centerline of the infiltration trench and the outer toe of the building foundation. CATION EXCHANGE CAPACITY Findings for the Cation Exchange Capacity are found on the laboratory results on pages 15-16. WELL LOGS The nearest well of comparable elevation that is located by the Department of Ecology is on the neighboring parcel to the north at 9141 Burnett Road in Yelm. Static water was found at -43 feet. See page 21. CONCLUSIONS The soil is uniform across the project area. The glacial unit is uniform across the project area. AAG21-140 8947 Buttonwood Lane NE, Olympia, WA 98516 Phone #: (360) 491-5155 Cell #: (360) 481-6677 9 The infiltration rate is high. We recommend a long-term infiltration rate of 10 inches per hour. As described above by the USDA, it is well (“excessively”) drained. (The term “excessively” is due to the soil classification system referencing agricultural needs but well reflects the engineering soil characteristic.) No water was encountered and the soil and glacial outwash were damp to moist. The CEC test from TP-1 was 13.2 meq/100g, TP-2 was 10.1 meq/100g, and TP-3 was 7.3 meq/100g. Blending native topsoil with sand will increase the CEC of the soil in the base of the trench. There was no restrictive layer found to total depth in each pit. The closest water well surely located indicated a groundwater static level at deeper than 100-feet; An offset of 8 feet minimum from infiltration trench centerline to building foundations is acceptable and recommended. PROVISIONS GENERAL We have prepared this report for the exclusive use of Crystal Bundy and her authorized agents for the proposed improvement in Thurston County, Washington. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in the field of geotechnical engineering in this area at the time this report was prepared. No warranty or other conditions, expressed or implied, should be understood. READ THESE PROVISIONS CLOSELY Some clients, design professionals, and contractors may not recognize that the geoscience pract ices (geotechnical engineering or geology) are far less exact than other engineering and natural science disciplines. This lack of understanding can create unrealistic expectations that could lead to disappointments, claims and disputes. All American Geotechnical includes these explanatory “limitations” provisions in our reports to help reduce such risks. AAG21-140 8947 Buttonwood Lane NE, Olympia, WA 98516 Phone #: (360) 491-5155 Cell #: (360) 481-6677 10 APPENDIX SITE MAP TP-1 TP-2 TP-3 AAG21-140 8947 Buttonwood Lane NE, Olympia, WA 98516 Phone #: (360) 491-5155 Cell #: (360) 481-6677 11 SOILS EVALUATION REPORT FORM 1 AAG21-140 8947 Buttonwood Lane NE, Olympia, WA 98516 Phone #: (360) 491-5155 Cell #: (360) 481-6677 12 TEST PIT 1 AAG21-140 8947 Buttonwood Lane NE, Olympia, WA 98516 Phone #: (360) 491-5155 Cell #: (360) 481-6677 13 TEST PIT 2 AAG21-140 8947 Buttonwood Lane NE, Olympia, WA 98516 Phone #: (360) 491-5155 Cell #: (360) 481-6677 14 TEST PIT 3 AAG21-140 8947 Buttonwood Lane NE, Olympia, WA 98516 Phone #: (360) 491-5155 Cell #: (360) 481-6677 15 CATION EXCHANGE CAPACITY TEST PIT 1 CATION EXCHANGE CAPACITY TEST PIT 2 AAG21-140 8947 Buttonwood Lane NE, Olympia, WA 98516 Phone #: (360) 491-5155 Cell #: (360) 481-6677 16 CATION EXCHANGE CAPACITY TEST PIT 3 AAG21-140 8947 Buttonwood Lane NE, Olympia, WA 98516 Phone #: (360) 491-5155 Cell #: (360) 481-6677 17 LABORATORY SIEVE ANALYSIS TEST PIT 1 AAG21-140 8947 Buttonwood Lane NE, Olympia, WA 98516 Phone #: (360) 491-5155 Cell #: (360) 481-6677 18 LABORATORY SIEVE ANALYSIS TEST PIT 2 AAG21-140 8947 Buttonwood Lane NE, Olympia, WA 98516 Phone #: (360) 491-5155 Cell #: (360) 481-6677 19 LABORATORY SIEVE ANALYSIS TEST PIT 3 AAG21-140 8947 Buttonwood Lane NE, Olympia, WA 98516 Phone #: (360) 491-5155 Cell #: (360) 481-6677 20 MASSMAN CALCULATIONS AAG21-140 8947 Buttonwood Lane NE, Olympia, WA 98516 Phone #: (360) 491-5155 Cell #: (360) 481-6677 21 NEARBY WELL LOG Appendix B Vicinity Maps & Drawings X ' ❑ /o i �:b F -9 F - 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K .. ® T. -3 �I N Q �o O _ (0 cp - a o 01 CL COD .I p a [ -I CIO O o CD N II mQ � r--4- ° o o rip, ®oov I �m 3 co e--� o S QCD = III Pik QomCD 0, o=3CD C/) atm cn o0 0o I m a o 3 5 K o -111_' 1=11 I-W CD -_ a g I- 1=1I CL Z Cr ='t a@ o ng CD C O (am �:ECr to 0 ,,IIIIIIII CL _ a ° N O D j r co m REVISION BLOCK: DESIGN INFORMATION _Wj Bundy Gammer a� Center o PROJECT IDENTIFICATION No. TSI ill Umar _ � N�� M FILE NAME: General Site Plan 77 02SU290 ° ACTION N 1mgmeeir DESIGNED BT 12-13-21 0 � o 4405 7th Ave SE Suite 3®R DRAWN JB 12-13-21 �l otea & Detafla Lacey, WA 985® CHECKED BT 12-13-21 �l 360-491-6900 PLOTTED DATES Appendix C Hydraulic Calculations WWHM 2012 PROJECT REPORT ___________________________________________________________________ Project Name: Bundy Yelm Project 11-29-21 Site Name: Bundy Commercial Project Site Address: Unkno wn City : Yelm Report Date: 11/29/2021 Gage : Eaton Creek Data Start : 1955/10/01 Data End : 2011/09/30 Precip Scale: 0.86 Version Date: 2018/10/10 Version : 4.2.16 ___________________________________________________________________ Low Flow Threshold for POC 1 : 50 Percent of the 2 Year ___________________________________________________________________ High Flow Threshold for POC 1: 50 year ___________________________________________________________________ PREDEVELOPED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use acre A B, Forest, Flat .99 Pervious Total 0.99 Impervious Land Use acre Impervious Total 0 Basin Total 0.9 9 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ MITIGATED LAND U SE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use acre A B, Lawn, Flat .564 Pervious Total 0.564 Impervious Land Use acre PARKING FLAT 0.426 Impervious Total 0.426 Basin Total 0.9 9 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 1 Gravel Trench Bed 1 ___________________________________________________________________ Name : Gravel Trench Bed 1 Bottom Length: 200.00 ft. Bottom Width: 6.00 ft. Trench bottom slope 1: 0.1 To 1 Trench Left side slope 0: 2 To 1 Trench right side slope 2: 2 To 1 Material thickness of first layer: 1.5 Pour Space of material for first layer: 0.5 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: 8 Infiltration safety factor: 1 Wetted surface area On Total Volume Infiltrated (ac-ft.): 66.743 Total Volume Through Riser (ac-ft.): 0 Total Volume Through Facility (ac-ft.): 66.743 Percent Infiltrated: 100 Total Precip Applied to Facility: 0 Total Evap From Facility: 0 Discharge Structure Riser Height: 5 ft. Riser Diameter: 12 in. Element Flows To: Outlet 1 Outlet 2 ___________________________________________________________________ Gravel Trench Bed Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.027 0.000 0.000 0.000 0.0500 0.028 0.000 0.000 0.229 0.1000 0.029 0.001 0.000 0.237 0.1500 0.030 0.002 0.000 0.244 0.2000 0.031 0.002 0.000 0.251 0.2500 0.032 0.003 0.000 0.259 0.3000 0.033 0.004 0.000 0.266 0.3500 0.034 0.005 0.000 0.274 0.4000 0.034 0.006 0.000 0.281 0.4500 0.035 0.007 0.000 0.289 0.5000 0.036 0.008 0.000 0.296 0.5500 0.037 0.009 0.000 0.303 0.6000 0.038 0.009 0.000 0.311 0.6500 0.039 0.010 0.000 0.318 0.7000 0.040 0.011 0.000 0.326 0.7500 0.041 0.012 0.000 0.333 0.8000 0.042 0.014 0.000 0.341 0.8500 0.043 0.015 0.000 0.348 0.9000 0.044 0.016 0.000 0.355 0.9500 0.045 0.017 0.000 0.363 1.0000 0.046 0.018 0.000 0.370 1.0500 0.046 0.019 0.000 0.378 1.1000 0.047 0.020 0.000 0.385 1.1500 0.048 0.021 0.000 0.393 1.2000 0.049 0.023 0.000 0.400 1.2500 0.050 0.024 0.000 0.407 1.3000 0.051 0.025 0.000 0.415 1.3500 0.052 0.027 0.000 0.422 1.4000 0.053 0.028 0.000 0.430 1.4500 0.054 0.029 0.000 0.437 1.5000 0.055 0.032 0.000 0.445 1.5500 0.056 0.035 0.000 0.452 1.6000 0.057 0.038 0.000 0.460 1.6500 0.057 0.040 0.000 0.467 1.7000 0.058 0.043 0.000 0.474 1.7500 0.059 0.046 0.000 0.482 1.8000 0.060 0.049 0.000 0.489 1.8500 0.061 0.052 0.000 0.497 1.9000 0.062 0.055 0.000 0.504 1.9500 0.063 0.059 0.000 0.512 2.0000 0.064 0.062 0.000 0.519 2.0500 0.065 0.065 0.000 0.527 2.1000 0.066 0.068 0.000 0.534 2.1500 0.067 0.072 0.000 0.541 2.2000 0.068 0.075 0.000 0.549 2.2500 0.069 0.079 0.000 0.556 2.3000 0.069 0.082 0.000 0.564 2.3500 0.070 0.086 0.000 0.571 2.4000 0.071 0.089 0.000 0.579 2.4500 0.072 0.093 0.000 0.586 2.5000 0.073 0.096 0.000 0.594 2.5500 0.074 0.100 0.000 0.601 2.6000 0.075 0.104 0.000 0.609 2.6500 0.076 0.108 0.000 0.616 2.7000 0.077 0.111 0.000 0.623 2.7500 0.078 0.115 0.000 0.631 2.8000 0.079 0.119 0.000 0.638 2.8500 0.080 0.123 0.000 0.646 2.9000 0.081 0.127 0.000 0.653 2.9500 0.082 0.131 0.000 0.661 3.0000 0.082 0.135 0.000 0.668 3.0500 0.083 0.140 0.000 0.676 3.1000 0.084 0.144 0.000 0.683 3.1500 0.085 0.148 0.000 0.691 3.2000 0.086 0.152 0.000 0.698 3.2500 0.087 0.157 0.000 0.706 3.3000 0.088 0.161 0.000 0.713 3.3500 0.089 0.166 0.000 0.720 3.4000 0.090 0.170 0.000 0.728 3.4500 0.091 0.175 0.000 0.735 3.5000 0.092 0.179 0.000 0.743 3.5500 0.093 0.184 0.000 0.750 3.6000 0.094 0.189 0.000 0.758 3.6500 0.094 0.193 0.000 0.765 3.7000 0.095 0.198 0.000 0.773 3.7500 0.096 0.203 0.000 0.780 3.8000 0.097 0.208 0.000 0.788 3.8500 0.098 0.213 0.000 0.795 3.9000 0.099 0.218 0.000 0.803 3.9500 0.100 0.223 0.000 0.810 4.0000 0.101 0.228 0.000 0.818 4.0500 0.102 0.233 0.000 0.825 4.1000 0.103 0.238 0.000 0.833 4.1500 0.104 0.243 0.000 0.840 4.2000 0.105 0.248 0.000 0.848 4.2500 0.106 0.254 0.000 0.855 4.3000 0.107 0.259 0.000 0.863 4.3500 0.107 0.264 0.000 0.870 4.4000 0.108 0.270 0.000 0.877 4.4500 0.109 0.275 0.000 0.885 4.5000 0.110 0.281 0.000 0.892 ___________________________________________________________________ ___________________________________________________________________ ANALYSIS RESULTS Stream Protection Duration ___________________________________________________________________ Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.99 Total Impervious Area:0 ___________________________________________________________________ Mitigated Landuse Totals for POC #1 Total Pervious Area:0.564 Total Impervious Area:0.426 ___________________________________________________________________ Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.000767 5 year 0.001313 10 year 0.001812 25 year 0.00264 50 year 0.003429 100 year 0.004392 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 ___________________________________________________________________ Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1956 0.006 0.000 1957 0.001 0.000 1958 0.001 0.000 1959 0.001 0.000 1960 0.001 0.000 1961 0.001 0.000 1962 0.001 0.000 1963 0.001 0.000 1964 0.001 0.000 1965 0.001 0.000 1966 0.001 0.000 1967 0.001 0.000 1968 0.001 0.000 1969 0.001 0.000 1970 0.001 0.000 1971 0.002 0.000 1972 0.017 0.000 1973 0.001 0.000 1974 0.001 0.000 1975 0.001 0.000 1976 0.001 0.000 1977 0.001 0.000 1978 0.001 0.000 1979 0.001 0.000 1980 0.001 0.000 1981 0.001 0.000 1982 0.001 0.000 1983 0.001 0.000 1984 0.001 0.000 1985 0.001 0.000 1986 0.001 0.000 1987 0.001 0.000 1988 0.001 0.000 1989 0.001 0.000 1990 0.001 0.000 1991 0.003 0.000 1992 0.001 0.000 1993 0.001 0.000 1994 0.000 0.000 1995 0.001 0.000 1996 0.001 0.000 1997 0.001 0.000 1998 0.001 0.000 1999 0.001 0.000 2000 0.001 0.000 2001 0.001 0.000 2002 0.000 0.000 2003 0.001 0.000 2004 0.001 0.000 2005 0.000 0.000 2006 0.001 0.000 2007 0.001 0.000 2008 0.000 0.000 2009 0.001 0.000 2010 0.001 0.000 2011 0.001 0.000 ___________________________________________________________________ Stream Protection Duration Ranked Annual Peaks for Predeveloped and M itigated. POC #1 Rank Predeveloped Mitigated 1 0.0165 0.0000 2 0.0055 0.0000 3 0.0028 0.0000 4 0.0022 0.0000 5 0.0008 0.0000 6 0.0008 0.0000 7 0.0008 0.0000 8 0.0008 0.0000 9 0.0008 0.0000 10 0.0008 0.0000 11 0.0008 0.0000 12 0.0008 0.0000 13 0.0008 0.0000 14 0.0008 0.0000 15 0.0008 0.0000 16 0.0008 0.0000 17 0.0008 0.0000 18 0.0008 0.0000 19 0.0008 0.0000 20 0.0008 0.0000 21 0.0008 0.0000 22 0.0008 0.0000 23 0.0008 0.0000 24 0.0008 0.0000 25 0.0008 0.0000 26 0.0008 0.0000 27 0.0008 0.0000 28 0.0008 0.0000 29 0.0008 0.0000 30 0.0008 0.0000 31 0.0008 0.0000 32 0.0008 0.0000 33 0.0008 0.0000 34 0.0008 0.0000 35 0.0008 0.0000 36 0.0008 0.0000 37 0.0008 0.0000 38 0.0008 0.0000 39 0.0008 0.0000 40 0.0008 0.0000 41 0.0008 0.0000 42 0.0008 0.0000 43 0.0008 0.0000 44 0.0007 0.0000 45 0.0007 0.0000 46 0.0007 0.0000 47 0.0007 0.0000 48 0.0007 0.0000 49 0.0006 0.0000 50 0.0006 0.0000 51 0.0006 0.0000 52 0.0006 0.0000 53 0.0005 0.0000 54 0.0004 0.0000 55 0.0003 0.0000 56 0.0002 0.0000 ___________________________________________________________________ Stream Protection Duration POC #1 The Facility PASSED The Facility PASSED. Flow(cfs) Predev Mit Percentage Pass/Fail 0.0004 4200 0 0 Pass 0.0004 3613 0 0 Pass 0.0004 3100 0 0 Pass 0.0005 2649 0 0 Pass 0.0005 2237 0 0 Pass 0.0005 1879 0 0 Pass 0.0006 1607 0 0 Pass 0.0006 1357 0 0 Pass 0.0006 1163 0 0 Pass 0.0007 922 0 0 Pass 0.0007 663 0 0 Pass 0.0007 467 0 0 Pass 0.0008 270 0 0 Pass 0.0008 116 0 0 Pass 0.0008 22 0 0 Pass 0.0008 21 0 0 Pass 0.0009 21 0 0 Pass 0.0009 20 0 0 Pass 0.0009 19 0 0 Pass 0.0010 19 0 0 Pass 0.0010 18 0 0 Pass 0.0010 18 0 0 Pass 0.0011 18 0 0 Pass 0.0011 17 0 0 Pass 0.0011 16 0 0 Pass 0.0012 16 0 0 Pass 0.0012 16 0 0 Pass 0.0012 14 0 0 Pass 0.0012 13 0 0 Pass 0.0013 12 0 0 Pass 0.0013 12 0 0 Pass 0.0013 12 0 0 Pass 0.0014 12 0 0 Pass 0.0014 11 0 0 Pass 0.0014 11 0 0 Pass 0.0015 11 0 0 Pass 0.0015 10 0 0 Pass 0.0015 10 0 0 Pass 0.0016 10 0 0 Pass 0.0016 10 0 0 Pass 0.0016 10 0 0 Pass 0.0016 10 0 0 Pass 0.0017 9 0 0 Pass 0.0017 9 0 0 Pass 0.0017 9 0 0 Pass 0.0018 9 0 0 Pass 0.0018 9 0 0 Pass 0.0018 9 0 0 Pass 0.0019 9 0 0 Pass 0.0019 9 0 0 Pass 0.0019 9 0 0 Pass 0.0020 9 0 0 Pass 0.0020 9 0 0 Pass 0.0020 8 0 0 Pass 0.0020 8 0 0 Pass 0.0021 8 0 0 Pass 0.0021 8 0 0 Pass 0.0021 7 0 0 Pass 0.0022 7 0 0 Pass 0.0022 7 0 0 Pass 0.0022 6 0 0 Pass 0.0023 6 0 0 Pass 0.0023 6 0 0 Pass 0.0023 6 0 0 Pass 0.0024 6 0 0 Pass 0.0024 6 0 0 Pass 0.0024 6 0 0 Pass 0.0024 6 0 0 Pass 0.0025 6 0 0 Pass 0.0025 6 0 0 Pass 0.0025 6 0 0 Pass 0.0026 6 0 0 Pass 0.0026 6 0 0 Pass 0.0026 6 0 0 Pass 0.0027 6 0 0 Pass 0.0027 6 0 0 Pass 0.0027 6 0 0 Pass 0.0028 6 0 0 Pass 0.0028 5 0 0 Pass 0.0028 5 0 0 Pass 0.0028 4 0 0 Pass 0.0029 4 0 0 Pass 0.0029 4 0 0 Pass 0.0029 4 0 0 Pass 0.0030 4 0 0 Pass 0.0030 4 0 0 Pass 0.0030 4 0 0 Pass 0.0031 4 0 0 Pass 0.0031 4 0 0 Pass 0.0031 4 0 0 Pass 0.0032 4 0 0 Pass 0.0032 4 0 0 Pass 0.0032 4 0 0 Pass 0.0032 4 0 0 Pass 0.0033 4 0 0 Pass 0.0033 4 0 0 Pass 0.0033 4 0 0 Pass 0.0034 4 0 0 Pass 0.0034 4 0 0 Pass 0.0034 4 0 0 Pass _____________________________________________________ ___________________________________________________________________ Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. ___________________________________________________________________ LID Report LID Technique Used for Total Volume Volume Infiltration Cumulative Percent Water Quality Percent Comment Treatment? Needs Through Volume Volume Volume Water Quality Treatment Facility (ac-ft.) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Gravel Trench Bed 1 POC N 60.74 N 100.00 Total Volume Infiltrated 60.74 0.00 0.00 100.00 0.00 0% No Treat. Credit Compliance with LID Standard 8 Duration Analysis Result = Passed ___________________________________________________________________ Perlnd and Implnd Changes No changes have been made. ___________________________________________________________________ This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. 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