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DNS REVIEWED PLN_BLD2020-0733+GEO REPORT+9.12.2021_10.16.18_PM+2403884NELSON GEOTECHNICAL ASSOCIATES. INC. August 24, 2021 Chris Pichner VIA Email: chrispichner@yahoo.com Geotechnical Engineering Evaluation Pichner Retaining Walls 8120 Talbot Road Edmonds, Washington NGA File No. 1285921 17311-1351h Ave. N.E. Suite A-500 Woodinville, WA 98072 (425) 486-1669 www.nelsongeotech.com Dear Chris: NELSON GEOTECHNICAL ASSOCIATES, INC. (NGA) is pleased to submit the results of our geotechnical engineering evaluation of the retaining wall project located at 8120 Talbot Road in Edmonds, Washington. Our services were completed in accordance with the services agreement signed by you on July 6, 2021. INTRODUCTION The property is irregular in shape and covers 0.39 acres in area. It is currently occupied by a single-family residence. The property is bordered by Talbot Road to the north, Perrinville Creek to the south, and by residential properties to all other sides. Topographically, the site consists of a level terrace that forms the northern portion of the property with a steep southwest -facing ravine slope leading down toward Perrinville Creek. We understand you recently performed some work on the property. Based on conversations with you, this work was to remove invasive blackberry bushes from the slope and remove garbage and debris that had been cast over the slope by the previous owner. We also understand that an unpermitted tiered retaining wall system consisting of four approximately 4.0-foot-tall tiers was constructed on the property to help anchor two mature fir trees. The City of Edmonds has mapped Environmentally Critical Areas (ECAs) containing steep slopes and wetlands within the site and has requested the bottom two tiers of the retaining wall system be removed, and the area within the wetland buffer restored. A geotechnical report was previously issued for this site by Bruce McCann; however, the City of Edmonds has requested a new geotechnical report to address critical area restoration in the areas affected by disturbance by the lower two retaining walls. We have been requested to provide this letter for an assessment outlining considerations for the removal of the walls and restoration of disturbed areas. Geotechnical Engineering Evaluation Pichner Retaining Walls Edmonds, Washington SCOPE NGA File No. 1285921 August 24, 2021 Page 2 The purpose of this evaluation is to present our review of existing site conditions, and provide our findings, opinions and conclusions regarding existing geotechnical and geologic conditions at the site. Based on our understanding of the project and anticipated needs, the specific services provided by NGA included: Reviewing available soil and geologic maps of the area. Exploring the subsurface soil and groundwater conditions in the vicinity of the disturbed area with hand tool explorations, where possible. Mapping the conditions on the site slopes using shallow, hand -tool explorations where necessary to construct geological cross sections and qualitatively evaluate slope stability. 4. Performing laboratory grain -size sieve analysis on soil samples, as necessary. Providing recommendations for retaining wall removal and restoration of site slopes, as warranted. Providing general recommendations for site drainage and erosion control. Documenting the results of our findings, conclusions, and recommendations in a written geotechnical letter. EXISTING CONDITIONS Surface Conditions The property is irregular in shape and covers 0.39 acres in area. It is currently occupied by a single-family residence. The property is bordered by Talbot Road to the north, Perrinville Creek to the south, and by residential properties to all other sides. Sparse mature trees vegetate the slope, including two large fir trees near the top of slope below the residence, and some recently planted landscaping plants and fruit trees within the terraced retaining walls. Topographically, the site consists of a level terrace that occupies the northern portion of the property with a steep southwest -facing ravine slope leading down toward Perrinville Creek. The slope is heavily terraced below the two fir trees by a series of rockeries and retaining walls, and most soil on the slope remains surficially loose and unvegetated. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA File No. 1285921 Pichner Retaining Walls August 24, 2021 Edmonds, Washington Page 3 The slope steps down at inclinations up to 48 degrees. The installed retaining walls appear to consist of landscaping pavers. Walls are up to 4-feet 2-inches in exposed height and 5-feet 8-inches in total height with embedment, as shown on Cross -Section A -A' in Figure 3. The walls did not appear to be structural or engineered, and no geogrid was found behind the walls. Subsurface Conditions The geologic units for this area are mapped on the Geologic Map of the Edmonds East and Part of the Edmonds West Quadrangles, Washington by Minard, J.P. (USGS, 1983). The site is mapped as Vashon Glacial Till (Qvt) within the site and in the vicinity of the property. Glacial till is described as a moderately to highly compact, poorly sorted mixture of silt, sand, gravel, cobbles, and boulders deposited directly by the continental ice sheet. During our explorations, we encountered a gray, fine to coarse sand with silt in a loose to medium dense condition that we interpreted instead to be Advance Outwash soils. Advance outwash is described as a clean sand with minor silt, usually encountered in a medium dense or better condition. Explorations: The subsurface conditions within the site were explored on July 23, 2021 by performing three hand -tool explorations. The approximate locations of our explorations are shown on the Site Plan in Figure 2. A geologist from Nelson Geotechnical Associates, Inc. (NGA) was present during the explorations, collected samples of the soils encountered, and maintained a log of the explorations. The soils were visually classified in general accordance with the Unified Soil Classification System, presented as Figure 4. The logs of the explorations are presented as Figure 5. Below we present a brief summary of the subsurface conditions in the following paragraph. For a detailed description of the subsurface conditions, the exploration logs should be reviewed. At the surface of Hand Augers 1 and 3, we encountered 3.0 to 4.0 feet of brown to brown gray topsoils which consisted of fine to coarse sand with gravel, silt, and trace iron oxide staining in a loose and dry to moist condition. Underlying this topsoil and weathered soil, we encountered gray, fine to coarse sand with gravel, silt, and trace iron oxide staining in a medium dense or better condition that we interpreted as native advance outwash soils. Within Hand Auger 2, which was performed behind the lower retaining wall, we encountered a few inches of 5/8" minus crushed rock underlain by approximately 3 feet of brown organic rich silty fine to coarse sand with organic debris. At depth, we encountered gray, fine to coarse sand with gravel that we interpreted as native advance outwash soils at depth. Hand Augers 1 through 3 met refusal at depths of 4.5, 5.5, and 5.2 feet below the existing ground surface, respectively. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA File No. 1285921 Pichner Retaining Walls August 24, 2021 Edmonds, Washington Page 4 Hydrogeologic Conditions We did not observe groundwater or seepage on the slope. During wetter periods of the year, we would expect that perched groundwater conditions could occur. Perched water occurs when surface water infiltrates through less dense, more permeable soils and accumulates on top of lower permeability soils. 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 fluctuate during drier and wetter periods of the year. SENSITIVE AREA EVALUATION Seismic Hazard We reviewed the 2018 International Building Code (IBC) for seismic site classification for this project. Since relatively competent soils are interpreted to underlie the site at depth, the site best fits the IBC description for Site Class D. Hazards associated with seismic activity include liquefaction potential and amplification of ground motion. Liquefaction is caused by a rise in pore pressures in a loose, fine sand deposit beneath the groundwater table. It is our opinion that the dense glacial deposits interpreted to underlie the site have a low to potential for liquefaction or amplification of ground motion. Erosion Hazard The criteria used for determination of the erosion hazard for affected areas include soil type, slope gradient, vegetation cover, and groundwater conditions. The erosion sensitivity is related to vegetative cover and the specific surface soil types, which are related to the underlying geologic soil units. The Natural Resources Conservation Service (NRCS) of the Snohomish County area was reviewed. The soil in the development portions of the site is listed as Alderwood-Urban land complex, 2 to 8 percent slopes. Based on our experience in the area and the material encountered, we would interpret this site as having a moderate to severe erosion hazard where the surficial soils are exposed on the slope, but a slight erosion potential for undisturbed soils with adequate vegetative cover. It is our opinion that the erosion hazard for site soils should be low to moderate in areas where the site is not disturbed. Landslide Hazard/Slope Stability The criteria used for evaluation of landslide hazards include soil type, slope gradient, and groundwater conditions. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA File No. 1285921 Pichner Retaining Walls August 24, 2021 Edmonds, Washington Page 5 Topographically, the site consists of a level terrace that occupies the northern portion of the property with a steep southwest -facing ravine slope leading down toward Perrinville Creek. The slope is heavily terraced below the two fir trees by a series of rockeries and retaining walls, and most soil on the slope remains surficially loose and unvegetated. The slope steps down at inclinations up to 48 degrees. The installed retaining walls appear to consist of landscaping pavers. Walls are up to 4-feet 2-inches in exposed height and 5-feet 8-inches in total height with embedment, as shown on Cross -Section A -A' in Figure 3. It is our opinion that while there is potential for erosion, soil creep, and shallow failures within the loose surficial soils and undocumented fill on the site slopes, the potential for deep-seated slope failure under current site conditions is low. Based on geologic mapping and observations of surface features at this and adjoining sites, the risk of failure does not appear to be greater than what would be expected on similar sites within this area of the City of Edmonds. Proper restoration and site grading and drainage as well as slope maintenance, as recommended in this letter, should help maintain current stability conditions. CONCLUSIONS AND RECOMMENDATIONS General Based on our explorations and observations of the current site conditions, it is our opinion, from a geotechnical standpoint, that the removal of the retaining walls within the critical area is feasible, provided the recommendations for erosion control and drainage, as discussed within this letter, are followed. In general, we understand that the lower, tallest wall as well as the lower tier of a tiered wall will need to be removed from the wetland Critical Areas per the City's requests. We recommend that the wall facing of each wall be removed systematically, course by course such that the soils can be pulled back and not allowed to reach and further load steeper slopes near the creek or encroach further on the Critical Areas. All debris, including the organic -rich topsoils and demolished wall blocks, should be promptly removed from the slope. Existing native glacial advance outwash may be sloped back once the wall is removed, to an inclination of no more than 3.5H:1V within the removal areas, and should be sloped up to provide additional embedment for the walls above to remain in place. Due to the bottom tier of the tiered wall above the lowest wall also possibly requiring removal, we anticipate bracing or shoring will be needed to retain the top tier of the wall, otherwise this may result in the need to demolish both tiers at the same time. If complete demolition of both tiers takes place, we anticipate significant surficial soil disturbance. In such a case, additional erosion control measures to mitigate surficial soil disturbance will be required. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA File No. 1285921 Pichner Retaining Walls August 24, 2021 Edmonds, Washington Page 6 In general, we recommend the surface soils be disturbed as little as possible during wall removal, and that newly graded soils be surficially compacted and erosion control measures be put in place following demolishing activities. We recommend that stormwater runoff from the roof drains and any remaining retaining walls be collected and tightlined to a suitable discharge point, likely through an HDPE pipe set to discharge at the base of the site slopes. Detailed recommendations are included within the Erosion Control and Slope Protection subsection of this letter. The surficial soils encountered on this site are considered moisture -sensitive and may disturb easily when wet. To lessen the potential impacts of construction and to reduce cost overruns and delays, we recommend that demolition take place during dry weather, if possible. If demolition takes place during the rainy months, additional expenses and delays should be expected. These extra expenses could include additional erosion control and temporary drainage measures to protect the proposed retaining wall removal and ECA restoration area. Erosion Control and Slope Improvements The on -site soils can have a high potential of erosion, if left loose and exposed, and depending on how the site is graded and how water is allowed to concentrate. Best Management Practices (BMPs) should be used to control erosion. Areas disturbed during wall removal should be protected from erosion. Measures taken may include diverting surface water away from the stripped areas and bare soils. Silt fences or straw bales should be erected to prevent muddy water from flowing over the site slopes or onto neighboring properties. Disturbed and regraded areas (no steeper than 3.5H:1V in the vicinity of the removed lower retaining wall) should be surficially compacted and replanted with vegetation at the end of demolition. The final graded slope and any loose or disturbed soil should be stabilized by plantings and erosion control measures consisting of heavy-duty jute netting or coconut coir grid. The matting should be staked with 2- to 3-foot long metal rebar that has a metal "T" welded to the end. The mat should be staked to the surface every five feet. After the matting is placed, we recommended that deep-rooted vegetation be planted on the slope and grass seed be placed to re-establish vegetation growth. The vegetation should be maintained until established. In general, we recommend a mixture of 25 percent each of the following vegetation: Snowberry (Symphoricarpos albus), Nootka rose (Rosa nutkana), Ocean Spray (Holodiscus discolor), and Oregon -grape (Manhonia nervosa). However, a vegetation restoration plan developed by a licensed biologist or wetland scientist is also acceptable. Final grading should incorporate appropriate erosion control measures to route stormwater runoff away from sloping areas and to appropriate discharge locations. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA File No. 1285921 Pichner Retaining Walls August 24, 2021 Edmonds, Washington Page 7 Runoff generated within the site, including roof downspouts, yard areas, and any other hard surfaces should be collected into catch basins and yard drains and tightlined into an approved stormwater management system. Under no circumstances should runoff be allowed to flow over the site slopes either during construction or on a permanent basis after construction has been completed. Protection of the slope areas should be performed as required by the City of Edmonds. Specifically, we recommend that the site steep slopes not be disturbed or modified through placement of any fill or removal of the existing vegetation. No material of any kind, such as excavation spoils, lawn clippings, debris, and soil stockpiles, should be placed on or near the slope. Any sloping areas disturbed during construction should be planted as soon as practical to reduce the potential for erosion. The new vegetation should be maintained until it is established. Replacement of vegetation should be performed in accordance with the City of Edmonds code. Under no circumstances should water be allowed to concentrate on the slopes. No additional material of any kind should be placed on the slope or be allowed to reach the slope, such as excavation spoils, lawn clippings, and other yard waste, trash, and soil stockpiles. Trees should not be cut down or removed from the steep slope unless a mitigation plan is developed and approved by the County. Under no circumstances should water be allowed to concentrate on the slopes. All runoff generated on this site should be tightlined down to bottom of slope. Site Drainage Surface Drainage: Runoff generated on this site should be collected and routed into a permanent discharge system. This should include all downspouts and footing drains, and runoff generated on all hard surfaces and yards areas. Under no circumstances should water be allowed to flow uncontrolled over the slopes. Stormwater generated within the site can be directed to a new stormwater pipe system installed to discharge at the toe of the steep slopes. We can provide additional recommendations for an HDPE pipe system if deemed feasible and desired during the final design of the property. CLOSURE All people who own or occupy homes on hillsides should realize that landslide movements are always a possibility. The steep slope should be periodically inspected by the landowner, especially after winter storms. If distress is evident, a geotechnical engineer should be contacted for advice on remedial/preventative measures. The probability that landsliding will occur is substantially reduced by the installation and proper maintenance of drainage systems at the site. Therefore, the homeowner should recognize the responsibility for monitoring and maintaining the drainage systems. Consequently, we recommend that a copy of this letter be provided to any future homeowners if the property is sold. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Pichner Retaining Walls Edmonds, Washington USE OF THIS LETTER NGA File No. 1285921 August 24, 2021 Page 8 NGA has prepared this letter for Chris Pichner and his agents, for use in the removal of the retaining wall on this site only. This letter is a specific evaluation of the retaining wall area and should not be considered an evaluation of the entire site. The scope of our work does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractors' methods, techniques, sequences, or procedures, except as specifically described in our letter for consideration in design. There are possible variations in subsurface conditions between the explored and unexplored areas and also with time. Our letter, conclusions, and interpretations should not be construed as a warranty of subsurface conditions. A contingency for unanticipated conditions should be included in the budget and schedule. We recommend that NGA be retained to review project plans prior to construction and to monitor wall installation. These additional services are intended to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not construction activities comply with specifications. We should be contacted a minimum of one week prior to construction activities and could attend pre -construction meetings if requested. Within the limitations of scope, schedule and budget, our services have been performed in accordance with generally accepted geotechnical engineering practices in effect in this area at the time this letter was prepared. No other warranty, expressed or implied, is made. Our observations, findings, and opinions are a means to identify and reduce the inherent risks to the owner. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Pichner Retaining Walls Edmonds, Washington NGA File No. 1285921 August 24, 2021 Page 9 We trust this letter meets with your needs at this time. If there are any questions concerning this letter or if we can provide additional services, please call. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. Katelyn S. Brower, GIT Project Geologist S� °WwA , , e r AIL 35211 w �J0NAL 08.24.2021 Khaled M. Shawish, PE Principal KSB:KMS:dy Five Figures Attached NELSON GEOTECHNICAL ASSOCIATES, INC. VICINITY MAP Not to Scale Project Site Southwest County Park P E R R I N V I L L E Meadowdale Playfields19 T- Mel and Mia's 188th St sw Seen St SW Lynndale Park Picnic Shelter > D Edmonds, WA 6 Project Number .91111111hill, II son GEOTECHnICAL No. Date Revision By cK o 1285921 Pichner Retaining Wall ASSOCIATES, inc 1 8/10/21 Original DPN KSB > Vicinity Map Woodinville Office Wenatchee Office Figure 1 17311-135th Ave. NE, A-500 105 Palouse St. UO Woodinville, WA 98072 Wenatchee, WA 98801 ww.nelsongeotech.com (425)486-1669/Fax . 481-2510 (509) 665-7696 / Fax: 665-7692 L o r -Al 71 ..,W, LEGEND Property line I HA-1 Number and approximate 0 40 80 N location of hand auger N Approximate Scale: 1 inch = 40 feet A A' Approximate location L� of cross-section a Reference: Site Plan based on field measurements, observations, and aerial parcel map review. a Project Number , IlELS0t1 GEOTECHIIICAL No. Date Revision By cK c 1285921 Pichner Retaining Wall ASSOCIATES, inc1 8/10/21 Original DPN KSB Schematic Site Plan �j %y Woodinville Office Wenatchee Office 2 Figure 2 17311-135th Ave. NE, A-500 105 Palouse St. L Woodinville, WA 98072 Wenatchee, WA 98801 w.nelsongeotechco,n (425)486-1669I1`ax.481-2510 (509)665-76961 Fax: 665-7692 t A Al T 1 O. M 00 0-F lWl^^ r V1 CD N m Southwest Northeast 80 80 n � Cnn m Cn Existing Residence cD CD 60 60 o D D� D � -v (D HA-1 40 c 40 HA-2 F find �� Creek HA-3 Fill w 3 L 7 p M 20 48' 20 � � , � = cas O TD Q o N = am 0 Cn m 0 0 _, c-) 0 20 40 60 80 100 120 140 R n Exploration Distance (feet) o v m fD Hand Auger Designation --> HA-1 o � y' Groundwater Level ---> 1 NOTES: During Exploration 1) Stratigraphic conditions are interpolated between Geologic Contact --> ? _ _ —? 2) the explorations. Actual conditions may vary. Elevations are arbitrary. oo (approximate) Reference: Cross Section is based on field measurements using a hand-held clinometer and 100-ft tape measure. W W \\hill\company\2021 NGA Project Folders\12859-21 Pichner Retaining Wall\Drafting\CS.dwg UNIFIED SOIL CLASSIFICATION SYSTEM GROUP MAJOR DIVISIONS GROUP NAME SYMBOL CLEAN GW WELL -GRADED, FINE TO COARSE GRAVEL COARSE- GRAVEL GRAVEL GP POORLY -GRADED GRAVEL GRAINED MORE THAN 50 GM OF COARSE FRACTION OF SILTY GRAVEL RETAINED ON SOILS NO.4 SIEVE WITH FINES GC CLAYEY GRAVEL SAND CLEAN SW WELL -GRADED SAND, FINE TO COARSE SAND SAND SP POORLY GRADED SAND MORE THAN 50 % RETAINED ON MORE THAN 50 % NO. 200 SIEVE OF COARSE FRACTION SAND SM SILTY SAND PASSES NO. 4 SIEVE WITH FINES SC CLAYEY SAND FINE - SILT AND CLAY ML SILT INORGANIC GRAINED LIQUID LIMIT CL CLAY LESS THAN 50 % SOILS ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILT AND CLAY MH SILT OF HIGH PLASTICITY, ELASTIC SILT INORGANIC MORE THAN 50 % PASSES LIQUID LIMIT CH CLAY OF HIGH PLASTICITY, FAT CLAY NO. 200 SIEVE 50 % OR MORE ORGANIC CH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: 1) Field classification is based on visual SOIL MOISTURE MODIFIERS: examination of soil in general accordance with ASTM D 2488-93. Dry - Absence of moisture, dusty, dry to the touch 2) Soil classification using laboratory tests is based on ASTM D 2488-93. Moist - Damp, but no visible water. 3) Descriptions of soil density or Wet - Visible free water or saturated, consistency are based on usually soil is obtained from interpretation of blowcount data, below water table visual appearance of soils, and/or test data. Project Number IIELSOn GEOTECHnICAL No. Date Revision By cK 1285921 Pichner Retaining Wall Soil Classification Chart' ASSOCIATES, inc 1 8/10/21 Original DPN KSB Figure 4 Woodinville Office Wenatchee Office 17311-135th Ave. NE, A-500 105 Palouse St. Woodinville, WA 98072 Wenatchee, WA 98801 ww.nelsongeotech.com (425) 486-1669 / Fax: 481-2510 (509) 665-7696 / Fax: 665-7692 LOG OF EXPLORATION DEPTH (FEET) USCS SOIL DESCRIPTION HAND AUGER ONE 0.0 - 2.0 BROWN, FINE TO MEDIUM SAND WITH SILT, ORGANICS, AND ROOTS (LOOSE, DRY) (FILL) 2.0 - 3.0 BROWN -GRAY, FINE TO COARSE SAND WTH GRAVEL AND IRON -OXIDE STAINING (LOOSE, DRY TO MOIST) (FILL) 3.0 -4.5 SP GRAY, FINE TO COARSE SAND WITH GRAVEL AND TRACE SILT (MEDIUM DENSE TO DENSE, DRY TO MOIST) SAMPLE WAS COLLECTED AT 3.5 FEET GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED HAND AUGER CAVING WAS NOT ENCOUNTERED HAND AUGER WAS COMPLETED AT 4.5 FEET ON 07/23/2021 HAND AUGER TWO 0.0-0.2 5/8-INCH MINUS CRUSHED ROCK (FILL) 0.2 - 3.0 DARK BROWN, SILTY FINE TO MEDIUM SAND WITH ORGANICS AND COMPOST (LOOSE, MOIST) (FILL) 3.0 - 5.0 BROWN, SILTY FINE TO COARSE SAND WITH ORGANICS AND ROOTS (LOOSE TO MEDIUM DENSE, MOIST) (FILL) 5.0 - 5.5 SP GRAY, FINE TO COARSE SAND WITH GRAVEL (MEDIUM DENSE, MOIST) SAMPLES WERE NOT COLLECTED GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED HAND AUGER CAVING WAS NOT ENCOUNTERED HAND AUGER WAS COMPLETED AT 5.5 FEET ON 07/23/2021 HAND AUGER THREE 0.0-4.0 BROWN TO BROWN -GRAY, FINE TO COARSE SAND WITH GRAVEL, ROOTS, AND ORGANICS (LOOSE, MOIST) (FILL) 4.0 - 5.2 SP-SM GRAY, FINE TO COARSE SAND WITH GRAVEL, SILT, AND TRACE IRON -OXIDE STAINING (MEDIUM DENSE TO DENSE, MOIST) SAMPLE WAS COLLECTED AT 5.0 FEET GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED HAND AUGER CAVING WAS NOT ENCOUNTERED HAND AUGER WAS COMPLETED AT 5.2 FEET ON 07/23/2021 DPN:KSB NELSON GEOTECHNICAL ASSOCIATES, INC. FILE NO 1285921 FIGURE 5