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20050716.pdf, wa( DATE RECEIVE ` ,( v v� PERMIT EXPIRES CITY OF EDMONDS nPiunRnBER - °���.��Z/71 CONSTRUCTION PERMIT APPLICATION AODlUITErAoT ADDRESS �10" 0 I OWNER NAME/NAME OF BUSINESS S r" �L•�� r} / PLAT NAME/SUBDIVISION NO. LOT NO LID N0 v l MAILING ADDRESS LID FEE 5 U , PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP iEscP nplopv N RW Permd RequoW Shoot use Perm,l Reguo I] CITY ZIP TELEPHONE EXISTING �-_ ..PROPOSED. tnso«tion Requited ^� ( SWowall. Required \— r7 l�� 7rD REQUIRED DEDICATION �FT Wiring ifigodd NAME s!; )/„� „ `yG METER SIZE LINE SIZE NO OF FIXTURES PRV REQUIRED .^ C T YES O NO ❑ z W ADDRESS JgOWNER/COLNTRACTOR ARKS w RESPONSIBLE FOR EROSION CONTROL/ AINAGE z CBLN ADDRESS 5.4 clTY ZIP TELEPHONE U9 1(�'CJ11 r� is �IIS--I1. STATE LICENSE NUMBER EXPIRATION DATE CHECKED BY Q PROPERTY TAX ACCOUNT PARCEL NO. W Lu NEW ❑ RESIDENTIAL ❑ PLUMBING / MECH COMMERCIAL COMPLIANCE OR ❑ ADDITION ❑ CHANGE OF USE ❑ MIXED USE ❑ REMODEL ❑ MULTIFAMILY ❑ SIGN ❑ �jQ I G FENCE REPAIR CYDS ❑ ( X FT.) ❑ DEMOLISH ❑ TANK ❑ OTHER Z ❑GARAGE RETAINING WALL FIRE SPRINKLER CARPORT ]1 ROCKERY ❑ FIREALARM a(TYPE OF USE, BUSINESS OR ACTIVITY) EXPLAIN: U Yr �I Q Lu NUMBERNU O MBER �r M OF DWELLING U M STORIES '� UNITS DESCRIBE WORK TO BE DONE I ! l L Ice a K neic ltill.a�e F•`v4 L JGIN RING REVIEWEb BY JDJ E D1 E REED Y DATE u c J01; V IANCE O CU HORELINE OR ADB# INSPECTION SEPA REO'D ClDbIPLFnD EXEMPT y4 -b YES 0 NO qN-D0<210^ ZONE SIGN AREA HEIGHT AIVE ALLOWED PROPOSED ALLOWjD PROPOSED( TUDY LJ �(� �� 4e 3� LOT COVERAGE REQUIRED SETBACKS (FT.) PROPOSED SETBACKS (FT.) ALLOWED PROPOSED-B�LIBE--RCFS}C' -�_Iii;'ti�� • i ! � r t�—� s I PARKING LOT AREA PLANNING REVIEWED BY DATI tEC'D (PROVIDED I/l/9 �1 TYPE OF CONSTRUCTION CODE OCCUPANT:aj GROUP SPECIAL INSP CTION CONSULTANT OCCUPANT �1�LOAD REQUIRED YES &J,* REMARKS \,.fb r It, GEOWECH REPO T BY: - STRUCTURA DESIGN � i BY: C LV 'Shs.T y 40 VALUATION $ � ' s� ZO Description FEE Description FEE Plan Check �� State Surcharge HEAT SOURCE < LOT SLOPE% VESTED DATE FI All: 'bK, o Building Permit i City Surcharge ? PLAN CHECK NO: Plumbing l Base Fee THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO MDChanICBI BE DONE ON PRIVATE PROPERTY ONLY, ANY CONSTRUCTION ON THE PUBIC DONMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE Grading 9 SEPARATE PERMISSION, Engr. Review PERMIT APPLICATION: SEE ECDC 19.00.005(A)(5) PERMIT LIMIT: SEE ECDC 19.00.005(A)(6) EngrT Jnnr et,on J G`ei SEE BACK OF PINK PERMIT FOR MORE INFORMATION *APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESSORS Fire Reviewr _ ✓%6Plan Chk. Deposi 6 762 IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF , _ E EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND Fire Inspection Receipt # 1 C ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY FROM THE ISSUANCE OF THIS PERMIT, ISSUANCE OF THIS PERMIT SHALL NOT BE 3 DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE Landscape InSp. Total Amt. Due l 3 NOR LIMIT IN ANY WAY THE CITY'S ABILITY TO ENFORCE ANY ORDINANCE PROVISION.' Recording Fee Receipt # 1 HEREBY ACKNOWLEDGE THAT 1 HAVE READ THIS APPLICATION; THAT THE INFORMATION APPLICATION APPROVAL GIVEN IS CORRECT; AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF This application Is not a permit until signed by the THE OWNER, I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC• CALL Building Official or his/her Deputy: and Fees are paid, and TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION receipt is acknowledged n space provided. WORKMEN'S COM SATION INSURANCE AND RCW 18:27. p {C TSIGN E DATE VENEWAGENT' DATE SIGNED (425) ✓ ©S 771-0220 ASED BY "' ATE ATTENTION EXT. -1333 IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL049/' A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTI• ORIGINAL -FILE • YELLO • INS CTOR FICATE OF OCCUPANCY HAS BEEN GRANTED, UBC1091 IBC110 if IRC1104 PINK -OWNER •GOLD - ASSESSOR 10104 PRESS HARD - YOU ARE MAKING 4 COPIES I .,i1,tif•;. a��•�••�5��..t�t�i��. .t% ..•�.a..t� . ar��j..tr . rir t. `1%,'•;..�t..t%•. .•%•. .t•�'. rt•�i..t%•. •' ..•%•. r•%•. 0000•. 6.06•. 00.0% to *oat .•%t. .t•'•S t%t rt•'•iJ St•••t S=%tJ St%t= it1,~,tt e•11ri. ;`iY(0 6\�If(/ ;• \�i17/ 6 rV�L/. .•�tl�.. .,.»(/, I\l'Y(/•.6.��r�D ;_ . . ,. 6 . . . •-. : . : . 6 . : .. 6 . : . : . . _ _ _ •, , f, ,/ �V[� / �IGi �111%i �i �i .�Ub .Vl�i QUIG .Vllri .UUi .moi .�11 Ui JL . . • of DEPARTMENT OF BUILDINGS Ir F tate PER International Building Code Section 110 At: 23031 Highway 99 M. Edmonds WA Building Permit #: BLD20050716 Occupancy established by this certificate: Dwelling Units: **NIA** No. Stories: 2 FF S1 Type.Constructione IIB Sprink Basement: No Maximum Occupant Load **45** (Per IBC 1004) Room capacity signs, when `must remain posted at all times. Owner of Building: Shiomi Investment LLC Address: PO'Box;661 Medina, WA 98039 THE Armadillo Storage HAS BEEN INSPECTED AND. APPROVED AS.COMPLYING WITH THE REQUIREMENTS OF THE 2003 EDITION OF THE INTERNATIONAL BUILDING CODE AS:ADOPTED BY THE CITY FOR THE GROUP AND DIVISION OF OCCUPANCY AND THE USE FOR WHICH THE PROPOSED OCCUPANCY IS CLASSIFIED. Issued this 16th day of August 2006 CHIEFBUILDINGOFFICIAL BY: �! This certificate shall be posted in a conspicuous public area and shall not be removed, mutilated or obscured and shall be maintained in legible condition at all limes. Any change of occupancy or use requires a building parmit and a new ILU Certificate of Occupancy issued. by the City of Edmonds Building Official. r• •'. % •% •61 S •S• • %'• • 0'000. 60•�t• 6•%•• • �S•• ••1•• 0.0'0•• • • 6'%•• 6.0 ••• r••SS • • r • 6 • t • • • r • • r.,11/I�. r`1,';�i r�. i:♦,�j�j 6�i %���j�_• %�r,�j�J r;11/I, 0.,,111-. �111i. ri•111i_i r;11';�i 6;1,';-. r_�,�,�_. %�t;�j�� %���j�_J i�j�j�_J i;1,';. r��tr�. r,1//;• 6.;,1,IJ I s , s •� s�, s� �,► �+ �. �, � Illi IVY!/ VlY/r \�il((0 @1Y!/ \ll�l0r \�Y/0v V�Y//Y ��YIJv VYV �`YYIO \�YfOY V�Y!/r �11Y/0 �\'"$ jq k..•.. _ ' - sdfYl�i•• •r�f�•G1,• •r�I•"L1i•• •r l�'•Ili•• r•�i• rr�r1YG1 •r�I i1' st.0,61% sees! lIIG`' SVii• r�►i`rr�l•••i`•• •'mofAi1•• �A• StAU• s• •• r.f�'.r.�l 1• �.�r•b :r.ig•, semfS` •rrteih i• •l` .•l `•' •Si` - ••••• •S1•s .�• �. ��..� rte. of on DEPARTMENT OF BUILDINGS lot PER International Building Code Section 110 At: 23031 Hi hwa 99 #L Edmonds WA Building Permit#: BLD20050719 Occupancy established by this certificate: Dwelling Units: **N/A** No. Storless 1 S1 Type Construction: IIB Sprink Basement: No Maxi mum.Occupant Load **15*" (Per IBC 1004) Room capacity signs, when required, must remain posted at all times. Owner of Building: Shiomi Investment LLC Address: PO Box 161 Medina, WA 98039 THE Armadillo Storage HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH THE REQUIREMENTS OF THE 2003 EDITION OF THE INTERNATIONAL BUILDING CODE AS ADOPTED BY THE CITY FOR THE GROUP AND DIVISION OF OCCUPANCY AND THE USE FOR WHICH. THE PROPOSED OCCUPANCY. IS CLASSIFIED. Issued this 16th day of August , 2006 CHIEF BUILDING OFFICIAL BY: 7- This certificate shall be posted in a conspicuous public area and shall not be removed, mutilated or obscured and shalt be maintained in legible condition. at all times. Any change of occupancy or use requires a building permit and a new Certificate of Occupancy Issued by the City of Edmonds Building Official rr•`•� •r•••• rf••`• •f S`• rff` • r.•S • rfR •.•. •S• l h1. 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Any change of occupancy or use requires a building permit and a new Certificate of Occupancy Issued by the City of Edmonds Building Official, ' .•. •� •M •%! h1 •S• •ti •S rh h ••S •i•• ir• •0:000%;b•• • •S• A• •SS • •••••' • - . rN • rJ •• rJ •'rJ • rJ •'•• •-rJ • r• •'rJ i• r• • .• • rJ • rJ�••• 1•• •J •rr • r• • rr••••• r••S•• r•i••• r • r•t•• r'i •'• r'••••• i•• rr•S�. 0:066% r'id• •••• r•••i. r•1••• 5,1,',. • • r r,1,',. •'1,,.• r�`1,L-• •,1u,• .,1u,. r . •,1,'.• •,1,',• r • • • . • r • r,1,,,. .,1,,,• r•1,,,�• i,1,,,• i,1,',• .,'1'',. i,11',• ii,1',,. i,1'',• i����������•r,''1,,• i,11,,• r,1,',�. i,1,'.�• i������• i'1,'.�. rr1',,• W \VY!/ r\l'7fli' 40 ViY(/ - kv\V W T T W \V W Y rx� . 1 . •S•�•• rlsi• •1•�j• =T�•j• •Tf j• •Sfj• •Sf . �A••• j ••• j• rj• .,:• i• l.• - • r,•• • • rj ,j r„• • j• .t• ��y����►� ,1y •S j• j• 1 •• rT , •r •. J•�•• r•����• ri j• rS •. •S�•,••/j,• •••�•• •�•�•�i��•�• •�S�•���j��• •������• •�5���•�•�• r••�•• •�1���•��•�• • j• ••• . r •• •S�••• rT •• • . . r.11r.• ,JIIr• r•IHr_i \.1�1.• r�111r-i rte(/ r\lY%• �f/ \� \�i %•j��r_i +,1,';i r•111.• r\�Yf%� ' \llf%� r� \�• rVlf(/• \�• \�1L!” � \�Y(%, CYf✓r �Vf(/• ,'1,, \`�%• ;,1,,,i rT��rr_i t����ri ;,11',i .,1",�• r����i• en ' ,. \\ Vim/ `1Y(� \•W(/ �Yf(/ \VRf/ \VY(/ `�V/ \`ll!% � \�L'(/�,\/`iY,(yYL`%/'r V1Y% \VL% `W(// \Vll'/ \VIV // of DEPARTMENT OF BUILDINGS t Mt t lot (PC laltiq- PER International Building Code Section 110 At: 23031 Hi hwa 99 #J Edmonds WA Building Permit M BLD20050717 i Occupancy established by this certificate, Dwelling Units: **N/A** No. Stories: 1 S1 Type Constructiom.11B.Sprink Basement: No Maximum Occupant Load **15** (Per IBC 1004) Room capacity signs, when required, must remain posted at all times. Owner of Building, Shiomi Investment LLC Address: PO Boz 661, Medina, WA 98039 THE Armadillo Storage HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH THE REQUIREMENTS OF THE 2003 EDITION OF THE INTERNATIONAL BUILDING CODE AS ADOPTED BY THE CITY FOR THE GROUP AND DIVISION OF OCCUPANCY AND THE.USE FOR WHICH THE PROPOSED OCCUPANCY IS CLASSIFIED. Issued this 16th day of August , 2006 CHIEF BUILDING OFFICIAL BY: This certificate shall be posted in a conspicuous public area and shall not be removed, mutilated or obscured and shall be maintained in legible condition at all times. Any change of occupancy or use requires a building permit and a new Certificate of Occupancy issued by the City of Edmonds Building Official. � � •••• •�.••, •.•'••• rS•� •rS••••• •Sf• • •Th rS� • •S•••j• • •S•••j• f••• •t•• rS•�••,rS•�•• rS'�. •S•••.• •S'•.• r.�•••rS•••.• rS•�. rS•�• •.•�.• rS�•• "r.�••• . • •S•�•' i i• ••i ••• i i•i•i S r r T r S r r r r r i i r `11,, \•r�rr- ,1„' ,11', m Cornerstone 17625 -130th Ave. NE, C102, Woodinville, WA 98072 Phone: 425-844-1977 Geotechnical, Inc. Fax: 425.844-1987 June 9, 2005„•�. sq.;,.,fl yr.. L JUIN 20 t5U110 aG t1F:PA 'fi�lct t Y Mr. Dennis Chinn Gilt s F.01 us.Ds t Shiomi Investments, LLC f PO Box 661 z” Medina, Washington 98039 n AilCITYrn I ami�, Geotechnical Plan Review Letter o� Armadillo Self -Storage Expansion C ti Edmonds, Washington rn CG File No. 1789 C . r} Dear Mr. Chinn:O CZ Drw This letter presents our geotechnical plan review of your Armadillo Self -Storage .expansion, project located at 23.031 Highway 99 in Edmonds, Washington. Wn ..INTRODUCTION mm, O N �, We have prepared a . geotechnical engineering report for the project dated January 6, 2005.. You have C requested that we prepare this plan review as required by the City of Edmonds. We have been provided rn rrnn with ,Plan Sheets Sl through 4 for Buildings 5 through 8, revised June 6, 2005, prepared .by Site. Structures. We have also .been provided with Plan Sheets Sl and S2 for the storm water detention vault, also revised June 6; 2005, and prepared by Site Strictures. In addition, we have been provided with a plan review.comments letter for Buildings 5 through 8 from the City.of Edmonds dated April 21, 2005; a list of 39 comments is attached to the letter, We have also been p provided with a plan review of the storm water detention vault dated May 5, 2005, prepared by Reid rn . Middleton; this review includes seven comments. PROJECT DESCRIPTION The project will consist of the construction of four storage buildings and 'a storm water detention vault. The most important aspect of: the project is the loose Fill material encountered in our subsurface explorations and expected to exist across the planned development arca. In our geotechnical report, we Geotechnical Engineering Plan ..eview Letter Self -Storage Facility Expansion Edmonds, Washington June 9, 2005 CG File No. 1789 Page 2 provided recommendations to reduce the risk of settlement of pavement or structures that are supported by the existing fill material. It is very important to recognize that this elevated risk cannot be eliminated +' unless all of the loose fill is removed from building and pavement areas. In our report, we provided an estimate of settlement of foundations assuming that the structures would be supported on firm native soils Z' O or structural fill extending to bearing soils. 0 ' PLAN REVIEW - BUILDINGS 5 - 8 Comment 27 This comment addresses the support of building. foundations, specifically the. comment C Mo states that our geotechnical report indicated that competent native material would likely not be n p C encountered at foundation subgrade elevation and that structural fill would be required. The revised plans rr include a note that the building foundations are to be placed on structural fill and prepared subgrade as O C Z outlined in our geotechnical report. Our report includes recommendations for foundation subgrade, -� structural fill, and also geotechnical construction monitoring services. N , an F ' Because the fill varies at the site, it is our opinion that on-site consultation by the geotechnical will help in _ M m the coordination of the appropriate foundation subgrade option for any given location. p0 N 0 Comment 28 This comment addresses widths' of strip foundations. Our geotechnical report r. m n Z r - recommends minimum widths of 24 inches, but foundations on the plans are shown with widths as. narrow as 14 inches. Mr. Kosnik has informed us that the plans will be revised to show minimum foundations widths of 24 inches. Z ' Comment 29 — This comment addresses the use of a design bearing capacity of 2,000 psf in the structural o calculations. As recommended in our report, this value is appropriate only for foundations bearing on n structural fill or firm native soils. It is our understanding that the footing subgrade areas will be improved m as discussed in Comment 27, Comment 34 — Similar to Comment 28, this comment. addresses widths of foundations shown on the structural calculations. Mr. Kosnik has informed us that the foundation width will be revised to at least 24 inches to comply with the recommendation in our report. I Cornerstone Geotechnical, Inc. Geotechnical Engineering Plan tceview Letter Self -Storage Facility Expansionif Edmonds, Washington June 9, 2005 CG File No. 1789 s. Page 3 Comment 37 This comment addresses the width of the structural fill; which is expected to be required beneath the structure foundations. Wherever structural fill is placed beneath foundations, it should extend ;. beyond the edges of the foundation a minimum distance equal to half the thickness of the fill (i.e, if the f Ifs: structural fill has a thickness of 5 feet, the fill should have a width at least the foundation width plus S z 1'. 0 feet, 2.5 feet on each, side of the foundation).' "1 rn y_ PLAN REVIEW - STORM WATER DETENTION VAULT ca { Comment 1 This comment addresses the required geotechnical special inspections. Geotechnical m M. `. 01 inspection will be required for evaluation of bearing capacity of vault foundation subgrade, evaluation of O G retaining wall subsurface drainage system; and evaluation of compaction of foundation and retaining wall m m w ' backfill. c D z Comment 2 - This comment addresses lateral pressures on retaining walls due to earthquake motions.. v� 0 We referenced the 2002 map from the US Geological Survey (USGS) website to obtain values for SS and Si. The USGS website includes the most, updated published data on seismic conditions. The seismic MM designparameters are: p c Fn ca i SS 122.2% g r z n --t S, 42.8% g Fa 1.0 From Table 1615..1.2(1) of the 2003 IBC � z t. F, 1.4 From Table 1615.1.2(2) of the 2003 [BCWINES r coz 0 r. Based on these values, we recommend a design seismic active_ pressure of 7.0 psf and a design at -rest m pressure of 23psf. The seismic load should be multiplied by the depth (ground surface elevation minus the elevation of the bottom of the foundation). This value should then be applied to the height of the detention vault wall. r' Site specific coefficients and adjusted maximum considered earthquake spectral response acceleration parameters apply as shown in Section 1615.1 of the IBC. Cornerstone Geotechnical, Inc. Geotechnical Engineering Plan Keview Getter ; Self -Storage Facility Expansion Edmonds, Washington June 9, 2005 CG File No. 1789 Page 4 Comment 3 This comment addresses the use of a design bearing capacity of 2,500 psf in the structural calculations. Although we have not completed subsurface explorations in the vicinity of the planned vault, it is our opinion that the likely soil conditions at the vault foundation subgrade will be dense glacial Z O I; till. Provided medium dense or firmer native soil is exposed in the vault foundation subgrade, it is our n rn opinion that a design bearing capacity of 2,500 psf is appropriate. Y' Comment 4 — This comment addresses the design passive soil pressure. In our geotechnical report, we C m recommended an equivalent fluid density of 150 pcf be used for passive resistance of loose fill.and 250 n pcf for structural fill or native soils. These values include factors of safety of 2. The value of 500 pcf. ' shown on Sheet S2 is stated to be an .ultimate load native soil. In our opinion. this ultimate value is rn m 10 consistent with our recommended design load.for the detention vault wall design. p Z USE OF THIS LETTER' f We have prepared this letter for Shiomi Investments, LLC and its agents, for use in planning and design rnm of this project. We should be retained to provide construction -monitoring services. As part of our v� services we would verify site conditions found during construction, and compare them with the data C N , Y g cn obtained in our explorations and evaluate soil bearing during construction. In the event that conditions a vary, we would provide recommendations as appropriate. We would also evaluate the construction to determine if it is in compliance with the design concepts, specifications, and recommendations: .We would document our observations and opinions in field reports. } Z ' Within the limitations of scope, schedule and budget for our work, we have strived to take care that our Z, work has been completed in accordance with generally accepted practices followed in this area at' the time n this report was prepared.: No other conditions,. expressed or implied, should be understood.. m 000 ., i' Cornerstone Geotechnical; Inc. .. s' Geotechnical Engineering Report Self -Storage Facility Expansion Edmonds, Washington January 6, 2005 CG File No. 1789 Page t SCOPE The purpose of this . study is to explore and characterize the subsurface conditions and present recommendations for site development. Specifically, our scope of services as outlined in our Services I "> Agreement, dated December 10, 2004, includes the following: Zf. 5,.. 1. Review available geologic maps of the area. O owl: If 2. Explore the subsurface conditions with a backhoe: m , 3. Provide recommendations for building foundations, including retaining walls. r 4. Provide recommendations for site preparation and grading, including recommendations for 'r1' reducing the risk posed. by fill or loose soils, w rn ...ti. 5. Provide general recommendations for site drainage. m 0 6. Prepare a written report to document our observations, conclusions and recommendations. p n Imill C =m mz SITE CONDITIONS c.. DZ `, Surface Conditions rw t The planned expansion area is about 1.6 acres in size and has maximum dimensions of. approximately 215 „�. f feet in the east -west direction and.325 feet in the north South direction: Access to the site is provided by ' 5. - 230'b Street SW; which runs along the northern edge of the site. The site is bordered by the existing self- m m ca storage facility to the south and west, and existing residential property to the east. A layout of the site is ; n M shown on the Site Plan in Figure 2. � ' m� i The site is generally flat, covered with scotch broom and thick blackberry vines along the eastern property t line. The existing fill of the site has created a slope on the east side of the property as shown by the topography map.' Z } Geology Most of the Puget Sound Region was affected by past intrusion of continental glaciation: The last period ZO : of glaciation, the Vashon Stade of the Fraser Glaciation, ended approximately 11,000 years ago. Many of 0 jthe geomorphic features seen today are a result of scouring and overriding by glacial ice. During the m, Vashon Stade, much of the Puget Sound region was overridden by over 3,000 feet of ice. Soil layers overridden by the ice sheet were compacted to a much greater extent than those that were not. Part of a i,• typical glacial sequence includes recessional outwash sand underlain by glacial till. � r f Cornerstone Geotechnical, Inc: I IN j 1 I 1 Geotechnical Engineering Report . Self -Storage Facility Expansion Edmonds, Washington January 6, 2005 CG File No. 1789 Page 3 - i- The geologic units mapped for this area are shown on the Preliminary Surficial Geologic Map of the Edmonds East and Edmonds West Quadrangles Snohomish and King Counties, Washinaton, by Mackey Smith (Washington DNR, 1975). That map shows the site to be underlain by glacial till. Glacial till is an ` t unsorted mixture of sand, silt, and gravel that is deposited of the bottom of the glacier, which is commonly referred to as "hardpan". The glacial till has been consolidated under the weight of the Z i o continental glaciers. The till exhibits both high strength and low permeability, i n . m Our explorations encountered fill throughout the site and, in one location, encountered glacial drift. 1 Glacial drift, as defined in this report, is similar to glacial till, but contains some sorting and may be less -i vrn dense. C v } M0 Explorations C Subsurface conditions were explored at the site on December 20, 2004, by excavating a total of five test rn Z pits:_ The test pits were excavated to depths of 6.8 to 7.8 feet below the ground surface. The explorations D Z were located in the field by a representative from this firm who also examined the soils and geologic conditions encountered, and maintained logs of the test pits. The approximate locations of the test pits are 0O shown on the Site Plan in Figure 2. The soils were visually classified in general accordance with the rn 1 Unified Soil Classification System, a copy of which is presented as Figure 3. The logs of the test pits are m rn presented in Figure 4.n r i CN !.. C ca Subsurface Conditions r ? A brief description of the conditions encountered in our explorations is included below. During our site M j explorations we were not able to reach firm native ground in most of the five test pits. Without more exploration, we cannot estimate with a reasonable degree of certainty the extent of the fill underlying the Z site. For a more detailed description of the soils, encountered, review, the test pit logs in Figure 4. J. �. Our explorations encountered loose to medium dense, brown to black, silty sand with gravel, organics and 0: r occasional cobbles. This layer was over 7 feet thick in Test Pits 1 and 3. We interpret this material a5 0 n fill. In Test Pits 2 and 4, this fill was covered by a surficial layer of loose to medium dense, gray to gray m brown, silty fine sand with gravel, interpreted as a subsequent generation of fill. Underlying the dark- colored fill in Test Pit 4, we encountered medium dense to dense, brown silty fine sand with gravel, : interpreted as glacial drift. In Test Pit 5, we encountered a surficial layer of fill that consisted of loose to Comerstone Geotechnical; Inc. . .r I i.. Geotechnical Engineering Report Self -Storage Facility Expansion Edmonds, Washington t January G, 2005 CG File No. 1789 ; Page 4 medium dense, brown silty fine sand with gravel. Underlying the surficial layer was a weathered horizon that consisted of loose to medium dense, re&brown, silty fine sand with gravel and organics. The deepest � layer encountered in Test Pit 5 consisted of medium dense, brown silty fine sand with gravel. ' Hydrologic Conditions Z Slight ground water seepage was encountered only in Test Pit 1, at a depth of 3.0 feet. We consider this n water to be perched. Perched water does not represent a regional ground water "table within the.upper m soil horizons or fill zones. Volumes of perched ground water vary depending upon the time of year and the upslope recharge conditions. C My 80 + col I CONCLUSIONS AND RECOMMENDATIONS C iI General m Z l IOWA It is our opinion that the site is compatible with the planned improvements from a geotechnical C Z standpoint. However, there is an increased settlement potential for structures founded on the loose .fill soils. as they consolidate under the weight of the overlying soil and the planned building. Settlement of uJ r• I , m the underlying soils can lead to distress, such as cracks in structures founded over loose soils. m 1 mm The. best foundation system would be to support the entire building and slabs on foundations poured on 0 .N i firm native, soils, or on structural fill extending to the firm native ground. This option would likely be C N expensive due to the large amount of fill that would need to be removed. r Z On i- An alternative would be to improve the.upper portion of the subsurface soils and allow the foundation to D. "float" on the subsurface soils. This could be completed by overexcavating up to 5 feet below the bottom _ y of the foundation system. The bottom of the excavation would be compacted to a dense condition then y Z structural fill would be placed up to the footing subgrade. Conventional foundations could be placed on _ S the structural fill. This option has some risk because settlement could. occur. Z Another potential way to. reduce the risk to the structure would be to mix kiln dust or Portland cement n rn I with the fill to a depth of approximately 5 feet below the bottom of the foundation system. This would { reduce some of the risk of differential settlement, but would not eliminate the risk entirely. 1 Cornerstone, Geotechnical, Inca Geotechnical Engineering Report : i Self -Storage Facility Expansion Edmonds, Washington January 6, 2005 j CG File No. 1789 i Page 5 i We expect there will always be some risk of cracking of asphalt or slabs that are supported by the existing 1. subsurface conditions. We have provided some options in this report to reduce the amount of cracking. Z. FoundationsSENIOR S Conventional shallow spread foundations could be used if you choose the option of improving the m subgrade soils below the foundation then assuming the risk of settlement. This option is expected to be GOSSIP F owl mn i less expensive than the removal and' replacement of the entire fill zone. N om We recommend that the building site be overexcavated below the bottom of the planned foundation. If m Q j the soil at the planned bottom of footing elevation consists of fill or loose soils, the excavation could be O 0 C n deepened as much as 5 feet and filled with structural fill or rock spalls. The improvement of the 5. feet of = m : M soil below the building foundation will reduce the chance of settlement; however, it does not eliminate the TJ 'i f yz i risk. f among = CO Footings should extend at least 18 inches below the lowest adjacent finished ground surface for frost O rn ' protection and bearing capacity considerations. Minimum foundation widths of 24 and 36 inches should ic be used for continuous and isolated spread footings, respectively. Standing water should not be allowed m m ON to accumulate in footing trenches. All loose or disturbed soil should be removed from the foundation C7 m „r excavation prior to placing concrete. r Mo 1 For foundations constructed as outlined above, we recommend an allowable design bearing pressure of i 1,000 pounds per square foot (psf) be used for the footing design when on loose fill or 2,000 psf when on structural fill or native soil. International Building Code (IBC) guidelines should be followed when Z I considering short-term transitory wind or seismic loads. y O Z Potential foundation settlement using the recommended allowable bearing pressure and continuous O footings . is 'estimated to be less than 1 inch total and '/s .inch differential between footings or across a M . distance of about 30 feet. i Lateral Pressures j The lateral earth pressure acting on retaining walls is dependent on the nature and density of the soil ' behind the wall, the amount of lateral wall movement, which can occur as backfill is placed, and the inclination of the backfill.. Walls that are free to yield at least one -thousandth of the height of the wall are Cornerstone Geotechnical, Inc. I I Geotechnical Engineering Report Self -Storage Facility Expansion !. Edmonds, Washington January d, 2005 CG File No. 1789 Page 6 in an "active" condition. Walls restrained from movement by stiffiiess or bracing are in an "at -rest" condition. Active earth pressure and at -rest earth pressure can be calculated based on equivalent fluid density. Equivalent fluid densities for active and at -rest earth pressure of 40 and 60 pounds per cubic foot (pcf), respectively, may be used for design for a level backslope. These values assume that the on-site Z soils are used for backfill, and that the wall backfill is drained. The preceding values do not include the 0_ effects of surcharges, such as due to foundation loads, traffic or other surface loads. Surcharge effects n m If should be considered where appropriate. =i Mn The above lateral pressures may be resisted by friction at the base of the wall and passive resistance C m against the .foundation. A coefficient of friction of 0.3 for loose fill and 0.4 for structural fill or native soil nn O may be used to determine the base friction. An equivalent fluid density of 150 pcf should be used for passive resistance design for loose fill and 250 pcf for structural fill or native soils. To achieve this value m = Z 10 of -t of passive pressure, the foundations should be poured "neat" against the native dense soils, or compacted C Z y� fill should be used as backfill against the .front of the footing, and the soil in front of the wall shouldca r' extend a horizontal distance at least equal to three times the foundation depth. We recommend that the rs upper 1 foot of soil be neglected when determining the passive resistance. unless covered with a hard surface such as a slab -on -grade. The passive pressure has a safety factor of two to limit movement. The m t7 Cn coefficient of friction does not include a factor of safety. n r M C to All wall backfill should be well compacted. Care should be taken to prevent the buildup of excess lateral r :MO ,-ZZ r soil pressures due to overcompaction of the wall backfill This can be accomplished by placing wall backfill in 8 -inch loose lifts and compacting with small, hand -operated compactors. Permanent drainage systems should be installed for retaining walls. We recommend that these drainage ) - systems consist of an. 18 -inch -wide zone of clean (less than 3 percent fines), free -draining granular ca ' material placed along the back of the wall. Pea gravel is an acceptable drain material. The granular z material should be placed up the back of the wall to within 1 foot of the ground surface. Drainage n I rn composite may be used in place of the 18 -inch -wide zone of free -draining material. A less permeable soil . should be placed in the topmost foot to reduce surface infiltration into the wall drain. All wall backfill , f materials should be approved by the geotechnical engineer prior to placement. A slotted drainpipe having a minimum diameter of 4 inches should be embedded in pea gravel or some other frecAraining material, at the base of the wall and along its entire length. This drainpipe should discharge into tightlines leading ' Cornerstone Geotechnical, Inc. 4 Geotechnical. Engineering Report i Self -Storage Facility Expansion Edmonds, Washington January 6, 2005 CG File No. 1789 Page 7 . to an appropriate collection and discharge point. Roof drains should not be connected to wall or footing drains. i Site Preparations and Grading should have a minimum of 2 feet of compacted fill below. Following grading to Slab and pavement areas shot P Z . - subgrade, the site should be compacted with a large, smooth -drum, vibratory compactor to a dense,. non O yielding condition. Any areas that are observed to pump and weave following, compaction should be m repaired as determined necessary in the field. It may be practical to allow the weaving to dissipate and re- . ; compact several times over a week or so. 1f this is considered practical, time should be allowed in the N m oft weaving areas and replace with select fill or O schedule for this: The alternative �s to overexcavate the s gC O rn'O { crushed rock. If the soils are wet at the time of earthwork, soil amendments such as Cement Kiln Dust, or .1 O C C Cement Treated Base may be methods to consider. The amount of repairs will be dependent on M i conditions following compaction. p-Z CZ We do not expect significant amounts of structural fill to be planned for the site. However, since planned r s site grades have yet to be finalized, we include the following sections on structural fill. The methods described also apply to soil that is moved and compacted on site. mrn_ Structural Fill v 5 ON nm General: All fill placed beneath buildings, pavements or other settlement sensitive features. should be C N placed as structural fill.. Structural fill, by definition, is placed in accordance with prescribed methods and m co r .Z.� standards, and is monitored by an experienced geotechnical professional or soils technician: Field - jmonitoring procedures would include the performance of a representative number of in-place density tests X to document the attainment of the desired degree of relative compaction. Z Materials: Imported structural fill should consist of a good quality, free -draining granular soil, free of organics and . other deleterious material, and be well graded. to a maximum size of about 3 inches. Z Imported, all-weather structural fill should contain no more than 5 percent fines (soil finer than a Standard n U.S. No. 200 sieve), based on that fraction passing the U.S. 3/4 -inch sieve. m . The use of on-site soil as structural fill will be dependent on moisture content control. Some drying of the { j native soils may be necessary in order to achieve compaction. During warm, sunny days this could be t i Comerstone Geotechnical, Inc. { l Geotechnical Engineering Report Self-Storagc.Facility Expansion j - Edmonds, Washington January G, 2005 CG File No. 1789 , Page 8 i accomplished by spreading the material in thin lifts and compacting. Some aeration and/or addition of moisture may also be necessary. We expect that compaction. of the native soils to structural fill specifications would be difficult, if not impossible, during wet weather. Z Fill Placement: Following subgrade preparation, placement of the structural fill may proceed. Fill 0 GIMIND should be placed in & to 10 -inch -thick uniform lifts, and each lift should be spread evenly and be n N M thoroughly compacted prior to placement of subsequent lifts. All structural fill underlying building areas, a and within a depth of 2 feet below pavement and sidewalk subgrade, should be compacted to at least 95ch -C rn } percent of its maximum dry density. Maximum dry density, in this report, refers to that density as f m c� determined by the ASTM D 1557 compaction test procedure. Fill more than 2 feet beneath sidewalks and j pavement subgrades should be compacted to at least 90 percent of the maximum dry density. The �C r moisture content of the soil to be compacted should be within about 2 percent of optimum so that a m Z readily compactible condition exists. It may be necessary to overexcavate and remove wet surficial soils D Z ( in cases where drying to a compactible condition is. not feasible. All compaction should be accomplished CO f by equipment of a type and size sufficient to attain the desired degree of compaction, p m } m Temporary and Permanent Slopes M rn E. Co i Temporary cut slope stability is a function of many factors, such as the type and consistency of soils, depth of the cut, surcharge loads adjacent to the excavation, length of time a cut remains open, and the C' presence of surface or ground water. It is exceedingly difficult under these variable conditions to estimate } Z C) astable temporary cut slope geometry. Therefore, it should be the responsibility of the contractor to maintain safe slope configurations, since the contractor is continuously at the job site, able to observe the } nature and condition of the cut slopes, and able to monitor the subsurface materials and ground water Z ► Wei conditions encountered. _ Z We anticipate temporary cuts for installation of utilities. For planning purposes, we recommend that O temporary cuts in the fill be no greater than 1.5 Horizontal to 1 Vertical (1.5H;1V).. If ground water m seepage is encountered, we would expect that flatter inclinations would be necessary. ' We recommend that cut slopes be protected from erosion. Measures taken may include covering cut slopes with plastic sheeting and diverting surface runoff away from the top of cut slopes. We do not Fn Cornerstone Geotechnical, Inc. ` i Geotechnical Engineering Report Self -Storage Facility Expansion s Edmonds, Washington 1 January 6, 2005 CG File No. 1789 Page 9 i recommend vertical slopes for cuts deeper than 4 feet, if worker access is necessary. We recommend that i` cut slope heights and inclinations conform to local and WISHA/OSHA standards. Final slope inclinations for structural fill and the cuts in the native soils should be no steeper than 2H:1 V. Z'' is Lightly compacted fills or common fills should be no steeper than 3H:1 V. Common fills are defined as p w1 fill material with some organics that arc "trackrolled" into place. They would not meet the compaction n M s i specification of structural fill. Final slopes should be vegetated and covered with straw or jute netting. The vegetation should be maintained until it established. C: Slabs -On -Grade M iO Slab -on -grade areas should be prepared as recommended in the Site Preparation and Grading p C, ;; r subsection. Slabs should be supported on medium dense to very dense native soils, or on.structural fillm M ' Z extending to these soils.: Slabs placed on conditions described in the site preparation and grading A —t i subsection have a greater potential for cracking. Where moisture control is a concern, we recommend -� D Z break that slabs be underlain by 6 inches of free -draining coarse sand or pea gravel for use as a capillary y p .n A suitable vapor barrier, such as heavy plastic sheeting, should be placed over the capillary break. m fr m M Drainage p `. We recommend that runoff from impervious surfaces, such as roofs, driveway and access roadways, be C N 4; collected d ted to an appropriate storm water discharge system. Final site grades sho anrouted uld allow for t. Zn { drainage away from any buildings. We suggest that the finished ground surface be sloped at a gradient of i 10 feet away from the buildings, Surface water should be 3 percent minimum for a distance of at least 70 collected by permanent catch basins and drain lines, and be discharged into a storm drain system. Z We recommend. that footing drains be used around all of the structures where moisture control is important. It is good practice to use footing drains installed at least 1 foot below the planned finished Z j 0 floor slab, If drains are omitted around slab -on -grade floors where moisture control is important, the slab should be a minimum of 1 foot above surrounding grades. rn Where used, footing drains should consist oof 4-inchAiameter; perforated PVC pipe. that is surrounded by free -draining material, such as pea gravel. Footing drains should discharge into tightlines leading to an 1i appropriate collection and discharge point. For slabs -on -grade; a drainage path should be provided from L Comerstone Geotechnical, Inc. i Geotechnical Engineering Report. j Self -Storage Facility Expansion Edmonds, Washington January 6, 2005 CG File No. 1789 Page 10 I' i the capillary break material to the footing drain system. Roof drains should not be connected to wall or i footing drains. Pavement } Z i The performance of roadway pavement is critically related to the conditions of the underlying subgrade. O We recommend that the subgrade soils within the roadways be treated and. prepared as described in the m Site Preparation and Grading subsection of this report. Prior to placing base material, the subgrade , rd soils should be compacted to a non -yielding state with a vibratory roller compactor and then proof -rolled 6=4n , i with a piece of heavy construction equipment, such as a fully -loaded dump truck. Any areas with. C m excessive weaving or flexing should be overexcavated and recompacted or replaced with a structural fill S i or crushed rock.placed and compacted in accordance with recommendations provided in the Structural, O C M t FIB subsection of this report. O 1 b Z MONITORING We should be retained to provide monitoring and consultation services during construction to confirnl that p the conditions encountered are consistent with those indicated by the .explorations, and to provide ; } recommendations for design changes, should the conditions revealed during the work differ from those m m anticipated. Because we were not able to reach firm native ground in most of the test pits, the extent and ` 0r 0 Fn E.. CD consistency of the fill is not well known, and actual conditions encountered during earthwork may deviate E � i r M n T from those. found in this report. As part of our services, we would also evaluate whether or not earthwork 1 and foundation installation activities comply with contract plans and specifications. 4rr I USE OF THIS REPORT } We have prepared this report for Shiomi Investments, LLC, and its agents, for use in planning and design. N of this project. 'The data and report should be provided to prospective contractors for their bidding and Z 0 `. estimating purposes, but our report, conclusions and interpretations should not be construed as a warranty n M of subsurface conditions. 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 report, for consideration in design. There are possible r Cornerstone Geotechnical, Inc. Vicinity Map H J A `"---- B C -- ,I 55 .� t 199TH` .V , 4: > l�jl C�- l , a , I t : , , 91ST , •+j,` \ ,; . I� 4 , / r a� �' nt t' MON em+o, x, ,Ll FOj1E3�'DELI , t96 i 7 , , trA,? y.a , rt '��-• L ., +� ;i 4 9" , Y�,I•N T,. R' 3=)}eP i 1� �s 1-.�� ` �'r 7^'24 t ° �• , c ,ti,: 21 - `\-11°°T"-+ �.• F ! , lam. 's."'ti'�*'�. 19'. `N, 'f:. `�tt° t' ,� , • �. �l AD CAISCADE I K I I 201ST l�'A.ni-i'I:C v i ra lr `n ' 4 f > +. , 5 'S .� rest t,`• `�-- 1 t .a is i ti SIERRA � j- _ ._ I . m �.i I _�i.x i }."r{ r • i r' r ' t .?? . -- C �w r 1 .��w',1' f GL _✓/ TyI t _ i{ i lL lrt Y4;:eMy t?( l V, }� 1 1 5 5' ti'l,Zi r t�C,a ' i wl _��� � _; _— � .t�}L•L1�M 11.x:111 a j. t,z,�`ti i.,� �t-i .5 t-`{ rj e J 405TH � I •- 1 i�l � � `.�> i•: ' ' � Y I it> `rf v "i „' t' WI,� =7 � , ,J 4j•,tt ! ft ,i W Y9 ,V.••J�L SJl. r �� � Z , 206TH i:) It ru> i � a "C1` r 7 e. tl ! f '[t+,•. '� f>^� > 7 ),t I I �.i e7f? r rT tati vµ>' •�.t4\� :a'nn'� a.> '•,.. � � '`�j �-Str�r'j ri. f N I _. I _ be--•t.. r i M-•i : °. [ 1 r 3, �Y• VIM, r�T`) i 111 eti `l1:Sr?..' ;J 21 21 11L1 a K.� ,a". ,a {rt,w',, iit t �.�rj ?Rlfl c.t• i �rts+ �•\L" Hyl BO '�t. "l-il IN 4 ' 216TH J .�_.. _. I �- ._.._ _1— r' ru / a•� t" � �I rl `� � ` .: '{- �,•-ai(�,` (� ,�'� )� �77 216TN L__F.' 219TH : �• , %� '_"'! 1 .7 f 7 220TH s , j ?2QH OWN. PIP MIN e 1 t i ,� 1 -77 2TSi11 I :a 1i Z -�A 227P ri Project 7TTIT Site41 10 7 2 n -i j tin `'t 1 1 �. % t / 'LT7'H 01995 Thomas Bros. Maps COI"11�rStOf1@ Phone: (425) 844-1977 Dennis Chinn Fax: (425) 8441987 Geotechnical, Inc. File Number Figure ! 17625-130th Ave NE, C-102 • Woodinville, WA • 98072 1789 1 i Site Plan s . { ;: •.:: 230th St SW fix 00' ..._ 1 c-''' 44 11'0 . l.11.f{' ✓y `t t { r Qp� j .4 it RM44.w : ,,� r�R.'IS39' f }•K j is (. . .I` ; ?• ,ii Y ^' _.:. Ar 1 V M �lei CO C' Q }it _ ^ MMMIC 1 \ L iL P1 .,1 . = m f 'si Ji j -� a s m Z 4 10 .� !~•� ':,:. •:�' :{•.ori:•' ! •. : � - a 'O.IM .. ¢. TM KR !� �yL Pm m 1 } vN - 1 n r M n ril I. •� , it •Jf1;"-�` _ Z- r Z LEGEND I Zr r ` 0 100 200 � �--- ---{-� Number and Approximate 0. pp M Location of Test Pit Scale 1" =100' Reference: Site.Plan based on a site plan provided by Dennis Chinn y � 4• r iPhone: (425) 8444977 Dennis Chinn Cornerstone Fax: (425) 844-1987 Geotechnical, Inc. File Number F� 2 17625-1301h Ave NE; C-102 • Woodinville, WA 98072 1789 1 t Unified Soil Classification System MAJOR DIVISIONS SYMBOL GROUP NAME t SYMBOL GRAVEL CLEAN GRAVEL GW WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL COARSE- GRAINED MORE THAN 5096 OF GP POORLY -GRADED GRAVEL i COARSE FRACTION SOILS RETAINED ON NO.4 GRAVELGM SILTY GRAVEL j SIEVE WITH FINES GC CLAYEY GRAVEL MORE THAN 5096 z RETAINED ON SAND CLEAN SAND SW WELL -GRADED SAND, FINE TO COARSE SAND 0 - number 200 SIEVE 0 SP POORLY -GRADED SAND tTl MORE THAN 5096 OF COARSE FRACTION PASSES NO.4 SIEVE WITH FINES SM SILTY SAND N i vm Sc CLAYEY SAND m O On SILT AND CLAY INORGANIC ML SILT C FINE" = m I LIQUID LIMIT CL CLAY p � GRAINED LESS THAN 50% D Z '. SOILS ORGANIC OL ORGANIC SILT, ORGANIC CLAY r = f MORETHAN 50% SILT AND CLAY INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT Wn O �t PASSES NO, 200 SIEVE I LIQUID LIMIT CH CLAY OF HIGH PLASTICITY, FAT CLAY m nl 50% OR MORE O 0) ORGANIC OH ORGANIC CLAY, ORGANIC SILT C F { p(i m� i -HIGHLY ORGANIC SOILS PT PEAT z 0 Z r—, 1 NOTES: 11 SOIL MOISTURE MODIFIERS 1) 'Field classification is based on Dry -Absence of moisture, dusty, dry Z visual examination of soil in general to the touch _ 1 accordance with ASTM D 248&83. j 2) Soil classification using laboratory Moist- Damp, but no visible water 0) tests is based on ASTM D 2487-83. Z Wet- visible free water. or saturated, O usually soil is obtained from 3) Descriptions of soil density or m consistency are based on below water table interpretation of blowcount data, i visual appearance of soils, and/or , test data. Cornerstone Phone: (425 a44-1sn Unified Soil :Classification System Geotechnical, Inc. Fax (4251 aaa-,s87 AveNE C-102 • Woodinville WA' 98072 Figure 3 � 17625 -130th � I LOG OF EXPLORATION . DEPTH USC SOIL DESCRIPTION TEST PIT ONE ELEVATION -387 FEET 0,0-7,8 SM BROWN TO BLACK SILTY SAND WITH GRAVEL, ORGANICS, AND OCCASIONAL COBBLES (LOOSE TO MEDIUM DENSE, MOIST) FILL SAMPLES WERE COLLECTED AT 3.5, 5,8 AND 7.8 FEET SLIGHT GROUNDWATER SEEPAGE WAS ENCOUNTERED AT 3.0 FEET TEST PIT CAVING WAS NOT ENCOUNTERED rr, TEST PIT WAS COMPLETED AT 7.8 FEET ON 12/20/04 TEST PIT TWO ELEVATION -390 FEET Z' f 0.0-2.0 SM FRAY TO GRAY -BROWN SILTY FINE SAND WITH GRAVEL (MEDIUM DENSE, MOIST)" l_ _I n - 2,0-5.8 SM BROWN TO BLACK SILTY SAND WITH GRAVEL, ORGANICS, AND OCCASIONAL m COBBLES (LOOSE TO MEDIUM DENSE, MOIST) FILL 5.8-7.5 SM. BROWN TO BLACK SILTY SAND WITH GRAVEL, ORGANICS, CONCRETE PIECES, AND WOOD BOARDS (LOOSE TO MEDIUM DENSE) (LLf vm SAMPLES WERE COLLECTED AT 1.5, 4.5 AND 6.0 FEET m, v GROUND WATER SEEPAGE WAS NOT ENCOUNTERED n t TEST PIT CAVING WAS NOT ENCOUNTERED Q C TEST PIT WAS, COMPLETED AT 7.5 FEET ON .lZ=04 TEST PIT THREE ELEVATION -389 FEET : ITL Z ( 10 0.0-7.3 SM BROWN TO BLACK SILTY SAND WITH GRAVEL, ORGANICS, TRACE BRICKS AND c' TRACE WOOD BOARDS (LOOSE TO MEDIUM DENSE, MOIST) FILL SAMPLE WAS COLLECTED AT 7.3 FEETas 4 GROUND WATER SEEPAGE WAS NOT ENCOUNTERED j T an TEST PIT CAVING WAS NOT ENCOUNTERED � TEST PIT WAS COMPLETED AT 7.3 FEET ON 12/20/04 i ! " , TEST PIT FOUR ELEVATION -391 FEET m m 0.0-0.8 SM GRAY TO GRAY -BROWN SILTY FINE SAND WITH GRAVEL (LOOSE TO MEDIUM O co) DENSE, MOIST)F( LLL) C N I 0.8- GRAVEL AND ORGANICS (LOOSE TO MEDIUM ic co) SM BROWN TO BLACK SILTY SAND WITH DENSE, MOIST) (FILL) - I Z n 308 - 7.5 . SM BROWN SILTY FINE SAND WITH GRAVEL AND OCCASIONAL SAND SEAMS (MEDIUM DENSE TO DENSE, MOIST) (GLACIAL DRIFT) f' SAMPLE WAS COLLECTED AT 6.8 FEET j GROUND WATER SEEPAGE WAS NOT ENCOUNTERED 0 Z i TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 7.5 FEET ON 12/20/04ca _ TEST PIT FNEELEVATION -378 FEET Z 0.0 —2s5 SM GRAY -BROWN jWSILTY FINE SAND WITH GRAVEL (LOOSE TO MEDIUM DENSE, MOIST) n 2.5-4:3 SM RED BROWN SILTY FINE SANG WITH GRAVEL AND ORGANICS (LOOSE TO MEDIUM rn DENSE, MOIST) (WEATHERED DRIFT?) 43-6.8 SM BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL (MEDIUM DENSE, MOIST) (GLACIAL DRIFT?) SAMPLE WAS COLLECTED AT 6.8 FEET GROUND WATER SEEPAGE WAS NOT ENCOUNTERED j TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 6.8 FEET ON 12!20/04 ' i, CORNERSTONE GEOTECHNICAL, INC. FILE NO 1789 FIGURE 4 I , I k --I-