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ENG2020-0141 ROW PERMIT APPOf EDti104/ ROW PERMIT NO.: ENG ISSUE DATE: RIGHT-OF-WAY CONSTRUCTION PERMIT APPLICATION PROJECT NAME: CONTACT: (H, Lc HAZI- 024t1K,.4e. AJ"w1 CONTRACTOR: MFTNGD N D,sG4PES [.,,Phone #: VZS — 318- L383 Mailing Address: po &O x 2.7.f 0vv ac.c.wA Fax #: 4pnio State License #: /LIg rt-JO 14L SZI Email #: �.�,jed �-{t�oa�fj�-,o/Scartt. Gates City Business License #: ® Liability Insurance Bonded ADDRESS OR INTERSECTION OF CONSTRUCTION: / 7905 T,q.,ao-r aD EDHv vDs w-4 ROW WORK ASSOCIATED WITH THE FOLLOWING TYPE OF PROJECT: ❑ Commercial Subdivision El City Project Traffic Control (Only) ❑ Multi -Family & Single Family ❑ EUC (PUD, VERIZON, PSE, COMCAST, OVWSD): Is this permit part of a blanket permit? ❑ Other ❑ Yes ❑ No ANY ASSOCIATED PERMITS? I BLD# ENG# DESCRIPTION OF PROPOSED WORK (Be Specific) : Re-4w vt e is 6 � j 14:;il`!i 1,4 or, �Iea-�p f►lace bvr7A & IY4-14 WO 11aAJ Y "rx 81 i vle.- ee.4e.e-Ze,oayev r sr zLr 6 O p s9, �� in�ly uu<'i'�7 `1'�x >r'soLo�E� covesE &"04 , 3 / i 3 % 4- OVA -('AS , ea C-A +r&ov 4rnrkj .S 4 rM wJw l ^ 4 NV S 1'q-d -wEc PAY wEcc S WAS STREET OVERLAYED WITHIN THE LAST FIVE 5 YEARS? YES 7T NO L I Year: PAVEMENT CUT: 9 Yes ❑ No If yes, indicate size of cut: x CONCRETE CUT: ❑ Yes ❑ No If yes, indicate size of cut: X. 45 �1 G r `, /J j� (/ten��/� f�9F /`r�,�Qr� �3 /7 " 4< (y/z� �'7 'rr /�� 't-a-'1 -7-21 ��-� RIGHT-OF-WAY CLOSURE AREA TOTAL DURATION (NUMBER OF MONTHS) Sidewalk 48 Hrs + LF Alley 72 Hrs + LF X LF SF X LF SF Parking 72 Hrs + LF X LF SF APPLICANT TO READ AND SIGN *Traffic control and public safety shall be in accordance with City regulations as required by the City Engineer. Every flagger must be trained as required by (WAC) 296-155-305 and must have certification verifying completion of the required training in their possession. *Restoration is to be in accordance with City codes and Standards. All street -cut trench work shall be patched with asphalt or City approved material prior to the end of the workday — NO EXCEPTIONS. Indemnity. The Applicant has signed an application which states he/she hold the City of Edmonds harmless from injuries, damages or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the City of Edmonds or any of its departments or employees, including defense costs and attorney fees by reason of granting this pennit. I have read the above statements and understand the permit requirements and acknowledge that I must follow all requirements in ordef formepermit to be valid. SIGNATURE DATE Contractor or Agent NO WORK SHALL BEGIN PRIOR TO PERMIT ISSUANCE +rerr.. Io \ STATE OF WASHINGTON Limited Liability Company METHOD HARDSCAPES LLC 17905 TALBOT RD EDMONDS, WA 98026-5327 TAX REGISTRATION - ACTIVE BUSINESS LICENSE CITY ENDORSEMENTS: EDMONDS GENERAL BUSINESS - NON-RESIDENT - ACTIVE This document lists the registrations, endorsements, and licenses authorized for the business named above. By accepting this document, the licensee certifies the information on the application was complete, true, and accurate to the best of his or her knowledge, and that business will be conducted in compliance with all applicable Washington state, county, and city regulations. UBI: 604217467 001 0002 STATE OF WASHINGTON METHOD HARDSCAPES LLC TAX REGISTRATION - ACTIVE 17905 TALBOT RD EDMONDS GENERAL BUSINESS - EDMONDS, WA 98026-5327 NON-RESIDENT - ACTIVE Issue Date: Jan 10, 2020 Unified Business ID #: 604217467 Business ID #: 001 Location: 0002 Expires: Dec 31, 2020 Director, Department of Revenue Expires: Dec 31, 2020 VICINITY MAP )S, N Not to Scale W ReSide011131 l.ockS e% Edmonds WA L Superior Fibers Project Center For Discovery 1 Edmonds Residential Site Southwest -I,, COUnly Park Stamm 410 Overlook Park S'q United State.,,; eN h Postal Service it 1841, Seaview ParkHnr;lip 1,ynndale Off -leash Dog Area Hu" Park T, seaview Elementary Scrlool P E R R t N V L L E .4 Lynndale Park Bay I g9th N - Picnic Shelter lame vorih t% �'W sw Flennefilaq t-yrindale School j. Edmonds, WA Project Number NELSON GEOTECHNICAL �GA No. Date Revision By CK 1151319 Liggitt-Hargis Driveway Improvements Infiltration -""-N- ASSOCIATES, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS 1 1/3120 Original DPN DJO Figure 1 Vicinity Map WoodinvIlloOffim Eml Wmaichos Offloo 17311-13141,Ave NF.A VA 6526 eduWy Lone, *2 Z' ' 06072 Feel We alches. WA 96802 F.Alli-2610 �nel—pt..h— -6w) 037611411F-6657M 4' SCH 40 PIPE CUT TO LENGTH PER DEPTH OF FI.O-W ELLS 4' PVC INLET W/ 1% MIN. SLOPE.- FWFF67 POROUS FILTER FABRIC WRAP, I' DIA. PERCOLATION HOLE KNOCK OUTS. SCORE AND KNOCK OUT ALL HOLES BEFORE WRAPPING THE FLOW WELL WITH LANDSCAPE FABRIC. J' TO I }' CLEAN GRAVEL BACKFILL RECOMMENDED. NOTE: • MUST BE INSTALLED 10' AWAY FROM STRUCTURE OR FOUNDATION. • FWAS24 KIT DOES NOT COME WITH FWPB24 BTM. • REFERENCE FLO-WELL CALCULATOR ON NDSPRO.COM NDS FLO-WELL.. GRAVEL INSTALLATION. 4' NDS GRATES, OR APPLICABLE IN LINE LOW PROFILE ADAPTERS. 4' SCH 40 COUPLING FWAS24C 24' DIA. FLOW WELL COVER. FWSPS3 (3) FLOW WELL SIDE PANELS. FWBP24 24' DIA. FLOW WELL BOTTOM. 4' DIA. DRAINAGE CONNECTION HOLES. UTILIZE HOLES AS NEEDED FOR INLETS AND OUTLETS. this N NDS NUW WE PUT WATCq IN IT3 PL,ACC TECENICAL SERVICES 1.988.823.4716 tceh.tmcc(Cnd.mx NON LOAD BEARING INSTALLATION. OPTIONAL SURFACE PORT CONFIGURATION. N•T.S, FWSD69 4' SCH. 40 SURFACE DRAIN INLET WITH GRATE 4' DIA. DRAINAGE CONNECTION HOLES. UTILIZE HOLES AS NEEDED FOR INLETS AND OUTLETS, 4' PVC INLET W/ 1% MIN. SL.OPE.- r-o' FWFF67 POROUS FILTER FABRIC WRAP. 1' DIA. PERCOLATION HOLE KNOCK OUTS. SCORE AND KNOCK OUT ALL HOLES BEFORE WRAPPING THE FLOW WELL WITH LANDSCAPE FABRIC. J' TO I} CLEAN GRAVEL BACKFILL RECOMMENDED. NOTE: • MUST BE INSTALLED 10' AWAY FROM STRUCTURE OR FOUNDATION. • FWAS24 KIT DOES NOT COME WITH FWPB24 BTM. • REFERENCE FLO-WELL CALCULATOR ON NDSPRO.COM NDS FLO-WELL'S GRAVEL INSTALLATION. FWAS24C 24' DIA. FLOW WELL COVER. FINISHED GRADE co tn FWSPS3 (3) FLOW WELL SIDE PANELS. FWBP24 24' DIA. FLOW WELL BOTTOM. -4' SCH40 PERFORATED PIPE COLUMN FOR STRUCTURAL STABILITY IN LOAD BEARING APPLICATIONS. N DS' WE PUT WATER IN IT9 PLACE 1BCHNICAI.BERNICE9 LIGHT VEHICULAR LOAD 'A' & 'B' INSTALLATION STACKED. N. T. E. H O L L A N D STONE (CONTINUED) Herringbone - 45' 'E11F Holland 2 x 8/ Holland 8 x 8 pattern 2 Holland 2 x 8/ Holland 8 x 8 pattern 1 Stackbond 8 x 8 / stackbond 12 x 12 PATTERN EXISTING RESIDENCE 17905 TALBOT ROAD co (NO N ' I a NEW 6'X6'X6' DRYWELL BELOW SWITHNDS PAVERPAVERS WITH NDS NEW BELGARD "HOLLAND" 4" X S" X 2 3/6" FLO-WEPER �' PAVERS IN HERRINGBONE PATTERN (TYP)TO DETAIL _ �� REPLACE EXISTING ASPHALT (NO CHANCE ZONE 1 TO EXTENTS) APPROX. 2476 SF OF REPLACED IMPERVIOUS 4" PERF TO DRYWELL NEW 4" PERF LINE IN 1 1/2" WASHED ROCK NEW 6'X6'X6' DRYWELL �.► W/ FILTER FABRIC ZONE WITH NDS FLO-WELL WRAP (TYP AT EDGE ZONE 3 FWAS24 PER DETAIL �/ OF PAVERS) _► NEW 6'X6'X6' DRYWELL �, P _ 'o GRp,VEt WITH NDS FLO-WELL FWAS24 PER DETAIL _ GO b, b� N cM APPROX. 174 SF OI (E) CB O R� REPLACED IMPERVIOUS AT �03 ` R NORTH APRON APPROX. 240 SF OF Z SITE PLAN REPLACED IMPERVIOUS AT SCALE:1 "=20'-0" NORTH APRON 0 10 2 30 STORMWATER PLAN SET MARK DATE PERMIT 03/10/20 HARGIS/LIGGITT RESIDENCE 2thodHardscapes 17905 TALBOT ROAD imeless. Outdoor. Elegance. EDMONDS, WA Phn: 425.318.6383 APN: 00594400004500 Web: methodhardscapes.com EXISTING RESIDENCE 17905 TALBOT ROAD zo N J NEW 6'X6'X6' DRYWELL BELOW PAVERS WITH NDS NEW BELGARD "HOLLAND" 4" X 8" X 2 3/8" FLO-WELL FWAS24 PAVERS IN HERRINGBONE PATTERN (TYP) TO PER DETAIL -- ZONE 1 REPLACE EXISTING ASPHALT (NO CHANCE TO EXTENTS) r' APPROX. 2476 SF OF REPLACED IMPERVIOUS % 4" PERF TO DRYWELL NEW 4" PERF LINE IN 1 1/2" WASHED ROCK i� NEW 6'X6'X6' DRYWELL �_—'�' W/ FILTER FABRIC ZONE 2 WITH NDS FLO-WELL WRAP (TYP AT EDGE �� ZONE 3 FWAS24 PER DETAIL OF PAVERS) NEW 6'X6'X6' DRYWELL /'� �, P �" 'o GRp,VE�- WITH NDS FLO-WELL -' FWAS24 PER DETAIL r-- O G�vE�' ba � a (E) MH � b) N m m J n: APPROX. 174 SF OI (E) CB =�.y� REPLACED IMPERVIOUS AT 1 R� � NORTH APRON APPROX. 240 SF OF Z SITE PLAN REPLACED IMPERVIOUS AT SCALE: 1 "=20'4' NORTH APRON 10 20 30 STORMWATER PLAN SET MARK DATE PERMIT 03/10/20 HARGIS/LIGGITT RESIDENCE r iethodHardscape5 17905 TALBOT ROAD I Imeless.Outdoor, Elegance, EDMONDS, WA Phn: 425.318.6383 APN: 00594400004500 Web: methodhardscapes.com EXISTING RESIDENCE 17905 TALBOT ROAD ao i i J NEW 6'X6'X6' DRYWELL BELOW PAVERS WITH NDS ' NEW BELGARD "HOLLAND" 4" X 8" X 2 3/8" FLO-WELL FWAS24 PAVERS IN HERRINGBONE PATTERN (TYP) TO PER DETAIL ZONE 1 REPLACE EXISTING ASPHALT (NO CHANCE �q_ TO EXTENTS) r` APPROX. 2476 SF OF REPLACED IMPERVIOUS 4" PERF TO DRYWELL NEW 4" PERF LINE IN 1 1/2" WASHED ROCK / ZONE 2 NEW 6'X6'X6' DRYWELL �_`~�' WITH NDS FLO-WELL Wl FILTER FABRIC ZONE 3 FWAS24 PER DETAIL WRAP (TYP AT EDGE �� OF PAVERS) J �� NEW 6'X6'X6' DRYWELL — ..� �, P — o G�VEI. WITH NDS FLO-WELL ° FWAS24 PER DETAIL (E) MH v) N J 0. APPROX. 174 SF OI (E) CBM'wi�-�� REPLACED 1 `O NORTHRVIOUS AT H APRON .� A�80 APPROX. 240 SF OF Z SITE PLAN REPLACED IMPERVIOUS AT SCALE: 1 "=20'4' NORTH APRON 0 10 20 30 / STORMWATER PLAN SET MARK DATE 3PERMIT 03l10/20 HARGIS/LIGGITT RESIDENCE rnethodHardscape: 17905 TALBOT ROAD Timeless. Outdoor. Elegance. EDMONDS, WA Phn: 425.318.6383 APN: 00594400004500 Web: methodhardscapes.com NELSON GiEOTIECHNIICAL. G. N A AssoaATEs, INC. GIEOTECHNICAL ENGINEERS & GEOLOGISTS Mai I OflIce t 7:11 1 -- 135" Ave N li, A-500 Woodinville, WA 98072 (425) 486.1669 • I"AX (425) 481-2510 January 10, 2020 Mr. Michael Orr Method Hardscapes VIA Email: info<<i)mcthodhardscapcs.com Stormwater Infiltration Evaluation Liggit-Hargis Property Hardscape Improvements 17905 Talbot Road Edmonds, Washington NGA File No. 1151319 Dear Mr. Orr: laiginecring-Geology Brand 5526 Industry Lane, #2 East Wenatchee, WA 98802 (509) 665-7696 FAX (509) 665-7692 This letter documents our explorations and provides our opinions and recommendations for the feasibility of stormwater infiltration on the Liggit-Hargis Property Hardscape Improvements project located at 17905 Talbot Road in Edmonds, Washington, as shown on the Vicinity Map in Figure 1. INTRODUCTION The site consists of a roughly rectangular -shaped parcel covering approximately 0.59 acres. The site is currently occupied by a single-family residence with a Y-shaped asphalt driveway within the central and western portions of the site, respectively. Topography within the site is generally level to gently sloping from southeast to northwest. Vegetation within the site generally consists of scattered young to mature trees and landscaping areas. We understand the proposed improvements within the property will consist of removing the existing asphalt driveway and replacing with a paver driveway in the same location. Due to the new or replaced impervious surface, we understand the City of Edmonds has requested an infiltration feasibility investigation, We have been requested to evaluate the infiltration capacity of the onsite soils. We collected samples and determined the infiltration rate based on the 2014 WSDOE Stormwater Management Manual. According to this manual and your architect, we understand that long-term design infiltration rates for this site are to be determined by performing on -site infiltration testing consisting of the Small Pilot Infiltration Test (PIT). Stormwater Infiltration Evaluation NGA Projeet. No. 1151319 Uggit-Hargis Property Hardscape Improvements January 10, 2020 Edmonds, Washington Page 2 SCOPE The purpose of this study is to explore and characterize the subsurface conditions within the site and to provide opinions and recommendations for stormwater infiltration. Specifically, our scope of services included the following: 1. Review available soil and geologic maps of the area. 2. Explore the subsurface soil and groundwater conditions within the site with backhoe excavated test pits. Excavation equipment to be provided by client. 3. Perform grain -size sieve analysis on selected soil samples, as needed. 4. Determine feasibility of on -site stormwater infiltration. 5. Provide long-term design infiltration rates based on one on -site small-scale Pilot Infiltration Test (PIT) per the 2014 DOE Stormwater Manual. Location and depth of test to be determined by civil engineer. Water for the test to be secured by client. 6. Provide recommendations for infiltration system installation. 7. Document the results of our findings, conclusions, and recommendations in a written geotechnical letter. SITE CONDITIONS Surface Conditions The site consists of a roughly rectangular -shaped parcel covering approximately 0.59 acres. The site is currently occupied by a single-family residence with a Y-shaped asphalt driveway within the central and western portions of the site, respectively. Topography within the site is generally level to gently sloping from southeast to northwest. Vegetation within the site generally consists of scattered young to mature trees and landscaping areas. We understand the proposed improvements within the property will consist of removing the existing asphalt driveway and replacing with a paver driveway in the same location. We did not observe any surface water within the site during our site visit on December 23, 2019. Subsurface Conditions Geology: The geologic units for this area are shown on Geologic map of the Edmonds East and hart of the Edmonds West quadrangles, Washington, by Minard, J.P. (USGS, 1983). The site is mapped as transitional beds (Qtb) with advance outwash (Qva) in close proximity to the site. Transitional bed deposits are described as massive, thick or thin beds and laminae of medium to dark gray clay, silt, and fine to very fine sand. Advance outwash is described as mostly clean, gray, pebbly sand with increasing amounts of gravel higher in the section. Our explorations generally encountered undocumented fill soils underlain by gray to gray -brown fine to medium sand with gravel, cobbles and trace boulder, consistent with the description of advance outwash. NELSON GEOTECHNICAL ASSOCIATES, INC. Stormwater Infiltration rvaluation NGA Prgject No. 1151319 Liggit-Hargis Property Hardscape Improvements January 10, 2020 T dinonds, Washington Page 3 Explorations: The subsurface conditions within the site were explored on December 23, 2019 by excavating two test pits with a mini trackhoe and completing one hand -tool exploration. The approximate locations of the exploration is shown on the Site Plan in Figure 2. A geologist from Nelson Geotechnical Associates, Inc. (NGA) was present during the explorations and maintained a log of the explorations. The soils were visually classified in general accordance with the Unified Soil Classification System, presented as Figure 3. The logs of the explorations are presented as Figure 4. We present a brief summary of the subsurface conditions in the following paragraphs. For a detailed description of the subsurface conditions, the exploration logs should be reviewed. At the surface of Infiltration Pit 1, we generally encountered approximately 2.0 feet of dark brown to brown, silty fine to medium sand with gravel, roots, and organics, which we interpreted as undocumented fill and/or surficial soils. Underlying the undocumented fill soils to a depth of 3.8 feet in our exploration, we generally encountered brown, silty fine to medium sand with roots, gravel, and iron oxide staining which we interpreted as undocumented fill. Underlying the fill material we encountered gray -brown, fine to coarse sand with varying amounts of silt, gravel, and trace roots, which we interpreted as native outwash deposits. Infiltration Pit 1 terminated at a depth of 5.0 feet below the existing ground surface. At the surface of Test Pit 1 and Hand Auger 1, we generally encounterd dark brown, silty fine to medium sand with gravel, roots, and organics which we interpreted as undocumented fill soils. Underlying the fill soils we encountered brown, silty fine to medium sand with gravel, and roots which we interpreted as undocumented fill soils. At depth in both Hand Auger 1 and Test Pit 1, we encountered fine to coarse sand with silt, and gravel which we interpted as native glacial advance outwash soils. Hydrogeologic Conditions We did not encounter groundwater seepage in our exploration. If groundwater is encountered within the site, we would interpret the groundwater seepage as perched groundwater. Perched water occurs when surface water infiltrates through less dense, more permeable soils, such as topsoil and the weathered horizon, and accumulates on top of a less permeable soil. 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 groundwater to decrease during drier times of the year and increase during wetter periods. NELSON GEOTECHNICAL ASSOCIATES, INC. Stormwater Infiltration Evaluation NGA Project No. 1151319 Liggit-Hargis Property Hardscape Improvements January 10, 2020 Edmonds, Washington Page 4 INFILTRATION TESTING We performed on -site infiltration testing based on the 2014 WSDOE Stormwater Management Manual for Western Washington. In accordance with this manual, on -site infiltration testing consisting of a Small Scale Pilot Infiltration Test (Small PIT) was used to determine the long-term design infiltration rates. Our explorations generally encountered fine to medium sand with varying amounts of silt and gravel that we interpreted as native glacial outwash soils at depth. We conducted a Small PIT within hifiltration Pit 1, as shown on the attached Site Plan in Figure 2. Infiltration Pit 1 measured 4.0-feet long by 3.0-feet wide by 5.0-feet deep. The hole was filled with approximately 12-inches of water and this level was maintained for six hours for the pre-soak period. At the end of the pre-soak period, the water flow rate into the hole was monitored with a Great Plains Industries (GPf) TM 075 water flow meter for one hour for the steady-state portion of the test. The flow rate for Infiltration Pit 1 stabilized at 0.33 gallons per minute (19.7 gallons per hour), which equates to an approximate infiltration rate of 2.64 inches per hour. The water was then shut off and the water level was monitored within the pit every 15-minutes for one hour for the falling head portion of the test. After an hour, the water level had dropped 2.375 inches. We utilized the value of 2.375 obtained in the falling head portion of the test as the overall measured infiltration rate for the native onsite soils. CONCLUSIONS Based on our on -site testing, it is our opinion that the native outwash soils encountered within the property are conduicive for traditional stormwater infiltration. In accordance with the 2014 WSDOE Stormwater Management Manual for Western Washington, correction factors of 0.9, 0.5, and 0.9 for CF,,, CFi, and CFm,, respectively for a total correction factor of 0,405. This correction factor was applied to the field measured infiltration rate of 2.375 inches per hour collected from the small PIT during the steady state portion of the testing. Using this correction factor, we calculated long-term design infiltration rate of 0.96 inches per hour to be utilized in designing the proposed infiltration systems founded within the native glacial soils. We recommend that the base of the on -site infiltration systems be terminated in the native glacial advance outwash deposits. Any infiltration systems within the site should be sized and designed utilizing the WSDOE stormwater manual and the provided design infiltration rate of 0.96 inches per hour. We did not encounter groundwater or indications of groundwater within the site to the depths explored. Infiltration systems within the site should be designed such that the minimum separation from the base of the infiltration systems to any impermeable surfaces and/or groundwater table is maintained. NELSON GEOTECHNICAL ASSOCIATES, INC. Stormwater Infiltration Evaluation NGA Project No. 1151319 Liggit-Hargis Property Hardscape Improvements January 10, 2020 Edmonds, Washington Page 5 We recommend that any additional infiltration systems be placed as to not negatively impact any proposed or existing nearby structures and also meet all required setbacks from existing property lines, structures, and sensitive areas as discussed in the drainage manual. In general, infiltration systems should not be located within proposed fill areas within the site associated with site grading or retaining wall backfill as such condition could lead to failures of the placed fills and/or retaining structures. We should be retained to evaluate the infiltration system design and installation during construction, if necessary. USE OF THIS LETTER This letter was prepared for Mr. Michael Orr and his agents, for use in planning and budgeting the above - referenced project only. Our services included an evaluation of the infiltration capability of the site soils at specific locations, and should not be considered as an in-depth geotechnical study of the site or an evaluation of the overall site stability. This letter may be used for bidding and estimating purposes, but our letter, conclusions, and interpretations should not be construed as a warranty of the subsurface conditions. The subsurface conditions between explorations may vary. A contingency for varying conditions should be incorporated into the project plans. We recommend that NGA be retained to review the design and provide monitoring and consultation services during construction 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 earthwork activities comply with contract plans and 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. Stormwater Infiltration Evaluation Liggit-Hargis Property Hardscape Improvements Edmonds, Washington NGA Project No. 1151319 January 10, 2020 Pagc 6 We appreciate the opportunity to provide service to you on this project. If you have any questions or require further information, please call. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. Daniel J. O'Dell Staff Geologist I Alex B. Rinaldi, GIT Project Geologist Khaled M. Shawish, PE Principal Engineer DJO:ABR:KMS:dy Four Figures Attached NELSON GEOTECHNICAL ASSOCIATES, INC. 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 % GRAVEL GM SILTY GRAVEL OF COARSE FRACTION 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 OH 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 ciasslficatlon 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. ` i Project Number �� NELSON GEOTECHINICAL No. Date Revision By CK 1151319 Liggitt-Hargis Driveway EGA -, . ASSOCIATES, INC. Improvements Infiltration GEOTECHNICAL ENGINEERS & GEOLOGISTS 1 113/18 Original DPN DSO Figure 3 Soil Classification Chart W13Uh llla0al~ emwanxeh~om°' un l ndlh n., WA570 eua ina,mn Bann, ar WI-! .I; 1VA aM11 Earl lVerokM., WA G"b?: (67a)106166a/ Fp: ," 7510 M .nelwgsolaehA (609) 6a67agi IF.: W 7602 _ LOG OF EXPLORATION DEPTH (FEET) USC SOIL DESCRIPTION INFILTRATION PIT ONE 0.0-2.0 DARK BROWN, SILTY FINE TO MEDIUM SAND WITH, ROOTS, ORGANICS, GRAVEL, COBBLES, AND TRACE BOULDERS (LOOSE TO MEDIUM DENSE, MOIST) (UNDOCUMENTED FILL) 2.0 - 3.8 BROWN, SILTY FINE TO MEDIUM WITH ROOTS, IRON OXIDE STAINING, AND GRAVEL (MEDIUM DENSE TO DENSE, MOIST) (UNDOCUMENTED FILL) 3.8 - 5.0 SP-SM GRAY -BROWN, FINE TO COARSE SAND WITH SILT GRAVEL AND TRACE ROOTS (MEDIUM DENSE OT DENSE, MOIST) SAMPLES WERE NOT COLLECTED GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 5.5 FEET ON 12/23/2019 TEST PIT ONE 0.0-0.5 DARK BROWN, SILTY FINE TO MEDIUM SAND WITH, ROOTS, ORGANICS, GRAVEL, AND COBBLES (LOOSE TO MEDIUM DENSE, MOIST) (UNDOCUMENTED FILL) 0.5 - 2.8 BROWN, SILTY FINE TO MEDIUM WITH ROOTS, IRON OXIDE STAINING, WOOD DEBRIS, AND TRACE BOULDERS AND GRAVEL (MEDIUM DENSE, MOIST) (UNDOCUMENTED FILL) 2.8 - 6.0 SP-SM GRAY -BROWN, FINE TO COARSE SAND WITH COBBLES, GRAVEL, SILT, AND TRACE ROOTS SAMPLE WAS COLLECTED AT 5,0 FEET GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 6.0 FEET ON 12/23/2019 HAND AUGER ONE 0.0 - 0.5 DARK BROWN, SILTY FINE TO MEDIUM SAND WITH ORGANICS, ROOTS, AND GRAVEL (LOOSE TO MEDIUM DENSE, MOIST) (UNDOCUMENTED FILL) 0.5 - 2.0 BROWN, SILTY FINE TO MEDIUM WITH ROOTS, IRON OXIDE STAINING, AND GRAVEL (LOOSE TO MEDIUM DENSE, MOIST) (UNDOCUMENTED FILL) 2.0 - 3.0 BROWN, SILTY FINE TO MEDIUM WITH ROOTS, IRON OXIDE STAINING, AND GRAVEL (MEDIUM DENSE TO DENSE, MOIST) (UNDOCUMENTED FILL) 3.0 - 4.5 SP-SM GRAY -BROWN FINE TO COARSE SAND WITH GRAVEL, SILT, AND IRON OXIDE STAINING (MEDIUM DENSE TO DENSE, MOIST) SAMPLES WERE NOT COLLECTED GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED HAND AUGER CAVING WAS NOT ENCOUNTERED HAND AUGER WAS COMPLETED AT 4,5 FEET ON 12/23/19 DJO NELSON GEOTECHNICAL ASSOCIATES, INC. FILE NO 1151319 FIGURE 4