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22-102749-UP-Critical Area Recharge Assessment Addendum A-04-10-2023-V1 LOMBARDINI GEOLOGICAL SERVICES LLC PO BOX 4301 • Spanaway, WA 98387 Phone: 253.334.4782 • Email: shawn@lgs-geo.com March 17, 2023 Corliss Resources INC & Apex Engineering Colleen Harris harris@apexengineering.net Project: Addendum A: Critical Area Recharge Assessment -LGS Supplemental Information: Proposed Concrete Plant Property 35000 & 35050 Pacific Ave S Federal Way, WA 98003 Dear Corliss & Apex Engineering: Lombardini Geological Services (LGS) has prepared this Technical Memorandum to address the Memorandum from Landau Associates, Eric Weber LHG, Dated October 18, 2022. These documents were provided to LGS on March 7, 2023, comments to be addressed, revised, and resubmitted. LGS will discuss the questions that need review and revisions below. LGS Responses to the October 18th 2022 Memorandum; LOMBARDINI GEOLOGICAL SERVICES LLC PO BOX 4301 • Spanaway, WA 98387 Phone: 253.334.4782 • Email: shawn@lgs-geo.com 2 Comment #1 LGS has reviewed the additional well log and revised the related text and references. Comment #2 LGS undertands that the further reaching 5 year and 10 year TOT also encompases the Site, LGS agrees with this statement and has revised the text to reflect the change. Comment #3 LGS has provided a revised well log map showing the wells used for the cross section. The remainder of the wells logs have been added to this Addendum that were reviewed for regional understanding of the geology and hydrogeology. Comment #4 LGS has reviewed this additional original USGS Poverty Bay 2004 geologic map (attached with this Addendum A) which differs slightly from the provided USGS Poverty Bay 1961 Poverty Bay quadrangle, and the newest 2014 Poverty Bay Lidar revised quadrangle, which both show strictly a glacial till at the Site, and a lack of recessional outwash. LGS also originally reviewed the Hydrogeology Framwork literature for the Puyallup River watersed which also has identified the surface as absent of A1 or recessional outwash (Qvr) depending on which literature you are referencing. LGS is understands that there may be a requirement of groundwater monitoring and if the outwash exists it could be monitored with a shallow groundwater well network. There may be some locations of fill that may have perched groundwater within them as well, this will have to be determined at the time of site work and grading. LOMBARDINI GEOLOGICAL SERVICES LLC PO BOX 4301 • Spanaway, WA 98387 Phone: 253.334.4782 • Email: shawn@lgs-geo.com 3 Comment #5 LGS has previously provided, in the original Hydrogeological Assessment, the Hydrogeological Framework, Groundwater Movement and Water Budget in the Puyallup River Watershed and Vicinity of Pierce and King Counties USGS 2015. LGS reviewed the comment and finds that specifically Figure 6 & 20 corroborate the lack of A1 as originally discussed, A2 present 88-132’ thick, and A3 being the first confined aquifer, 77-121’ thick per the USGS. Although the drillers log on page 59 describes the soils as 0-20’ as a sand and gravel, 20-59’ Silty Sand and Gravel, 59-80’ Brown sand and gravel, 80-152’ sand with some gravel, 152-180’ clay, these descriptions are based on well drillers experience and the subjective nature. A boring log (included in the original submittal) of the Chevron Truck stop at 348th and 16th ave S., shows very high blow counts and describes the subsurface as glacial till at about 5’ as well, just north of the Corlliss property. Typically, drillers state “hardpan” which was absent on this well log, however LGS believes that the Glacial Till is at the surface and extends to depth. In the opinion of LGS, we believe there are no discrepencies. Comment #6 LGS has reviewed the description and concurrs that the till is thinner than USGS modeled 88’. LGS used published source USGS Figure 7, page 49 of the original submission to generalize the thickness for discussion. Both locations are thinner (approximatley 50-60’ on average) and are now shown in the cross section which represent the change. In consideration of the revised information LGS believes the cocept of a protective layer still exists and contirbutes to the safety of potential spills reaching the aquifer. LOMBARDINI GEOLOGICAL SERVICES LLC PO BOX 4301 • Spanaway, WA 98387 Phone: 253.334.4782 • Email: shawn@lgs-geo.com 4 Comment #7 LGS has received a recent December 2022 report by Lakehaven, Wellhead Protection Program, master list of High to Low risk properties that are defined in text and map. LGS has included this information in the supplumental informaiton attached. It appears that the former Corliss property is considered High risk based on a questioneer they have filled out for the District/City of Federal Way. The general use of a batch plant is considered a medium risk operation based on chemicals and potential for a release. LGS assumes that the high risk component is the overall operation that likely includes items such as fuel storage volumes for example. LGS assumes that the property development will retain the high risk designation. Comment #8 LGS has revised the document to include table of contents, for figures, tables, and appendices. LGS has also reviewed the naming conventions. (LGS uses geologic concept nomenclature for describing soils and hydrogeological concept nomenclature for describing aquifers/aquitards). LGS has supplied a map of well logs used for the cross sections, the remainder well logs were reviewed for concept. Comment #9 LGS has provided the water right certificate for the current well on Corliss property, Groundwater Permit #5177, 50GPM, 80 Acre Feet per year. LOMBARDINI GEOLOGICAL SERVICES LLC PO BOX 4301 • Spanaway, WA 98387 Phone: 253.334.4782 • Email: shawn@lgs-geo.com 5 The Plant may use, at a maximum, the alloted 80 Acre Feet as they have in the past. *Currently there is an application to move the water right, which may change the overall use volumes to slightly less, this will be determined at a later date. The plant currently uses a 20,000 above ground water storage cistern, which is intermittently filled by float control, based on use. It will be the same general use since the Plant is just moving properties, not changing use or operations. LGS has omitted the prior modeling and has updated the modeling to show the proposed well theoretical impacts on Lakehavens wells 15 and 15A. LGS has calculated that 50 GPM, 24 hours a day for approximately 365 days, is approximately 80 Acre Feet. LGS used Cooper Jacob 1964 solution in AQTESOLV modeling software, at 50GPM with the median value for hydraulic conductivity of 176 FT/D, an aquifer depth of approximately 100’, to model a Transmissivity of approximately 17,600 FTSQ/D. This resulted in approximately 0.5’ of drawdown, 1,000 ft away, which represents the location of well 15 and 15A. In the opinion of LGS, this will not affect the performance of well 15, and 15A since the proposed well and pump will be set at similar elevations at significantly lesser GPM, and does not run 24/7. LGS believes that the well log is simply lacking a good description. LGS believes that glacial till is at the surface, where a surface seal of 18’ will be appropriate, sealed in the glacial till. Similarly, the newly proposed production well on the new property, will be adequately sealed into the glacial till at the minimum of 18’ surface seal requirement. Comment #10 LGS has reviewed the orginal document and has updated it to include horizontal (vertical if avaiable) hydraulic conductivity by; 1) emperical method Freeze and Cherry 1979, Heath 1983, values, sand and gravels, ranging from 100 FT/D to 10,000FT/D, 2) USGS averages for A3 of <1 FT/D to 7,110 FT/D, median of 176FT/D which generally describes a coarse sand aquifer based on emperical data, based on 58 wells by specific capacity method, and 31 FT/D to 2,680 FT/D for 4 wells, median of 112 FT/D, by direct aquifer testing, and 3) the value stated on well log of 15A, T=360,000 Menziers. LGS beleives USGS median hydraulic conductivity of 176FT/D is appropriate for the mostly coarse sand confined aquifer described in well log 15 and 15A, as well as the Corliss well. Hydraulic conductivity of A2, glacial till, emperically ranges from 10^-6 FT/D to 1 FT/D, LGS assumes that horizontal movement in the till would have higher values than the vertical component based on the gravity induced horizontal fabric orientation of the soil matirx, and sand seams tend to be horizontial in the till when they exist. LGS is using 10^-6 FT/D based on observation/experience with drilling in the region. LOMBARDINI GEOLOGICAL SERVICES LLC PO BOX 4301 • Spanaway, WA 98387 Phone: 253.334.4782 • Email: shawn@lgs-geo.com 6 Comment #11 LGS has omitted the Calculated Fixed radius capture zone in favor or the Department of Health (DOH) Time of Travel (TOT) Capture zones; 6 Month, 1 Year, 5 Years, and 10 years. Comment #12 LGS is deferring to the DOH TOT capture zones as stated above. Comment #13 LGS has updated the section to reflect recharge rates and site development. Comment #14 LGS has omitted the calculation in favor of existing data presented in comment #10. LOMBARDINI GEOLOGICAL SERVICES LLC PO BOX 4301 • Spanaway, WA 98387 Phone: 253.334.4782 • Email: shawn@lgs-geo.com 7 Comment #15 LGS observes the static groundwater depths in 15, 15A, Gordon, and Corlis’s well, 7’ 3”, 8’, 22’, and 54’ respectively. These are mostly artesian the closer you get the the District wells. The gradient in A3 confined aquifer is 0.0189 FT/FT from the USGS publication, southwest flow direction, shown in the original report from the USGS Hydrogeologic Framework 2015 Figure 21. Comment #16 LGS reviewed this gradient and omitted the finding due to new information being provided to LGS since 2021. LGS agrees the induced gradient of pumping creates a steeper slope than the regional gradient. Comment #17 LGS has reviewed the previous Site conditions by a Site visit of mostly compact gravels or asphalt covering where LGS observed standing water and poor surface infiltration. Corliss will adhere to the code for BMPs appropriate to protect the “Waters of the State” and wellheads discussed. LGS anticipates the property development will have an overall net benefit to surface water quality. Mitigations against spills/releases reaching receptors will be included in a document such as a Stormwater Pollution and Prevention Plan, SWPPP. Groundwater and surface monitoring should likely be included as preventative protocol and protection to receptors. LGS references the Apex Engineering Sheet 2 of 4 Plant 2 Relocation drawing provided in the original submission. A 150’x 50’ stormwater infiltration system is proposed. LGS defers to Apex Engineering Site development and permitting through the City of Federal Way and King County Public works departments for the specific engineering behind the proposed structures. LOMBARDINI GEOLOGICAL SERVICES LLC PO BOX 4301 • Spanaway, WA 98387 Phone: 253.334.4782 • Email: shawn@lgs-geo.com 8 Comment #18 LGS has evaluated the potential list of chemicals involved with Batch Plant operation. LGS assumes fuels for machinery and chemicals in the production of concrete are the primary constituents of concern for potential releases. LGS identifies that these constituents of concern are typically water soluble and behave in dissolved phase distribution once they reach a water body, such as a surface water or aquifer. Since there is glacial till at the surface, and surface water will be on the asphalt or concrete surface, and drain into the stormwater retention infrastructure, leading to the stormwater treatment system stated above, infiltrated onsite, or if overcome, discharged to the City storm system. This limits the potential receptors since surface water is managed. Vertical hydraulic conductivity is difficult to estimate, per the USGS publications, and can be misleading since not all glacial till is homogenous, same parent material, or equal in distribution throughout the deposits. Based on empirical data the range of potential contamination penetrating the thinnest section of till at approximately 50’ thick, the 1 FT/D, would take 50 days, and the 10 ^-6 FT/D would be essentially impervious at greater than 100,000 years, theoretically speaking. LGS Conclusions: 1) In light of the new information obtained from the ongoing project design for the past two years LGS has omitted, revised, and added additional information to the original report. 2) The most applicable change to the original conceptual site model was the thinner depth of the aquitard USGS Hydrogeological Unit A2, glacial till overriding USGS Hydrogeological Unit A3, advanced outwash, confined Aquifer, which is referred to as the Redondo Milton Channel aquifer in the literature reviewed. LGS Recommendations; 1) LGS believes that even with the change in aquitard thickness, the conceptual site model of nearly impervious, very low hydraulic conductivity, aquitard, that protection of well 15 and 15A is adequate for this project. With the component of monitoring/mitigating surface spills, proper BMPs, ongoing surface water testing, and potential groundwater monitoring, in the opinion of LGS, the project will be of low risk, and be protective of human health and the environment. If you have any further questions or would like to discuss, please feel free to give us a call. Sincerely, Shawn Lombardini LHG, RG Principal Hydrogeologist Lombardini Geological Services LLC X SITE X SITE FIGURE 3*REVISED 031623GEOLOGIC CROSS SECTION A-A'AA'Qvt-A2Qva-A3Qvaf/Qvlc-BHYLEBOSHYLEBOS Potentiometric Surface in the Qva Aquifer and Water Levels in the Qal Aquifer South King County Groundwater Management Area Qal Aquifer Qva Aquifer Areas where Q(A)c and Qva aquifers are in direct hydraulic connection, and function as one aquifer Other Geologic Units Potentiometric Contour of Qva Aquifer above Sea Level Contour Intervals 50 feet Water-Level Contour of Qal Aquifer above Sea Level Contour Intervals 25 feet Lake Stream 200 100 N 0 2 4 Miles Sources: "Maps Showing Potentiometric Surface, Water Table, Specific Capacity, and Hydraulic Conductivity of Selected Aquifers, Southwestern King County, Washington, Plate 3(a)". From USGS Water Resources Invesigations Report 92-4098 (Prepared by US Geological Survey in cooperation with the WA State Department of Ecology, the Regional Water Association of South King County, and the Seattle-King County Department of Public Health) Produced by the Visual Communication & GIS Unit, Department of Natural Resources, February, 2000 Filename 0002SKCgwtrPLATE3a.ai FB Departmento f Natural R esourcesKI N G C O U N TYK I N G C O U N T Y PI E R C E C O U N T Y Puget Sound CedarRive r GreenRiverLake Garrett (Hicks) Lake Youngs Shadow Lake Lake Desire Shady Lake Ravensdale Lake Panther Lake Angle Lake Lake Burien Lake Meridian Clark Lake Lake Sawyer Ginder Lake Black Diamond Lake Grass Lake Lake Wilderness Lake LucernePipe Lake Lake Morton Lake Neilson (Holm) Moneysmith Lake Trout Lake Lake Killarney Lake Geneva North Lake Lake Dolloff Star Lake Lake Fenwick Steel Lake Mirror Lake Keevies Lake Horseshoe Lake ? ?200 250 2502 5 0 350350250 30 0 3003 0 0 300 ? ? 35 0 30 0 25 25 5075100 12515020025025 50 100125150175 200 225 250 350 300 35 0 400450450 50 0 400 400 450 35 0350350300400400400 500550550 600500500 5 0 0 4 5 0400 200350 300 150X SITE WELLHEAD PROTECTION PROGRAM Lakehaven Water & Sewer District 31623 1st Ave. S. Federal Way, Washington Joe Bolam – Water& Field Operations Manager 2022 LAND USE INVENTORY REPORT (Biennial Update) Potential Sources of Groundwater Contamination Report No. 12 December 2022 ! / r ----Ii CmtnFICAT& Ri.coIU> No. 8 _ PAGE No. J6;t.7-A Certificate of G1·01u1d \Vater Right Issued In occord::inec with the provlslon9 of Chapter 209, L:1ws ot Wnshlngton for 19~5. nnd amendments thereto nnd tho rules and regulotlono of the Slate Supervisor of Water Rcsoun-c3 !hereunder. • Tms Is TO CMTJFY Titat of_ . --- MlfilllQlill CONCRETE. nm ... _ Fodornl l:Jay O Washington . has mcde proof to the satisfaction of the State Supervisor of \Vater Re.,ources of Washington, of a right to the use of the ground wateTs of a uoll located within SEsSili Sec. 20 , T1t•p. 21 N. R. ~ Ea W .\1 .. for t1te purpose oj under and subject to prot'isions contained in Ground Water Permit No. S)//7 ... issued by the State Supervisor of Water Resources and that said right to tlte use of said ground waters has been perfected in accordance with the laws oj Washington. and is 1tcreby confirmed by tlte State Supervisor of Water Resources of Washington and entered of record in Volume 8 _ at page .. J~l7•A -. that the right hereby confirmed dates from February 18 0 196Q .; that the quantity of ground water under the right hereby confirmed for tlte purposes aforesaid, is limited to an amount actually Deneficiaiiy used jor said purposes. and shaii not exceed .SO d,ollQD5 ~i= a1q.u.t.~.i ® A description of the lands to which such ground water right is appurtenant, and the place where such water is put to beneficial use, is as follows: That portion of SBisBa, soc.20 11 To2l tlo ,Ro4 E.U.l-~o, dcoeribcd ao follot10: Boginnina at o point on tho oouth line of said subd1vioion 0 S069° 36 1 Uo 921092 feet ff'o□ tho oouthcast corner thoircof; thonco tlo0° 03' 41° Uo 307072 foo~e thonco rlo63° 42' 20° Bo Soll foot to an intorooction uith tho north lano of tho south )10 foot of onid ooction; thcnco olon3 ooid 11no u.89° 36' 8. to an intorooct2.on with o lino tihicb lo porollol to and s.s9• 36' w. 393.32 feat from the east line of aa1d section 20, wb1ch point or intornoetion is for the purpose of this dcscrtptlon called i•point xn; ~honco oouthorly, alODB said parallel lino to an intcrocetion ulth tho nortb lino of tho south 175 feet of tho SE; of said section; tl1cuco along oaid lino n.89° 36' E. )6)03 foot coro or lcoo to tho uestorly mr1d.n of 16t' Avonuo South; thcnco southerly along ooid ucotorly ----·-• .,e "=--· ·-....... .,, ___ ... , ... ~ Ai:' an.4...1 00ft ~n ... haflno o1nno no4ti an11r.h ~~ ~:;: .;~~ ~~: ~!!.T? "':-'C:T:!:~!..! ==--=-•e:= La"~ C::~,£,.-~-c:,--: ~~--~= ~:a:s---~- liue, SoG9° 36' Wo to the potn~ of bo5tnnin5. Tlw right to the use of the ground water ajoTemid hereby confiTmed i3 restricted to the lancw 07 place of use hneln described, except as provided in Sections 6 and 7, Chapter 122, Laws of 1929. \VlTNESS tlic seal and signature of the State Supervisor of Wat-er Resources aflixed this 2Jd day of _-;0~~ State Supcrvl!:ar ol \'latl'1' Recau,cea. L ._:_::._..:;;;1 ~ _· .. --~-'. 7 ·_ ~-·. . ' --..... -.---.---_-.--_-.--.--.---.-.:--,_-.--.• ·' . •· . . . 7. . , . • • • 0 • • 6 • I I , -------_ --_, _..,. . _. _ ------------__... --,--411!.--t ----------------1--..!..--~-----............... _..,.. _______ ... ___ -------------~----.... ~-------.........---_. ___ -----·-------- .... • u • • . Groundwater Movement 33 tac14-0949_fig 21 T.21N. T.22 N. T.17 N. T.16 N. T.20N. T.19 N. T. 18N. T. 23N. R.4E.R.8E.R.7E.R.6E.R.5E.R.3E.R.2E. Puget Sound Co m m e n c e m e n t Bay Puyallup Tacoma FederalWay Auburn Enumclaw 448 729 773 531 755 336 333 749 537 812 247 296 655 708 707 207 372 227 541 645296 342 629 528 607 445 557 788 552 359 383 302 99 487 439 292 688 417 481 462 494 620 508 489 493 386 459 474 609 394 258 621 657 529540 498 309 461 698 734 526 758 466 483 525 484 432 671 534503 484 451 500 268 285 1,135 437 321 232 238 361 500500500500 100100 25 0 25 0 200200 6006003003005 5 0 5 5 0 500500 600600400400 4004004 0 0 4 0 0 300300 25 0 25 0 800800700700700700600600500500600600500 80080065065060060080 0 80 0 EXPLANATION Bedrock outcrop 200 Water-level altitude, in feet above North American Vertical Datum of 1988 A3 not present Study area boundary Water level in A3, in feet Generalized direction of groundwater flow 773 Base map modified from U.S. Geological Survey and other digital data, various scales. Coordinate Reference System: State Plane Washington South. Horizontal datum is North American Datum of 1983. 0 5 10 MILES 0 5 10 KILOMETERS 122°122°20' 47° 20' 47° Figure 21. Water-level altitudes and direction of groundwater flow in A3 aquifer, Puyallup River Watershed and vicinity, Washington, March 2011–March 2013. X SITE 0.0189 FT/FT GRADIENT, SOUTHWEST FLOW DIRECTION. PACIFIC HWAY S.S. 351ST ST. S. 348TH ST.18 99ENCHANTED PARKWAY S.S. 352ND ST. SITE INTERSTATE 520' BUILDING SETBACK LINE50' BUILDING SETBACK LINE15' BUILDING SETBACK LINE 15' BUILDING SETBACK LINE 10' PERIMETER LANDSCAPE BUFFER 10' PERIMETER LANDSCAPE BUFFER10' PERIMETER LANDSCAPE BUFFERPROP O S E D N E W 60' E N T R A N C EPROPOSED NEW60' ENTRANCE10' PERIMETER LANDSCAPE BUFFER6' CONCRETE SIDEWALK 172'43'60'30'40'12'150'50' 30'52'21' 32'60'10'15'281' TO DRIVEWAY CENTERLINE280'30' 110'60'60'40'19'38'23'20'25'12'EXISTING DRIVEWAY TO BE REMOVED60'15' 6'x4.5' UTILITY EASEMENT UNDER REC. NO. 20160108000113 40' INGRESS, EGRESS & UTILITIES EASEMENT PER SHORT PLAT REC. NO. 8011050835 40' ROADWAY EASEMENT UNDER REC. NO. 4447709 40' GAS EASEMENT UNDER REC. NO. 7112140378 ROW DEDICATION UNDER REC. NO. 20160108000115 ROW DEDICATION UNDER REC. NO. 20160108000112 ROW VACATION UNDER REC. NOS. 8307070635 & 8307070636 40'15' 15' WATER EASEMENT UNDER REC. NO. 6104747 5'5' POWER EASEMENT UNDER REC. NO. 7403120485 20' 20' POWER EASEMENT UNDER REC. NO. 8108200646 40' SANITARY SEWER EASEMENT UNDER REC. NO. 8509201161 40' SANITARY SEWER EASEMENT UNDER REC. NO. 8601130471 40' SANITARY SEWER EASEMENT UNDER REC. NO. 8601130472 10'10' SANITARY SEWER EASEMENT UNDER REC. NO. 8802100900 5' POWER EASEMENT UNDER REC. NO. 20160425000549 20' POWER EASEMENT UNDER REC. NO. 20160425000549 40' S. 351STSTREETPACIFICHIGHWAYSOUTH OHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHTOHTOHTOHTOHTOHTOHTOHTOHTOHTOHTOHTOHTOHTOHTOHTOHTOHTOHTOHTOHTOHTOHTOHTOHT<<JJPPPPCJCJ V TOPTOP TOPG G G G G G G G G G G G G G G G G GGGGGGGGGGGGGGGGG G G G G G G G G G G G G G G G G G G G G G G G G G G G SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SDSDSDSDSDSDSDSDSDSDSD SD SD SD SD SD SD SDSDSDSDSDSDSDSDSD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SDSD SDSDSDSDSSSSSSSS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS S S SSSSSSSSSSSSSSSS SS SS SS SS SS WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW8"8"8"8"6" 6" 6" 6" 6" 8"8"8"8"8"EX. 3,750 SF. BUILDING TO BE REMOVED EX. 750 SF. BUILDINGTO BE REMOVED ADJACENT DRIVEWAY EX. DRIVEWAY TO BE REMOVED TRACT "X" 4-9'X18' PARKING SPACES NOTE : THERE IS A MEDIAN IN PACIFIC HIGHWAY SOUTH ALONG SITE FRONTAGE EX. 96 SF. SHED TO BE REMOVED EX. 558 SF. SHED TO BE REMOVEDEX. DRIVEWAY TO BE RELOCATED SHOP & STORAGE OFFICE 12' X 12' DRIVE OVER HOPPER GRATES 36" X 80' REVERSING CONVEYOR 36" X 80' REVERSING CONVEYOR SCALEOFFICE PARKING (4) 40'ø X 40' HIGH SILOS CONCRETE SLAB SPECIAL MATERIAL HOPPER STAGINGAREASPECIAL MATERIAL CEMENT UNLOADER EXIT RECLAIM TUNNEL & CONVEYOR REDI-MIX PLANTTRUCK WASH RACK CONVEYORCONVE Y O R CEMENT SILOS DRIVE THROUGH AND OVERHEAD CEMENT SILO POSSIBLE CENTRAL MIX AND DRIVE THROUGH 30'X30' COVERED DECANT BINS 14'X35' WASHOUT PONDS14'X35' WASHOUT PONDSGARBAGE/RECYCLE AREA 12.5'X10'STAIRCASESTORMWATER TREATMENTWELL PUMP HOUSESTATEO F W ASHIN GTONREGI S T E R ED47015PR OFESSIONAL E NGINEE RKIM BE RL Y A NN SAV AGENORTHAPEXTACOMA, WANORTHAPEXTACOMA, WA1 inch =ft. ( IN FEET ) GRAPHIC SCALE 020 20 40 20 10 PRELIMINARYSCALE : 1"= 1000' CEMENT SILOS TWIN SHAFT MIXER REDI-MIX PLANT SPECIAL MATERIALS HOPPER SPECIAL MATERIAL ENTRANCES DRIVE OVER HOPPER GRATE WASH OUT PONDS PERIMETER LANDSCAPE PAVED AREA OFFICE, SHOP AND STORAGE 40'ø X 40' HIGH SILOS (4) SCALE STORMWATER TREATMENT TRUCK WASH RACK COVERED DECENT BINS WELL PUMP HOUSE GARBAGE/RECYCLE AREA 20' POWER EASEMENT VICINITY MAP LEGEND CLIENTTITLESIGNATURE:FILE NO DATEPROJECT MANAGER:REV NODATE SEALED SHEET OFDATEBYREVISION DESCRIPTIONDESIGNDRAWNCHECKEDSECDISC NOSCALETR(253) 473-4494FAX: (253) 473-0599Tacoma, Washington 98409-74792601 South 35th, Suite 200©APEX ENGINEERING LLC 2022I:\35072\Planning\Exhibits and Sketches\02-01-22\35072-SITE PLAN-02-01-22.dwg02-01-221"= 20'35072 2 4DISC-NOCOLLEEN HARRISKRSKRS2021 N04 EPLANT 2 RELOCATIONSITE PLAN35000 PACIFIC HWY. SOUTH LLC.P.O. BOX 94176SEATTLE, WA. 98124-6476ATTN: SLOAN CLACK(253)826-5020PLANT 2 RELOCATION SITE PLAN A PORTION OF THE SE 1/4 OF THE SE 1/4 OF SECTION 20, TOWNSHIP 21 NORTH, RANGE 04 EAST, W.M. FEDERAL WAY, KING COUNTY, WASHINGTON 0.01 0.1 1.10.100.1000. 0. 2. 4. 6. 8. 10. Adjusted Time (day) CORLISS Data Set: D:\LGS\LGS\LGS Projects\Corliss Federal Way (21-143)\3-AQT Files\test MODEL.aqt Date: 03/16/23 Time: 13:55:48 PROJECT INFORMATION Company: LGS Client: Corliss Project: 21-143 Location: Federal Way Test Well: Proposed Test Date: 06.16.2023 AQUIFER DATA Saturated Thickness: ft Anisotropy Ratio (Kz/Kr): 1. WELL DATA Pumping Wells Well Name X (ft)Y (ft) 1 0 0 Observation Wells Well Name X (ft)Y (ft) 1 0 0 SITE 1000 0 SOLUTION Aquifer Model: Confined Solution Method: Cooper-Jacob T = 1.787E+4 ft2/day S = 0.0001318 DRAWDOWN (FEET) ~120 CORLISS PROPOSED WELL DRAWDOWN @ ~1,000' WELL 15 AND 15A X X ~365 DAY 0.450.450.450.45 0.450.450.50.50. 5 0.5 50.6115 & 15A CORLISS PROPOSED WELL 1 -2000 -1500 -1000 -500 0 500 1000 1500 2000 X Coordinate (ft) -2000 -1500 -1000 -500 0 500 1000 1500 2000 Y Coordinate (ft) Cross Sectio n Well M ap Figure 1 Legend 1000 ft N➤➤N A A'