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Wood El-AES response recvd 03.29.2013.pdfI�ol �,iotj the Pcu ific J\/bj-Mwe0 �'vnce jcV�i K4, i r c1) 2 V), 20 [ 3 llrqjec�t No, X)106064413 13uf nsw;id oltsh-uCtion ("oulpany I l 9,80 NE 24" Streel, Stdre, 200 Beflevm.r., Washingtorj 98005 Afteri(iori: Jori. Tiffirly Brown S u b cci: Gewechnical Fjigineerijig Plara Review Conunellfs, 'Civil Set Plant ,.4 Woodway Elenreraary School Edinorids, Washington Dear Ms. Brown: '116s, letter provides our geotecl-miu'd, crigineering plan feview coffillIcilts arld gemechnical engineerilig reco m Iriencla tions For the proposed Pim at. Woodway Elerneirmy School f..)Yoject (Figure 1). We are farniliar with the project aiid site as a result ofoi..n, ongoing participation in the design phase. We have previotisly complc tm.]. subsurface explorations and storrn water infiltration rate testing iri the area of the proposed storm water vault (Figure 2,). Goolechi-fical recommendations for vault structural design were provided to you in a let(ej- dated March H, 2013. A geotechnical report has riot been prepared for this project. However, this leuer provides suppfeirrental geotechnical recommendations based on our review of Civil Plar) Sheets .1 through 13 (13 pia; es local), prepared by The Blueli-tie Group (13hieline), with a revision date of February 14, 2013. The recorrutier-rdations in this letter were prepared in accordance with local standards of practice in the field of geotechnical engineering at the three the letter was written, No other Nvarrmity. express or implied, is made. Our work was authorized as an additional service in accordarrce with our scope of work and cost proposal dated March 4, 2012, Plan Review CornmenLv and Geotechnical Recommendations In our opirriolt, the referenced civil plans have beeft completed in accordance with our reconrntendations aird standards of geoteclinical erre ineerij)g practice with the (,,,xceptio.ns noted below. Sheet (.3N -,-0J. (2 of 1::1), Note 12Stru(-Yural fill niateriol and placenieni shall con Ym io the r,eCOPM?elmlotions qfihe prqject geofechnical rej..)ori, K rt(j n ad D 15, V t, r e �1 Ta c',u t ra 'VIII/ -IN VII 1 0 (11 S ?, 01)+, #,', 6 0 r Based on our review of the plans, structural fill will be required in some areas of the site. Site preparation of building and pavement areas should include removal of all grass, trees, brush, debris, and any other deleterious materials. All existing fill should be reproved. If any septic systems, wells, heating oil storage tanks, or other similar structures are discovered, they should be decommissioned and reproved in accordance with applicable regulations. Any depressions below planned final grades caused by demolition activities should be backfilled with structural fill, as discussed under the "Structural Fill" section, Existing topsoil should be stripped from structural areas. The actual observed in-place depth of topsoil and grass at the exploration locations is presented on the exploration logs which have been attached to this letter. After stripping, any remaining roots and stumps should be removed from structural areas. All soils disturbed by stripping and grubbing operations should be recompacted as described below for structural fill. Once excavation to subgrade elevation is complete, the resulting surface should be proof -rolled with a loaded dump truck or other suitable equipment. Any soft, loose, yielding areas or areas exposing existing fill should be excavated to expose suitable bearing soils. The subgrade should then be compacted to at least 95 percent of the modified Proctor maximum dry density, as determined by the American Society for Testing and Materials (ASTM):D 1557 test procedure. Structural fill can then be placed to achieve desired grades, as needed. After stripping, planned excavation, and any required overexcavation have been performed to the satisfaction of Associated Earth Sciences, Inc. (AESI), the surface of the exposed ground should be recompacted to a firm and unyielding condition. If the subgrade contains too much moisture, adequate recompaction may be difficult or impossible to obtain, and should probably not be attempted. In lieu of recompaction, the area to receive fill should be blanketed with washed rock or quarry spalls to act as a capillary break between the new fill and the wet subgrade. Where the exposed ground remains soft and further overexcavation is impractical, placement of an engineering stabilization fabric may be necessary to prevent contamination of the free -draining layer by silt migration from below. After recompaction of the exposed ground is tested and approved, or a free -draining rock course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as non-organic soil, acceptable to the geotechnical engineer, placed in maximum 8 -inch loose lifts, with each lift being compacted to 95 percent of ASTM:D 1557. The top of the compacted fill should extend horizontally outward a minimum distance of 3 feet beyond the locations of the perimeter footings or roadway edges before sloping down at a maximum angle of 2H: IV (Horizontal: Vertical), For backfill of buried utilities in right-of-ways, the backfill should be placed and compacted in accordance with City of Edmonds codes and standards. The contractor should note that any proposed fill soils must be evaluated by AESI prior to their use in fills. This would require that we have a sample of the material at least 72 hours in advance to perform a Proctor test and determine its field compaction standard. ►N Soils in which the amount of fine-grained material (smaller than the No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture -sensitive. Some of the on --site soils (primarily existing fill) are estimated to contain more than 5 percent fine-grained material. Use of moisture -sensitive soil in structural fills should be limited to favorable dry weather and dry subgrade conditions. Construction equipment traversing the site when silty soils are wet can cause considerable disturbance. If fill is placed during wet weather or if proper compaction cannot be obtained, a select, import material consisting of a clean, free -draining gravel and/or salad should be used. Free -draining fill consists of non-organic soil, with the amount of fine-grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction, and at least 25 percent retained on the No. 4 sieve. The native Vashon advance outwash may meet these criteria. However, no laboratory grain -size analysis testing has been performed on this material during our previous studies. Sheet GN -01 (2 of 13); Note 16: All required stortnivater facilities must be constructed and in operation prior to installation of any pavement unless otherwise approved by the Engineer. In our opinion, a note should be added to the plans stating that infiltration facilities (including the proposed vault) should not be placed on-line until the entire site is stabilized, including pavement. Discharge of silty construction storm water to the facility could cause clogging of the pore throats within the receptor soil and reduce the infiltration capacity of the facility. Sheet TP -01 4 of 13); Lot Grading Cross Section: This detail calls for "non-structural fill" within the proposed building lots. -v Spread footings may be used for building support when they are founded on approved structural fill placed as described above, or on undisturbed natural soils that are prepared as recommended in this letter. Based on our observations, suitable foundation bearing soils are expected approximately 1 to 3 feet below the existing ground surface in most places. Existing fill should be removed and replaced with structural fill, which is also suitable for foundation support. For new structures, footings may be designed for an allowable foundation soil bearing pressure of 3,000 pounds per square foot (psf), including both dead and live loads. An allowable soil bearing pressure of up to 5,000 psf can be used if all foundations bear upon undisturbed, native, dense to very dense advance outwash. An increase of one-third may be used for short-term wind or seismic Ioading. Perimeter footings should be buried at least 18 inches into the surrounding soil for frost protection. However, all foundations must penetrate to the prescribed bearing strata, and no foundations should be constructed in or above loose, organic, or existing fill soils. Anticipated settlement of footings founded as recommended should be on the order of Y4 inch or less, with differential settlement of 1/2 inch or less. However, disturbed material not removed from footing trenches prior to footing placement could result in increased settlements. I All footing areas should be inspected by AESI prior to placing concrete to verify that the foundation subgrades are undisturbed and construction conforms to the recommendations contained in this report. Such inspections may be required by the City of Edmonds. Perimeter footing drains are recommended as shown on the current plan set. Sheet TD -01 (5 of 13); TESC Notes: A note should be added to the plans stating that infiltration facilities (including the proposed vault) should not be placed on-line until the entire site is stabilized, including pavement. Construction storm water should not be discharged to infiltration facilities. Discharge of silty construction storm water to the facility could cause clogging of the pore throats within the receptor soil and reduce the infiltration capacity of the facility. Sheet TD -01 5 of 13); TESC Note 6 b and 10: Both notes reference excavation cut slope and stockpile geometries. In our opinion, stable construction slopes should be the responsibility of the contractor and should be determined during construction, For estimating purposes, however, temporary, unsupported cut or fill slopes can be planned at 1.5H:1V in unsaturated existing fill, weathered soil horizons, and at IH: IV in dense, unweathered advance outwash with no ground water flow. If ground or surface water is present when the temporary excavation slopes are exposed, flatter slope angles may be required. As is typical with cartlnwork operations, same sloughing and raveling may occur, and cut slopes may have to be adjusted in the field. In addition, WISHA/OSHA regulations should be followed at all times. Soil stockpiles should not be placed near trench or other excavation sidewalls within a horizontal distance equal to the height of the cut. Permanent cut and fill slopes that are not exposed to water should be no steeper than 2HAV. Permanent cut and fill slopes that are exposed to water, such as swales, should not be inclined at steeper than 3H: IV. Sheet VT -01 12 of 13); Vault Sections: The Sheet name is labeled "Detention Vault Plan". However, the facility is intended to function as an infiltration vault. Tine 12 inches of coarse sand (4x8 sand) should only cover the top of the pit drain once installed. It does not need to cover the entire vault bottom. The 12 inches of filter sand should cover the entire vault bottom. Perimeter footings should be founded on native advance outwash below the base elevation of the water quality filter sand. A 2 -inch -diameter piezometer with 5 feet of machine slotted screen should be installed to extend to the base of the pit drain to facilitate water level observations during performance testing of the pit drain, 4 Closure It has been our pleasure to be of continued service on dais project. If you should have any questions regarding this letter, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington i Susan G. Beckham, PE, Senior Project Engineer Attachments: Figure I - Vicinity Map Figure 2 - Site and Exploration Plan Exploration Logs SBO/pc 1(11060644616 Pr ojws5200606441KH1 W P I7 Bruce L. Blyton, P.E. Senior Principal Engineer ,, If r I� at 07 Mme � sVti��n�, � e ffI r v }1 r 6 na CY lI r a. A o T i a „y r nliiVk0 x" 1000 2000fi r;G iri � laio�nr�itiam�rinx.�annu u�r As�.��'��ci,,A �"��uGi�, �%��� dh, fl�:gr�.A��.��.�:es Luc, ���,.,kI�"'�,�� T ,vis MAP F�Ms' l���M"a. 'A IIII ( ["P�a d.�s� ����� � 9`�'V��)BOwN����bW1w��`~�����U����p����bA��������k�M1�p���+ PROIJ. NO, l< M3cr644 u 15 Classifications of sells in this report are based on visual held and/or laboratory observations, which include densityloonsistency, moisture condition, grain size, and pfasilcity, estimates and should not be construed to imply field or laboratory testing unless presented herein, Visual -manual and/or laboratory classification � methods of ASTM D-2487 and 0-24813 were used as an identification guide for the Unified Soil Classification System. 0 a - g a Associated Earth Sciences, Inc. EXPLORATION LOG KEY FIGURE Al %%amO Well graded gravel and Terms Describing Relative Density and Consistency ° ©° gravel with sand, little to pf qsjV SPT(lblowslfoot ° o no fines Very Loose 0 to 4 Coarse- N `i� s, n7 7 U --W2 "i Loose 4 to 10 Grained Soils Medium Dense 10 to 30 Test Symbols o 0 0 0 o ° ° Pcorly-graded gravel o o �� and gravel with sand, i0ense 31l to 50 ® 0 oa u' o P000, tittle to no fines Very Dense >54 G µ Grain Size M -Moisture Content C; a c Consistency SPTt�'blows/foot A= Atterberg Limits o p exp c Silty gravel and silty Very Soft to 2 C Ctremical o � N ° ° G 0 0 gravel with sand i ine Soft 2 to 4 DD = Dry Density a, ce ° ° Grained Soils Medium Stili 410 8 K = Permeability 2 5 � � Stiff 8 to 15 Clayey gravel and Very Stiff 15 to 30 clayey gravel with sand Hard >30 •�W__ C _WY Component Definitions Descriptive Term _Size Range and Sieve Number Well-graded sand and u sw sand with gravel, little Boulders Larger than 12" o to no fines Cobbles 3" to 12" gLL Gravel 3" to No. 4 (4.75 mm) Poorly -graded sand N m Coarse Gravel 3" to 3/4" r°n e° y mi SP and sand with gravel, Fine Gravel 314" to No. 4 (4.75 mm) d little to no fines Sand No- 4 (4.75 mm) to No 200 {0.075 mm) o - Coarse Sand No. 4 (4.75 mm) to No. 10 (2.00 mm) Silty sand and Medium Sand No. 10 (2.04 mm) to No. 40 (0.425 mm) ° SM silty sand with Fine Sand No. 40 (0.425 mm) to No. 200 (0.075 mm) c i C9 o a 0 c gravel Silt and Clay Smaller than No 200 (0.075 mm) (3) Estimated Percentage Moisture Content oSC Clayey sand and Nl :: clayey sand with gravel Percentage_bY_ Dry - Absence of moisture, Component Vy<eipht dusty, dry to the touch Trace ¢5 Slightly Moist - Pwceptlble moisture Silt, Sand silt, gravelly illi, Y g Y },er, L silt with sand or gravel Few 5 to 10 little 15 to 26 Moist -€]amp but no visible in y m With Non -primary coarse water n m y Clay of low ie medium constituents: > 15% Very Moist - Water visible but N plasticity; silly, sandy, or Fines content between not free draining Z = +s - CE. gravelly clay, lean clay 5% and 16% Wei -Visible free water, usually U) E from below water table = clay or silt of low - Sytrtttlli�®its n --E::;: Organic m OL plasticity Blows/61� or Sampler portion of 6" Cement g€out `o - — Type surface seal Type Elastic siTit— clayey silt, silt Sampler 2.0" OD Bentonite o M7>� with micaceous or Spill Spoon P Description c�) seal u� o diatomaceous fine sand or silt Sampler 3.0" OD Spilt -Spoon Sampler - : : Ehler packwlth ,n o (SPT) 3.25" OD Split -Spoors Ring Sampler blank casing U a Clay of high Plasticity, section Bulk sample o v 'r' GH Sand of gravelly clay, y 9 Y Y Screened cash 3.0" OD Thin -Wall Tube Sampler g ro E clay with sand or gravel ip t iy ter p (including Shelby tube) .' with •: with filler pack Grab Sample End cap Organic clay or sill of 0 Portion not recovered " :5 ;%;�i, OH medium to high lyt t41 Percentage by dry weight Depth of ground water 0��i i plasticity (21 SP Standard Penetration Test { �7 R ATp = At time of drilling (ASTM D-1586) Q Static water level (date) In General Accordance with -� Peat, muck and other(a! M y o, o p P highly organic soils Standard Practice for Description fs) Combined USCS symbols used for D and Identification of Soils (ASTM D-2488) fines between 5°%and 15% 15 Classifications of sells in this report are based on visual held and/or laboratory observations, which include densityloonsistency, moisture condition, grain size, and pfasilcity, estimates and should not be construed to imply field or laboratory testing unless presented herein, Visual -manual and/or laboratory classification � methods of ASTM D-2487 and 0-24813 were used as an identification guide for the Unified Soil Classification System. 0 a - g a Associated Earth Sciences, Inc. EXPLORATION LOG KEY FIGURE Al %%amO Associated Earth Sciences, Inc. fin Well nstruction Loa ,,4 � �icontt ProjectWell Number Sheet `� KH06MW-1 1 of 2 Project Name Plat at Woodwa Elementar Location Edmonds, Washington Elevation (Top of Well Casing) -332_,,,_._ _ Surface Elevation (ft) 329 Water Level Elevation N/A Date Start/Finish 916112,RML1-2 Drilling/Equipment Geologic Drill _ Hole Diameter (in) 6 inches Hammer Weight/Drop 140# / 30" N U - ,1 N� -J +_ (� CL E �g © i WELL CONSTRUCTIONT DESCRIPTION -------� - .----- Above ground monument -2 95 Fill Dry, light brown, fine to medium SAND, few fine to coarse gravel. Concrete surface seal 0 to 2 few silt, trace to few cobbles. I feet Vashon Advance ®utwash Dry grading to slightly moist, light brown grading to brown, fine to 13 coarse SAND, little to with silt, few tine to coarse gravel, trace 13 t t Cobb€es. Driller indicates tough drilling conditions - gravel / cobbles. 5 Bentonite chips 2 to 15 feet No recovery - driving rock. s 36 38 Driller indicates conditions changed - sand.. Moist, brownish gray, fine to medium SAND, trace coarse sand, trace fine gravel (SW). 14 16 f 0 2 -inch diameter Schedule 40 Moist, brownish gray grading to gray, fine to medium SAND, trace PVC casing -2.95 to 40 feet 20 coarse sand, trace fine to coarse gravel, trace cobbles (?), trace silt, 23 stratified (SW). Moist, gray, fine to coarse SAND, trace fine gravel, trace silt, e stratified (SW). 10 19 15 : Moist, gray to brown, fine to coarse SAND, trace silt, trace fine to 20 a coarse gravel, occasional silty sand tens, stratified (SW). 26 24 Moist, grayish brown and brownish gray, fine to medium SAND, t 4 stratified (SW). 24 27 20 Benionite grout 15 to 31.5 Moist, gray with trace reddish brown mottling, fine SAND, trace silt, feet18 30 stratified (SW). 32 Moist, brownish gray, fine to coarse SAND, trace fine to coarse i8 gravel, trace silt, stratified (SW). 31 39 25 T Moist, gray, fine, and fine to medium SANS], trace fine gravel, trace = t4 silt, stratified (SW). 20 a 33 7 Moist, brownish gray, fine to medium SAND, trace silt, stratified a 28 (SW). 29 Sampler Type (ST): 2" OD Split Spoon Sampler (SPT) No Recovery M Moisture bogged by: SST 3' 013 Split Spoon Sampler (D & M) Ring Sample Water Level () Approved by: Crab Sample Shelby Tube Sample Water Level at time n9 drilling (ATD) Associated Earth Sciences, Inc. Geologic & Monitoring Well Construction L® ❑i,;�t � � ` Project Number WeV Number Sheet KH06004413 MW -1 2 of 2 Project Name Plat at Woodway Elementary _ Location Edmonds, Washington Elevation (Top of Well Casing) -332 Surface Elevation (ft) -329 Water Level Elevation NIA Date Start/Finish 9/6 Drilling/Equipment Geolo is Drill Hole Diameter (in) 8 inches Hammer Weight/Drop 140# fl j J U d� WELL CONSTRUCTION T 0� DESCRIPTION Moist, gray, fine to medium SAND, irate silt, stratified (SW). 15 22 27 Bentonite chips 31.5 to 37.5 feet Upper 4 inches: Moist, gray, fine to coarse SAND, trace fine gravel 22 27 (SW. Middle 7 inches: Moist, fine SAND, trace silt (SW). 25 gray Lower 4 inches: Moist, gray, fine to medium SAND, trace coarse sand, trace fine gravel, trace silt (SW). 35Mois t, gray, fine to medium SAND, trace fine gravel, trace silt {SW}. 10 15 26 Sand pack 37 5 to 50.2 feet Moist, gray, fine SAND, and fine to medium SAND, one (i/4 inch) t5 15 interbed of tan, clayey SILT (SW). 30 45 40 2 -inch diameter Schedule 40 Moist, gray, fine SAND, trace silt, weakly laminated (upper 4 inches) PVC well screen 0.020 -inch 24 36 {SW). slot width 40 to 50 feet 32 Moist, brownish gray, tine to medium SAND, trace silt, stratified _ 15 23 (SM, 24 45 Upper 7 inches: Moist, gray, fine to medium SAND, trace coarse - 23 sand, trace fine gravel (SW). 42 so Lower 9 inches: Moist, gray, fine SAND, trace silt (SW). Moist, brownish gray, fine to medium SAND, trace silt (SW). 31 43 50J5.5" ' 50 2 -inch slip end cap Moist, brownish gray, tine to medium SAND, trace coarse sand 22 3H (SW). Boring terminated at 51.5 feet. Well completed at 50.2 feet on 916112. Drilled depth at 50 feet. No ground water. Ecology ID Tag #BHJ-198 55 S 5 7 c i S ❑ d Sampler Type (ST)' 2" OD Split Spoon Sampler (SPT) No Recovery M Moisture Logged by: SST n 3" OD Split Spoon Sampler (D & M) Ring Sample Water Level 0 Approved by: Grab Sample H Shelby Tube Sample Water Level at time of drilling (ATD) x� 2p- ...._.._._._ ._�� Plat at Woodway Elementary LLEdmonds, WA Associated Earth Sciences, Inc. Project No. IKH060644A Logged by: FSM 9 0 12W /06A roved by' This log is park of the reportprepared by Associated Earth Sciences, Inc- (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the n time of excavation. Subsurface conditions may change at this location with the passage of time The data presented are a simpification of actual conditions encountered i DESCRIPTION Elev. 327 feet Sod/Topsoil Fill 1 Medium dense, moist, light brown, gravelly SAND. trace to little slit. ......... ... - Advance Outwash 2 Medium dense to dense, moist, medium gray, gravelly fine to coarse SAND, trace silt. 3 - Advance Outwash Medium dense to dense, moist, light olive -gray, fine to medium SAND, trace silt, trace rounded 5 gravel. 6 7 8 9 - 10 11 12 - 13 - 14 15 Bottom of exploration pit at depth 14.5 feet No ground water. Slight caving above 4 feet - 16 17 18 � I 19 - x� 2p- ...._.._._._ ._�� Plat at Woodway Elementary LLEdmonds, WA Associated Earth Sciences, Inc. Project No. IKH060644A Logged by: FSM 9 0 12W /06A roved by' -F C- This Ing is part of the reportprepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretafion. This summary applies only to the location of this trench at the Subsurface may change at this location with the passage of time. The data presented are tune of excavation. conditions a simpification of actual conditions encountered DESCRIPTION Elev. 330 feet Soccer Field Surfacing Loose, graver+ fine to medium SAND trace to few silt. 1 Fill Loose to medium dense, moist, dark brown and brownish orange, fine to medium SAND, few fine to 2 coarse, rounded gravel, trace organics (wood debris), little silt. 3 - Advance ®utwash Medium dense to dense, moist, light olive -gray, sandy GRAVEL, little silt. 4 Advance ®utwash 5 Medium dense to dense, moist, light olive -gray, fine to medium SAND, few fine to coarse, rounded gravel, trace silt. 6 - 7 8 At -8.5 feet becomes fine SAND, trace silt, trace fine to coarse rounded gravel. 9 10 11 12 13 Bottom of exploration pit at depth 13 feet 14 No ground water. No caving. 15 16 17 18 19 S ..._.._fig N Plat at Woodway Elementary Edmonds, WA Associated. Earth Sciences, Ince Project No. KHO60644A Logged by: FSM Approved by: N U 5 x , 2 1214106 20 (V Plat at Woodway Elementary Edmonds, WA Associated Earth Sciences, Inc. Project No, KHO60644A Lagged by: FSM Approved by. 1 Y "## >: 1214106 This log is part of the repori prepared by Associated Earth Sciences, Inc (AES1) for the named project and should be this trench the L' read together with that report for complete interpretation. This summary a plies only to the location of at time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simpffication of actual conditions encountered. DESCRIPTION Elev. 329.5 feet Sod/To soil � -- Pill 1 Medium dense to loose, moist, dark brown and moderate yellow-brown, SAND, little fine to coarse gravel, little silt ranging to few silt. 2 Weathered Advance Outwrash Medium dense to dense, moist, sandy fine to coarse rounded GRAVEL., trace cobble, trace silt, 3 slight iron oxide speckled throughout. Advance Outwash 4 Medium dense to dense, moist, medium dark gray, fine to coarse SAND, some tine rounded gravel, trace silt. Advance Outwrash Medium dense to dense, moist, light olive -gray, fine to medium SAND, trace silt, trace fine rounded 6 — gravel. At --6.5 feet unoxidized medium gray color becoming dense to very dense 7 8 9 10 11 12 13 14 Bottom of exploration pit at depth 14 feet 15 — No ground water. No raving. 16 — 17 — 18 19 20 (V Plat at Woodway Elementary Edmonds, WA Associated Earth Sciences, Inc. Project No, KHO60644A Lagged by: FSM Approved by. 1 Y "## >: 1214106 m This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete inierpretafion. This summary applies only to the locafion of this trench at the subsurface may change at this location with the passage of time The data presented are © time of excavation, conditions a simplfication of actual conditions encountered. DESCRIPTION Elev. 332,5 feet Topsoil/Sod/Fill Loose, moist, medium brown, silty SAND, little fine to coarse rounded gravel. 1 Fill? Loose, moist, brownish orange, silty SAND, little gravel. 2 Advance Outwash Medium dense to dense, moist, light greenish gray, sandy fine to Coarse rounded GRAVEL, trace 3 silt. 4 Advance Outwash Medium dense to dense, moist, light greenish gray, fine to medium SAND, little fine to coarse 5 _ rounded gravel, trace silt. 6 7 Advance Outwash $ Medium dense to dense, moist, fight greenish gray, sandy fine to coarse rounded GRAVEL, trace silt 9 Below 10 feet gradational change to SAND, few gravel downward in exploration pit. 10 - 11 -- 12 13 14 Bottom of exploration pit at depth 14 feet 15 — No ground water. No caving. 16 _ 17 18 19 - Ngo N m Plat at Woodway Elementary Edmonds, WA Associated Earth Sciences, Inc. project No. FCh1660644A Logged by. FSM 1 pp y {'; =r = $ ! 1214/06 Approved b U 4' This log is pari of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be i read together with that report for complete interpretation. This summary applies only to the iota ion of this trench at the Subsurface may change at this location with the passage of time The data presented are time of excavation. conditions a simplfication of actual conditions encountered. DESCRIPTION Elev. 331 feet _ - —�- Sod/Topsoil __ Advance Outwash 1 Medium dense, moist, light olive and light yellow-brown, fine to coarse SAND, little fine to coarse rounded gravel, trace silt, minor iron oxide staining. Advance Outwash Medium dense to dense, moist, light olive, fine SAND ranging to fine to medium SAND, trace fine 3 rounded gravel, trace silt, trace rootlets in upper 18 inches, minor iron oxide staining. Advance Outwash Medium dense to dense, moist, fine to medium SAND, few fine to coarse rounded gravel, trace silt 5 with occasional interbeds of sandy fine to coarse gravel, trace silt, to approximately 0.5 to 1 foot thick above 6.5 feet bgs, gravel size and content decrease downward in unit. 6 - 7 8 9 10 Advance Outwash Dense to very dense, moist, light olive -brown, fine to medium SAND, trace to few fine rounded 11 gravel, trace silt. 12 13 - 14 - 15 Bottom of exploration pit at depth 14.5 feet No ground water No caving. 16 17 18 � I 19 o— 10 Plat at Woodway Elementary } Edmonds, WA a Associated Earth Sciences, Inc. Project No. I(}1060644A Logged by: FSM Approved by. k3 b I� 1i51D5 lat at Woodway ElementaryEdmonds, WA Associated Earth Sciences, I ic, Logged d 1=5M s Approved by: Project No. KHO60644A 1215/06 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be This a only ie the location of this trench at the o read together with that report for complete interpretation. summary plies Subsurface change at this location with the passage of time. The data presented are 0 time of excavation. conditions may a simplfication of actual conditions encountered. DESCRIPTION Elev. 329 feet _ Sod/Topsoil Advance Outwash 1 Medium dense, moist, medium gray and light yellow-brown, fine to coarse rounded GRAVEL, some fine to coarse sand, trace silt. 2 Advance Outwash 3 _ Medium dense to dense, moist, medium gray and very light yellow-brown, fine to medium SAND, few fine rounded gravel, trace silt, slight iron oxide staining in places. 4 5 6 7 - Advance Outwash Medium dense to dense, light olive -gray, fine to medium SAND, trace silt, trace rounded gravel. 8 - 9 10 i 11 12 - 13 14 Bottom of exploration pit at depth 14 feet 16 No ground water. No caving_ 16 17 18 - 19 lat at Woodway ElementaryEdmonds, WA Associated Earth Sciences, I ic, Logged d 1=5M s Approved by: Project No. KHO60644A 1215/06 N_ O N This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the loration of this trench at the this location with the of time. The data are time of excavation. Subsurface conditions may change at passage presented ❑ a simplfication of actual conditions encountered. DESCRIPTION Fill Loose to medium dense, moist, light brown, fine to coarse SAND, little silt, few to little fine to coarse t gravel, trace cobbles, trace rootlets. ..� Topsoil 1lashon Advance ®utwash Medium dense, slightly moist to moist, brown, fine to coarse SAND, trace to few silt, little fine to 3 coarse gravel, stratified. Trace cobbles. 4 Medium dense to dense, slightly moist, light brown, fine to medium SAND, trace to coarse sand, trace silt, trace fine gravel, stratified. 5 fi Medium dense to dense, moist, brown, fine to coarse SAND, trace silt, little to with fine gravel, 7 occasional weathered clasts, stratified. 8 9 10 Dense, moist, gray, fine to medium SAND, trace silt, trace gravel, stratified. 11 Dense, moist to very moist, gray, stratified, fine to coarse SAND, trace silt, few fine gravel grading to dense, very moist to wet, gray, fine SAND, little silt, 12 Dense, moist to very moist, gray, fine to medium SAND, trace coarse sand, trace fine gravel, 13 stratified. 14 15 Trace cobbles. 16 Dense, moist to very moist, gray, fine to medium SAND, trace coarse sand, trace fine gravel, 17 Stratified. Bottom of exploration pit at depth 17 feet 18 No Seepage. No caving. 19 - CL Edmonds shin t n Z Associated Earth. Sciences, Inc. project No. iiHQfi 644 o Logged by: SST. Approved by: 9/5/12 ti U N This log is part of the report propared by Associated Earth Sciences, Inc. (ABSI) for the named project and should be read together with that report far cornpptete interpretation This summary applies only to il�e location of this trench at the time of excavation. 5ubsur#ace condifions may change at this location with the passage of time. The data presented are ra a simplfication of actual conditions encountered. DESCRIPTION Sod 1 Topsoil Fill 1 Loose to medium dense, moist, dark brown and brownish orange, fine to coarse SAND, few fine to coarse gravel, trace small cobbles, trace to few silt, trace organics (wood debris / charcoal), layered. 2 Vashon Advance ®utwash 3 Medium dense becoming dense, moist, brownish gray, stratified, fine to coarse SAND, little fine to coarse gravel, trace cobbles up to approximately 6", trace silt. 4 Gravelly zone from 3' to 4-112'. 5 Sandy zone from 4-112' to 6'. 6 Infiltration test depth at 6'. 7 g Dense, very moist (after testing), brownish gray, fine to coarse SAND, few fine to coarse gravel, trace silt. 9 Bottom of exploration pit at depth 9 feet No Seepage. Minor caving during testing 0-2 feet. Infiltration test depth at 6 feet. 11 I 12 13 14 15 16 17 - 18 19 Plat at Woodway Elementary LL dmon s, Washington Associated Eartb Sciences, Inc. project No. ICl t66D644B o Logged by: BAA " raved 1J 11/16/11 A a pP y a -read N This log is part of the reportprepared by Associated Earth Sciences, Inc. (AESI) for the named projocl and should be together that report for complete interpretation. This summary applies onfy to the location of this trench at the :L 0 with time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are 0 a simplfication of actual conditions encountered. DESCRIPTION Fill Loose to medium dense, dry, light brown, fine to medium SAND, few fine to coarse gravel, few silt, I 1 trace to few cobbles. Topsoil 2 Vashon Advance Outwash Medium dense to dense, moist, brown, fine to coarse SAND, little fine to coarse gravel, trace 3 cobbles, trace silt. 4 Medium dense to dense, moist to very moist, light brown to gray, fine to medium SAND, trace coarse sand, trace to few fine gravel, trace silt. 5 6 Medium dense to dense, moist to very moist, light brown to gray, fine to coarse SAND trace silt, few to little fine to coarse gravel. 7 Medium dense to dense, moist to very moist, light brown fine to medium SAND, trace silt, trace fine gravel. 9 10 Dense, moist to very moist, gray, fine to medium SAND, trace silt, trace fine gravel; thin (1/4 inch) interbeds of moist to very moist, brown, fine to medium SAND, few to little silt. 11 Dense, very moist, gray, fine to medium SAND, trace coarse gravel, trace silt, trace fine gravel, stratified with laminae of moist to very moist, brown fine sand, few to little silt, 12 13 Dense, very moist, gray, fine to medium SAND, trace silt, trace fine gravel, stratified. 14 i k E 15 16 17 18 Dense, very moist, gray, fine to coarse SAND, trace silt, few to little fine to coarse gravel, stratified. i Dense, very moist, gray, fine to medium SAND, trace silt. 19 Seepage at 13 feet following infiltration test performed at 10 feet. No caving. Bottom of exploration pit at depth 19 feet € 429 61 O Plat at Woodway Elementary b Edmonds, Washington LL Z Associated Earth Sciences, Inc. project No, I HOS0644B Logged by. SST a /5/� Approved by: �'� 4{ fl This lag is part of the reportprepared by Associated Earth Sciences, inc. (AESI) for the named ect and should be read together with that repork for complete interpretation, This summary applies only to the locationprojof this trench at the Subsurface conditions may change at this location with the passage of time. The data presented are o� time of excavation. a simplfication of actual conditions encountered. DESCRIPTION — Fill Loose to medium dense, dry, light brown, fine to medium SAND, few to little gravel, little silt 1 --- -- — Topsoil 2 Vashon Advance ®utwash Medium dense, slightly moist to moist, brawn, fine to coarse SAND, few to little fine to coarse 3 gravel, trace to few cobbles, few silt. 4 Dense, gray, moist, fine to medium SAND, trace fine to coarse gravel, trace silt, stratified, few 5 laminae of brown, fine to medium SAND, few to little silt. 6 7 8 Dense, moist, gray, fine to coarse SAND, few to little fine to coarse gravel, stratified. 9 10 11 12 Very moist, post-test. 13 Very moist, trace fine gravel. 14 Very moist, few fine to coarse gravel. 15 16 Dense, very moist, gray, fine to medium SAND, trace coarse gravel. 17 Dense, wet, gray, fine to coarse GRAVEL, few fine to coarse sand 18 Dense, wet, gray, fine to coarse SAND. Seepage at 11.5 and 13 feet following Infiltration test performed at 10 feet. No caving. Rnttnm of axoloration cit at death 19 feet v 0 Plat at Woodway Elementary Edmonds, shin to z Associated Earth Sciences, Imcn project No. ICFi060644 Logged by: SST 915112 d Approved by._