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BLD19940582 _RedactedDVI"I YOFEDN00 CIT o DEPARTMENT OF BUILDINGS cs- CERTIFICATE OF OCCUPANCY UNIFORM BUILDING CODE SECTION 307 _ At 504 Holly Drive Unit 301 Building Permit Number 940582 Occupancy established by this certificate: No. Unite No. Stories 2 �m R 1 Type Const. V -1 H R Basement �o Floor Load signs in place (per Sec. 2308 U.B.C.) — Capacity signs posted (per Sec. 3302(c) U.B.C.) Floor load and room capacity signs, when required, must remain posted at all times. Owner of Building T. Chri stophi l i s Address THE Unit #301 HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH • THE REQUIREMENTS OF THE UNIFORM BUILDING CODE AS ADOPTED BY THE CITY 1991 EDITION, FOR THE GROUP AND DIVISION OF OCCUPANCY AND THE USE FOR WHICH THE PROPOSED OCCUPANCY IS CLASSIFIED. Issued this Fifteenth day of June 19 95 CHIEF BUILDI NG OFFICIAL By This certificate shall be posted in a conspicuous public area and shall not be removed, mutilated or obscured and shall be main- tained in legible condition at all times. Any change of occupancy requires a new certificate. At CITY OF EDMONDS DEPARTMENT OF BUILDINGS CERTIFICATE OF OCCUPANCY UNIFORM BUILDING CODE SECTION 307 504 Holly Drive Occupancy established by this certificate: B2/RI/M1 Building Permit Number No. Units 4 Type Const. V-1HR 940582 No. Stories 2+Garage Basement Floor Load signs in place (per Sec. 23o8 U.B.C.) — Capacity signs 100 posted (per Sec. 3302(c) U.B.C.) Floor load and room capacity signs, when required, must remain posted at all times. Owner of Building Anastasious Christophilis Address 17017 Talbot Road, Edmonds THE CHRISTOPHILIS OFFICE/4 UNIT APT HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH THE REQUIREMENTS OF THE UNIFORM BUILDING CODE AS ADOPTED BY THE CITY 1991 EDITION, FOR THE GROUP AND DIVISION OF OCCUPANCY AND THE USE FOR WHICH THE PROPOSED OCCUPANCY IS CLASSIFIED. Issued this 6th day of September t9 95 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 main- tained in legible condition at all times. Any change of occupancy requires a new certificate. o I I i I "a 10 1 � :! � r CITY OF EDMONDS A »n.,.. BARBARA FAHEY Url 5TN H MENUE NDRrH • EDWDa a25 1 I ozzo . EAX labs) TTte221 M static • T]t- e.,AVaR COMMUNfTY SERVICES DEPARTMENT r�c,1890 Public Works • Planning/Building • Parks and Recreation • Engineering • Wastewater Treatment Plant August 22, 1997 Frontier Bank Attn: Jerry D. Dean PO Box 2210 Everett, Wa 98203 Re: Anastasious G. Cluistophilis Project Address: 504 Holly Drive Maintenance Frozen Fund Account - The City of Edmonds hereby authorizes the release of the above referenced Maintenance Bond in the amount of S9,075.00. All interested parties have signed off on the bond requirements. If there are my questions please contact the Building Division at 771-0220. Thank you, ara C. Knask Permit coordinator cc:Anastmious G. Christophilis 17017 Talbot Road Edmonds, Wa 98020 L:/-M?"BONDS.DOC • Incorporated August 11, 1890 Sister Cities International — Hekinan, Japan 890 19°t DATE*-TED: DATE EXPIRES: CITY OF EDMONDS 250 - STH AVE. N. • EDMONDS, WA 98020 • (206) 771-0220 • FAX (206) 771-0221 COMMUNITY SERVICES DEPARTMENT Public Works • Planning • Parks and Recreation . Engineering PERFORMANCE BOND - FROZEN FUND ACCOUNT Edmonds Subdivision/Plat/Permit No.: Owner/Developer/Contractor: ANASTASIOS Project Address: 5TH AND HOLLY, EDMONDS 9y05B2- G. CHRISTOPHILIS WASHINGTON LAURA M. HALL MAYOR With reference to the above -identified matter, this will certify that this institution has a roc account (or loan) f&-�he above -referenced developer for the project so identified. In consideration. of the permitted development of the property, and in lieu of a performance bond, this institution hereby agrees that it will freeze the following sums of money for the indicated site improvements pending written authorization for release of said funds by the City of Edmonds in the amount of $60,500.00**************** The total sum indicated will be withheld by this institution from any disbursements of any kind until written authorization has been received by the institution for the City of Edmonds to release the sum of money indicated by the written authorization from the City. The design, location, materials and other specifications for the indicated site improvements are those required by the City of Edmonds as appear in the above -referenced Edmonds file and in compliance with Chapter 17.10 ECDC of said City. In the event the owner/developer/contractor fails to complete the indicated improvements within 12 Nmets/months), the City of Edmonds may demand, and the institution shall make, payment to the City of said funds so that the improvements can be installed or completed immediately to City standards. The institution shall not be liable to the owner for any disbursement of said funds to the City of Edmonds. It is hereby specifically agreed by and between the parties hereto that in the event that any legal action must be taken to enforce the provisions of this bond or to collect said bond, that the prevailing party shall be entitled to collect its cost and reasonable attorneys' fees as a part of the reasonable costs of securing the obligation hereunder. In the event of settlement or resolution of these issues, prior to the filing of any suit, the actual costs incurred by the City, including reasonable attorneys' fees, shall be considered a part of the obligation hereunder secured. Said costs and reasonable legal fees shall be recoverable by the prevailing party, not only from the proceeds of this bond, but also over and above said body as a part of any recovery in any judicial proceeding, in addition to recovery on the bond. il9S • Incorporated August 11, 1890 • Ylli�x rr 467- y' /4g/ Sister Cities International — Hekinan, Japan ' City of Edmonds Performance Bond - Frozen Fund Page Two ME OF BANK/PHONE NO. a� L '�' J-P If APPROVED: -" G C OWNER/DEVELOPER/CONTRACTOR ACCEPTED: I F EDM NDS PERMIT COORDINATOR WM3 BANK ADDRESS DATE: 'E26Zr zii6 1� ACCOUNT NUMBER STATE OF WAS.HINGGTON) COUNTY OF c2/N-t4�O� ss On this 2 day of �� ) 19c� V , before me, the undersigned, a Notary Public in and fore Othe State of Washington, duly commissioned and sworn, personally ppeared - PCY i `Dea/,— TO ME KNOWN TO BE THE )fi_csZ- P!of rw TZ7ZOL the corporation that executed the foregoing instrument, and acknowledged the said instrument to be the free and voluntary act and deed of said corporation, for the uses and purposes therein mentioned, and on oath stated that was authorized to execute said instrument and that the seal affixed is the corporate seal of said corporation. WITNESS my hand and official seal hereto affixed the day and year first above written. T01 �, ��,'•, 'PUBLIC of Washington, /the State at du4x.c-Cz- PAMELA S. LANGNESS BONDFORM/TXTBLDGD Revised 7/88 CITY OF EDMONDS LAURA M. HALL 250-6TH AVE. N.•EDMONDS, WA 9e020•(2061711-0220• FAX 1206) 7714221 MArOe COMMUNITY SERVICES DEPARTMENT 1 90 Public Works . Planning . Parks and Recreation . Engineering BgD.t9 September 91995 Attn: Jerry D. Dean Frontier Bank P.O. Box 2210 Everett, WA 98203 Re: Anastasious G. Christophilis Project Address: 504 Holly Drive Performance Frozen Fond Account — The City of Edmonds hereby authorizes the release of the above referenced Performance Frozen Fund in the amount of $51,425 plus any seemed interest. All interested City departments have inspected the site and approved release of this amount. The balance of $9,075 must be held until further notice from the City in order to satisfy the. Maintenance Bond requirements. If there are any questions contact the Building Division at 771-0220. Thank you, Sharon Nolan ` Permit Coordinator cc: Anastasious G. Cl ristophilis 17017 Talbot Road Edmonds, WA 98020 L:/TEMPIBONDS.DOC • Incorporated August 11, 1890 Sister Cities International — Hekinan, Japan TO: Permit Coordinator, Building Division FROM: FIRE DEPARTMENT ENGINEERING DIVISION PLANNING DIVISION OWNERADDRESS 15 _Oy PERMITe# /4n52�Z ADB## INSPECTED ON A field inspection was conducted to determine compliance with approved plans. Final approval denotes there are no objections to the granting of: Occupancy for the building Performance Bonds may be released Maintenance Bonds may be released r/ Landscaping is approved Other inspected PASSED FIRST INSPECTION - CONDITIONS NOTED 1. 2. FAILED INSPECTION - OUTSTANDING REQUIREMENTS - RECALL FOR INSPECTION 1. 2. 3. 4. OCCUPANCY APPROVAL FAILED FIRST INSPECTION RE -INSPECTED - APPROVED RE -INSPECTED - FAILED RE -INSPECTED APPROVED OCCAPRVL/TXTRECEP/October 133 1993 DATE BY DATE BY DATE `�( �/ 95 BY DATE BY DATE FEES RECEIPT## 9 • TO: Permit Coordinator, Building Division FROM: FIRE DEPARTMENT ENGINEERING DIVISION`�[�� �v PLANNING DIVISION OWNER (/� /�9� ADDRESS ZS C�)4Ozz- PERMIT#910S9157, ADB# INSPECTED ON A field inspection was conducted to determine compliance with approved plans. Final approval denotes there are no objections to the granting of: Occupancy for the building Maintenance Bonds may be released Other inspected Performance Bonds may be released Landscaping is approved PASSED FIRST INSPECTION - CONDITIONS NOTED 1. 2. y FAILED INSPECTION - OUTSTANDING REQUIREMENTS - RECALL FOR INSPECTION a 0- srx-7t�-- e)�� i . JJiI �aL Gfia/psG� �v b , oN sr v_� ro S�vrr(d ND o f PicoPasx r/ C • 3� H 7&&514 L/UCLd��J 2. N/� no �/'cTD la /N�� !�-1/✓!-� o.z C'o:cx.�-"7tL C'c���G/'ld�� 4. N'F t c> P/4� ►� C— �'/PZG UG �'t'1� J✓ �.L ��/+v+��L 1-b OCCUPANCY APPROVAL DATE BY t/ FAILED FIRST INSPECTION RE -INSPECTED - APPROVED RE -INSPECTED - FAILED RE -INSPECTED APPROVED OCCAPRVL/TXTRECEP/October 13, 1993 DATE to 9S� BY DATE BY DATE DATE FEES BY RECEIPT# Of 1 • 9 TO: Permit Coordinator, Building Division FROM: ��F ItE DEPARTMENT �CcJ��/ L3 (o •--- ENGINEERING DIVISION PLANNING DIVISION OWNER �,�����0�/�,(�_ ADDRESS��� _ �G y Af, PERMIT# ADB# INSPECTED ON 4./ k-? A field inspection was conducted to determine compliance with approved plans. 11 al approval denotes there are no objections to the granting of: /Occupancy for the building Performance Bonds may be released Maintenance Bonds may be released Landscaping is approved Other inspected PASSED FIRST INSPECTION - CONDITIONS NOTED Q FAILED INSPECTION - OUTSTANDING REQUIREMENTS - RECALL FOR INSPECTION 1. 57ruz 51�40�•5 �a.� s. s�- v� �.� 2. FA ►nrT C" F- ►-� �-t 2 j , Ltetw. T G6 @ C.�.6 3 . iz �T'Rc E o,� srre "P,a�c., ,�r�, rc-'Q i i uti. GI-4 4. CC.-C�—�rN =��� . xsmavt Coy-•c,• rt<o" OCCUPANCY APPROVAL DATE BY - • 9 F(- DkwzCcO i l�.�+T'u r1-G FAILED FIRST INSPECTIO DATE ZAP BYE 5` �S RE -INSPECTED - APPROVED DATE &A BY RE -INSPECTED - FAILED RE -INSPECTED APPROVED OCCAPRVL/TXTRECEP/October 13, 1993 DATE DATE FEES BY RECEIPT# • TO: Permit Coordinator, Building Division FROM: k- FIRE DEPARTMENT ENGINEERING DIVISION PLANNING DIVISION OWNER �^� �� ADDRESS PERMIT# ADB# INSPECTED ON (ez A field inspection was conducted to determine compliance with approved plans. Final approval denotes there are no objections to the granting of: Occupancy for the building Performance Bonds may be released Maintenance Bonds may be released Landscaping is approved Other inspected PASSED FIRST INSPECTION - CONDITIONS NOTED 2. t FAILED INSPECTION - OUTSTANDING REQUIREMENTS - RECALL FOR INSPECTION 1. 2. 3. 4. OCCUPANCY APPROVAL DATE /q/qBY _�t/A FAILED FIRST INSPECTION DATE BY RE -INSPECTED - APPROVED DATE BY RE -INSPECTED - FAILED DATE BY RE -INSPECTED APPROVED DATE FEES OCCAPRVL/TXTRECEP/October 13, 1993 RECEIPT# TO: Permit Coo incLor, Building Division FROM: ,l FIRE DEPARTMENT ENGINEERING DIVISION PLANNING DIVISION • Sew-% S�ti .ayZ ADDRESS '47_ PERMIT# ADB#7��INSPECTED ON 2—& M A field inspection was conducted to determine compliance with approved plans. Final approval denotes there are no objections to the granting of: Occupancy for the building Maintenance Bonds may be released Other inspected Performance Bonds may be released Landscaping is approved PASSED FIRST INSPECTION - CONDITIONS NOTED 1. lG x 2. ��-z i�� f//U 6 P� 5 FAILErINSPECTION - OUTSTANDING REQUIREMENTS - RECALL FOR INSPECTION 1. 2. Kip 4. OCCUPANCY APPROVAL DATE BY 2 FAILED FIRST INSPECTION DATE BY RE -INSPECTED - APPROVED DATE BY RE -INSPECTED - FAILED DATE BY RE -INSPECTED APPROVED DATE FEES OCCAPRVL/TXTRECEP/October 131 1993 RECEIPT# LANDSCAPE AND STREAM R E Cl 0 n 0 E PROTECTIVE EASEMENT '94 SEP -6 P 4 :16 In the matter of the commercial development of the Chri Whj4f;Lprgl eetxyo,hofated at the southeast corner of 5th Avenue S. and Holly of Edmonds, KNOW ALL MEN BY THESE PRESENTS, that ANASTASIOS CHRISTOPHILIS, owner and developer (hereinafter referred to as "Grantor"), for and in consideration of benefits to be mutually received and other valuable considerations, does hereby grant, marrant and convey unto the GRANTEE, THE CITY OF EDMONDS, a municipal corporation of the State of Washington, (hereinafter referred to as the "Grantee"), a permanent easement over the area within 15 feet of the top of the stream bank on both sides of the stream on the site to preserve and protect the stream and native plants from impacts of development. The landscaped protection easement shall not preclude maintenance and planting of native species plants and trees and removal of non-native or diseased plant species as approved by the City of Edmonds Architectural Design Board, or the installation of necessary utilities over, under and across said easement as may be approved for the operation of said development. Dated this r� day of >{/-9le199 �. FA�THORFOR M i�.ta x .%„ =--—�XC!SE TAX CRDINA Anastasios Christophilis, Owner/D &eloper REQUIRED �_ P 2 8 1994 AG�_L_ OFF._ STATE OF VVASHINGTON ) SS. WKI SOIRS, Soohomish (ounty Treasurer COUNTY ) By KIRKE SIEVER,S On this day personally appeared before me w�1alz L�d�� to me known to be the individual described in and who executed the within and foregoing instrument, and acknowledged that Aj_signed the same as ivaJ free and voluntary act and deed, for the uses and purposes therein mentioned. GIVEN my hand and official seal this d - ay of — , 199 . ^ Notary Public in anJ for the State of Washington, residing atiJ�-tri���% < f L7 L va.2955PAGE 0968 • 04080202-71 I DECLARATION OF RESTRICTIVE COVENANT WHEREAS, Anastasios G. Christophilis are the owners of the following described real estate in the City of Edmonds, to wit: The E 135ft of W 165ft of the N 149ft of S 206ft of Nk of NW; of the W4 of the NW; in section 25 township, 2 iin WHEREAS, the above named owners are desirous of imposing a restrictive covenant upon said premises in compliance with Section 19.00.040 of the Edmonds Community Development Code. WITNESSETH. that for and in consideration of the premises, the above named owners do hereby declare and grant to the City of Edmonds as Grantee the following restrictive covenant, to -wit: That at the time of the execution of this Covenant the Grantors have agreed or the Ordinance of the City of Edmor..;,: provide that no building for multiple family housing may be erected on subject property containing more than 4 units. Said Covenant shall be binding upon all present and future owners of said real estate and their heirs, successors and assigns. DATED this day of Grantor Grantor STATE OF WASIIINGTON) ss. COUNTY OF SNOHOMISH) On this day personally appeared before me ( n G-E_-z; S t (t j �•r 01. Its and to me known to be the individuals described in and who executed within the foregoing instrument, and acknowledged that they signed the same as their free and voluntary act and deed, for the -uses and purposes therein mentioned. GIVEN under my hand and official seal this of 11\ It i(r C. ota Publi in and fo Washington, residing at State , 19 c_ C.v`.tiJre Ia l3lf��L4 aG:401:ip® 4Y :, CERTIFICA� OF INSURANCE - �;- DATE (MM/DD/YY) 01_04-95 PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION LENTGIS INSURANCE AGENCY ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR 01-0145 ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. COMPANIES AFFORDING COVERAGE COMPANY A GENERAL INSURANCE COMPANY OF AMERICA INSURED A.G,I CHRISTOPHILIS & VOULA A. CHRISTOPHILIS 17017 TALBOT ROAD COMPANY B Al/ EDMONDS, WA 98020 COMPANY COMPANY �`99 D COVERAGES kr •'kk•, a"�,., _ ftt�` %lM A THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED, NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED B Y THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES, LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. CO LTR TYPE OF INSURANCE POLICY NUMBER PO EFFECTIVE DATE (MM/DDI1/Y) POLICY EXPIRATION LIMITS DATE (MMIDDIYY) GENERAL LIABILITY GENERAL AGGREGATE S 1 OOO OOO. X PRODUCTS-COMP/OPAGG S 1000000. A COMMERCIAL GENERAL LIABILITY CP2328186 12-01-94 12-01-95 CLAIMS MADE ❑X OCCUR PERSONAL & ADV INJURY $ 1,000,000. EACH OCCURRENCE $ 1,000,000. OWNER'S & CONTRACTOR'S PROT FIRE DAMAGE (Anyone fire) $ 50,000. MED EXP (Any aria person) $ 5,000. AUTOMOBILE LIABILITY ANY AUTO COMBINED SINGLE LIMIT $ BODILY INJURY (Per person) S ALL OWNED AUTOS SCHEDULED AUTOS BODILY INJURY (Per accident) $ HIRED AUTOS NON -OWNED AUTOS PROPERTY DAMAGE S GARAGE LIABILITY AUTO ONLY - EA ACCIDENT $ OTHER THAN AUTO ONLY: ANY AUTO EACH ACCIDENT $ AGGREGATE S EXCESS LIABILITY EACH OCCURRENCE $ AGGREGATE $ UMBRELLA FORM $ OTHER THAN UMBRELLA FORM WORKER'S COMPENSATION AND STATUTORY LIMITS EMPLOYERS' LIABILITY EACH ACCIDENT $ DISEASE - POLICY LIMIT $ THE PROPRIETOR/ INCL PARTNERS/EXECUTIVEP1 DISEASE - EACH EMPLOYEE $ OFFICERS ARE: EXCL I OTHER ; I i DESCRIPTION OF OPERATIONS/LOCATIONSIVEHICLESISPECIAL ITEMS EFFECTIVE 12-1-94 Street Use Permit Location 504 Holly Street, Edmonds/ WA ADDITIONAL INSURED SEA/JP CERTIFICATE"HOLDER CANCELLATION ? S►'' _ SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE CITY OF EDMONDS EXPIRATION DATE THEREOF. THE ISSUING COMPANY WILL ENDEAVOR TO MAIL BUILDING DIVISION 10 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, 250 - 5TH AVENUE NORTH BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION ORLIA LITY EDMONDS, WA 98020 OF ANY KIND UPON THE COMPANY, ITS /AGENIV OR WIPRESENTATIVES. AUTHORIZED REPRESENTATIVE LENTGIS INSURANCE De LV8O_P'60k1ATI0N-1993. 26S (3193) ... -._ _..- .... - - — -----TCORD ®,ACORD 1" 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 • • GEOTECHNICAL INVESTIGATION OFFICE AND CONDOMINIUM EDMONDS, WASHINGTON FOR MR. TASO CHRISTOPHILIS To ¢ Q�loe-c y ��Q NELSON-COUVRETTE & ASSOCIATES, INC. ' CONSULTING GEOTECHNICAL ENGINEERS, GEOLOGISTS AND ENVIRONMENTAL SCIENTISTS ' 17311-135th Ave. NE, A-500 Snohomish County (206) 794-4332 Woodinville, WA 98072 (206) 486.1669 - FAX 481.2510 Wenatchee/Chelan (509) 784-2756 August 4, 1994 Mr. Taso Christophilis c/o Butterfield Design Group 400 Dayton Edmonds, WA 98020 GeotechnicaI Investigation Office and Condominium Project ' Edmonds, Washington NCA File No. 131494 I Dear Mr. Christophilis: ' INTRODUCTION This report presents the results of our geotechnical engineering study at your planned office and ' condominium project located in the City of Edmonds, as shown on the Vicinity Map, Figure 1. The site is located in the southeast corner of the intersection of 5th Avenue North and Holly Drive. A site plan prepared by Butterfield Design Group, dated November 15, 1993, was supplied to us for use in preparing ' this report. ' The site is nearly square with the dimension of 135 feet in the east to west direction and 149 feet in the north to south direction, as shown on the Site Plan in Figure 2. The planned condominium complex "rill ' consist of office buildings and four condominium units. The footprint of the building will be located in the northwest comer of the property and measures 78 feet in the cast to west direction and 80 feet in the north to south direction. The building is planned to be setback from the property line parallel to Holly Drive approximately 15 feet, and no setback from the property line parallel to 5th Avenue North. The first floor elevation will be approximately 84.5 feet. A parking lot is planned on the east side of the project. ' The site is nearly flat with a Swale in the southern portion of the site. The swale is approximately 16 feet deep and contains Shellabarger Creek. Steep side slopes exist on both sides of the creek. A significant 1 Geotechnical Investigation* 0 Office and Condominium Project August 4, 1994 File No. 131494 Page 2 amount of fill has been previously placed in the southwest corner of the site in the Swale area. The planned location of the building footprint extends over the top of slope into the Swale area. We have been working with your designers to be able to recommend appropriate geotechnical parameters for various alternatives. The initial design concept along the southern portion is to build a retaining wall then backfill the inside with soil to support the slab. The retaining wall would need to be supported on piles due to the fill located in this area. Lateral loads would potentially be resisted by tying the pile cap back into the interior foundations using grade beams, and by tying the top of the wall by the floor slab system. We have also discussed other alternative solutions, such as not backfilling the retaining wall and designing a structural floor system. The lateral loads could be greatly reduced if backfill is not planned against the south foundation. SCOPE The purpose of this study is to explore and characterize the subsurface conditions at the site, and present recommendations for foundation design and site development. Specifically, our scope of services will include the following: 1. Review available geologic maps for the area. 2. Explore the subsurface conditions at the site by excavating test pits with a backhoe and hand pits with a shovel. 3. Provide recommendations for general site development. 4. Provide recommendations for the foundation design and estimates of expected settlement. 5. Provide recommendations for the retaining wall design. 6. Prepare a written report to document our findings and recommendations. As part of our services, we have been ul contact with your architect and structural engineer regarding design impacts resulting from our recommendations such that they could be incorporated into this report. SITE CONDITIONS Surface Conditions It has been our intent to try to discuss design options The majority of the site slopes gently to the west, towards 5th Avenue North. Shellabarger Creek exists in the southern portion of the site. The site is fairly level except where it drops into the area of the creek. The NELSON-COUVRETTE & ASSOCIATES, INC. ' Geotechnical Investigations Office and Condominium Project August 4, 1994 File No. 131494 Page 3 vertical relief across the entire site is approximately 21 feet. Steep slopes exist on both sides of the creek with a vertical relief of approximately 16 feet. A culvert exists under 5th Avenue North near the southwest corner of the property near the bottom portion of the Swale. The swale area and a narrow strip along 5th Avenue North are the only areas with vegetation. The vegetation consists of large trees and thick I underbrush. L I Subsurface Conditions Geology: The Preliminary Geologic Map of Seattle and Vicinity, Washington by Mackey Smith published by U.S. Geological Survey in 1975, was referenced for the geologic and soil conditions at the site. The soil units mapped in the vicinity of the site include recessional outwash (Qvr), underlain by glacial till (Qvt). The till has been glacially overridden by past intrusion of continental glaciation. The last period of glaciation, the Vashon Stade, ended approximately 10,000 to 11,000 years ago. During the Vashon Stade, 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. Subsurface Conditions: The subsurface conditions at the site were cxplore&on June 10 and 27, 1994 by excavating three test pits and two hand holes. The depth of the test pits range between 7.5 and 13.5 feet. The approximate locations of the explorations are shown on the Site Plan in Figure 2. A cross-section of surface topography and subsurface conditions along the southern portion of the building is shown on Figure 3. Our field engineering geologist was present during the explorations and collected soil samples at specific intervals. He examined the soils and geologic conditions encountered and maintained logs of the explorations. The soils were visually classified in general accordance with the Unified Soil Classification System, a copy of which is presented in Figure 4. The logs of the explorations are presented in Figures 5, 6,and 7. The site is underlain by a dense glacial drift (QvDr) or till. Drift, which is very similar to till except that ' some sorting or layering may be present, was encountered at the bottom of all of the test pits. The drift consists of a dense, gray sand with silt and trace fine gravel. The top portion of the drift was encountered in the test pits at a depth of approximately 3.0 to 13.0 feet. Actual depths of the soil layers can be determined from the soil logs provided. Overlying the drift in TP-1, south side of TP-2 and in the bottom ' of HH-1, we encountered recessional outwash (Qvr). The outwash consists of.a medium dense, orange to light brown sand with trace fine gravel and silt. Overlying the drift in TP-3, north side of TP-2 and HH-2, NELSON-COUVRETTE & ASSOCIATES, INC. ' Geotechnical Investigation* Office and Condominium Project August 4, 1994 ' File No. 131494 Page 4 ' we encountered fill. The fill generally consists of a loose to medium dense, light brown sand with silt, gravel and roots. Ground Water Conditions: Ground water was not encountered in any of the explorations. We suspect that a perched water conditions will exist on top of the less permeable drift or till deposits during the wetter ' periods of the year. CONCLUSIONS AND RECOMMENDATIONS General The site is suitable for the planned improvements, provided that specific designs are performed along the ' southern portion of the building. We have offered two alternatives in the design of the southern portion of the building. Both plans anticipate the south wall will be pile supported at least along part of the ' alignment. The southern portion of the west wall will also need to be pile supported. The first method would be to build a retaining wall which will allow the area to be backfilled. The backfill, if properly ' compacted, will provide support for the floor slab. To reduce the design of the wall and the piles, the retaining wall could be tied back to the interior foundation system. The second method would be to build a ' structural slab and not backfill against the retaining wall. Backfill against the retaining wall will add considerable lateral loads to the foundation design. The top of the wall could still be tied into the existing foundation system for lateral support. ' SITE PREPARATION AND GRADING ' Site preparation should include stripping the loose surface soil and clearing any vegetation within construction limits. The site could then be graded to appropriate elevation. After achieving final grades, ' the site surface should be evaluated for soft or loose soils if the pavement or slabs are to be supported by these soils. Areas identified as soft or loose should be repaired, as determined in the field. Repairs would consist of recompaction or overexcavation and replacement, depending on soil types and in -place moisture contents, as described in the Slab -on -Grade or Pavement sub -section of this report. The soils are moisture sensitive and will be difficult to work during the wet weather season. However, wet weather construction is feasible, provided measures be taken during the construction process. We recommend that the ground be sloped to promote rapid runoff of precipitation and to prevent ponding of twater. Soils that become too wet for compaction should be removed and replaced with clean granular fill. Wet weather conditions should be evaluated at the time of construction after the site elevations and tconstruction process is known. We do not expect a great deal of wet weather construction application will NELSON-COUVRETTE & ASSOCIATES, INC. ' Geotechnical Investigation* Office and Condominium Project ' August 4, 1994 File No. 131494 Page 5 1 F1 CIi be required or needed. We suggest that a layer of 2 to 4 inch quarry spalls be planned in the budget to be placed in high traffic areas, if the site earthwork is attempted with wet or above optimum soil conditions. Any fill placed in the building pavement areas should be compacted as structural fill. Fill placed in building areas or within 2 feet of pavement subgrade should be compacted to a minimum of 95 percent of its maximum dry density as determined by ASTM D 1557 test procedures. Fill placed below 2 feet in pavement areas should be compacted to a 90 percent of its maximum dry density. Excavation Considerations We do not expect that large excavation slopes will be needed under the current planned improvements, even in the area of the wall. However, temporary slopes greater dean 4 feet in height should be sloped at an inclination no steeper than 1.5HA V for the loose to medium dense fill and I R I V for dense silty sand provided that they are covered with plastic sheeting. If ground water or seepage is encountered, we recommend that the slopes be reduced to a more stable inclination. We should be retained to comment on the stability of the slopes if seepage is encountered in the excavation. Minimal excavations for the footings are planned along the north and cast sides of the building to achieve this finished grade. We do not expect any excavation cuts will effect off -property improvements, such as roads, sidewalks, etc. If excavation cuts greater than 2 feet are planned, we should be contacted to review the geometry and possibly make shoring recommendations, if needed. Foundations General: A conventional shallow foundation could be used on a majority of the site, but we expect piles would be needed along a portion of the south wall and southern portion of the west wall near the swale. All foundations for the structures should extend through the fill and be founded in the underlying medium dense or better native soils. Conventional foundations may be placed on structural fill extending to native soils. Both the conventional foundations and piles may be used on this project; subject to design of the structural engineer. Piles may consist of open hole drilled piers or auger cast -in -place piles. Open hole drilled piers are considered questionable for this project due to the potential caving conditions of the loose fill. Additional expenses and delays may incur if the drilled pier installation method does not work and another method and system is required. We have provided recommendations for each of the foundation alternatives. Conventional Foundations: The footings should extend through any fills and into the medium dense or better native soils. We note that we found some fill in TP-2 near the center of the site. The bottom of the NELSON-COUVRETTE & ASSOCIATES, INC. Geotechnical Investigation. Office and Condominium Project ' August 4, 1994 File No. 131494 Page 6 �I I 1 footing trenches should be compacted if soils are disturbed during excavation or the loose soil removed. The bearing soil conditions should be evaluated for appropriate density and depth at the time of construction. Exterior footings should extend a minimum of 18 inches below the adjacent ground surface with interior column footings extending a minimum of 12 inches below the bottom of adjacent slab. Minimum foundation widths of 16 and 20 inches should be used for continuous and spread footings, respectively. Standing water should not be allowed to accumulate in footing trenches. All loose or disturbed soil should be removed from the foundation excavation prior to placing concrete. Conventional foundations along the south wall should be founded a minimum of 3 feet into the underlying drift. We suspect that this can be accomplished along the eastern portion of the south wall. We suggest that this portion of the structure be designed for both pile and conventional foundations. Adjustments could be made based on conditions observed at the time of construction. For foundations constructed as outlined above and founded on the medium dense or better native soils, we recommend an allowable design bearing pressure of 2,000 pounds per square foot (pso for the outwash and 3,000 psf for the glacial drift or till could be used for the footing design. A one-third increase in the above allowable bearing pressure may be used when considering short-term transitory wind or seismic loads. Higher foundation bearing pressures may be obtained, if specific load values and footing sizes are provided for our review. If the foundation soils are loosened due to moisture and/or construction traffic, we recommend that they be protected by a 6 inch blanket of crushed rock or gravel. This material will provide confinement to the underlying soil and help reduce the effect of the moisture. Although structural loading information was not available at the time of this study, based on our experience of multi -family residential structures supported on similar soil conditions and for the above allowable soil bearing pressures, we estimate that the maximum total post -construction settlement should be 3/4 of an inch or less, and that the differential settlement across the building width should be 1/2 inch or less. Pile Foundation: We have calculated the bearing capacities based on penetration into the glacial drift for both auger cast piles and piers. We have provided these values in Table 1 below, showing typical pile diameters. These values use soiUpile interaction only; the capacity of the pile may be controlled by the structural design. The values shown in Table 1, were calculated using enibeddmcnt depths of 3, 5, 7, and 10 feet into the underlying glacial soils. Downdrag forces, commonly known to pile and pier loads, have been designed into the load conditions provided. Higher design capacities can be achieved using larger diameter piles and more penetration. If higher values are needed, we can provide them based on actual anticipated pile loading. NELSON- CO UVRETTE & ASSOCIATES, INC. ' Geotechnical Investigation Office and Condominium Project August 4, 1994 File No. 131494 Page 7 PILE CAPACITIES (tons) PILE DIAMETER (in) 12 14 16 18 DEPTH INTO DRIFT (ft) 3 13.3 17.7 22.6 28.2 5 18.1 23.8 30.3 37.6 7 23.3 30.5 38.6 47.6 10 31.9 41.4 52.0 63.9 TABLE 1 Auger cast -in -place piles are placed with a hollow stem auger drilled to the appropriate depth. After reaching bearing soils, grout is pumped into the auger before starting withdrawal to create a head. Withdrawal of the auger is timed to maintain the grout head, with the auger turning slowly in one direction. If in the event the filling process is not an even continuous event, the contractor should re -drill a portion of the hole to avoid a non -uniformity or necking of the pile. In order to obtain quality control of the pile, the amount of grout pumped and the grout head should be recorded for each pile. A pump stroke counter and calibration curve of strokes verses volume should be included as part of the contractors' equipment. The volume of grout pumped is compared to the theoretical volume of the pile. Piles with less than 110 percent of actual to theoretical volume should be re -drilled. Auger cast -in -place piling installed in voids or soft soils can sometimes require some additional grout, volumes higher than what would normally be calculated. There is some risk involved with the use of auger cast-itrplace piles, due to the potential presence of rubble ror other obstructions that underlies the site within the old fill. We expect, while using a drill, refusal may occur in the older fill. Piles or piers terminated on rubble or with sliallow refusal depths, will need to be re - drilled. We recommend that design criteria for re -drilling should be provided with the job plans and specifications, such that the contractor may know how to space re -drilled holes around the abandoned pile/pier, if needed. All abandoned piles/piers (grouted but not end bearing) in the fill should not be connected with the grade beam system. ' The open hole piers shall be drilled to the appropriate depth and the bottom cleaned to less than 2 inches of loose soil. The holes should be immediately poured with concrete to avoid collapsing of the sidewalls. We ' should be retained to observe the soil conditions during drilling to verify adequate embeddment is achieved. The risk of open hole piers is that if caving occurs, the holes may require casing. This may or may not be ' an option, based on the contractor hired for the project. The loose fill found on site is expected to perform NELSON-COUVRETTE & ASSOCIATES, INC. 1 Geotechnical Investigation Office and Condominium Project August 4, 1994 File No. 131494 Page 8 ' marginally at best with respect to staying open during drilling. Some risk of refusal exists for the drilled piers similar to the auger cast piles. ' We estimate that the total post -construction settlement of the building should range from 1/2 to 1 inch. ' Differential settlement across the building for the same loading conditions should be 1/2 inch or less. Lateral Loads ' The lateral 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. For walls that are free to yield at the top at least one thousandth of the height of the wall, soil pressures will be less than if movement is limited by such factors as wall stiffness or bracing. We ' recommend that yielding walls supporting horizontal backfill be designed using an equivalent fluid density of 35 pounds per cubic foot (PFC), while non -yielding walls be designed using an equivalent fluid density of 55 PFC. The structural engineer should determine if tying the top of the retaining wall into the floor slab qualifies as a non -yielding condition. The above recommended lateral soil pressures do not include the effects of surcharges such as traffic loads or other surface loads. Surcharge effects should be considered, if ' appropriate. ' Lateral loads can be resisted by friction between conventibnal foundations and subgrade or the passive earth pressure acting on the below grade foundation. For the latter, the foundation must be placed "neat" against the undisturbed soil, or backfiiled with a clean, free -draining, compacted structural fill. We recommend an equivalent fluid weight (EFW) of 250 pounds per cubic foot (PCF) for the native soils and structural fill. An allowable coefficient of friction between footing and native soils of 0.35 may be used. These values include a factor of safety of 1.5. An active pressure of 35 PCF should be applied to all of the piles in the fill. As shown from our explorations, we suspect that fill extends down to an elevation of 70 feet. The lateral loads can be resisted by the portion of pile or pier that extends into the dense glacial drift. A passive pressure of 345 PCF EFW could be used for the drift. Passive pressure should not be used on that portion of the pile in the fill. The active pressure should act on one pile -diameter. The passive soil pressure should act on two pile -diameters. An appropriate safety factor should be applied to these values. Lateral loads diagrams for retaining walls and piles arc shown in Figures 7 and 8. Figure 8 is for both the pile or spread footing options that exist along the south wall. NELSON-COUVRETTE & ASSOCIATES, INC. L� Geotechnical Investigation Office and Condominium Project August 4, 1994 File No. 131494 Page 9 All backfill for subgrade walls should consist of clean fill without organics and be compacted to between 90 and 92 percent of the maximum dry density determined in accordance with ASTM D 1557. Care should be taken to prevent the buildup of excess lateral soil pressures due to overcompaction of the backfill behind the wall. This can be accomplished by placing the backfill, located within 18 to 24 inches of the wall, in lifts not exceeding 8 inches in loose thickness and compacting this zone with hand operated vibrating plate compactors. Permanent drainage systems should be installed for subgrade walls. We recomniend that these drainage systems consist of 18 inches of clean (less that 3 percent fines), free -draining granular material placed along the back of the wall. The granular material should be placed up the back of the wall to within 1 foot of die ground surface. A less permeable soil should be placed in the last 1 foot. A slotted drain pipe having a minimum diameter of 4 inches should be embedded within the granular material at the base of the wall along its entire length. This drain pipe should discharge into tightlines leading to appropriate collection and disposal systems. Slab -on -Grade We recommend that the slabs be founded on a minimum of 2 feet of structural fill compacted to 95 percent of the maximum dry density (ASTM D 1557), if they are to be placed above the existing fill. Some risk of settlement and/or cracking should be expected of any slab placed above the existing fill. We recommend that fill areas, with slabs within the inside portion of the buildings, only be supported on piles and this type of support should at least be considered for all slabs. Where slabs are placed above the existing fill without piling, they should be reinforced to withstand some differential settlement. All slab areas should be proofrolled with a heavy rubber -tired piece of equipment to identify soft or yielding areas that require repair. The proofrolling should be accomplished prior to placement of the capillary break material. We recommend that all floor slabs where moisture control is important, be underlain by 6 inches of free - draining sand or gravel for use as a capillary break. A suitable vapor barrier, such as heavy plastic ' sheeting, should be placed over the sand or gravel. The capillary break should be designed to drain into the foundation drain system. Pavements Roadway subgrade preparation, drainage and structural filling where required, should be performed as recommended in this report. The subgrade should be proofrolled with a heavy rubber -tired piece of 1 equipment to identify soft or yielding areas that require repair. We should be retained to observe the proofrolling and recommend repairs prior to placement of the asphalt or hard surfaces. A standard NELSON-COUVRETTE & ASSOCIATES, INC. I Geotechnical Investigation • I 1 u I Office and Condominium Project August 4, 1994 File No. 131494 Page 10 pavement design based on expected traffic loads should be used. We recommend a 6 inch layer of free - draining pit -run be placed under the pavement section to reduce the effects of frost heave. Site Drainage Surface Drainage: The finished ground surface should be graded such that storm water is directed off of the site. Water should not be allowed to stand in any area where footings, slabs or pavements are to be constructed. Final site grades should allow for drainage away from the building. Surface water should be collected by permanent catch basins and drain lines, and be discharged into a storm drain system. Subsurface Drainage: Should ground water seepage be encountered or excessive rainfall occurs during construction, we recommend that the contractor slope the bottom of any excavations during construction and collect the water to ditches and small sump pits, from which the water can be pumped and discharged into a permanent storm sewer. A drainage system should be planned behind all of the retaining walls. For standard cantilever wall construction, an 18 inch wide blanket of free -draining sand or pea gravel placed behind the wall is recommended. A perforated pipe should be placed along the base of the wall within the free -draining material. The pipe should be routed to an appropriate discharge point. USE OF THIS REPORT This report is prepared for Mr. Taso Christophilis and his associates and representatives. We recommend that this report be included in the project contract documents for the information of the prospective contractors during their estimating and bidding. Specific design plans for the project were not prepared for the project at the time this report was written. We recommend that NELSON-COUVRETTE & ASSOCIATES, INC. be retained to review final plans and specifications to evaluate if our recommendations have been incorporated into the design. Our recommendations and conclusions are based on soil conditions encountered in our explorations, our engineering analyses, our experience, and engineering judgment. The conclusions and recommendations are professional opinions derived in a manner consistent with the level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No other conditions, expressed or implied, are made. We recommend that we be retained during construction to evaluate soil and ground water exposed in the excavation. As part of our services, we would provide recommendations for design changes as needed, based on conditions observed in the field. NELSON-COUVRETTE & ASSOCIATES, INC. 1 if Geotechnical Investigation• Office and Condominium Project ' August 4, 1994 File No. 131494 Page 11 ' The recommendations submitted in this report are based on the site surface conditions observed, subsurface conditions encountered in our explorations. Soil and ground water conditions may vary from those actually ' encountered during construction, and the nature and extent of such variations may not become evident until construction. If variations do appear, we should be retained to re-evaluate the recommendations of this ' report, and to verify or modify them in writing prior to proceeding with the construction. We appreciate the opportunity to be of service to you. If there are any questions concerning this report or ' if we can provide additional services, please call. ' Sincerely, NELSON-COUVRETTE & ASSOCIATES, INC. ' Rick B. Powell, PE Project Engineer David L. 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CHRISTOPHILIS PREPARED BY: BUTTERFIELD DESIGN GROUP DATED: NOVEMBER, 1993 V w SITE PLAN / it N HH-1 -1�- HAND HOLE NUMBER AND APPROXIMATE LOCATION Tp-I TEST PIT NUMBER AND APPROXIMATE LOCATION `•f i� to i 0 10 20 40 — --- - scale: I" - 20, NEL ON-COUVRETTE&ASSOCIATES, INC. BUTTERFIELD FIGURE2 CONVA?PwG GEOTECNNICAL ENGINEERS. GEOIO" ANOE-moo fwAESbfNHSTS FILE NO. DATE 131494 JUNE, 1994 m . Z L E�' ja SEC i 10P-1 /-t- -A� ��r .S • (v: � ,—,cam-) NELSON-COUVRC771 E & ASSCCiA! ES, iivC. CONSULTING GEOTECNN/CAL ENGINEERS. GEOLOGISTS AND ENVIRONMENTAL SCIENTISTS BUTTERFIELD FILE NO. 131494 FIGURE 3 DATE J U LY. 1994 n �J COARSE GRAINED SOILS MORE THAN SOX RETAINED ON NO. 200 SIEVE FINC GRAINED SOILS MORE THAN SOX PASSES NO. 200 SIEVE MAJOR DIVISIO GRAVEL MORE THAN 80% OF COARSE FRACT RETAINED ON NO. 4 SIEVE SAND MORE THAN 50% Of COARSE FRACT PASSES NO. 4 SIEVE SILT AND CLAY LIOUIO LIMIT LESS THAN SO SILT AND CLAY LIQUID LIMIT So On MORE HIGHLY ORGANIC 3 SOIL CLASSIFICATION SYSTEM NS ►ON GROUP SYMDOE CLEAN GRAVEL GW GP GRAVEL WITH FINES GM GC CLEAN SAND SW SP >N SAND WITH FINES sM SC INORGANIC ML CL ORGANIC OL INORGANIC MH CH ORGANIC OH OILS PT NOTES: 1. Field classification Is based on Visual examinatlon of soil In general accordance with ASTM 02400-03. 2. Soil classification using laboratory taste Is based on ASTM D2407-03. 3. Descriptions of Boll density or conaletency are based on Interpretation of biowcount data, Vlsual appearance of Bolls, and/or lost data. NELS ON- COUVRETTE & ASSOCIATES, INC. CONSULTING GEOTECHNICAL ENGINEERS, GEOLOGISTS AND ENVIRONMENTAL SCIENTISTS GROUP NAME WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL POORLY -GRADED GRAVEL SILTY GRAVEL CLAYEY OnAVEL WELL -GRADED SAND. FINE TO COARSE SAND POORLY-oRADED SAND SILTY SAND CLAYEY SAND 91LT CLAY ORGANIC SILT, ORGANIC CLAY SILT OF HIGH PLASTICITY, ELASTIC 91LT CLAY OF HIGH PLASTICITY, FAT CLAY ORGANIC CLAY, ORGANIC SILT PEAT SOIL MOISTURE MODIFIERS: Dry - Absence of moisture, dully, dry to the touch Molut - Damp, but no visible water Wet - Visible free water or saturated, usually loll Is obtained from below water table SOIL CLASSIFICATION SYSTEM FIGURE 4 LOG OF EXPLORATION DEPTH USC SOIL DESCRIPTION ' TEST PIT ONE DARK BROWN SILTY SAND WITH ROOTS DRY TO MOIST) 0.0 - 1.0 SM (LOOSE, 1.0 - 3.0 SP ORANGE TO LIGHT BROWN SAND WITH TRACE FINE GRAVEL AND SILT (MEDIUM ' DENSE, MOIST) (Qvr) 3.0 - 3.5 SM LIGHT GRAY TO RUST -BROWN MOTTLED SILTY SAND (MEDIUM DENSE TO DENSE, MOIST) (QvDr) 3.5 - 4.0 SP-SM GRAY SAND WITH SILT AND TRACE GRAVEL (MEDIUM DENSE TO DENSE, MOIST) (QvDr) 4.0 - 7.5 SP-SM GRAY SAND WITH SILT AND TRACE FINE GRAVEL (DENSE, MOIST) (QvDr/Qvt) ' GROUND WATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED SAMPLES COLLECTED AT 1.5, 3.25, 3.75, AND 7.5 FEET ' TEST PIT WAS COMPLETED ON 6/27/94 TEST PIT TWO -A SOUTH SIDE 0.0 - 1.0 SM DARK BROWN SILTY SAND WITH ROOTS (LOOSE, DRY TO MOIST) ' 1.0 - 3.0 SP-SM ORANGE TO LIGHT BROWN SAND WITH TRACE FINE GRAVEL AND SILT (MEDIUM DENSE, MOIST) (Qvr) ' 3.0 - 6.0 SP-SM GRAY SAND WITH SILT AND TRACE GRAVEL (MEDIUM DENSE TO DENSE, MOIST) (QvDr) 6.0 - 9.5 SP-SM GRAY SAND WITH SILT AND TRACE FINE GRAVEL (DENSE, MOIST) (QvDr/Qvt) ' GROUND WATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED SAMPLES COLLECTED AT 1.5, 4.5, AND 9.5 FEET TEST PIT WAS COMPLETED ON 6/27/94 ' TEST PIT TWO43 NORTH SIDE 0.0-3.0 SM ORANGE -BROWN AND DARK BROWN SILTY SAND WITH ROOTS AND DEBRIS ' (GLASS, CONCRETE AND WOOD) (MEDIUM DENSE, MOIST) ELL) 3.0 - 6.0 SP-SM GRAY SAND WITH SILT AND TRACE GRAVEL (MEDIUM DENSE TO DENSE, MOIST) (QvDr) 6.0 - 9.5 SP-SM GRAY SAND WITH SILT AND TRACE FINE GRAVEL (DENSE, MOIST) (QvDr/Qvt) GROUND WATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED ' SAMPLES COLLECTED AT 1.5, 4.5 AND 9.5 FEET TEST PIT WAS COMPLETED ON 6/27194 1 ' NELSON-COUVRETTE & ASSOCIATES, INC. FILE NO. 131494 FIGURE 5 ' • DEPTH TEST PIT THREE 0.0 - 4.0 4.0 - 13.0 13.0 - 13.5 1 1 1 1 1 1 1 1 1 1 • USC LOG OF EXPLORATION SOIL DESCRIPTION SP-SM LIGHT BROWN SAND WITH GRAVEL, SILT ROOTS AND OCCASIONAL DEBRIS (CANS, CONCRETE BOTTLES) (LOOSE, DRY TO MOIST) (FILL) SP LIGHT BROWN SAND WITH TRACE ROOTS CHARRED WOOD, GRAVEL AND SILT (LOOSE TO MEDIUM DENSE, MOIST) (FILL) SP GRAY SAND WITH SILT AND FINE GRAVEL (MEDIUM DENSE TO DENSE, MOIST) (QvDr) GROUND WATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED SAMPLES COLLECTED AT 10.0, 12.75 AND 13.5 FEET TEST PIT WAS COMPLETED ON 6/27/94 NELSON-COUVRETTE & ASSOCIATES, INC. FILE NO. 131494 FIGURE 6 U DEPTH USC LOG OF EXPLORATION SOIL DESCRIPTION HAND HOLE ONE 0.0-2.0 SIP ORANGE -TAN SAND WITH TRACE GRAVEL (LOOSE TO MEDIUM DENSE, DRY TO MOIST) Fj ILL} 2.0 - 2.5 SM LIGHT GRAY SILTY SAND (MEDIUM DENSE, MOIST) (Qvr) GROUND WATER SEEPAGE WAS NOT ENCOUNTERED SAMPLES COLLECTED AT 1.0 AND 2.5 FEET HAND HOLE WAS COMPLETED AT 2.5 FEET ON 6/10/94 HAND HOLE TWO 0.0 - 2.25 SM DARK BROWN SILTY SAND WITH COBBLES AND GLASS (LOOSE, MOIST) ILL 2.25 - 2.5 SP-SM LIGHT GRAY SAND WITH TRACE GRAVEL AND SILT (MEDIUM DENSE, MOIST) GROUND WATER SEEPAGE WAS NOT ENCOUNTERED SAMPLES COLLECTED AT 1.0 AND 2.5 FEET HAND HOLE WAS COMPLETED AT 2.5 FEET ON 6127/94 NELSON-COUVRETTE & ASSOCIATES, INC. FILE NO. 131494 FIGURE 7 ELCvHTI 0TU 90 T— br0 PR--E Cat ;l aS ix1= CR/16 A ` I X /V d / U pK�FT 314 Nor X rp ,%- P: pn �O��IMGrGti NELSON-COUVRETTE & ASSOCIATES, INC. CONSULTING GEOTECHNICAL ENGINEERS, GEOLOGISTS 21, AND ENVIRONMENTAL SCIENTISTS BUTTERFIELD FILE NO. 131494 FIGURE 8 DATE J U LY, 1994 G(t-vill/u1L/ i 60 NELSON-COUVRETTE & ASSOCIATES, INC. CONSULTING GEOTEcHNICAL ENGINEERS. GEOLOGISTS - AND ENVIRONMENTAL SCIENTISTS BUTTERFIELD FILE NO. 131494 FIGURE 9 DATE J U LY. 1994 07%29%90 10:05 F11 208 672 7998 LOVELL SAITERL1:VD -+i-* CITY OF EDNO.NDS 001 • FAX COVER SHEET 0 Lovell-Sauerland & Associates Lynnwood (-206) 775-1591 19400 33rd Avenge W- Suite top Seattle:.(206) 340-0830 Lynnwood, Washington 98036 FAX: (206) 1572-7998 Eng neerS / Surveyors / Planners J Development Consultants ---- Date' July 29, 1994 LSA Job No. 2524 I TO: Sharon Nolan/Janine GrafE of City of Edmonds i 8(Jfl p�NG SUBJECT: Christophilis Property °JUC 2 199 PHONE: 771-0220 FAX: 771-0221 4 FROM: Craig Campbell, P.E. COVER SHMT PLUS i PACES We nave contacted Department of Wildlife on this prcjeCt, and review is in process. Attached is a copy of the HPA application, forwarded at the request of the architect. 07/29/90 10:08 PAZ 206 072 TOO LOVELL SAUERLAND CITY OF EDMUNDS �OU2 �Z4 pa. 2QO_ I BUILD G `� HYDRAULIC PROJECT JUL 2 1994 APPUCATI®N , MCM. 75—XL TOn1 .PARTMO T OF MnLDuFE (R.C..-4V. 75-20.103] DEPARTMENT OF FISHERIES 6a0 Capitol Way North f GeCF General l+dmin. 81dgg olrTaDla, wastlmgton ggspa DR(IJT OR TYPE OIyMDta, Wastilngtoa 48-%4 teas? M-sa97 DO NOT WRrM IN BKADCD AREA (per 7 m, `'4$S wueE s Q cowracr a++oJ,r L'avell-Sauerland and Assoc. '775 - 59 C 5T EET cR RUPAL ROUTE " Ti�i +'.. : •':: " .C:ly::.� 9r s. ,,�,'L,��, ; 19400 33rd Ave. fir? S'„te 200 .- c" STATE Lynnwood - Washing -ton Do 98035 „i. �:\ `"a'• u..er.+yxr.a yn _ 7'• + _ %, �°�`, .: .. -TYPE © WATER TFr$iiLL:r .-a Ti , SneZlaazr�e� C"-ee1 PAy2� SQLtT?c? � C'ssrzopcil.i� ® CUAN K SE=ON Taw R +ate n s mmercial NVi I/4 25 27 3 Snohomish Buildirg con 3 : Crarg - __._,....._.� �� "!..=��1`•t� •z-v_= ':a�,ww-QE-D�IBt�F V�'-'� �'�i•�. -�}�'! ctiwsaz,�r��'_- •'=•rJ^..:.r......�:_5.+t•` i�•:�we•.;:::�.:4 ; ._,%: is a ect..co�tsis=s..a ... esma11..co ..'�k. _ Runoff...wi1,Z-erica ...a...de wow .s -see ... wi _.. �- � � ( dear•�-�rsge..e�id...Q,�.i....�pa•_atox, p tha-tj ...d,.itslcarae-Arta-•-...=ii-v owned- -s- ' �-'dr��•n p; +e-"-- :n-'--?�i..z:Z::p-Wi�.-t;�... �...urnEk. _...._.. .+..LDj�L.M.•,1..^?•..LV✓i�Z✓1C4.$L...�E•.�.�i vTZi��Z---�i.__���... C^�Y!'�...*.{E}1.��....5���`'� • LaI:JJ:QTi�.�_........._. Po :Is ..of.. d-to;nage-gZazL... 'atT�:,L.ed•� • -•--..._......... _ ........._.:_.._._ ........_........ . PROP(rM STAXMG GATE MGPC M gss o DATE 2L gust 1994 Ruqu-st: i 995 SCPA aGGvLrJ rsr. OF VOMMUMM L N1raY t992 -'- Citv of Edmonds _ _ FuCyr-aw. P%FQ-11�9 - - COi+ercl ai L;ku l di-na pa'_ i : ___ j is 6 WiDEPWrOOD TKAT NO WORK W LL SIGMA Tt aAT BE STARTED UXTtL A SIGWM APPIU WAL b�. IS RRECEtVM •, ('77 [{��•1.e�P.!rst«•�- _ti'.r •'.A~ 4r ::.-i: �r � K. - _ •.4l.� :•fir.. _ � 1 �.=J y. • .. Jra y,. -'.�.. ••� .�<. •-�.. .l+•G• _ - ��„'•�;ee wa+" hiC--`-• �-�+-r---n—`- �ae�f'.a•• -_ �_iq-. ..- .Iw't•'.i _ w fir... .��-.n "" •,�..�',•• `_'r..t'. :C•: :i_..:..; _ -�ar� ••K; .. ... � �- ^-err-M+Lw�r:iL1Lw, :il:. i-.�-.��•_ .. �. �,•1/� _.-!�l�f_�-._-`•�_•.. •_ � y•• _- I..V.A1'1Y M.. L.w_�..i+.'� �1`i1�-���•�-� •+« wYr..•w.^'.w.r...�. `� _ _ �•`.!.'�..i.� �'� .-ter- --_� .: y'•.~� I.. -. .W4 W.r-��•.��w+ _ - - _ �'r•... ;!"' - -_ _ � - :�'.. _ _ -mow••.... - _ •` _ _ - !._ �' `; it - •�•�.ta�! s!�.y .... �_�.«-..�' - tt:_''i�s�.C:.LrT:= - = _ _ � _ .�i. - _ _ - -I..J.r _ `fie• �e- - - - ..- - - - - •� ..F •:.� - - �� __ -_ . _ _ ��__- .. j__ . - —•�._r _ _ - / L Y����i..(�{yam} .. ,• � ,Y �• . ARE DFXAR� PE�t1VIIT JEV�W - y= - -,'•,: 10: CauyMcComas ram;. 1bm Vonschuessler FROM • Sharon Nolan - Penmit Coordinator wo;b - — UWAZIMM-01I.— 00MA -, - - PROJECT: aRI-SI-navo-S ❑ For initial review&comment ❑ For review- see ICBO letter ® Approved for issuance ❑ Send to ICBO for review ❑ Resubmitted plans for review ❑ Sec attached corrections\ send copy to applicant ❑ Return resubmitted plans to fire for re -check CON04EN FS: StnoU ipr, UOG4 c� DC v��� k»4.a, v•� /J (vJ �i� (��F�4 fA i J l V"vy..� r Fire 0 ficial : Date: