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Home My WebLink AboutSWP272196 CITY OF RENTON PUBLIC WORKS DEPARTMENT 235-2631 ♦ _� + PRECONSTRUCTION CONFERENCE DATE: April 13, 1995 N� TIME: 9:00 am PLACE: City Hall 5st Floor Conference Room DEVELOPER/CONTRACTOR OR SUBCONTRACTOR/NAME OF PROJECT: COMPANY NAME: Trammell Crow Company COMPANY ADDRESS: 5601 - 6th Ave. So, Seattle, WA 98108 PHONE: 762-4750 FAX NO: CONTACT: Tod dTimberlake NAME OF PROJECT: Allpak Container Building INSTALLATION: Warehousing Facility LOCATION: SW 27th St./Lind Ave. SW PROJECT COORDINATOR: Clint Morgan 277-6216 i PLEASE CHECK DEPARTMENTS TO BE NOTIFIED AND SPECIFY PERSON TO ATTEND: [X] PUBLIC WORKS DEPARTMENT [X] Utility Plan Review Neil Watts [X] Water Utility Lys Hornsby [X] Wastewater Utility David Christensen [X] Surface Water Utility Ron Straka [X] Transportation Systems Karl Hamilton [X] Maintenance Services Division Jack Crumley [X] Customer Services P.I.C. Dee Beedle [X] Construction Services Assigned Inspector [X] FIRE PREVENTION Corey Thomas [ ] POLICE DEPARTMENT [ ] PARK DEPARTMENT [X] BUILDING DEPARTMENT Jim Chandler [ ] OTHER OUTSIDE DEPARTMENTS: [ X ] CONTRACTOR TO NOTIFY [X] ALL ASSOCIATED CIVIL CONTRACTORS [ ] Department of Transportation 872-6470 [X] U.S. West Communications 235-3012 [X] Puget Sound Power & Light Co. Karen Sharp 850-5560 [ ] Seattle City Light 684-3076 [X] TCI Cable of Washington (Phil Fisk) 433-3434 x3084 [X] Washington Natural Gas Company (Lorren Loveless) 224-2209 [ ] METRO - Bus Routes 684-2732 [ ] King County Inspection 244-0770 [ ] Other: PR ECON FW DOTIM 7ShortPlaE 7HPL #REQUEST FOR PROJECT# PP# To: Technical Services Date ��, // lfi,4 WO# 5 Green# From: Plan Review/Project Manager Project Name 1 \I (70 characters max) Description of Project: Circle Size of Waterline: 8" .oto- 12" Circle One: New or Extension Circle Size of Sewerline: 101, 12" Circle One: New or Extension Circle Size of Stormline: 12- 15 18" 24" Circle One: New or Extension TO Address or StreetName(s) `� L(J �7 t'I 5 {t) v �'>, l o r .t'^� wor, GrsGk- Dvipr/Contractor/OwnerCnslt: T r� i- (70 characters max) LL�/� . Ito Check each discipline involved in Project Ltr Drwg 9 of sheets per discipline ❑ Trans-Storm l 1 cl< '�a c, %%yr r ,�, ��-� 4 — S�S (Roadway/Drainage) (Off site hmprovernccntcxinclude basin name) (include 1FSC sheets) ❑ Transportation (Signalization,Channelization,Lighting) l51 1�,tL / ✓Y r�qS� ❑ Wastewater Se r v r �' l f" s u` to a s 1-7 (Sanitary Scwer Main)(include basin name) _ ❑ Water L D op (Mains,Valves,Hydrants) (Include composite&Horizontal Ctrl Sheets) TS Use Only n _ 46 Approved by TSM Date: CorrnVmiscl92-090.DOC/CD/bh MEMORANDUM October 24, 1994 TO: Ron Straka FROM: Clinton Morgan SUBJECT: Project Records /All Pak Attached please find the following project close out records for your files or information: 1 . FEMA Flood Plain Elevation Certificate 2. Special Utility Systems Charge Sheet from Property Management. 3. Sheet showing Drawing numbers. 4. Construction Permit. 5 Wetlands Assessment & Delineation Report. 6. Storm Drainage Calculations report. 7. Geotechnical Engineering Study. 95CM093 ri�2` y�5� REcJlSFD � � tT J7�(� PROPERTY MANAGEMENT FEE REVIEW -' = C �( SUDD( ® DEVELOPMENT APPLICATION REVIEW SHEET ❑ PLAN REVIEW ROUTING SLIP 22�OL'y ❑ ENVIRONMENTAL CHECKLIST REVIEW SHEET ❑ OTHER APPLICANT: �KEErE �Et/ELOr�MENT C�vRP RECEIVED FROM TG3 3127/9.- JOB ADDRESS: Natnf 5i cz!' <Sc<J 2 7?4 ' 14J63r d t Pz E-,e WO# (date) NATURE OF WORK: GREEN# ❑x SPECIAL ASSESSMENTS AND CONNECTION FEES APPLIED NEED MORE INFORMATION: ❑ LEGAL DESCRIPTION ❑ SPECIAL ASSESSMENTS AND CONNECTION FEES ESTIMATED ❑ SQUARE FOOTAGE ❑ VICINITY MAP ❑ NOT APPROVED FOR APPLICATION OF FEES ❑ FRONT FOOTAGE ❑ OTHER ❑ VESTED ❑ NOT VESTED El This fee review supersedes and cancels fee review# dated 3//71j, — ❑ PARENT PID#(subject to change)_ SUBJECT PROPERTY PID# �` "2 3 b U— �'C7 to' ❑ King Co.Tax Acct#(new) It is the intent of this development fee analysis to put the developer/owner on notice, that the fees quoted below may be applicable to the subject site upon development of the property. All quoted fees are potential charges that may be due and payable at the time the construction permit is issued to install the on-site and off-site improvements (i.e. underground utilities, street improvements, etc.) Triggering mechanisms for the SUCC fees will be based on current City ordinances and determined by the applicable Utility Section. Please note that these fees are subject to change without notice. Final fees will be based on rates in effect at time of Building Permit/Construction Permit application. The following quoted fees do NOT include inspection fees, side sewer permits, r/w permit fees or the cost of water meters. SPECIAL ASSESSMENT DISTRICT PARCEL METHOD OF ASSESSMENT ASSESSMENT DISTRICTS NO. NO. ASSESSMENT UNITS OR FEE Latecomer Agreement (pvt) WATER) / Latecomer Agreement (pvt)WASTEWATER / Latecomer Agreement (pvt)OTHER — v Special Assessment District/WATER Special Assessment District/WASTEWATER — Joint Use Agreement (METRO) —c — Local Improvement District 85-0 3 3/4 7 �.- �= v *w 72 7. Z�p Traffic Benefit Zones 75- ° , ?`2 C <i�7- Spy 4///. .2o FUTURE OBLIGATIONS — D -- SPECIAL UTILITY CONNECTION CHARGE- WATER # OF UNITS/ SUCC FEE i -Pd Prev. ❑ Partially Pd (Ltd Exemption) ❑ Never Pd SQ. FTG. Single family residential & mobile home dwelling unit$940/unit x Commercial/Industrial, Apartment, Condo$.126/sq. ft. of property is (not less than$940.00) -. Boeing, by Special Agreement/Footprint of Bldg plus 15 ft perimeter (2,800 GPM threshold) SPECIAL UTILITY CONNECTION CHARGE- WASTEWATER 0-Pd Prev. ❑ Partially Pd (Ltd Exemption) ❑ Never Pd Single family residential and mobile home dwelling unit$470/unit x Commercial/Industrial, Apartment, Condo$.063/sq. ft. of property x (not less than$470.00) SPECIAL UTILITY CONNECTION CHARGE-SURFACEWATER ❑ Pd Prev. ❑ Partially Pd (Ltd Exemption) ❑ Never Pd Single family residential and mobile home dwelling unit$440/unit x All other properties $.146/sq ft of new impervious area of property x (not less than$440.00) 3 3,;� ohs `f 8 77 y, 5S ! PRELIMINARY TOTAL 7�y L.ER�_'c� Signature of Reviewing AwKt rity DATE L)D 44LA#65 U,)PH117 — /-rnll�UGe w i° r,.J,LL cfl J-77 uE ;t Co(xEcr. *If subject property is within an LID, it is developers responsibility to check with the Finance Dept. for paid/un-paid status. �, O_ **The square footage figures used are taken from the King County Assessor's map and are approximate only. E c1forms/prop-mgmt/feeapp/1991/bh EFFECTIVE Sept.20,1993/Ord No.4415 O.M.B. NO. 3067-0077 ELEVATION CERTIFICATE Expires May31, 1996 FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ATTENTION: Use of this certificate does not provide a waiver of the flood insurance purchase requirement. This form is used only to provide elevation information necessary to ensure compliance with applicable community floodplain management ordinances, to determine the proper insurance premium rate, and/or to support a request for a Letter of Map Amendment or Revision (LOMA or LOMR). Instructions for completing this form can be found on the following pages. SECTION A PROPERTY INFORMATION FOR INSURANCE COMPANY USE BUILDING OWNER'S NAME POLICY NUMBER Allpak Container, Inc. STREET ADDRESS(Including Apt.,Unit,Suite and/or Bldg.Number)OR P.O.ROUTE AND BOX NUMBER COMPANY NAIC NUMBER S.W. 27th Street OTHER DESCRIPTION(Lot and Block Numbers,etc.) CITY STATE ZIP CODE Renton Wa 98056 SECTION 8 FLOOD INSURANCE RATE MAP (FIRM) INFORMATION Provide the following from the proper FIRM (See Instructions): 1.COMMUNITY NUMBER 2.PANEL NUMBER 3.SUFFIX 4.DATE OF FIRM INDEX 5.FIRM ZONE 6.BASE FLOOD ELEVATION (in AO Zones.use depth) 530088 0328 D 9/29/89 AE 16 7. Indicate the elevation datum system used on the FIRM for Base Flood Elevations (BFE): -NGVD '29 Other (describe on back) 8. For Zones A or V,where no BFE is provided on the FIRM, and the community has established a BFE for this building site, indicate the community's BFE: -i feet NGVD (or other FIRM datum—see Section B, Item 7). SECTION C BUILDING ELEVATION INFORMATION 1. Using the Elevation Certificate Instructions, indicate the diagram number from the diagrams found on Pages 5 and 6 that best describes the subject building's reference level 1 2(a). FIRM Zones Al-A30, AE,AH, and A (with BFE). The top of the reference level floor from the selected diagram is at an elevation of I I I 11 1 71.O I feet NGVD (or other FIRM datum—see Section B, Item 7). (b). FIRM Zones V1430, VE, and V (with BFE). The bottom of the lowest horizontal structural member of the reference level from the selected diagram, is at an elevation of I I I 1 1 LJ feet NGVD (or other FIRM datum—see Section B, Item 7). (c). FIRM Zone A (without BFE). The floor used as the reference level from the selected diagram is L--.-1111 feet above`� or below❑ (check one) the highest grade adjacent to the building. (d). FIRM Zone AO. The floor used as the reference level from the selected diagram is 'L L.LJ feet above❑ or below (check one)the highest grade adjacent to the building. If no flood depth number is available, is the building's lowest floor(reference level) elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No '❑ Unknown 3. Indicate the elevation datum system used in determining the above reference level elevations:❑ NGVD'29 _x' Other(describe under Comments on Page 2). (NOTE: If the elevation datum used in measuring the elevations is different than that used on the FIRM [see Section B, Item 7], then convert the elevations to the datum system used on the FIRM and show the conversion equation under Comments on Page 2.) 4. Elevation reference mark used appears on FIRM: ❑ Yes E No (See Instructions on Page 4) 5. The reference level elevation is based on: ❑ actual construction [—Xl construction drawings (NOTE: Use of construction drawings is only valid if the building does not yet have the reference level floor in place, in which case this certificate will only be valid for the building during the course of construction. A post-construction Elevation Certificate will be required once construction is complete.) 6. The elevation of the lowest grade immediately adjacent to the building is: l 3 . .feet NGVD (or other FIRM datum-see Section B, Item 7). SECTION D COMMUNITY INFORMATION 1. If the community official responsible for verifying building elevations specifies that the reference level indicated in Section C, Item 1 is not the "lowest floor" as defined in the community's floodplain management ordinance, the elevation of the building's "lowest floor"as defined by the ordinance is: i ' i i - feet NGVD (or other FIRM datum—see Section B, Item 7). 2. Date of the start of construction or substantial improvement April 1995 FEMA Form 81-31.MAY 93 REPLACES ALL PREVIOUS EDITIONS SEE REVERSE SIDE FOR CONTINUATION a SECTION E CERTIFICATION This certification is to be signed by a land surveyor, engineer, or architect who is authorized by state or local law to certify elevation information when the elevation information for Zones Al—A30,AE,AH,A(with BFE),V1—V30,VE, and V(with BFE) is required. Community officials who are authorized by local law or ordinance to provide floodplain management information, may also sign the certification. In the case of Zones AO and A(without a FEMA or community issued BFE), a building official, a property owner,or an owner's representative may also sign the certification. Reference level diagrams 6, 7 and 8 - Distinguishing Features—If the certifier is unable to certify to breakaway/non-breakaway wall, enclosure size, location of servicing equipment, area use,wall openings, or unfinished area Feature(s), then list the Feature(s) not included in the certification under Comments below. The diagram number, Section C, Item 1, must still be entered. I certify that the information in Sections B and C on this certificate represents my best efforts to interpret the data available. !understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Karl W. Lundberg 28146 CERTIFIER'S NAME LICENSE NUMBER(or Affix Seal) Project Engineer Barghausen Consulting Engineers, Inc TITLE COMPANY NAME 18215 72nd Avnenue South Kent Wa 98032 ADDRESS CITY STATE zip (206) 251-6222 SIGNATURE DATE PHONE Copies should be made of this Certificate for: 1)community official,2)insurance agent/company,and 3) building owner. COMMENTS: Datum: City of Renton (Same as NGVD 29) ON wiTH ON PILES, SLAB BASEMENT PIERS,OR COLUMNS A V A A V ZONES ZONES ZONES ZONES ZONES REFERENCE REFERENCE BASE LEVEL REFERENCE LEVEL FLOOD LEVEL ELEVATION BASE '::i: i; :::: :r.?.'. •::ti.}j, BASE FLOOD ""'.••"" ADJACENT.:; REFERENCE FLOOD ELEVATION REFERENCE ADJACENT GRADE "' +'' LEVEL ELEVATION LEVEL GRADE F ADJACENT:;: GRADE The diagrams above illustrate the points at which the elevations should be measured in A Zones and V Zones. Elevations for all A Zones should be measured at the top of the reference level floor. Elevations for all V Zones should be measured at the bottom of the lowest horizontal structural member. Page 2 !Y"IYlti� I Short Plat (SHPL # I ) REQUEST FOR PROJECT 9 Prelim. Plat (PPS ) CAGd To: Technical Services Date l��t,. �� H W09 e� Gn�en# T From: Plan Review/project Nfanager Project Name (70 characters max) Description of Project: h J 2) 5 Circle Size of Waterline: 8" 10" 12" Extension P �� Circle One: New or {Extension Circle Size of Sewerline: 10 12" 5>;rvl c e Circle One: New or Extension Circle Size of Stormllne: 12" 15" 18" 24" Circle One: Ne,.v or Extension To Address or StreetName(s) —6 uJ 27 h sf OIL) ��Y/�G��oY�VPPI JSPV��' cwoK Gr�� is Dvlpr/Contractor/OwnerCnslt: / r E� h7 4' 2 e // CYo CL) �- (70 characters max) Check each discipline involved in Project Ltr Drwg # of sheets per discipline O Trans-Storm nn ✓ (Roadway/Drainage) (Off site improvrmcntsXincludc basin name) (include TESC sheets) Transportation (Sipalizatim Channelization,Lighting) i51 .?c.f� �zrY rB'4Si Irk-� lh s �a f O Wastewater Sir v r< 2 l P u`� a s 1`7 _ (Sanitary Scwcr Main)(include basin tunic) Flutes O Water (Mains,Valves,Hydrants) _ _ 2+— -5 /s (lnciudc composite&Horizontal Cirl Sheets) TS Use Only L J _ !�� — �.� S p - �l Approved by TSM Date: COnYWmisc/97-090.DOC/CD/bh CITY OF RENTON Construction Permit Permit Number C950009 Permission is hereby given to do the following described work, according to the conditions hereon and according to the approved plans and specifications pertaining thereto, subject to compliance with the Ordinances of the City of Renton. Worl€.Descri txon :.....:..:::::; ::: :...,... . .. p :.;;:::.; :.;:.;.:::..........::...: INSTALL WATER, SEWER, STORM 180000 SF WAREHOUSE NO WORK SHALL COMMENCE UNTIL PLANS ARE APPROVED BY THE CITY OF RENTON AND A PRECONSTRUCTION CONFERENCE HELD. ANY WORK PLACED PRIOR TO THE PRECON AND INSPECTION IS SUBJECT TO REMOVAL OR CITATION. lob:Address ..:;.... <;:. :. .....;;::...:. ......;::.;.:..:: ..:::.;;.:.::::::::::::.:::::.::::>;> 800 SW 27TH ST :. . :...::::::.:::..::....;.. .::..::.: .. ;:<::::< Own r ::::::; c::::....:>::::::::; :>::::::::;::>>::::......: >::.>::::> e _ ALLPAK CONTAINER Contractor:;: .. .. .......::::....... ::;: FOUSHEE & ASSOCIATES Contractor's License 3260 118TH AV SE Contractor's Phone 206-746-1000 BELLEVUE 98009 City License 615Z Contact OLSCHEWSKY, BOB Contact's Phone 325-2553 Other Information . ..... ............................... ..............:: Date Issued 0413 1995 Date of Expiration 10/10/1995 Parcel Number 252304-9064 Date Finaled gIRIC��' Inspector's Name KOKKO, RICK Inspector's Phone 999-1831 It is understood that the City of Renton shall be held harmless of any and all liability, damage or injury arising from the performance of the work described above. You will be billed time and material for any work done by City staff to repair damages. Any work performed within the right-of-way must be done by a licensed, bonded contractor. Call 277-5570 one working day in advance for inspections. Locate utilities before excavating. Call before you dig - 48 Hour Locators 1-800-424-5555 I hereby certify that no work is to be done except Subject to compliance with the Ordinances of the as described ov and in approved plans, and that City of Renton and information filed herewith this all work i o c ,At m VRenton codes and permit is granted. ordinanc S. Ap icant Public Works Rep THIS PERMIT MUST BE POSTED AT THE JOB SITE AT ALL TIMES. BD3203e 08/94 iif ti CITY OF RENTON � Right of Way Inspection Record Permit Number C950009 Address: 800 SW 27TH ST Date Issued: 04/13/1995 Date Expired 10/10/1995 Work Order: 87031 Work Description: INSTALL WATER, SEWER, STORM 180000 SF WAREHOUSE NO WORK SHALL COMMENC`E UNTIL PLANS ARE APPROVED BY THE CITY OF RENTON AND A PRECONSTRUCTION CONFERENCE HELD. ANY WORK PLACED PRIOR TO THE Contractor: FOUSHEE & ASSOCIATES. RIGHT-OF-WAY: - CURB & GUTTER; SIDEWALK; DRIVEWAY; ROAD PATCH Compaction: $ Saw Cut: Final Visual: NOTES: ASSIGNED INSPECTOR: go JDA'TE OF FINAL ACCEPTANCE: bd3243a 03/94 drt 45 BM of Sale 4 6WHEN RECORDED REN TO: �-;�� ProjccL Filc# C' 9 -� TUR 9 0 d — 2— Office of the Ciry Clerk Str. SEP 1 5 1995 Grantor(s) namc Renton #1 L_L_G. '' Rcnton Municipal Building 200 Mill Avenue Souch STREET INTERSECTION or i`:�• ' :Civ+vY b NAME OF PROJECT: AL LEAK PAK Rcnton,WA 98055 Kl o RcC•CnCEF, S k' -V7 L" 5L (fie L, c( AVE; SPJ 4, //0 0 S'Gr.) a 7 BILL OF SALE Cn KNOW ALL MEN BY THESE PRESENTS: That Renton #1 L.L.C. , a Limited Liability { Company ofCn County of King , State of Washington, the part(y/z� of the first part, N for and in consideration of the sum of $10.00 Ten. . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... . . . .. . . . . . . . . . . . . . . . . . . . . . .Dollars lawful money of the United States of America, to transfer in hand paid by o .. the part(y/*&5 of the second part, the receipt whereof is hereby acknowledged, do(es) by these presents grant, bargain, sell and deliver unto the said partly/jam of the second part, the following described personal property now located at 1100 SW 27th Street o in the City of Renton , County of King and State of Washington, to-wit: See Attached Exhibit "A" TO HAVE AND TO HOLD the same to the said part(y/ies) of the second part, (their/kjG4 x) heirs, executors, administrators and assigns forever. And said part(y/ies) of the first part, for (tlieir/hXD htsx) heirs, executors, administrators, covenants) and agree(s) to and with the said party/R* of the second part, (their/3656=x) executors, administrators and assigns, that said party/l" of the first part (is/are) the owner(s) of the said property, goods and chattels and has(ve) good right and full authority to sell the same, and that they will warrant and 0 defend the sale hereby made unto the said part(y/ of the second part, (their/kX) executors, administrators and assigns, against all and every person or persons, whomsoever, lawfully claiming or to claim the same, IN WITNESS WHEREOF, The said part(y/ies) of the part has ereunco set (their/his/her) hand and seal this 3 rd day of August, 19 L Jeffrey Foushee STATE OF WASHINGTON ) SS COUNTY OF KING ) I certify chat I know or have satisfactory evidence that Jeffrey C. Fousheeis the person who appeared before me and said person acknowledged that (he/she) signed this instrument and acknowledged it to be (his/her) free and voluntary act for the uses and purposes mentioned in the instrument. `�\\�t�Ill�llll�il rl o Daced: // "� CC3CC of NOTAgy e: = Notary Public in and for tt� Washington �•> pUB"C e �90 Notary (Print) // 16 m r ��lF .• ,.• G c/Cors/[SOSFO(tM.DOC/bh/5/9� ��i �FLYASI�� \ My appointment expires:np �//ll111110 \\ PROJECT CLOSING 04 Final Cost Data FINAL COST DATA AND INVENTORY and Invcntory SUBJECT: Maintenance Bond CITY PROJECT NUMBERS: %'trm- -7 A1 1pak SWP- Namc of proicct TRO- TZD- TO: City ofRcnton FROM: Karl Lundberg Plan Rcvicw Scction Barghausen Engineers Planning/Building/Public Works 18215 72nd Avenue South 200 Mill Avcnuc South Kent, WA 98032 Rcnton,WA 98055 DATE: 7/31/95 Per the request of the City of Renton, the following information is furnished concerning final costs for- improvements installed for the above referenced project. WATER SYSTEM CONSTRUCTION COSTS: Lcngth Sizc Typc 1100 L.F. of 10 " D1 WATERMAIN 80 L.F. of 8 DI WAM- MAIN 24 L.P. of 6 " DI WATERMAIN L.F. of WATERMAIN 3 EACH of 10 D 1 GATE VALVES 2 EACH of 8 D 1 GATE VALVES I EACH of _6 Di GATE VALVES 7 EACH of r„ FIRE HYDRANT ASSEMBLIES S (Cost of Firc I Iydrints must be listed scpantcly) S (Include Engineering and Sales Tax if applicable S TOTAL COST-I:OIt WATIiR SYSTEM S 42,050.00 SANITARY SEWER SYSTTM: STORM DRAINAGE SY.=-.rA: Lcngth Sizc Typc Length Sizc Typc L.F. of MAIN L.F. of STCRM LINE L.F. of SENV1.R.MAIN L.F. of STORM LINE L.F. of SEVILR MAIN L.F. of STORM LINE EA of DIAMETER MANIIOLM EA of STORM INLET/OLrILF1 EA of DIAMMTR MAN1101.11-S EA of STORDt CATCHBASIN (Including Enginccring and Sales Tax EA of STORM CATCI[BASIN if applicable) S (Including Engineering and gales Tax TOTAL COST FOR SANITARY SEWER SYS-1'1:1M S J J1111Iica111c) S 1'01'AI.COST FOR STORM DRAINAGE•SYSTEM S STRL•E'I-IMPROVEMENTS: (Including Curb, Guucr, Sidewalk, A>hhalt 1'avemcnt and Strect Lighting) Two Curb Cut/Driveways with Right—of—Way $2,500-00 SIGNALIZATION: (Including Eng. Dcsign Costs, City Pcmw Fccs. \Y'A St Sales Tax) STRE17 L1GiITING: (Including Eng. Dcsign Costs, City Pcnmit fees. WA St Sales Tax) Karl W. Lundberg (206)11251-6222/ Print si;nicory nimc tl y 111wnc !t �. I J (SI NATI1RIi) Turn%>/(.u*,10A f1.1)U(./1>I1 (Jignatuty nnc>t bC :md1Qri/.cd agclll or owner of Nub1cct d—fonnicnt) j� PAX vo jezt- CRY OF RENTON. R R E C E I V E Q"`1 NOV -- 9 `ISM [ j RECSfVEC - BUILU9NG DIVISION APR 2 3 1992 WETLANDS ASSESSMENT AND DELINEATION for O'REEFE DEVELOPMENT CORPORATION 7900 S. E. 28th Street Mercer Island, Washington for property located at S.W. 27th Street City of Renton Ring County, Washington Prepared by TALASAEA CONSULTANTS 118 162nd Avenue S.E. Bellevue, Washington 98008 November 21, 1991 TABLE OF CONTENTS INTRODUCTION PURPOSE METHODOLOGY Review of Existing Data Field Investigation INVESTIGATION FINDINGS Vegetation Soils Hydrology Wildlife Wetlands Wetland Determination Wetland Function and Value Regulatory Issues PROJECT IMPACTS IMPACT MITIGATION SUMMARY AND CONCLUSIONS REFERENCES APPENDICES Appendix A: Wetland Data Forms LIST OF FIGURES Figure 1. Vicinity Map Figure 2 . Vegetative Cover of Wetlands and Adjacent Areas Figure 3 . Wetland Boundary LIST OF TABLES Table 1. Partial List of Plant Species Table 2 . Partial List of Wildlife Species EXHIBIT A Site Survey Drawing INTRODUCTION Talasaea Consultants has completed a wetland survey on a 13 . 15- acre parcel for O'Keefe Development Company of Mercer Island, Washington. The property is located in Township 23 , Range 4 , Section 25, on S.W. 27th Street in Renton, King County, Washington (Figure 1) . The property is bordered to the east by Spring Brook Creek, to the west by a warehouse property, and to the north by open land. The south side of the property borders S .W. 27th Street. The overall topography of the site generally slopes north from 27th Street. Vegetation in the northern one-third of the site (and adjacent properties to the northwest) is almost exclusively Reed Canarygrass (Phalaris arundinacea) with two small stands of Willow (Salix lasiandra and Salix scouleriana) . The southern two-thirds of the site has been previously filled and hydroseeded. The transition zone between these two areas, as well as the banks of Spring Brook Creek, are vegetated primarily with a mixture of Himalayan Blackberry (Rubus discolor) , Scot ' s Broom (Cytisus scoparius) , and Stinging Nettle (Urtica dioica) , as well as with grasses and other herbaceous plants. Dredge spoils resulting from past cleaning of the drainageway have been deposited on the west bank, providing a berm between the creek and any future development that may occur on this site. A large detention pond, primarily serving the property to the west, extends into the subject property and forms part of the boundary between the wetland to the north and the filled area to the south. Outflow from this detention facility enters the wetland north of the pond. A petroleum pipeline easement extends along the northern property line. Maintenance of this easement appears to involve periodic clearing of vegetation within the right of way. A high tension power line also crosses the property in this area. PURPOSE Development plans for this parcel involve construction of a warehouse similar to that on the adjoining property to the west. The purpose of this study is to determine whether and to what extent wetlands occur on the subject property, and to determine their functions and values. Measures that could be taken to mitigate site development impacts are also discussed. METHODOLOGY Wetland analyses generally involve a two-part effort. The first involves a preliminary assessment of the parcel and the immediate surrounding area. This may involve review of aerial photographs, wetland maps prepared by resource agencies, relevant studies 1 completed or on-going in the vicinity of the project, and contacts with resource agency personnel with expertise and/or jurisdiction in wetlands that are familiar with the project area. The second part involves a field survey in which direct measurements are made of vegetation, soils, and hydrology to determine the type of wetlands present and their boundaries. Wetland functions and values are also determined in the field. Review of Existing Data Review of background information was made prior to field investigations and included the following: o Aerial photographs o National Wetlands Inventory Map, U. S. Department of Interior, Fish and Wildlife Service, 1987 o Soil Survey of King County Area, Washington, U. S. D.A. , Soil Conservation Service, 1973 o King County Sensitive Areas Map Folio, 1990 Field Investigation Initially, a general site reconnaissance was conducted to gain an overall impression of the existing environment and to determine whether any wetlands were present on or in the immediate vicinity of the site. General observations were made of the general plant communities, wildlife habitats, and the locations of obvious and probable wetland areas. Present and past land use practices were also noted, as were significant geological and hydrological features. Once wetland areas were located, wetland delineation procedures were implemented. These procedures are outlined in the Federal Manual for Identifying and Delineating Jurisdictional Wetlands developed by the Federal Interagency Committee for Wetland Delineation (FICWD, 1989) . Plant species were identified according to the taxonomy of Hitchcock and Cronquist (1973) , and the wetland status of plant species was assigned according to the list of plant species that occur in wetlands, published by the U. S. Fish and Wildlife Service (Reed, 1989) . Wetlands were classified according to the U. S. Fish and Wildlife Service classification system (Cowardin, et. al . , 1979) . Vegetation was considered hydrophytic if at least 500 of the dominant plant species had a wetland indicator status of facultative or wetter (i . e. , facultative, facultative wetland, or 2 obligate wetland) . Generally, soil was considered hydric if one or more of the following characteristics were present: o organic soils or soils with organic surface layer, o matrix chroma just below the A-horizon of 1 or less in unmottled soils, or 2 or less if mottles were present, or o gleying immediately below the A-horizon. The hydrology criterion for wetland determination is considered to be met when any one of the following is found during the growing season: a) standing water is observed, b) soil is saturated, or c) groundwater is within 18 inches of the surface. The growing season in this region occurs between March and October. Field work was completed in mid-September, a relatively dry period of the growing season and a particularly dry period this year. Direct measurements and other indicators of hydrology were used to determine whether wetland hydrology was present (i. e. , the presence of rhizospheres associated with living roots and the presence of water marks on vegetation) . For the most part, however, inferences of hydrological conditions were made in the wetlands determination. Evaluation of the three wetland parameters was made at various locations along the interface between wetland and upland areas. Wetland boundary points were determined from this information, and a wetland boundary was either extrapolated from these points or interpolated between the points . Wetland boundaries were marked with flagging and a field sketch was prepared showing test pit and boundary marker locations. Field surveying will be done following agency review. INVESTIGATION FINDINGS The southern approximately three-quarters of the site has been previously filled and hydroseeded. The fill material is generally silty sands and gravel . Typical disturbed soil indicators (e.g. , erratics and discontinuities) and construction debris (e.g. , asphalt, concrete, crushed rock/gravel, metal and plastic) were found throughout this portion of the site. Some household and yard wastes were also noted. Vegetative cover in the filled area is predominantly grasses such as ryegrass and fescue. Vegetation in the northern one-quarter of the site is predominantly Reed Canarygrass. Soils there are primarily Woodinville silt loam with Puyallup fine sandy loam occurring in the northeastern corner of the site. Soils, vegetational and hydrological conditions were observed and documented at six locations on the site (Appendix A) . Soil samples at these locations were taken from test pits . Vegetation Vegetation on the northern one-third of the site is predominantly grasses, primarily Reed Canarygrass (Phalaris arundinacea) . Pacific Willow (Salix lasiandra) is found in the less disturbed areas (Figure 2) . A distinct scrub/shrub vegetative community occurs along the edge of the fill dominated by Blackberries (Rubus sp. ) , Scot ' s Broom (Cytisus scoparius) and Willows (Salix sp. ) . The southern two-thirds has been recently graded and hydroseeded is presently open ground. Other herbaceous species include Cirsium arvense, Urtica dioica, Tanacetum vulgare, Trifolium repens, and Anaphalis margaritacea. Tree species include Salix lasiandra and Salix scouleriana, Tree species occurring on adjacent property, along Spring Brook Creek, include Pooulus trichocarpa, Fraxinus latifolia and Salix sp. The common shrub species are Cytisus scoparius, and Sambucus racemosa . Both introduced blackberries (Rubus discolor and R. laciniatus) occur at several locations on the site. A partial list of plant species observed on the site is presented in Table 1. Soils Soils in the previously filled areas of the site range from silt. to very compacted sand and gravel, with numerous large erratics, discontinuities and debris consistent with the disturbed conditions that often accompany filling. Soils in the northern approximately one-quarter of the site are undisturbed. The King County Soil Survey (SCS, 1973) has classified the soils in the vicinity as predominantly Woodinville silt loam, although a small area of Puyallup fine sandy loam occurs in the northeastern corner of the site. According to Hydric Soils of the United States (1991) , the Woodinville soil series is listed as a hydric soil. Soils in the undisturbed areas of the site were found to be almost entirely a uniform silt, corresponding to the characteristics of the Woodinville soil series. These soils range in color from dark grayish brown (10YR 4/2) to very dark grayish brown (10YR 3/2) and are generally damp. Faint mottling is evident, ranging from dark red (5YR 4/6) to yellowish red (5 YR 4/6) Soil associated with the berm along Spring Brook Creek, which is composed almost entirely of dredge spoils, is drier and shows no evidence of mottling. The soil color is brown (10YR 3 . 5/3) . The west bank of Spring Brook Creek, south of the bridge, exhibits some signs of bank failure, with movement of soil occurring toward the creek. These areas will probably heal themselves, since the vegetation is very dense and contains plant species possessing well developed root systems . Hydrology Drainage at the site is generally from the southwest to the northeast. There appears to be no runoff entering the site from off the property. Outflow from the detention pond located on the adjacent property to the west is directed northward into the wetland area that is contiguous with the wetland on the northern one-quarter of the subject property. The detention pond extends , onto the subject property inside the area previously filled, and `-` appears to have been-. constructed'.with the' idea that the one pond would 'even tually serve both properties. The main drainage feature in the area is Spring Brook Creek which flows from south to north along the eastern border of the property. There are two minor drainage features in the filled area. One flows in an easterly direction into Spring Brook Creek immediately downstream of the abandoned road crossing. The other, smaller drainage feature extends northward across the filled portion of the site to the wetland east of the detention pond (Figure 3) . The wetland area is relatively flat and exhibits no obvious drainage pattern. All field work was performed in the dry time of the year and no standing water was observed at any location on the site during any of the site visits . In areas where the most disturbance has occurred, the soil remains generally permeable due to the sandy content of the matrix material . Wildlife Wildlife use of the site is minimal based on observations made during wetland field investigations. Species observed on the site are presented in Table 2 . Red-tailed Hawks were seen flying over the site on two separate site visits, and a coyote was observed in the wetland area in the northern portion of the property. The presence of these species suggests that the site may support a population of prey species such as small rodents. Ducks were observed swimming in Spring Brook Creek and a Ring- necked Pheasant was flushed from the shrubby vegetation along the east side of the creek. The forested area along the east bank of the creek probably provides habitat for additional species that utilize the aquatic, riparian, and wetland areas of the site. Spring Brook Creek is one of the main tributaries to the lower Green River. Prior to channelization, it supported runs of anadromous fish species. Subsequent to channelization and construction of a pumping station at the mouth of the Black River, these fish runs have been significantly reduced. Installation of a Denali fish ladder has allowed fish to re-enter Spring Brook Creek. The section of the creek which flows through the property is not considered to be spawning habitat due to the lack of suitable spawning substrate, and most likely provides only limited juvenile rearing habitat due to poor water quality. It appears that this section of the creek serves mainly as passage to upstream spawning areas (Renton, 1991) . Wetlands The National Wetland Inventory map identifies wetlands on the subject property only in association with Spring Brook Creek. The map symbol for this wetland area indicates that the wetlands are the result of excavation, probably in reference to the fact that channel of Spring Brook Creek has been relocated to ' its present position. The primary wetland on the property is located in the northern one-quarter of the site (Figure 3) . Historically, the two on-site wetlands were hydrologically connected. However, due to placement of dredge spoils, the two wetlands on-site currently exist as separate features. The major wetland delineated on the property is located on the northern 1/4 of the site, occupying approximately 3 . 2 acres . This wetland lies between the north property line and the filled area to the south, and is contiguous with wetland areas on the property to the west. The dominant plant species in this wetland is Reed Canarygrass. Other species include Pacific and Scouler ' s Willow, and Himalayan Blackberry (around the fringes) . Functions of this wetland include: flood storage, water quality enhancement (due to biofiltration from Reed Canarygrass) , and wildlife habitat (primarily for birds and small mammals) . Presence of permanent water on-site (i. e. , Spring Brook Creek) adds habitat value for wildlife in the surrounding area. Common predators, such as coyote and red-tailed hawk, were observed at the site in the wetland area, suggesting the occurrence of prey species, such as rodents. Foraging would be limited to the wetland along the northern portion of the site and along the creek. The creek, as well as the adjacent lands during winter, probably provides habitat for waterfowl. Songbirds utilize the riparian areas along the Creek and transition area between the on-site wetlands and the filled portions of the site. Wildlife cover is afforded both in the groves of willows in the on-site wetlands, but particularly in the forested area along the east side of the Creek (off-property) . The on-site wetland, in conjunction with surrounding wetlands , provides storage of stormwater runoff during peak rainfall periods . Water purification occurs in the wetland as runoff passes through the relatively large, flat areas in the northern portion of the site (and in adjacent similar areas) containing dense herbaceous vegetation. Removal of sediments and other pollutants from the runoff passing through these areas is probably very effective. Regulatory Issues The City of Renton has not formally adopted its Draft Sensitive Areas Ordinance (SAO) ; however, the State Environmental Policy Act (SEPA) confers power to invoke regulations within the draft ordinance prior to formal adoption (R. Straka, pers. comm. , September, 1991) . The City of Renton Wetlands Management Ordinance dated June, 1991, establishes buffer widths based on wetland category. Both wetlands are rated Category 2 wetlands based on size (greater • than 1-acre) . The standard buffer width for Category 2 wetlands in urban settings is 50 feet from the wetland edge. This buffer will affect both the larger wetland to the north and the wetland along Spring Brook Creek. _ In some instances, the 40-foot greenbelt along the east.. property line (Restrictive Covenant Ttle 'Order 113755) "may extend a greater distance west of the "creek- than the 50-foot wetland buffer. IMPACTS A specific project description has not been defined. However, based on existing zoning for the site, probable development will be warehousing. Impacts of warehousing on the subject property are listed below, with impact mitigation measures listed in the following section. o No wetlands will be filled; any development will be set back from the stream and wetlands in accordance with the City of Renton development requirements. The required 50 ' buffer places all construction beyond the berm west of the stream. o Minimal development impacts are anticipated because warehousing and associated staging areas would occur in areas previously filled and away from the stream corridor. o Possible impacts to wildlife may occur at the eastern property boundary along Spring Brook Creek, especially if buildings and other structures are located close to the Creek. If adequate setbacks and buffers are not established, wildlife impacts could also occur on the north side of the developed portion of the property at the wetland/upland edge. o Increased noise, light, and glare may have some adverse impacts on wildlife use of the site. However, these disturbances would be limited to normal business hours during the day. o A slight reduction of water quality may occur as runoff from impervious surfaces and landscaped areas enters the wetland. MITIGATING MEASURES The site supports well developed natural vegetation along the creek and in wetland area in the northern portion of the property. Primary mitigation would involve creation and enhancement of buffers around developed areas, and maintenance of these areas to ensure their effectiveness for visual screening and wildlife habitat. Another primary mitigation would be enhancement of the detention pond. Measures that may be taken to mitigate the impacts that were listed in the proceeding section are presented below. o Enhance berm around north side of detention pond with wet-adapted plants (e. g. , Pacific Willow, Red-osier Dogwood, and rushes) , and along south side with dry- adapted species (e.g. , vine Maple, Elderberry, and Snowberry) to provide cover and forage for wildlife. o Transition zone vegetation between the wetland and filled (developed) area should be retained. This zone contains a variety of trees and shrubs which provide habitat for some birds and small mammals . Protect and enhance these areas. o Plant west bank of creek along developed area with trees and shrubs to enhance riparian habitat, to provide shade over creek, and to enhance visual screening between the creek and the warehouse. o Pass all site runoff through grass-lined, maintained biofiltration swales prior to entry into the detention pond. o Convert the present detention pond to a wetpond to optimize water quality treatment. o Incorporate woody vegetation in biofiltration swales to enhance habitat for passerines . o Locate warehouse to the west side of the property to provide more open space along the creek. o Retain and enhance existing abandoned road crossing of creek for wildlife observation platform. SUMMARY AND CONCLUSIONS Approximately 3 . 5 acres of the subject 13 . 15-acre site contains wetlands. These wetlands are located north of the upland and also along the west bank of Spring Brook Creek. The most significant functions of these wetlands is flood storage and biofiltration. Important wildlife habitat is also associated with these wetlands. Development of the property for warehousing is not expected to have a significant impact wetlands or other natural systems on the property or in adjacent areas. cli r. -ci 1.4 —p-s- --SIZ4 It �IIIVA �� _ �� _x%AL 1A.4 C\li si v In SAV I 7 vi oi ILI 14' Table 1. Partial List of Plant Species Which Occur on O'Keefe Development Property, Renton TREES Scientific Name Common Name Wetland Status Arbutus menziesii Madrona NL Populus trichocarpa Black Cottonwood FAC Salix scouleriana Scouler ' s Willow FAC Salix lasiandra Pacific Willow FACW+ SHRUBS/VINES Scientific Name Common Name Wetland Status Cytisus scoparius Scot ' s Broom NL Rubus discolor Himalayan Blackberry FACU Rubus laciniatus Evergreen Blackberry FACU Rubus ursinus Trailing Blackberry NL Sambucus racemosa Red Elderberry FACU HERBS Scientific Name Common Name Wetland Status Anaphalis margaritacea Pearly Everlasting NL Cirsium arvense Canadian Thistle FACU+ Cirsium vulgare Bull Thistle FACU Plantago lanceolata Common Plantain FACU Solanum dulcamara Climbing Nightshade FAC Tanacetum vulgare Common Tansy NL Trifolium pratense Red Clover FACU Urtica dioica Stinging Nettle FAC+ Vicia sativa Common Vetch UPL GRAMINOIDS Scientific Name Common Name Wetland Status Avena fatua Wild Oat NL Phalaris arundinacea Reed Canarygrass FACW Triticum aestivum Cultivated Wheat NL Setaria viridis Green Bristlegrass NL Table 2 . Partial List of Animals Which Occur on O'Keefe Development Property, Renton MAMMALS Scientific Name Common Name Canis latrans Coyote Ondatra zibethica Muskrat BIRDS Scientific Name Common Name Anas platyrhynchos Mallard Ardea herodias Great Blue Heron Buteo jamaicensis Red-tailed Hawk Parus sp. (heard) Chickadee Passerculus sandwichensis Savannah Sparrow Phasianus colchicus Ring-necked Pheasant Sturnus vulgaris European Starling REPTILES/AMPHIBIANS Scientific Name Common Name Hyla Regilla Pacific Tree Frog i�'�•k'l. 7 •A',•tlf� "� �..ryy.A,' ` �' � I• ' ,.:•, dit7��' \ *j�•11tt•Y V`�y+,"al 1,F4�• ! • •3;� i ;j i ', S,Z.,. y� �. �,t,!/�_+Y'+1}a.. .Y:•- '"�1'. `Cf ,�',r .,?1,'y,,,1�,�t,..•6 Q' ,:�,1 !w r4'�• ,i!i�.'i�r'��r�'' "��;9 f� i{"`f�•t�ti,;i�#�11,I af� ••�{il 4+ ,� T,;�' ,,,, ,I ,N''�.,. �a�r ',t!. �: td � , A�'• Rr.:r: rt. ?�' Y1P. .!L .r; L• oYt"<''fr}i flt„tl,J.. k .,. 1,/ '�•-#•+, •. r`. :;:r:. .•.:e ,•t ��,�t -. s •1 �C: v,•,. „! •� "' � ,:il 'w'1�r.,. >t :d,. ti+4a. �„1 a.� L. /• d •', *. •'K:X:; � �Ca f}� t ` �il�> +-,sLt.0 a' „4�t' +.�c :d� 4,u. t `a.4 lfrvt} ,J.. � .�'? 8 _ ••+ 'r I� ':Y,7•. Ja.y�. �i�} r � 'L. Lc ,tl �`e' �`.i.{• �ia'gj, f21, '�:�'b e. 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J.., ��`' , ,.1,��.. j ,\y,�±•�y. � � � 1 APPENDIX A WETLAND DATA FORMS I � I 1 DATA FORM ROUTINE ONSITE DETERMINATION METHOD' Field Invesligator(s): Date: rTf 3,94 Projecvsi,te: State: L^16' County: Applicant/Owner: o 'ke� - 02- ,el"YO 4 Plant Community :/tr'ame: TP -/ Note: H a more detailed site description is necessary, use the back of data form or a field notebook. - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - Do norms. environmental conditions exist at the plant community? Yes ✓ No (H no, explain on back) Has the vegetation, oils, and/or hydrology been significantly disturbed? Yes No (If yes, explain on back) - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - VEGETATION Indicator Indicator Dominant Plant Species Status Stratum Dominant Plant Species Status Stratum 1, ��i[a.�ar.S r-Un�.itc�CE4 FACW �_ il. 2. 12. 3. 13. 4. 1 A S. 15. _ 6. 16. 7. 17. 8. 18. 9. 19. 10. 20. Percent of dominant s,>ecies that are OBL, FACW, and/or FAC ih o 7"s Is the hydrophytic vegetation criterion met? Yes_'No Rationale: SOILS Series/phase: -42=tz/%,+ y,'ZIc /a Subgroup:2 T�p%c P Vaj:yc��s Is the soil on the hydric soils list? Yes No Undetermined Is the soil a Histosol? Yes No Histic epipedon present? Y s No Is the soil: Mottled? , Ye- n,; .`No Gleyed? Yes No Matrix Color: I L Motile Colors: Other hydric soil indicators Is the hydric soil criterion met? Yes No Rationale: HYDROLOGY Is the ground surface inundated? Yes No Surface water depth: , Is the soil saturated? Yes Now_ Depth to free-standing water in pit/soil probe hole: List other field evidence of surface inundation or soil saturation. Is the wetland hydrology criterion met? Yes No Rationale: JURISDICTIONAL DETERMINATION AND RATIONALE Is the plant community a welland7 Yes"- No Ra;ionale for jurisdiclional decision: 1 This data form can be used for the Hydric Soil Assessment Procedure and the Plant Community Assessment Procedure. 2 Classification according to'Soil Taxonomy.' B-2 DATA FORM ROUTINE ONSITE DETERMINATION METHOD' Field Investigator(s): Date: pf_� A? Pfofec,✓She: County: <, ApplicanVOwner:r Plant Comm.rni;y ;.i1r'ame: r7 3 Note: fi a more detailed site description is necessary, use the ba--4c of data loin or a field notebook. - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Do normal environmental conditions exist at the plant community? Yes ✓ No (If no, explain on back) Has the vegelation, soi!s, and/or hydrology been significantly disturt>ed? Yes-,/ No (If yes, explain on back) Se 7-P - 2 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - V EG ETATION Indicator Indicator Dominant Plant Species Status S,ra:um Do-iran' Plant Skies Status Stratum 1. Pk,1ar r n run a'n2r tc F—Ae-17L —P 11. 2. L1C _e c, e C+ — 12. 3. i 7. 17. E. i 9. '•_- 10. 2' PercEn: of domi lanf es t at ara 0SL, FA0Y,' an6'cr =A Is the hydrophy,;c vegetation c.herior, met? Yes No Rationale: SOILS r I ( - Seriesrphase: S roup:z �t1; .0 t tI:✓.'I,1_, - Is the soil on the hydric soils list? Yes� C �- Urd -e r.mI:r1ed Is the soil a Histosol? Yes No Histic present? Yes No Is the soil: Mottled? Yes--- No Gleved? Yes Now M.a:rix Color: Mcttla Cc _'s: Ot;.er hydric soil indicators: Is the hydric soil criterion mat? Yes No Ra:ionafa: HYDROLOGY Is the ground surface inundated? Yes Nor Surface water depth: Is the soil saturated? Yes No Depth to free-standing water in pVsoil probe hole: List other field evidence of surface inundation or soil saturation. Is the wetland hydrology criterion met? Yes -,j No Rationale: JURISDICTIONAL DETERM,,I`;T;ON AND RATIONALE Is the plant community a wetland? Yes No Rationale for jurisdictional decision: l t This data form can be used for the Hydrae Soil Assess,",er. cad re and the Plant Community Assessment Procedure. 2 Classification according to 'Soil TaxcncT,y.' B-2 i r- DATA FORM ROUTINE ONSITE DETERMINATION METHOD' Field Inves!daior(s): Ir7 Ler-r Date: `r'f2 ,L9,f Projec'✓Site: In'_/�-� �� RP S!a'e' _r _i/f Count': < Appllcant,'Owner: In I= rD� ��a c� i C'- S- �—, Plant Comr-nun„y „�rl�ame: Note: H a more delailed site description is necessary, use the back of data form or afield notebook. - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Do normal environmental conditions exist at the plant commu n;,y? Yes ✓ No (H no, explain on back) Has the vegetation, soi!s, and/or hydrology been significantly disturbed? Yes ✓ No (If, yes, explain on back) of -TF_ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - VEGETATION Indicator Indicator Dominant PlantSLR-Gies Status Str-atium Donninanl Plant Skies Slaw''s S'iralum 2• 12. 3. 1 5• 15. 7. 17. c. 1 9. 19. 10. 20. Pa;_en, cr dominant sYe�es ,`at are OSL• F C'r'.', and/or FAC Is the hydrop"'ytc vegelatio„crferie„ met? Yes_✓ Nc Ra!?on,ale: SOILS Series/phase: 2 * Su rOUD: Is the soil on the hvdric soiis list? Yes I- ti'�: ' Undeter, ;nod Is the soil a Histosol? Yes No Histic epipedon present? Yes No Is the soil: Mc-,,lad? Yeses• No Gieyed? Yes No � Mat.-ix Color: Mcnle Colors: Ct; d.-; �rllors: j y soil Is t,,e "hydr;c soil cri:erio; me!? Yes No Rationale: HYDROLOGY Is the ground surface inundz!ed? Yes No Surface water dep;h: I` ' J �- Is the soil satura!ed1 Yes No Depth to free-standing wz!er in pi!Jsoil probe hole: �+Lis: other other field evidence of surface inundalien or soil sa!uration. Is the wetfand hydrology criterion met? Yes No Ra!!cna!a: JURISDICTION AL DETERI.!INATION AND RATIONALE Is the plant community a wet!and? Yes No Ra:icr,a!e for jurisdiv..icna!d=cisicn: t This da'a 'orris can ba used for the Hydric Soil Assessmer.! Procedure and the Pant Commun„y Assess.--gent P., re. ZGass'ca:ion according, !o 'Scll Taxonomy.' c-2 I DATA FORM ROUTINE ON'SITE DETERMINA T ION METHOD' Field lnvest')gator(s): Date: Ezi ? ProjeC✓Site: a Count': < ' — A.pplicanUOwner: o ` �r op"JCi°a^^s ^ Plant Commu,ni:f Xi?r'ame: -S- Nofe: H a more delailed site description is necessary, use the back of data form or a 1:16d notebook. - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Do normal environmental conditions exist at the plant commun�y? Yes "- No (tf no, explain on back) Has the vegelation, soi!s, and/or hydrology baen significantly dislurt--ed? Yeses: No (if yes, explain on back) G:� 7T-� VEGETATION Indicator Indicator Dominant Plant Species Sixtus Strz!um Dominant Plant Species Status Srah 1 r. c 1arun nn 11 _F C lei i 1. 2• Or-L rl o;cr. F4c 7' —_14 12. 3. 13. S 15. 6. 16. 7. 17. 8. 18. 0 19. 10. 20. Percent of dominant suedes that are Oi L, FACV1 and/or FAC Is the hydrophytic vege!ation crterion met? Yes"- No Rationale: SOILSSut--Tou�-2 it�- [: Series./phase: Is the soil on the hydric soils list? Yeses � o Und=_;armined Is the soil a Hisloscl? Yes No Histic epip-don cre Sent?'V.S No Is the soil: Mottled? Yes Now_Gleyed? Yes No�• Matrix Color: = ' Mo"Je Colors: Other hydric soil indicators. Is the hydric soil criterion met? Yes No Rationale: HYDROLOGY Is the ground surface inundated? Yes Now Su„., A �hace water de P' Is the soil saturated? Yes Now iA Depth to free-standing water in pit/soil probe hole: List other field evidence of surface inundation or soil sat ration. Is the wetland hydrology criterion met? Yes No Rationale: JURISDICTIONAL DETERMINATION AND RATIONALE Is the plant community a welland? Yes No Ra:ionale for jurisdictional decision: f t This data form can be used for the Hydric Soil Assessment Procedure and the Plan; Cc-•c.un.'.; Assessment Procedure. 2 Classf*cation according to'Soil Taxonomy.' B-2 ;::::::;:... L RAK:::.>:.:..: T 1. ::: UIL : T#Ir`' ::::::x::::::..:::::::::.:::::::::::: .:::: .::::::::::::::................. WA OUR JOB NO. 5197 o JANUARY 5, 1995 Z 0� 17 28146 ` ', f ,off FG/S�µrc " t^ Ss�DNAI , 1 EXPIRES 4/3/'P Prepared By: BARGHAUSEN CONSULTING ENGINEERS, INC. 18215 72ND AVENUE SOUTH KENT, WASHINGTON 98032 (206) 251 -6222 c"OF SON E G E 1 V E® JArV 0 6 1995 �GHA�sI 13UILDINGG DIVISION CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL_ SERVICES 0 h' r Page 1 of 2 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET , PART I PROJECT OWNER I DESCRIPTION PROJECT ProjectOwner ALLPAK DEVELOPMENT, INC. Project Name ALLPAK CONTAINER BUILDING Address S.W. 27TH STREET Location Township 23N Phone Range 4E Project Engineer DANIEL K. BALMELLI Section 25 Company BARGHAUSEN CONSULTING ENGINEERS Project Size 7.85 AC Address Phone 18215 72ND AVENUE SOUTH Upstream Drainage Basin Size 0 AC KENT WA 980321 (2Q6)-251-6222— PARTOTHER [] Subdivision 0 DOF/G HPA 0 Shoreline Management 0 Short Subdivision COE 404 0 Rockery 0 Grading 0 DOE Dam Safety 0 Structural Vaults OX Commercial O FEMA Floodplain 0 Other [� Other COE Wetlands 0 HPA I DR 'RT5 SITE COMMUNITY ANAINAGE BASIN Community GREEN RIVER Drainage Basin GREEN RIVER PART 6 SITE CHARACTERISTICS 0 River _ XD Floodplain EM Stream SPRINGBROOK CREEK [Y] Wetlands 0 Critical Stream Reach 0 Seeps/Springs 0 Depress io ns/Swales High Groundwater Table 0 Lake — Groundwater Recharge 0 Steep Slopes 0 Other E-1 Lakeside/Erosion Hazard PART 7 •ILS Soil Type Slope s Erosion Potential Erosive Velocities WOODINVILLE -l� - LOG (_ ] Additional SheetsAttatched — — - — ----- -- 1/()0 } i Page 2 of 2 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET • • • REFERENCE LIMITATION/SITE CONSTRAINT i Ch 4-Downstream Analysis a a a 0 a Additional Sheets Attatched • MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION []X Sedimentation Facilities 0 Stabilize Exposed Surface ® Stabilized Construction Entrance 0 Remove and Restore Temporary ESC Facilities ® Perimeter Runoff Control XO Clean and Remove All Silt and Debris 0 Ensure Operation of Permanent Facilities C] Clearing and Grading Restrictions � Cover Practices � Flag Limits of NGPES Eil Construction Sequence 0 Other C] Other 7[:] Grass Lined Channel 0 Tank Infiltration Method of Analysis Depression Pipe System 0 Vault 0 p Open Channel M Energy Dissapator 0 Flow Dispersal Compensation/MitigationateSite Storage Dry Pond � Wetland 0 Waiver of Eliminated Site Storage © Wet Pond Ell Stream 0 Regional Detention Brief Description of System Operation STORM WATER CONTAINED IN 3 CELL WET/ DETENTION POND FOLLOWING BIOFILTRATION SWALE. _ E:�] Additional Sheets Attatched Facility Related Site Limitations Limitation Reference Facility specialPART 11. STRUCTURAL ANALYSIS PART 12 EASEMENTS/TRACTS [� Drainage Easement � Access Easement Cast in Place Vault Other 0 Native Growth Protection Easement Retaining Wall Tract Rockery>4'High E ] Other Structural on Steep Slope 7a�ttatc�hments. ngineer under my supervision have visited the site. Actual ns as observed were incorporated into this worksheet and the Ivly) To the best of my knowledge the information provided sp y• / here is accurate. -- -- -- 1/90 RETENTION/DETENTION ANALYSIS AND DESIGN joRM PaA r�r4cG�t.a-�lU.vs i U�✓C`Lo/� Pbb`2_"1/ll,•c/S iQ-�'Jp- �' C'J.� /�r- LULL W W W W W W xxx Vf 0 in 000 v1 O O N {<C Sd it Sul2v�/ aaa C4 C4(4 Wo = W oD�/.v✓/C LC.s <I L 11 civ 90 l Panv. } ; s �tilae�} P,e> 3 /dV0 i 4(.tG-c� CJ tvs-/ P �v,�c�JP�*`A ! c 12J C� F /•0 w� f�t4V�� i1 v",o�! � i 2" 34 7. 10 i k f I y I t i 12/29/94 Barghausen Engineers page 1 ALLPAK DETENTION POND DESIGN CALCULATIONS • BCE FILE 5197ALPK BASIN SUMMARY BASIN ID: lA NAME: 2YR/24HR PREDEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 7 . 85 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA PRECIPITATION. . . . : 2 . 00 inches AREA. . : 7 . 85 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86 . 00 TIME OF CONC. . . . . : 86. 02 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 0. 00 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 300. 00 ns: 0. 2400 p2yr: 2 . 00 s: 0 . 0090 TcReach - Shallow L: 1000 . 00 ks: 9 . 00 s: 0 . 0050 PEAK RATE: 0 . 59 cfs VOL: 0. 56 Ac-ft TIME: 540 min .V-z 1.13- 0,56 ' 0,J 1 Ac-Cr BASIN ID: 2A NAME: 10YR/24HR PREDEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 7 . 85 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA PRECIPITATION. . . . : 2 . 90 inches AREA. . : 7 . 85 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86 . 00 TIME OF CONC. . . . . : 86 . 02 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 0. 00 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 300 . 00 ns: 0 . 2400 p2yr: 2 . 00 s: 0 . 0090 TcReach - Shallow L: 1000 . 00 ks: 9 . 00 s: 0 . 0050 PEAK RATE: 1 . 22 cfs VOL: 1 . 03 Ac-ft TIME: 520 min A+ , 1.3+ - !.A z 0.bg BASIN ID: 3A NAME: 100YR/24HR PREDEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 7 . 85 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 7 . 85 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 TIME OF CONC. . . . . : 86 . 02 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 0 . 00 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 300 . 00 ns: 0 . 2400 p2yr: 2 . 00 s: 0 . 0090 TcReach - Shallow L: 1000 . 00 ks: 9 . 00 s: 0 . 0050 PEAK RATE: 2 . 03 cfs VOL: 1 . 61 Ac-ft TIME: 490 min 12/29/94 Barghausen Engineers page 2 ALLPAK DETENTION POND DESIGN CALCULATIONS BCE FILE 5197ALPK BASIN SUMMARY BASIN ID: 4A NAME: 2YR/24HR POST-DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 7 . 85 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0. 60 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 90. 00 TIME OF CONC. . . . . : 9 . 44 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 7 . 25 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 120. 00 ns: 0 . 0110 p2yr: 2 . 00 s: 0. 0100 TcReach - Channel L: 800 . 00 kc: 42 . 00 s: 0. 0020 PEAK RATE: 2 . 99 cfs VOL: 1 . 13 Ac-ft TIME: 480 min BASIN ID: 5A NAME: 10YR/24HR POST-DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 7 . 85 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0 . 60 Acres • TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90. 00 TIME OF CONC. . . . . : 9 . 44 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 7 . 25 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 120 . 00 ns : 0 . 0110 p2yr: 2 . 00 s: 0 . 0100 TcReach - Channel L: 800 . 00 kc: 42 . 00 s: 0 . 0020 PEAK RATE: 4 . 47 cfs VOL: 1 . 71 Ac-ft TIME: 480 min BASIN ID: 6A NAME: 100YR/24HR POST-DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 7 . 85 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA PRECIPITATION. . ... : 3 . 90 inches AREA. . : 0 . 60 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 90 . 00 TIME OF CONC. . . . . : 9 . 44 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 7 . 25 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 120 . 00 ns: 0 . 0110 p2yr: 2 . 00 s: 0 . 0100 TcReach - Channel L: 800 . 00 kc: 42 . 00 s: 0. 0020 PEAK RATE: 6 . 12 cfs VOL: 2 . 36 Ac-ft TIME: 480 min 12/29/94 Barghausen Engineers page 3 ALLPAK DETENTION POND DESIGN CALCULATIONS BCE FILE 5197ALPK HYDROGRAPH SUMMARY PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf-AcFt Acres 1 0 . 591 540 24193 cf 7 . 85 2 1 . 220 520 44941 cf 7 . 85 3 2 . 026 490 69983 cf 7 . 85 4 2 . 985 480 49079 cf 7 . 85 5 4 . 474 480 74355 cf 7 . 85 6 6 . 119 480 102615 cf 7 . 85 7 0 . 590 790 49078 cf 7 . 85 8 1 . 217 610 72882 cf 7 . 85 • 12/29/94 Barghausen Engineers page 4 ALLPAK DETENTION POND DESIGN CALCULATIONS BCE FILE 51-97ALPK STORAGE STRUCTURE LIST STORAGE LIST ID No. 2 Description: STORAGE POND (WITHOUT 30% ADD) • 12/29/94 Barghausen Engineers page 5 ALLPAK DETENTION POND DESIGN CALCULATIONS • BCE FILE 5197ALPK STAGE STORAGE TABLE CUSTOM STORAGE ID No. 2 Description: STORAGE POND (WITHOUT 30% ADD) STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 10.00 0.0000 0.0000 10.80 11784 0.2705 11.60 24759 0.5684 12.40 38917 0.8934 10.10 1473 0.0338 10.90 13257 0.3043 11.70 26431 0.6068 12.50 40785 0.9363 10.20 2946 0.0676 11.00 14730 0.3382 11.80 28102 0.6451 12.60 42653 0.9792 10.30 4419 0.1014 11.10 16402 0.3765 11.90 29774 0.6835 12.70 44521 1.0221 10.40 5892 0.1353 11.20 18073 0.4149 12.00 31445 0.7219 12.80 46389 1.0649 10.50 7365 0.1691 11.30 19745 0.4533 12.10 33313 0.7648 12.90 48257 1.1078 10.60 8838 0.2029 11.40 21416 0.4916 12.20 35181 0.8076 13.00 50125 1.1507 10.70 10311 0.2367 11.50 23088 0.5300 12.30 37049 0.8505 • • 12/29/94 Barghausen Engineers page 6 ALLPAK DETENTION POND DESIGN CALCULATIONS • BCE FILE 5197ALPK DISCHARGE STRUCTURE LIST MULTIPLE ORIFICE ID No. 1 Description: 2YR ORIFICE DISCHARGE Outlet Elev: 10 . 00 Elev: 8 . 00 ft Orifice Diameter: 4 . 5000 in. NOTCH WEIR ID No. 2 Description: 10YR RELEASE WEIR Weir Length: 0 . 6000 ft. Weir height (p) : 1. 1500 ft. Elevation 11 . 15 ft. Weir Increm: 0. 10 COMBINATION DISCHARGE ID No. 3 Description: COMBINED RELEASE STRUCTURE Structure: 1 Structure: Structure: 2 Structure: Structure: 12/29/94 Barghausen Engineers page 7 ALLPAK DETENTION POND DESIGN CALCULATIONS • BCE FILE 5197ALPK STAGE DISCHARGE TABLE MULTIPLE ORIFICE ID No. 1 Description: 2YR ORIFICE DISCHARGE Outlet Elev: 10 . 00 Elev: 8 . 00 ft Orifice Diameter: 4 . 5000 in. STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---cfS-- ------- (ft) ---CfS-- ------- 10.00 0.0000 10.80 0.4915 11.60 0.6951 12.40 0.8513 10.10 0.1738 10.90 0.5213 11.70 0.7165 12.50 0.8689 10.20 0.2458 11.00 0.5495 11.80 0.7373 12.60 0.8861 10.30 0.3010 11.10 0.5763 11.90 0.7575 12.70 0.9030 10.40 0.3475 11.20 0.6020 12.00 0.7771 12.80 0.9195 10.50 0.3886 11.30 0.6266 12.10 0.7963 12.90 0.9358 10.60 0.4257 11.40 0.6502 12.20 0.8151 13.00 0.9518 10.70 0.4598 11.50 0.6730 12.30 0.8334 • • 12/29/94 Barghausen Engineers page 8 ALLPAK DETENTION POND DESIGN CALCULATIONS • BCE FILE 5197ALPK STAGE DISCHARGE TABLE NOTCH WEIR ID No. 2 Description: 10YR RELEASE WEIR Weir Length: 0. 6000 ft. Weir height (p) : 1. 1500 ft. Elevation 11. 15 ft. Weir Increm: 0 . 10 STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- 11.15 0.0000 11.60 0.5275 12.10 1.3669 12.60 2.0429 11.20 0.0217 11.70 0.6918 12.20 1.5254 12.70 2.1317 11.30 0.1100 11.80 0.8611 12.30 1.6746 12.80 2.1997 11.40 0.2308 11.90 1.0320 12.40 1.8122 12.90 2.2448 11.50 0.3722 12.00 1.2015 12.50 1.9357 13.00 2.2649 t 12/29/94 Barghausen Engineers page 9 ALLPAK DETENTION POND DESIGN CALCULATIONS . BCE FILE 5197ALPK STAGE DISCHARGE TABLE COMBINATION DISCHARGE ID No. 3 Description: COMBINED RELEASE STRUCTURE Structure: 1 Structure: Structure: 2 Structure: Structure: STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- 10.00 0.0000 10.80 0.4915 11.60 1.2226 12.40 2.6635 10.10 0.1738 10.90 0.5213 11.70 1.4083 12.50 2.8046 10.20 0.2458 11.00 0.5495 11.80 1.5984 12.60 2.9290 10.30 0.3010 11.10 0.5763 11.90 1.7895 12.70 3.0346 10.40 0.3475 11.20 0.6237 12.00 1.9787 12.80 3.1192 10.50 0.3886 11.30 0.7366 12.10 2.1632 12.90 3.1806 10.60 0.4257 11.40 0.8810 12.20 2.3405 13.00 3.2167 10.70 0.4598 11.50 1.0452 12.30 2.5080 • • 12/29/94 Barghausen Engineers page 10 ALLPAK DETENTION POND DESIGN CALCULATIONS • BCE FILE 5197ALPK LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id VOL (cf) 2YR/24HR ROUTING ............. 0.59 2.99 2 1 11.15 7 17300.91 10YR/24HR ROUTING ........... 1.22 4.47 2 3 11.59 8 24557.46 N jur V! 46 8 AgD Bl� River �,' •aa? i�' J ltv 7 jAgD A R J I �gc • �. _. :i — thleti Yield EVD B EVD 3 Ur •A BeC BeD E SDI � M Park Pc Icr E L BeC R BeD Be(,-J. V*- lb 0 L 4� _;' �•C i It • Jr 11 �W_ 7 I) co AkF Wo M In 13 he X ¢_ C BM 37 Ag py Ngl Pu BeC I Goll ourse 82 AmC Ur WO ■ F• InC bm 30,,- Sew ge ORTHF_ • A Disp sa 0 Substa 2 Ng Ur Ur i:A L-1i AgD 20 455 M 16.w LPN N, 77-77-kilf Ur d Pu 515 ,seC BeC 'MM Wo B Z I-q Ur Ur (AgD 0 '-"Track B J -17— 6— _JL_ u I Ag OQ C r Ng 0 ir p q So z z Pu Sk W (L o E M ln� Pu u lWd 25 0 A BM 1-29 AgB 2 203 169 AgC n BM 4 py ::. 0 451 T Ur W. Sk Ur 0 IAgC e AmC Ur it Tu AgB pi I j,• I O a '��_7 ��' AgD B 6 / so 7 Ml 17 7 u Py Wo 13M 1 4 1 n. A96 9 It AmB • AVC .'o 411 N Am E3 AgC 32 It M AgB • 13M It. 351 ? KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL _ (2) CN values can be area weighted when they apply to pervious areas of similar CN's (within 20 CN points). However, high CN areas should not be combined with low CN areas (unless the low CN areas are less than 15% of the subbasin). In this case, separate hydrographs should be • generated and summed to form one hydrograph. FIGURE 3.5.2A HYDROLOGIC SOIL GROUP OF THE SOILS IN KING COUNT' /' HYDROLOGIC HYDROLOGIC SOIL GROUP GROUP* SOIL GROUP GROUP` Alderwood C Orcas Peat D Arents, Alderwood Material C Oridia D Arents, Everett Material B Ovall C Beausite C Pilchuck C Bellingham D Puget D Briscot D Puyallup B Buckley D Ragnar B Coastal Beaches Variable Renton D Earlmont Silt Loam D Riverwash Variable Edgewick C Salal C Everett A/B �-Sammamish D Indianola A Seattle D Kitsap C Shacar D Klaus C Si Silt C Mixed Alluvial Land Variable Snohomish D Neilton A Sultan C Newberg B Tukwila D Nooksack C Urban Variable Normal Sandy Loam D Woodinville D • HYDROLOGIC SOIL GROUP CLASSIFICATIONS A. (Low runoff potential). Soils having high infiltration rates, even when thoroughly wetted, and consisting j chiefly of deep,well-to-excessively drained sands or gravels. These soils have a high rate of water transmission. B. (Moderately low runoff potential). Soils having moderate infiltration rates when thoroughly wetted, and consisting chiefly of moderately fine to moderately coarse textures. These soils have a moderate rate of water transmission. C. (Moderately high runoff potentiai). Sods having slow infiltration rates when thoroughly wetted, and I` consisting chiefly of sods with a layer that impedes downward movement of water, or soils with moderately fine to fine textures_ These soils have a slow rate of water transmission. D. (High runoff potential). Soils having very slow infiltration rates when thoroughly wetted and consisting chiefly of clay soils with a high swelling potential, sods with a permanent high water table, soils with a hardpan or clay layer at or near the surface, and shallow soils over nearly impervious material_ These soils have a very slow rate of water transmission. t I From SCS, TR-55, Second Edition, June 19M, Exhibit A-1. Revisions made from SCS, Sol Interpretation Record, Form #5, September 19M. GD 3,S.2-2 11/92 RING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TABLE 3.5.213 SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS 3, SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982) Runoff curve numbers for selected agricultural, suburban and urban land use for Type 1 A rainfall distribution, 24-hour storm duration. CURVE NUMBERS BY HYDROLOGIC SOIL GROUP LAND USE DESCRIPTION A B C D Cultivated land(1): winter condition 86 91 94 95 Mountain open areas: low growing brush and grasslands 74 82 89 92 Meadow or pasture: 65 78 pa 89 Wood or forest land: undisturbed or older second growth 42 64 76 81 Wood or forest land: young second growth or brush 55 72 81 86 Orchard: with cover crop 81 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. good condition: grass cover on 75% or more of the area 68 8o 86 90 fair.condition: grass cover on 50% to 75% of the area 77 85 93 92 Gravel roads and parking lots 76 85 89 91 • Dirt roads and parking lots 72 82 87 89 Impervious surfaces, pavement, roofs, etc. 98 98 93 gg Open water bodies: lakes, wetlands, ponds, etc. 100 100 100 100 Single Family Residential (2) Dwelling Unit/Gross Acre % Impervious (3) 1.0 DU/GA 15 Separate curve number 1.5 DU/GA 20 shall be selected 2.0 DU/GA 25 for pervious and 2.5 DU/GA 30 impervious portion 3.0 DU/GA 34 of the site or basin 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA 50 6.0 DU/GA 52 6.5 DU/GA 54 i 7.0 DU/GA 56 Planned unit developments, % impervious condominiums, apartments, must be computed commercial business and industrial areas. (1) For a more detailed description of agricultural land use cure numbers refer to National Enc;veering Handbook, Section 4, Hydrology, Chapter 9, August 1972. v (2) Assumes roof and driveway runoff is directed into street/storm system. (3) The remaining pervious areas (lawn) are considered to be in good condition for these curve embers • 3.5.2-3 11/92 • • w PON �:� �� + t � ��,,�!"'► .�� _�%��_ .ter. 1I�aa N LK rai ON aim ma r 8. see •� i t WN maw �. . •��r�1�Etie� � I► ( � �� M. till 44 prim . n FIN R,M- 5 VMS VNIF �►.. �` . ��%'�� Wo�'�C • BIOFILTRATION SWALE CALCULATIONS • P�v7,Y use 7-1VA/ W W W tALn4n 0 0 0 ,2 -7 4,0 35 �Gov Q/QC i 7 Ca C1 q cP V^ V l �Y—r S 1 CI CI CI lV N CI n I I t f 1 i I a i i t i E • CONVEYANCE SYSTEM DESIGN AND ANALYSIS • • Rectangular Ctannel Aralois a Design Open Channel - Uniforij flow uorksheet ilaiie: 5197 - RLLPRK Ciiterit: TRENCH ORRIfi CONUEi'BHCE C11LCULOTIONS Solve for Discharge Given input Data: outtim Gidth..... 1.00 1t ifanning's n...... 0.014' Channel Slope.... 0.0020 ft/ft Depth............ 0.50 ft Cohputed Results: Discharge........ 1.10 efs Uelocity......... 2.20 fps now urea........ 0.50 sf Plow Top Width.., LOG ft Jetted Perimeter. 2.000 it Critical Depth... 0.33 'It Critical Slope... 0.00u0 ft/ft froude Nunber.... 0.55 (flow 1s Subcritical, upefi Liaidiei uuw uuumc, Uerslon 3.31 (e) 1991 Haestad iiethods, Tric. * 3, Brookside Rd * Uaterbuq, Ct 06i088 • Rectangular Channel Rralysis u Design • Open Channel - Urato'rii flow Wr ksheet Marie: 5191 - RLLPRK Covent: IRERCh ORRIN COf3UCfAKCE CALCULATIONS Solve for Discharge Giver, Input Data: Bottom Uidth..... 1.00 ft ianniny's O.M2 Channel Slope.... 0.0020 f to f t Depth............ 1.00 f t Computed Results: Discharge........ 2.66 cfs Uelocity......... 2.66 fps Flow Area........ 1.00 sf Flow lop Uidth... 1.00 ft Uetted Perimeter. 3.00 It Critical Depth... 0.60 ft Critical Slope... 0.0011 ft/ft Froude Number.... 0.47 (flaw is Suberitical) Open Channel flow Module, Version 3.41 (c) 1991, riaestad Methods, Inc. * 37 Brookside Rd * Uaterbury, Ct 06708 6F,RGHt9U5EN CONSULTING ENGItIEEF:5 - PIPE FLOW CFILC:ULATOR R = Contributing flrea <ftc` Qd = Design Flow <cfz> using the R.t-ional tle+hod is Manninng Formula C = Runoff coefificient Of = Full Capacity Flow <cfsi 5ERTTLE-RENTON 25 YEf1R STORM Tc = Tiue of Concentration (min,, Vd = Velocity at Design Flow <fps? I = Intensity at Tc <in:hri Vf = Velocity at Full Flow <fps> DEFRULT C= 0.130 0.012 d= 12 Tc= 10.0 d = Diameter of Pipe <in) s = Slope of pipe <%> Note: Set dePault values before entering data. L = Length of Pipe <Pt> n = Manning Roughness Coefficient D = Water. Depth at Od <in) Tt = Travel Time at. Vd (min) JOB U 5 19 7 106 NONE: AL,LPflK 2 FROM TO R s L d Tc n C SUN A HNC SUM R*C I Qd 01P Od/QP X D/d D Vf Vd/Vf Vd Tt. CB 1 CB 2 0.89 0.20 $2.0 12 10.0 0.012 0.90 0.89 0.80 0.80 2.00 1.60 1.73 0.928 0.740 0.756 9.07 2.20 1.134 2.49 0.35 CS 2 CE: 3 0.17 0.20 155.0 15 10.3 0.012 0.90 1.06 0.15 0.95 1.97 1.S8 3.13 0.601 0.540 0.558 8.37 2.55 1.043 2.66 0.97 CB 3 CB 4 0.25 0.15 180.0 15 11.3 0.012 0.90 1.31 0.23 1.18 1.89 2.23 2.71 0.823 0.680 0.690 10.35 2.21 1.115 2.46 1.22 CS 4 F. 5 0.73 0.15 180.0 18 12.5 0.012 0.90 2.04 0.65 1.84 1.80 3.30 4.41 0.749 0.640 0.645 11.61 2.50 1.098 2.74 1.10 C8 S CB 6 0.68 0.15 146.0 i8 13.6 0.012 0.90 2.72 0.51 2.45 1.71 4.19 4.41 0.952 0.760 0.774 13.92 2.50 1.137 2.84 0.86 CB E• CB 7 0.51 0.213 130.0 18 14.5 0.012 0.90 3.23 0.46 2.91 1.65 4.80 5.09 0.943 0.760 0.757 13.SO 2.88 1.136 3.27 0.66 CB 7 CB 8 0.00 0.20 240.0 18 15.2 0.012 0.90 3.23 0.00 2.91 1.61 4.68 5.09 0.920 0.740 0.750 13.50 2.88 1.132 3.26 1.23 C8 e. C8 9 0.00 0.20 235.0 18 1C..4 0.012 0.90 3.23 0.00 2.91 1.53 4.45 5.09 0.375 0.720 0.723 13.01 2.88 1.126 3.24 1.21 CITY OF REWON ®ECEIVE ® NOV - 9 1994 PREPARED FOR TRAMMELL CROW COMPANY BUILDING DIVISION -Ak �o-� Douglas S. Lynne �, y � AS Staff Engineer Kyle R. Campbell, P.E. Manager of Geotechnical 'c sl,klkti EXPIFWS „I r9tCi GEOTECHNICAL ENGINEERING STUDY PROPOSED WAREHOUSE SOUTHWEST 27TH STREET RENTON, WASHINGTON E-3453-4 August 19, 1994 Earth Consultants, Inc. 1805 - 136th Place Northeast, Suite 101 Bellevue, Washington 98005 (206) 643-3780 Earth Consultants Inc. Geotechnical Engineers.Geologists&Environmental Scientists August 19, 1994 E-3453-4 Trammell Crow Company 5601 Sixth Avenue South P. O. Box 80326 Seattle, Washington 98108 Attention: Mr. Todd Timberlake Dear Mr. Timberlake: We are pleased to submit our report titled "Geotechnical Engineering Study, Proposed Warehouse, Southwest 27th Street, Renton, Washington." This report presents the results of our field exploration, selective laboratory tests, and engineering analysis, as well as geotechnically related recommendations for the proposed site development. The purpose and scope of our study was outlined in our proposal dated July 25, 1994. Based on the subsurface conditions encountered at the project site, it is our opinion P that the proposed warehouse may be supported by shallow spread footings bearing on a minimum of two feet of structural fill, provided that the recommendations contained in this report are incorporated into the construction specifications. Due to the potential for large settlements, the use of a surcharge program is recommended to pre-consolidate the soft soils beneath the building. If you or your consultants have any questions about the content of this report, or if we can be of further assistance, please call. Respectfully submitted, EARTH CONSULTANTS, INC. Kyle R. Campbell, P.E. Manager of Geotechnical Services DSL/KRC/kml 1805-136th Place N.E., Suite 201, Bellevue, Washington 98005 Bellevue (206)643-3780 Seattle(206)464-1584 FAX(206)746-0860 Tacoma(206)272-6608 TABLE OF CONTENTS E-3453-4 PAGE INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Project Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 SITE CONDITIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Subsurface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Groundwater . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 Laboratory Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 DISCUSSION AND RECOMMENDATIONS . . . . . . . . . . . . . . . . . . . . . . . . . 3 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 Site Preparation and Grading . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 Surcharge Program . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Foundations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 Seismic Design Considerations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Lateral Resistance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 Slab-on-Grade Floors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 Excavations and Slopes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 Site Drainage . . . . . . . . . : : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 Utility Support and Backfill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 Pavement Areas . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 LIMITATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 Additional Services . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 APPENDICES Appendix A Field Exploration Appendix B Laboratory Testing ILLUSTRATIONS Plate 1 Vicinity Map Plate 2 Test Pit Location Plan Plate 3 Settlement Plate Detail Plate 4 Utility Trench Fill Plate 5 Typical Footing Subdrain Detail Plate Al Legend Plates A2 through A14 Test Pit Logs Plate 131 Grain Size Analysis Plate B2 Atterberg Limits GEOTECHNICAL ENGINEERING STUDY PROPOSED WAREHOUSE SOUTHWEST 27TH STREET RENTON, WASHINGTON E-3453-4 INTRODUCTION General This report presents the results of the geotechnical engineering study for the proposed warehouse located on Southwest 27th Street in Renton, Washington. The general location of the site is shown on the Vicinity Map, Plate 1 . The purpose of this study was to explore the subsurface conditions at the site and, based on the conditions encountered, to provide geotechnical recommendations for the proposed site development. Project Description At the time our study was performed, the site, the proposed structure, and exploratory locations were approximately as shown on the Test Pit Location Plan, Plate 2. Based on information provided by Trammell Crow Company, it is proposed to develop the parcel of land with a concrete tilt-up office/warehouse. We understand that fills up to about six feet in depth will be necessary in order to provide the desired floor elevation for the building. Based on our experience with similar structures, we anticipate structural loading to be in the following ranges: • Wall footings - 4 to 6 kips per lineal foot • Maximum column load - 50 - 100 kips • Slab loads - 200 - 250 pounds per square foot (psf) If the above design criteria are incorrect or change, we should be notified and allowed to review our recommendations in light of actual design information. In any case, it is recommended that Earth Consultants, Inc. be retained to perform a general review of the final construction design. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Trammell Crow E-3453-4 • August 19, 1994 Page 2 SITE CONDITIONS Surface The site of the proposed facility is located on Southwest 27th Street in Renton, Washington (see Plate 1, Vicinity Map). The rectangular parcel covers about eleven and three-quarter acres; however, the proposed development is located in the southern seven and two-thirds acres. The site is bounded by Southwest 27th Street on the south, by an existing tilt-up warehouse on the west, by vacant property on the north, and by Spring Brook Creek on the east. At present, the site is vacant with grasses and minor amounts of brush covering the existing surface. The site is generally level with a small drainage swale in the central portion of the proposed construction area. This swale drains to Spring Brook Creek on the east side of the site. Three piles of topsoil and miscellaneous debris were observed on the site during our field exploration. The piles were in the southern and east central portions of the site. Subsurface The site was explored by excavating thirteen test pits at the approximate locations shown on Plate 2. Detailed descriptions of the conditions encountered at each location explored are presented on the Test Pit Logs, Plates A2 through A14. A description of the field exploration methods is included in Appendix A. Below is a generalized description of the subsurface conditions encountered. During our subsurface exploration, a five and one-half (5.5) to ten (10) foot thick layer of fill was observed immediately underlying the surface. The fill generally consisted of a thin veneer of loose silty.sand (Unified Soil Classification SM) overlying loose to medium dense, brown poorly graded sand with silt (SP-SM). Beneath the fill, soft to medium stiff, dark brown fibrous peat interbedded with organic silt (PT and OL) was observed to depths ranging from ten (10) to thirteen 03) feet. The thickness of the peat was observed to range from two and one-half (2.5) to four (4) feet. Laboratory testing indicates peat moisture contents ranging from 83.0 to 216.2 percent, with only one sample exhibiting a moisture content above 120.3 percent. Underlying the peat and organic silt, a soft to medium stiff layer of gray silt with varying plasticity (ML and MH) was observed to depths of fourteen (14) to fifteen and one-half 0 5.5) feet beneath the existing grades. Test Pits TP-3 and TP-1 1 encountered a loose to medium dense, black silty sand beneath the silts. The maximum exploration depth was fifteen and one-half 0 5.5) feet beneath the existing grades. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Trammell Crow E-3453-4 August 19, 1994 Page 3 Based on review of the subsurface information contained in our study for the adjacent warehouse, and our experience in the area, the encountered soils are expected to be underlain by interbedded silts and sands. Groundwater Groundwater seepage was observed in all of the test pits except TP-5, TP-7, TP-8, TP-11 and TP-12 at depths ranging from five and one-half (5.5) to eight and one-half (8.5) feet below the existing ground surface. It is important to note that groundwater seepage is not constant; thus, one may expect fluctuations in the volume and location depending on the season, amount of rainfall, surface water runoff, and other factors. Generally, groundwater seepage is greater during the wetter winter months (typically October through May). Groundwater seepage is not expected to have a significant impact on construction, except in deeper utility trenches, or other deep excavations, unless the site is developed during periods of heavy precipitation or during the winter months. Laboratory Testing Laboratory tests were conducted on several representative soil samples to verify or modify the field soil classification of the units encountered and to evaluate the general physical properties and engineering characteristics of the soils encountered. Visual classifications were supplemented by index tests, such as sieve analysis and Atterberg Limits, and moisture content tests on representative samples. The results of laboratory tests performed on specific samples are provided either at the appropriate sample depth on the individual test pit log or on a separate data sheet contained in Appendix B. However, it is important to note that these test results may not accurately represent the overall in-situ soil conditions; our geotechnical recommendations are based on our interpretation of these test results. The soil samples for this project will be discarded after a period of fifteen (15) days following completion of this report, unless we are otherwise directed in writing. DISCUSSION AND RECOMMENDATIONS General Based on the results of our study, it is our opinion that the site can be developed generally as planned provided the recommendations contained in this report are incorporated into the final design. In our opinion, total settlement of the existing peat and underlying alluvial soils resulting from placement of new fill and building loads is anticipated to be on the order of four to six inches. In order to minimize post construction settlement, a surcharge program should be used. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Trammell Crow E-3453-4 August 19, 1994 Page 4 The purpose of the surcharge program is to pre-induce settlements estimated to result from new fill and building loads. The surcharge should be a minimum of two feet above finished floor elevations. We anticipate completion of the surcharge program in four to six weeks. This report has been prepared for specific application to this project only and in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area for the exclusive use of Trammell Crow Company and their representatives. No warranty is expressed or implied. It is recommended that this report, in its entirety, be included in the project contract documents for the information of the contractor. Site Preparation and Grading Construction areas should be stripped and cleared of all existing vegetation, topsoil, organic debris, and any other deleterious materials. The previously mentioned topsoil and debris piles should be removed from the site or used in non-structural areas. Stripped organic materials should not be mixed with any soils to be used as structural fill. Following the stripping and clearing procedures, the earthwork operations can commence to provide the design grades. The ground surface where structural fill is to be placed should be proofrolled. All proofrolling should be performed under the observation of a representative of ECI. Soil in any loose or soft areas, if recompacted and still excessively yielding, should be overexcavated and replaced with structural fill to a depth that will provide a stable base beneath the general structural fill or suitable support for slabs. Portions of the near-surface soils exposed in our test pits (silty sand and poorly graded sand with silt, SM and SP-SM) .-are moisture sensitive due to their fines content. Generally, soils with more than 5 percent fines are considered moisture sensitive. As such, in an exposed condition they will become disturbed from normal construction activity, especially when in a wet or saturated condition. Once disturbed, in a wet condition, they will be unsuitable for support of foundations or pavements. Therefore, during construction where these soils are exposed and will support new structures, care must be exercised not to disturb their condition. If disturbed conditions develop, the affected soils must be removed and replaced with a structural fill. The depth of removal will be dependent on the level of disturbance developed during construction. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Trammell Crow E-3453-4 August 19, 1994 Page 5 Structural fill is defined as any compacted fill placed under foundations, roadways, slabs, pavements, or any other load-bearing areas. Structural fill under foundations should be placed in horizontal lifts not exceeding twelve (12) inches in loose thickness and compacted to a minimum 90 percent of its maximum dry density in accordance with ASTM Test Designation D-1557-78 (Modified Proctor). The fill materials should be placed at or near the optimum moisture content. Fill under pavements and walks should also be placed in horizontal lifts and compacted to 90 percent of maximum density, except for the top twelve (12) inches which should be compacted to 95 percent of maximum density. Soils expected to be exposed in the footing and utility excavations range from poorly graded sand with silt to peat. In our opinion, the sands are usable as structural fill, provided they are moisture conditioned to near optimum moisture content. In order to moisture condition the sand, it may be necessary to either add water or aerate the soil. However, the peat, which may be exposed in the utility trenches, is not suitable for use as structural fill. Excavated peat should be removed from the site or used in landscape areas. Structural fill which is to be placed in wet weather should consist of a granular material with a maximum size of three inches and no more than 5 percent fines passing the No. 200 sieve, based on the minus 3/4-inch fraction. During dry weather, most compactible non-organic soil can be used as structural fill. It is recommended that any structural fill planned for on site use be submitted for approval prior to import. Surcharge Program The surcharge program is designed to pre-consolidate the compressible fills and soil underlying the site, such that the surcharge would apply loads near to or greater than anticipated building loads. The surcharge fill should be a minimum of two feet in height, measured from the finish floor elevation. The estimated time frame for the surcharge to remain in place is four to six weeks. The actual time period will be dependent upon the measured settlement obtained in the field. If a shorter time frame is necessary, a thicker surcharge would be needed. The surcharge should extend at least five feet beyond the perimeter of the buildings. The side slopes of the fill should be inclined at a gradient of 1 H:1 V (Horizontal:Vertical) or flatter. If a wet weather construction schedule is planned, and the surcharge fill is to be used as structural fill, the surcharge fill should meet the requirements of structural fill to be placed in wet weather as discussed in the Site Preparation and Grading section of this study. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Trammell Crow E-3453-4 August 19, 1994 Page 6 If future expansion of any building is anticipated, the surcharge should extend at least twenty (20) feet in the direction of the future addition. The purpose of extending the surcharge is to reduce the possibility of settlement of the then-existing building from future building or surcharge loads. Surcharge fill does not have to meet any specific requirements except that the material should have an in-place unit weight of one hundred twenty (120) pounds per cubic foot (pcf). Depending on the type of material used as surcharge material, it may be necessary to apply compactive effort to achieve the 120 pcf unit weight criteria. Alternatively, if a light material is used as surcharge material, a thicker surcharge could be used in lieu of applying compactive effort. If the surcharge fill material is to be used for structural fill in other areas after completion of the surcharge program, it should meet the requirements for structural fill discussed previously. The settlement induced by the surcharge fill is anticipated to be about four to six inches. A smaller settlement than estimated would indicate that the soil conditions with respect to consolidation are better than anticipated. Conversely, a larger settlement than estimated would indicate the soil conditions are worse than anticipated, and that additional time and measurements should be taken to obtain satisfactory results. Because the purpose of the surcharge fill is to induce settlement, it is necessary to monitor both the magnitude and rate of such settlement. To accomplish this, we recommend installation of settlement markers within the surcharged area. The number of settlement markers placed will depend on the actual size of the building. As a general rule, one settlement marker should be placed for every ten thousand to fifteen thousand (10,000 to 15,000) square feet (sf) of floor area. More specific details of the settlement monitoring program are presented below. • Settlement markers should be placed on the existing subgrade of the building pad before any fill is placed. ECI can supply and install these markers. (A typical detail is provided on Plate 3). • A baseline reading is obtained on each marker and is referenced to a temporary benchmark located on a feature that will not be affected by the fill- induced settlements. • The fills are then placed. Settlement readings are taken at relatively short intervals (daily) during this process, since this phase generates relatively large and rapid settlement. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Trammell Crow E-3453-4 August 19, 1994 Page 7 • Once the fill operation is complete, readings are obtained on a periodic basis, typically weekly, until the settlement ceases or the anticipated future settlements -are judged by the geotechnical engineer to be less than approximately one inch. • Each set of settlement readings are plotted graphically against time to determine the magnitude and rate of settlement, and are matched against the predicted magnitudes and rates to verify the accuracy of earlier estimates and to make any appropriate modifications. ECI should be retained to acquire the settlement readings. If you prefer to use another organization to collect these readings, measurements should be provided to us as quickly after their acquisition as possible for plotting and interpretation. This will help avoid any misinterpretation or misunderstanding regarding the success of the surcharge program. The settlement markers must be kept intact during earthwork operations. In our experience, earthwork equipment (dozers, rollers,trucks, etc.) often demolish markers at a very high rate. This adds to the project costs in that they need to be replaced and it makes the information obtained less reliable. To avoid this scenario, it is suggested that the project specifications include a requirement that the earthwork contractor is required to immediately replace any damaged settlement marker and have the settlement readings reobtained at his own cost. This requirement makes the earthwork contractor more conscious of the importance of the surcharge program and will aid in maintaining the integrity of the monitoring program. Fill for landscaping purposes should not be placed near the building since additional fill could induce further settlements after the building is constructed. If such fill is planned, the surcharge should be extended to five feet beyond the planned landscape fill, or a lightweight fill, such as "hog fuel" be used. Foundations Based on the encountered subsurface soil conditions, preliminary design criteria, and assuming compliance with the preceding Site Preparation and Grading section, the proposed structures may be supported by a minimum of two feet of structural fill. Based on our understanding of the project, some of the foundations may bear in the existing fill. The existing fill is considered suitable for support of foundations; however, the fill within two feet of the bottom of footings must be compacted to the requirements of structural fill. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Trammell Crow E-3453-4 August 19, 1994 Page 8 The foundation may be designed for an allowable soil bearing capacity of two thousand five hundred (2500) pounds per square foot (psf) when bearing on at least two feet of structural fill. Footings should be at least twelve 0 2) inches in width and extend to a depth of at least eighteen (18) inches below the lowest adjacent grade. The above allowable soil bearing value is for dead-plus-live loads and may be increased one-third for combined dead, live, wind, and seismic forces. It is recommended that all footing excavations be observed by a representative of ECI, prior to placing forms or rebar, to verify that exposed soil conditions are as anticipated in this report, and/or provide suitable modifications in the design, as required. Without completion of the surcharge program, we estimate there is a potential for four to six inches of total settlement with two to three inches of differential settlement. Following successful completion of the surcharge program, total settlements are expected to be less than one inch for foundations bearing on structural fill. Differential settlement is anticipated to be about three-quarters of an inch. Seismic Design Considerations The Puget Sound region is classified as Seismic Zone 3 by the Uniform Building Code (UBC). The largest earthquakes in the Puget Sound region have been subcrustal events, ranging in depth from 50 to 70 kilometers. Such deep events have exhibited no surface faulting. The UBC earthquake regulations contain a static force procedure and a dynamic force procedure for design base shear calculations. Based on the encountered soil conditions, it is our opinion that a site coefficient of 1 .5 should be used for the static force procedure, as outlined in Section 2334 of the 1991 UBC. For the dynamic force procedure outline in Section 2335 of the 1991 UBC, the curve for Soft to Medium Clays and Sands (Soil Type 3) should be used on Figure 23-3, Normalized Response Spectra Shapes. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Trammell Crow E-3453-4 August 19, 1994 Page 9 Liquefaction is a phenomenon in which soils lose all shear strength for short periods of time during an earthquake. The effects of liquefaction may be large total and/or differential settlement for structures with foundations founded in the liquefying soils. Groundshaking of sufficient duration results in the loss of grain to grain contact and rapid increase in pore water pressure, causing the soil to behave as a fluid for short periods of time. To have potential for liquefaction, a soil must be cohesionless with a grain size distribution of a specified range (generally sands and silt); it must be loose to medium-dense; it must be below the groundwater table; and it must be subject to sufficient magnitude and duration of groundshaking. Based on the subsurface information obtained during our field exploration, it is our opinion that the liquefaction potential at the site is low due to the relative density of the soils encountered and cohesive nature of the encountered silts. Lateral Resistance An allowable passive pressure value against the sides of foundation slabs or other subsurface foundation elements of three hundred (300) psf per foot of depth may be used for design. In order to fully mobilize the passive pressure, the foundations must be poured "neat" against the adjacent soil or the foundation excavation must be backfilled with structural fill. Friction between the base of foundations and the underlying soil may be assumed to be 40 percent of the dead load. The friction and passive pressure design values include a factor of safety of 1 .5. Retaining Walls Retaining walls and foundation walls that will act as retaining walls should be designed to resist lateral earth pressures imposed by the retained soils. Walls that are designed to yield can be designed to resist the lateral earth pressure imposed by an equivalent fluid with a unit weight of thirty-five (35) pounds per cubic foot (pcf). The equivalent fluid weight should be increased to fifty (50) pcf for walls that are restrained at the top from free movement. These values are based on horizontal backfill and that surcharges due to backfill slopes, hydrostatic pressures, traffic, structural loads or other surcharge loads will not act on walls. If such surcharges are to apply, they should be added to the above design lateral pressures. Calculation of lateral resistance should be done using the passive pressure and coefficient of friction values contained in the previous section. For earthquake loading, a rectangular pressure distribution equal to six times the wall height should be added to the above lateral earth pressure values. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Trammell Crow E-3453-4 August 19, 1994 Page 10 Retaining walls should be backfilled with a free-draining material conforming to the WSDOT specification for gravel backfill for walls (WSDOT 9-03.12(2)). The free-draining material should extend a minimum of eighteen inches behind the wall. The remainder of the backfill should consist of structural fill. A perforated drain pipe should be placed at the base of the wall. Drain pipes located in the free-draining backfill soil should be perforated with holes less than one-half inch in diameter. The drain pipe should be surrounded by a minimum of one cubic foot per lineal foot with 3/4 rock or should be wrapped with a filter fabric. Slab-on-Grade Floors Slab-on-grade floors should be supported on a minimum of one foot of new structural fill or recompacted existing fill. Should loose soil be present at the slab subgrade elevation, it should be compacted to the requirements of structural fill. Any disturbed subgrade soil must either be re-compacted or replaced with structural fill. Slab-on- grade floors should be designed by the structural engineer based on the anticipated loading and the subgrade support characteristics. A modulus of vertical subgrade reaction of three hundred fifty (350) pounds per cubic inch (pci) may be used for design. The slab should be provided with a minimum f r ' - p o four Inches of free-draining sand or gravel. In areas where slab moisture is undesirable, a vapor barrier such as a 6-mil plastic membrane may be placed beneath the slab. Two inches of damp sand may be placed over the membrane for protection during construction and to aid in curing of the concrete. Excavations and Slopes Excavation slopes should in no case be greater than the limits specified in local, state and federal safety regulations. As described in the current Occupational Safety and Health Administration (OSHA) regulations, soils anticipated to be encountered in excavations (fill and peat) would classify as Type "C." Therefore, temporary cuts greater than four feet in height should be sloped at an inclination no steeper than 1 .5H:1 V in the Type "C" soils. If slopes of this inclination, or flatter, cannot be constructed, or if excavations greater than twenty (20) feet in depth are required, temporary shoring may be necessary. This shoring would help protect against slope or excavation collapse, and would provide protection to workmen in the excavation. If temporary shoring is required, we will be available to provide shoring design criteria, if requested. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Trammell Crow E-3453-4 August 19, 1994 Page 11 All permanent slopes should be inclined no greater than 2H:1 V. If this inclination cannot be maintained, this office should be contacted to review the design and construction criteria: We also recommend that all cut slopes be examined by Earth Consultants, Inc. during excavation to verify that conditions are as anticipated. Supplementary recommendations can then be developed, if needed, to improve the stability, including flattening of slopes or installation of drainage. In any case, water should not be allowed to flow uncontrolled over the top of any slopes. The above information has been provided solely as a service to our client. Under no circumstances should the above information be interpreted to mean that this office is assuming responsibility for construction site safety or the contractor's activities; such responsibility is not being implied and should not be inferred. Site Drainage Groundwater seepage was observed in all of the test pits except TP-5, TP-7, TP-8, TP-11 and TP-12 at depths ranging from five and one-half (5.5) to eight and one-half (8.5) feet below the existing ground surface. It is possible that groundwater levels will present construction related problems while excavating the foundations or utility trenches. Should groundwater seepage be encountered in excavations during construction, the bottom of the excavations should be sloped to one or more shallow sump pits. The collected water can then be pumped from these pits to a positive and permanent discharge, such as a nearby storm drain. Depending on the magnitude of such seepage, it may also be necessary to interconnect the sump pits by a system of connector trenches. It is recommended that the appropriate locations of subsurface drains, if needed, be established during grading operations by this office, at which time the seepage areas, if present, may be more clearly defined. The site should be graded such that surface water is directed off the site. Water should not be allowed to stand in any area where structures, slabs or driveways are to be constructed. During construction, loose surfaces should be sealed at night by compacting the surface to reduce the potential for moisture infiltration into the soils. Final site grades should allow for drainage away from the structure foundations. The ground should be sloped at a gradient of 3 percent for a distance of at least ten feet away from the building, except in areas that are to be paved, which can be sloped at a gradient of 1 percent. Foundation drains should be installed in non-dock-high areas where landscaped areas are immediately adjacent to the building. In our opinion, foundation drains are not necessary in areas where pavements extend to the building walls. The drains should be installed at or just below the bottom of the footing, with a gradient sufficient to initiate flow. A typical detail is provided on Plate 5. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Trammell Crow E-3453-4 August 19, 1994 Page 12 Utility Support and Backfill Based on the soil conditions encountered,the majority of soils expected to be exposed by utility excavations should provide adequate support for utilities; however, deeper utility trenches may encounter the peat that is beneath the existing fills. Should the peat, or soft soils, be exposed near pipe grades, the peat should be removed to a depth that will provide adequate support for the utility. Utility trench backfill is a major concern in reducing the potential for settlement along utility alignments, particularly in pavement areas. It is important that each section of utility line be adequately supported in the bedding material. The material should be hand tamped to ensure support is provided around the pipe haunches. Fill should be carefully placed and hand tamped to about twelve (12) inches above the crown of the pipe before any heavy compaction equipment is brought into use. The remainder of the trench backfill should be placed in lifts having a loose thickness of less than twelve 0 2) inches. A typical trench backfill section and compaction requirements for load supporting and non-load supporting areas is presented on Plate 4. Pavement Areas The adequacy of site pavements is related in part to the condition of the underlying subgrade. To provide a properly prepared subgrade for pavements, we recommend the subgrade be treated and prepared as described in the Site Preparation and Grading section of this report. This means at least the top twelve (12) inches of the subgrade should be compacted to 95 percent of the maximum dry density (per ASTM 1557-78). It is possible that some localized areas of soft, wet or unstable subgrade may still exist after this process. Therefore, a greater thickness of structural fill or crushed rock may be needed to stabilize these localized areas. We recommend the following pavement section for lightly loaded areas: • Two inches of Asphalt Concrete (AC) over four inches of Crushed Rock Base (CRB) material, or • Two inches of AC over three inches of Asphalt Treated Base (ATB) material. Heavier truck-traffic areas will require thicker sections depending upon site usage, pavement life and site traffic. As a general rule, you may consider for truck-trafficked areas the following sections: • Three inches of AC over six inches of CRB, or • Three inches of AC over four and one-half inches of ATB. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY Trammell Crow E-3453-4 August 19, 1994 Page 13 Asphalt Concrete (AC), Asphalt Treated Base (ATB), and Crushed Rock Base (CRB) materials should conform to WSDOT specifications. All rock base should be compacted to at least 95 percent of the ASTM D-1557-78 laboratory test standard. It should be noted that parking stall pavement sections assume no truck-traffic. LIMITATIONS Our recommendations and conclusions are based on the site materials observed, selective laboratory testing and engineering analyses, the design information provided to us by you, and our experience and engineering judgement. The conclusions and recommendations are professional opinions derived in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No warranty is expressed or implied. The recommendations submitted in this report are based upon the data obtained from the test pits. Soil and groundwater conditions between test pits may vary from those encountered. The nature and extent of variations between our exploratory locations may not become evident until construction. If variations do appear, ECI should be requested to re-evaluate the recommendations of this report and to modify or verify them in writing prior to proceeding with the construction. Additional Services This office will be available to provide consultation services relating to review of the final design and specifications to verify that our recommendations have been properly interpreted and implemented in the approved construction plans and specifications. In addition, it is suggested that this office be retained to provide geotechnical services during construction to observe compliance with the design concepts and project specifications, and to facilitate design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. It should be noted that it is generally in the best interests of the owner/client to maintain the same Soils Engineer during construction in order to obtain the project objective, with optimum quality control. Earth Consultants, Inc. 7 T j COURSE?.- 1---- SW 7TH T 2 E S 7TH ST 16 PARK i RIDE � a Y, �t '•I I a � S Sty FT IDENT.'' LOTH ST „ o t '� RENTON VILLAGE PL v\ q�/ p{i 3 17 j < \% 9Ncr—v NORTNEF a ,5 Ha 13S< I S St 0 1' LAKE Sr> K = S N L ~ 'IPA , I SW �, <, 16TH Z T PARK Y o ! 15TH ^ 84 •:i:i UKWILA \\ .d: uV. z: O w < m < < CEO u _,... J t O 1 T v: I TAteor Y�ollN N Q S 17TH 57 tL 1 QK �: a .. vARK DPL DAM ROS G LOIL9ac eS �! d ¢ I 18TH L G IO 6 I I :.�; SW 191H ST ST i R1 w ul S TH ST H tea'° �+ z Sl Race I >�; I m UKWILA 158JH ST O I �� I SW 213T ST C A?>20TH PKWY N Z I :;1; PL DREVAN hrr Z Ylic Trdckl. II r < w r pia Ft SW 23Rb S7 23RD u�i ST %KER BLVD 1= i (� ..O �;I� _ ,.�__ m IZ RENT I 40 s a iAiLL I"' ¢BIC NTENNIA 1 Q i h�� m ?�_;PARK' 2 ? = PARK: 7 '` 1.I1�L_I :' � 1 ~ V � . ... a u 7 , I I - ¢ d °' S'L�TH57m IL BLV ¢ J`•`.. CC1 •. I O 4 o .^,a'` y.. SW 27T�ST >a y •L.�a S Fyn C I I $27TH`" PL S H�0 R °k Q as F = 2 ITE L CATION II fI, I1 p _�,�� y J ,pp < I 1uu11 luul SW 29TH T lP �'95 P - �1 c\�+15 ` I CNR/ST- 2 2 5I S i W 30TH S7 y •'st u sr j ENSEN SW 31ST i } w L j GREENBELT z $ 33RD I cc \ ¢�� PK R� ) I ST I � I Q < 1 LL i I I t I 3 I 34TH I '^ INKLER B I > I I ST 167 '< S 172ND ST VD OI I U I LU j >N cc ; —�� : ——--+`- 38TH ST — Z —-- — —♦ — —� c c T — y��:` 0H I j - 37THS1.S174THST e ; I > / s r H SW ¢¢ 39TH ST I j. CTN JS I 1 j SAXONT DR N I a 2 w \Tti sr__ V) > to I SW 41ST ST VALLEY S 177TH .ST 't Sj EDICAL O Q OPp I I A Q I I I I CENTER O S 1 T� I ■ *� �� ol 179THJ S Reference: King County / Map 41 By Thomas Brothers Maps Dated 1990 lit Earth COnsultants Inc. Vicinity Map �,ec,,,,,M1Fi,g,,, S.W. 27th Street Warehouse GeoloBLsts 6 Fllvlrattrxxttal Sck•It4sts Renton, Washington Proj. No. 3453-4 Drwn. GLS Date Aug. '94 Checked DSL Date 8/10/94 Plate 1 i 1 i JP-8 TP-6 TP-5 1 i � o DTP-9 TP-10 -�- m ' TP-4 Existing j 'Tilt Up Warehouses L1111 DTP-12 �TP-11 TP-3 J/ ------- •- TP-2 ' TP-1 -DTP-13 nn S.W. 27th STREET LEGEND TP-1 + Approximate Location of ECI Test Pit, Proj. No. E-3453-4, Aug. 1994 Existing Building Approximate Scale ❑ Proposed Building 0 100 200 400ft. Test Pit Location Plan Earth Consultants Inc. S.W. 27th Street Warehouse Gro,rchnl�l Fsgincers.GeoloAlS�s&FsNrcxttnrntal Scirntists Renton, Washington Proi. No. 3453-4 Drwn. GLS Date Aug. '94 Checked DSL Date 8/10/94 Plate 2 SCHEMATIC ONLY- NOT TO SCALE NOT A CONSTRUCTION DRAWING Surcharge 9 a r Pre load oad Surcharge e I e o or Preload d S Fill Fill I —1l_1 I I t> <' 1 STANDARD NOTES 1) Base consists of 3/4 inch thick, 2 foot by 2 foot plywood with center drilled 5/8 inch diameter hole. 2) Bedding material, if required, should consist of Traction Sand. 3) Marker rod is 1/2 inch diameter steel rod threaded at both ends. 4) Marker rod is attached to base by nut and washer on each side of base. 5) Protective sleeve surrounding marker rod should consist of 2 inch diameter plastic tubing. Sleeve is NOT attached to rod or base. 6) Additional sections of steel rod can be connected with threaded couplings. 7) Additional sections of plastic sleeve can be connected with press-fit plastic couplings. 8) Steel marker rod should extend at least 6 inches above top of plastic sleeve. 9) Marker should extend at least 2 feet above top of fill surface. -Earth Consultants Inc. TYPICAL SETTLEMENT MARKER DETAIL Groaxtnlol Fnglnrets,GectlogLus A Fnvitorxnental Scientists S.W. 27th Street Warehouse Renton, Washington Proj. No. 3453-4 Drwn. GLS Date Aug. '94 Checked DSL Date 8/10/94 Plate 3 Non-Load Supporting Floor Slab or Areas Roadway Areas r T o� ° ° ° Varies 0 00 0 95 0 - o o 0 - 85 � 95 1 Foot Minimum Backfill 80 r, 90 Varies PIPE..0 •p000 o�•o0 `Oo ` o: Bedding ° b. o °°. O oe °• Varies �.0.'••0o•00•• Odd. °o.00 pro oo.. ��.Q.. pO� 000.00. a.�R •O o•° o oa0 o^'oo' Out' 0 0, �O'.�•• O. Oo.oO•,•O. .000.•.•�.o o o ° •�.000 0 °oo0oa oa .ov.o0 LEGEND: Asphalt or Concrete Pavement or Concrete Floor Slab e0 o o•° 0 o ° o • Base Material or Base Rock Backfill; Compacted On-Site Soil or Imported Select Fill Material as Described in the Site Preparation of the General Earthwork Section of the Attached Report Text. 95 Minimum Percentage of Maximum Laboratory Dry Density as Determined by ASTM Test Method D 1557-78 (Modified Proctor), Unless Otherwise Specified in the Attached Report Text. Bedding Material; Material Type Depends on Type of Pipe and Laying Conditions. Bedding Should Conform to the Manufacturers Recommendations for the Type of Pipe Selected. - TYPICAL UTILITY TRENCH FILL INC Earth Consultants Inc. S.W. 27th Street Warehouse C;ecNe<itnkal Fnglnerm.CkxAN[sts&Envir ff•ntal SdIMILMS Renton, Washington Proj. No. 3453-4 Drwn. GLS Date Aug. '94 Checked DSL Date 8/10/94 Plate 4 ° v Slope To Drain e ��00 f J 6 inch min. •_ A J O p•O b p l• O O •O•=0 • 18 inch min. .�� _ _ .. •; '.:v •Vie•:• o • .o 4 inch min. 'a °' ::":- •. ;:;;!• •• o o_° Diameter Perforated Pi pe�� Wrapped in Drainage Fabric ..•• •;'�,•e-: ° •p -p. °. :o p ° p o t ':.• - 2 inch min. 2 inch min. / 4 inch max. 12 inch min. SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING LEGEND Surface seal; native soil or other low permeability material. Fine aggregate for Portland Cement Concrete; Section 9-03.1(2) of the WSDOT Specifications. ODrain pipe; perforated or slotted rigid PVC pipe laid with perforations or slots facing down;tight jointed;with a positive gradient. Do not use flexible corrugated plastic pipe. Do not tie building downspout drains into footing lines. Wrap with Mirafi 140 Filter Fabric or equivalent. Earth Consultants Inc. TYPICAL FOOTING SUBDRAIN DETAIL S.W. 27th Street Warehouse Renton, Washington Proj. No. 3453-4 Drwn. GLS Date Aug. '94 Checked DSL Date 8/10/94 Plate 5 APPENDIX A E-3453-4 FIELD EXPLORATION Our test pit exploration was performed on August 3, 1994. The subsurface conditions at the site were explored by excavating thirteen test pits to a maximum depth of fifteen and one-half (15.5) feet below the existing ground surface. The test pits were excavated by Evans Brothers Construction, using a rubber-tire backhoe. The approximate test pit locations were determined by pacing from existing on site landmarks. The locations of the test pits should be considered accurate only to the degree implied by the method used. These approximate locations are shown on the Test Pit Location Plan, Plate 2. The field exploration was continuously monitored by an engineer from our firm, who classified the soils encountered and maintained a log of each test pit, obtained representative samples, and observed pertinent site features. All samples were visually classified in accordance with the Unified Soil Classification System which is presented on Plate Al, Legend. Logs of the test pits are presented on Plates A2 through A14. The final logs represent our interpretations of the field logs and the results of the laboratory tests on field samples. The stratification lines on the logs represent the approximate boundaries between soil types. In actuality, the transitions may be more gradual. Representative soil samples were placed in closed containers and returned to our laboratory for further examination and testing. Earth Consultants, Inc. MAJOR DIVISIONS GRAPH LETTER TYPICAL DESCRIPTION SYMBOL SYMBOL G�/ Well-Graded Gravels, Gravel-Sand Andvel Clean Gravels Q e d e a gW Mixtures, Little Or No Fines Gravelly (little or no fines) Coarse Soils , . , GP Poorly-Graded Gravels,Gravel- Grained gp Sand Mixtures, Little Or No Fines Soils More Than 50% Coarse GM Silty Gravels,Gravel-Sand- Gravels With gm Silt Mixtures Fraction Fines(appreciable Retained On amount of fines) GC Clayey Gravels,Gravel-Sand- No.4 Sieve gc Clay Mixtures Sand SW Well-Graded Sands, Gravelly And Clean Sand o 0 0' C o SW Sands, Little Or No Fines Sandy - (little or no fines) ?>::.:::::4»:� More Than ° `:::: SP Poorly-Graded Sands, Gravelly Soils 50% Material ::;:A<_:>:*?::;:::: ;::,•.:: Sp Sands, Little Or No Fines Larger Than More Than SM Silty Sands Sand Silt Mixtures No.200 Sieve 50% Coarse Size Fraction Sands With Sill Fines(appreciable Passing No.4 amount of fines) " SC Sieve Sc Clayey Sands, Sand-Clay Mixtures ML Inorganic Silts&Very Fine Sands,Rock Flour,Silty- Ml Clayey Fine Sands;Clayey Silts w/Slight Plasticity Fine Silts Liquid Limit CL Inorganic Clays Of Low To Medium Plasticity, Grained And Less Than 50 CI Gravelly Clays, Soils Clays Sandy Clays, Silty Clays, Lean I I I I I QL Organic Silts And Organic I I I I I OI Silty Clays Of Low Plasticity I1 More Than MH Inorganic Silts, Micaceous Or Diatomaceous Fire 50% Material Silts mh Sand Or Silty Soils Smaller Than And Liquid Limit CH Inorgarxc Clays Of High No.200 Sieve Clays Greater Than 50 Ch Plasticity, Fat Clays Size OH Organic Clays Of Medium To High Oh Plasticity, Organic Silts Highly Organic Soils `"/ 01/ \`—'/ Peat, Humus, Swamp Soils i,L \�{, \111 \1j, r____P_t_ With High Organic Contents Topsoil y y y y Humus And Duff Layer Fill Highly Variable Constituents The discussion in the text of this report is necessary for a proper understanding of the nature of the material presented in the attached logs. DUAL SYMBOLS are used to indicate borderline soil classification. C TORVANE READING,tsf I 2"O.D. SPLIT SPOON SAMPLER qu PENETROMETER READING,tsf W MOISTURE,%dry weight 24"I.D. RING OR SHELBY TUBE SAMPLER P SAMPLER PUSHED SAMPLE NOT RECOVERED WATER OBSERVATION WELL pcf DRY DENSITY,lbs. per cubic ft. LL LIQUID LIMIT, % ,a DEPTH OF ENCOUNTERED GROUNDWATER PI PLASTIC INDEX DURING EXCAVATION I SUBSEQUENT GROUNDWATER LEVEL W/DATE Earth Consultants Inc. LEGEND '� I �A[Wl%11111W{liil$IIMY'fti,CA%I{Ub�'15 tl,IJI\'{f<M InkTG1I SC1U111 L515 Proj. No.3453-4 Date Aug'94 Plate Al Test Pit Log Project Name: Sheet of S.W. 27TH Street Warehouse 1 1 Job No. Logged by: Date: Test Pit No.: 3453-4 DSL 8 3 94 TP-1 Excavation Contactor: Ground Surface Elevation: Evans Brothers Construction f Notes: u _ W L o } v CDo Surface Conditions: Grass j96) L T N M M 0 � U) to SM FILL. Brown silty fine to coarse SAND with gravel,medium dense,moist 1 2 SP-SM FILL Brown poorly graded medium to coarse SAND with silt and gravel,medium dense 4.4 3 4 RLL- Gray poorly graded medium to coarse SAND with silt 15.6 5 6 -slight caving 7 — 8 very minor seepage PEAT Dark brown fibrous PEAT interbedded with organic silt,soft to medium stiff,wet to saturated 91.1 u u 9 10 11 ML Gray SILT,soft to medium stiff,saturated 46.1 12 13 14 Test pit terminated at 14 feet below existing grade. Very minor groundwater seepage encountered at 8 feet during excavation. o. o, 0 Test Pit Log Earth Consultants Inc. S.W. 27TH Street Warehouse CO Renton, Washington Proj.No. 3453-4 Dwn. GLS Date Aug'94 Checked DSL Date 8/17/94 Plate A2 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or interpretation by others of information presented on this log. Test Pit Log Project Name: Sheet of S.W. 27TH Street Warehouse 1 1 Job No. Logged by: Date: Test Pit No.: 3453-4 1 DSL 8 3 94 TP-2 Excavation Contactor: Ground Surface Elevation: Evans Brothers Construction f Notes: U _ W = O _c o Surface Conditions: Grass N rG T Ol ILLro T O N SP-SM FILL,Brown poorly graded medium to coarse SAND with silt and gravel,medium dense, moist 1 4.7 2 3 4 13.6 5 6 7 -minor seepage 8 PEAT Dark brown fibrous PEAT interbedded with organic silt,soft to medium 108.2 '/ \"A/ il stiff,wet to saturated u u 9 b /, . 10 11 12 ML Gray SILT,soft to medium stiff,saturated 51.2 13 14 15 Test pit terminated at 15 feet below existing grade. Minor groundwater seepage encountered at 7.5 feet during excavation. v o♦ a 00 Cn Test Pit Log Earth Consultants inc. S.W. 27TH Street Warehouse `te«i .em0,om,a�rw sa« s �' Renton, Washington J Proj.No. 3453-4 Dwn. GLS Date Aug'94 Checked DSL Date 8/17/94 Plate A3 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or interpretation by others of information presented on this log. Test Pit Log Project Name: Sheet of S.W. 27TH Street Warehouse 1 1 Job No. Logged by: Date: Test Pit No.: 3453-4 DSL 8 3 94 TP-3 Excavation Contactor: Ground Surface Elevation: Evans Brothers Construction f Notes: U _ W r } N o Surface Conditions: Grass CD U) U) SP-SM FILL- Brown poorly graded medium to coarse SAND with silt and gravel,medium dense,damp 1 4.1 2 3 4 10.4 5 -becomes wet to saturated 6 FILL- Gray poorly graded medium to coarse SAND with silt 7 -very minor seepage PEAT Dark brown fibrous PEAT interbedded with organic silt,soft to medium stiff,wet to —`' 8 saturated 100.3 �`, u 9 10 +, . �, . 11 12 MH Gray elastic SILT,soft to medium stiff,wet to saturated qu=1.Qtsf 13 qu=o.25tsf 56.4 14 31.9 SP-SM Black poorly graded fine SAND with silt,loose to medium dense,water bearing 15 Test pit terminated at 15 feet below existing grade. Very minor groundwater seepage encountered at 7.5 feet during excavation 01 a 07 Test Pit Log Ln Earth Consultants Inc. S.W. 27TH Street Warehouse r' Renton, Washington CL Proj.No. 3453-4 Dwn. GLS Date Aug'94 Checked DSL Date 8/17/94 Plate A4 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or interpretation by others of information presented on this log. Test Pit Log Project Name: Sheet of S.W. 27TH Street Warehouse 1 1 Job No. Logged by: 78/3/94 ate: Test Pit No.: 3453-4 DSL TP-4 Excavation Contactor: Ground Surface Elevation: Evans Brothers Construction t Notes: U _ W o C to o Surface Conditions: Grass a.0 a � a c» L U) N SP-SM FILL- Gray poorly graded medium to coarse SAND with silt and gravel,damp 1 4.5 2 3 4 5 -becomes wet to saturated 7.2 6 -moderate seepage RLL- Gray poorly graded GRAVEL with sand 7 -severe caving PEAT Down fibrous PEAT,soft to medium stiff,saturated 8 Test pit terminated at 8 feet below existing grade due to caving. Moderate groundwater seepage encountered at 6 feet during excavation. v o. o. co wc"n'I "tEar Test Pit Logth Consultants Inc. S.W. 27TH Street Warehouse $ tea Renton Washington J Proj.No. 3453-4 Dwn. GLS Date Aug'94 Checked DSL Date 8/17/94 Plate A5 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or interpretation by others of information presented on this log. Test Pit Log Project Name: Sheet of S.W. 27TH Street Warehouse 1 1 Job No. Logged by: Date: Test Pit No.: 3453-4 1 DSL 8 3 94 TP-5 Excavation Contactor: Ground Surface Elevation: Evans Brothers Construction f Notes: W � o -C a o Surface Conditions: Grass and Scot's Broom a� a+ a UE U) -0 M roe, aiu_ b DD) 0U U) U) SP-SM FILL: Brown poorly grade fine to medium SAND with silt and gravel,loose to medium dense,damp to moist 1 2.0 2 3 4 5 6 7 8 9.1 9 10 PEAT Brown fibrous PEAT interbedded with organic silt,soft to medium stiff,wet to saturated 71.8 11 12 J L ♦s b 13 / 0+, 43.6 14 MH Gray elastic SILT,very soft to soft,wet to saturated. qu=.25tsf 15 Test pit terminated at 15 feet below existing grade. No groundwater seepage encountered during excavation. v o1 o1 w Earth C Test Pit Log Ln onsultants Inc. S.W. 27TH Street Warehouse `t oeo*cta"nione &aoio U%a mwL-o.�eaamma Renton, Washington J Proj.No. 3453-4 Dwn. GLS Date Aug'94 Checked DSL Date 8/117/94 Plate A6 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or interpretation by others of information presented on this log. Test Pit Log Project Name: Sheet of S.W. 27TH Street Warehouse 1 1 1 Job No. Logged by: Date: Test Pit No.: 3453-4 DSL 8 3 94 TP-6 Excavation Contactor: Ground Surface Elevation: Evans Brothers Construction t Notes: U _ W L o } v o Surface Conditions: Grass a-0 a a U .n (L 3 O tv to SP-SM FILL• Brown poorly graded SAND with silt and gravel,loose,damp 1 2.5 2 -becomes medium dense 3 4 5 FILL Gray poorly graded SAND with silt 6 8.9 7 8 9 PEAT -minor seepage t, Brown fibrous PEAT with interbedded organic silt,soft to medium stiff,wet to saturated \s, 10 216.2 L ! 11 MH Gray elastic SILT,medium stiff to stiff,saturated qu=1.25tsf 12 78.4 13 14 15 Test pit terminated at 15 feet below existing grade. Minor groundwater seepage encountered at 8.5 feet during excavation. o. a 00 Test Pit Log Ln Earth Consultants Inc. S.W. 27TH Street Warehouse Renton, Washington J Proj, No. 3453 4 Dwn. GLS Date Aug'94 Checked DSL Date 8/17/94 Plate A7 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or interpretation by others of information presented on this log. Test Pit Log Project Name: Sheet of S.W. 27TH Street Warehouse 1 1 Job No. Logged by: 78/3/94 ate: Test Pit No.: 3453-4 DSL TP_7 Excavation Contactor: Ground Surface Elevation: Evans Brothers Construction f Notes: U _ W .L o } M o Surface Conditions: Grass (%) L T N U_ m M T U) 0 rn to SP-SM FILL- Brown poorly graded SAND with silt and gravel,loose to medium dense,damp to moist 1 7.3 2 3 FILL• Gray poorly graded SAND with silt 4 5 6 7 8 PEAT Dark brown fibrous/woody PEAT with interbedded organic silt,soft to medium stiff,wet L/ \ J. to saturated 117.1 u Lt 9 LJ. \ 10 L 11 12 MH Dark gray elastic SILT,medium stiff,wet to saturated qu=.5-1.25tsf 58.6 13 -peat stringers 14 15 Test pit terminated at 15 feet below existing grade. No groundwater seepage encountered during excavation. v o. o. 00 Test Pit Log Earth Consultants Inc. S.W. 27TH Street Warehouse `r cooiea�,ra��,�,eas,ckow¢wu a srnuo..,�eck.,uw Renton, Washington J Proj. No. 3453 4 Dwn. GLS Date AUg'94 Checked DSL Date 8/17/94 Plate A8 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or interpretation by others of information presented on this log. Test Pit Log Project Name: Sheet of S.W. 27TH Street Warehouse 1 1 Job No. Logged by: Date: Test Pit No.: 3453-4 1 DSL 8 3 94 TP-8 Excavation Contactor: Ground Surface Elevation: Evans Brothers Construction f Notes: U _ W o -C o Surface Conditions: Grass cD U U) rn SM FILL. Brown silty SAND with gravel,loose to medium dense,damp to moist 1 2 SP-SM RLL• Gray poorly graded SAND with silt,wet 6.7 3 4 5 6 PEAT Brown fibrous/woody PEAT interbedded with organic silt,soft to medium stiff,wet to +/ 0 r/ saturated 113.8 7 9 10 OL Gray organic SILT,very soft to soft,saturated qu<.5tsf I I I I I I 78.6 I I 11 1111 I 1 I 1 12 Ilil 1111 IIII I I I 13 1111 1111 14 1111 I 115 Test pit terminated at 15 feet below existing grade. No groundwater seepage encountered during excavation. U a cc Test Pit Log Ln Ln Earth Consultants Inc. S.W. 27TH Street Warehouse 11 COWelSeJ4d S�InOtrf,O�plpQlpy i B.M�otn �tal BC�tr�i4 Renton, Washington ~- Proj.No. 3453 4 Dwn. GLS Date AUg'94 Checked DSL Date 8/17/94 Plate A9 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or interpretation by others of information presented on this log. Test Pit Log Project Name: Sheet of S.W. 27TH Street Warehouse 1 1 Job No. Logged by: Date: Test Pit No.: 3453-4 DSL 8 3 94 TP-9 Excavation Contactor: Ground Surface Elevation: Evans Brothers Construction t Notes: u _ W t o } v o Surface Conditions: Grass L � 0 U) U) SM fill: Brown silty SANd with gravel,dense,moist 1 SP-SM F1LL• Gray poorly graded SAND with silt,medium dense,moist 5.5 2 3 4 11.0 5 -becomes wet 6 7 8 Anl-I -minor seepage 9 Gray elastic SILT,soft to medium stiff,-wet saturated qu=.75tsf -peat interbeds 54.4 10 qu<.5tsf 11 12 13 -grades to gray sandy silt 37.9 14 q u=.75tsf qu=1.0tsf 46.4 15 Test pit terminated at 15.5 feet below existing grade. Minor groundwater seepage encountered at 8.5 feet during excavation. D` U GO Test Pit Log Ln Ln Earth Consultants inc. S.W. 27TH Street Warehouse `r CI) ceo+eam"a.gineem oeo""a Err vr,a wjo. *j sdOAS. Renton, Washington J Proj.No. 3453 4 Dwn. GLS Date Aug'94 Checked DSL Date 8/17/94 Plate Al Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or interpretation by others of information presented on this log. Test Pit Log Project Name: Sheet of S.W. 27TH Street Warehouse 1 1 Job No. Logged by: Date: Test Pit No.: 3453-4 DSL 8 3 94 TP-10 Excavation Contactor: Ground Surface Elevation: Evans Brothers Construction Notes: U _ W z p 4- o Surface Conditions: Grass SM FILL: Brown silty SAND with gravel,medium dense,damp 1 2.0 2 SP-SM FILL- Brown poorly graded SAND with silt and gravel,medium dense,damp 3 4 FILL- Gray poorly graded SAND with silt 17 13.8 5 = PEAT -becomes loose,severe caving,minor seepage 6 Brown fibrous peat interbedded with organic silt,very soft to soft,saturated 7 Test pit terminated at 7 feet below existing grade due to caving. Minor groundwater seepage encountered at 5.5 feet during excavation. o. o. 00 "' Earth Consultants inc. Test Pit Log S.W. 27TH Street Warehouse Renton, Washington J Proj.No. 3453-4 Dwn. GLS Date Aug'94 Checked DSL Date 8/17/94fied by engineering tests, Plate Al Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or interpretation by others of information presented on this log. Test Pit Log Project Name: Sheet of S.W. 27TH Street Warehouse 1 1 Job No. Logged by: Date: Test Pit No.: 3453-4 1 DSL 8 3 94 TP-11 Excavation Contactor: Ground Surface Elevation: Evans Brothers Construction f Notes: U _ W L +L- 0. (A o Surface Conditions: Grass ro � aaiu` ro � T 0 v7 � M SM FILL• Brown silty SAND with gravel,medium dense,damp 1 SP-SM FILL- Gray poorly graded SAND with silt,medium dense,damp 2.9 2 3 4 5 6 PEAT Brown fibrous PEAT,very soft to soft,wet to saturated Lr. . 83.0 u u $ L .4 r, -interbedded with organic silt 10 ML Gray SILT,soft to medium stiff q u=1.0tsf 42.9 11 12 13 qu<.5tsf 33.6 14 SM Black silty fine SAND,loose to medium dense,water bearing 15 Test pit terminated at 15 feet below existing grade. No groundwater seepage encountered during excavation. �t o, o� OD W Test Pit Log ln' Earth Consultants Inc. S.W. 27TH Street Warehouse nr' GeOLOO`s`Rnvipownt`Awscw!2� Renton, Washington J Proj.No. 3453-4 Dwn. GLS Date Aug'94 Checked DSL Date 8/17/94 Plate Al Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or interpretation by others of information presented on this log. Test Pit Log Project Name: Sheet of S.W. 27TH Street Warehouse 1 1 Job No. Logged by: Date: Test Pit No.: 3453-4F DSL 8 3 94 TP-12 Excavation Contactor: Ground Surface Elevation: Evans Brothers Construction t Notes: U _ W = o + ar U o Surface Conditions: Alder and Grass a.0 o += a U n %> � DI ro � T to U SM ALL- Brown silty SAND with gravel,loose,damp 1 SP-SM _ELL- Brown poorly graded SAND with silt,gravel,loose,damp 3.0 2 3 4 -becomes wet 5 FILL Gray poorly graded SAND with silt 11.2 6 7 — — $ ' PEAT Interbedded brown fibrous PEAT and organic silt,very soft to soft,wet to saturated 58.3 L r, 9 10 106.3 11 ML Gray SILT,medium stiff to stiff,saturated 45.2 12 q u=1.0tsf 13 14 Test pit terminated at 14 feet below existing grade. No groundwater seepage encountered during excavation. v o1 o. o, Test Pit Log Lr)"' Earth Consultants Inc. � � aa S.W. 27TH Street Warehouse Renton, Washington Proj.No. 3453 4 Dwn. GLS Date Aug'94 Checked DSL Date 8/17/94 Plate Al Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or interpretation by others of information presented on this log. Test Pit Log Project Name: Sheet of S.W. 27TH Street Warehouse 1 1 Job No. Logged by: Date: Test Pit No.: 3453-4 DSL 8 3 94 TP-13 Excavation Contactor: Ground Surface Elevation: Evans Brothers Construction f Notes: W o } N Surface Conditions: Grass N U) U SM FILL- Brown silty SAND with gravel,medium dense,damp 1 SP-SM FILL- Brown poorly graded SAND with silt and gravel,medium dense,damp 3.9 2 3 4 -becomes wet 5 FILL- Gray poorly graded SAND with silt 10.1 6 7 — 8 45.8 ` ' PEAT -minor seepage 9 Brown fibrous/woody PEAT interbedded with organic silt,very soft to soft,saturated 102.3 + 10 11 MH Gray elastic SILT,soft to medium stiff,saturated 43.3 qu=1.25-1.5tsf 12 48.5 13 qu<.5tsf 14 Test pit terminated at 14 feet below existing grade. Minor groundwater seepage encountered at 8.5 feet during excavation. v o` a —4 ao Earth C Test Pit Log LO 0Cl) Inc. S.W. 27TH Street Warehouse `r ceo ��,aeow�ati.envbom�t acsawaa r' Renton, Washington J Proj.No. 3453-4 Dwn. GLS Date Aug'94 Checked DSL Date 8/17/94 Plate A14 Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests, analysis and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or interpretation by others of information presented on this log. APPENDIX B E-3453-4 LABORATORY TEST RESULTS Earth Consultants, Inc. 1 1-- 0- E SIEVE ANALYS MOVEmmmml� SEE ' • • • , tttt��t■�t�■fit■■�■■tt■t■�■��tt■its■tom■�■■fit■t■■ttttt■■■■■■�■■�tttt� mmmmm �■��■■■�■��■■■t[ ��■�■■■■■■■�■tom■�■■��■■■■■mm■� •�� Ott■�■i�■��7�■■�� ■��i�■�■�■■��■■■■■�i�� Ott■�tt■1�■t■�■�i�i��■■�■■�■tom■�■■■■�ti�■■■■■�i�� ■■■t■�■t■■■■►\■■■■�i�■��■■�■■■■■�■■■■�■■■�■■■■■fit■■�ttt■ttl ■■■■■■fit■�t�■■■�■■■►�■■■� ■�■■t\�it�■tom■�■■■■�ti�■■■■■t■■■rt� ��■�■■■■■��■��t■■►�t�■�■�■■fit■tt■�■■■■■��■� � ■■�■■■�■��■■■■■■��'�t■�■fit■�t1\■�■■■■■�■■�■■■��/■■■■�■■�■■■■■■1 • ��■■■�■��■■ ■��t■■tt►t�■�■�■■�■■��■■■■■mt■tt■■■ttt■ ■�t�t■tt■�■■■�■■t��■■■��►�■�■�■■fit■��■■t■■mm�� ■■■■■■■■■ ■■■■ ■ ■■■��■■ ■■■■ ■ ■■■■■��■o■■�■■■■■■■■■�■■■■■�■■■■�� . 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P.L. PI. Water Test Pit (ft) Content TP-1 11.5 gray SILT ML 40 31 9 46.1 TP-9 10.0 gray elastic SILT MH 68 43 25 54.4 with organics Atterberg Limits Test Data Earth Consultants Inc. SOUTHWEST 27TH STREET WAREHOUSE RENTON, WASHINGTON ceaG31nI0I Fl1gIll[CIS.GCOIO$L5L5&FIIVUonrnentdl SCiC'l1fiSL5 Proj, No3453- Date 8/17/94 Plate B2 DISTRIBUTION E-3453-4 4 Copies Trammell Crow Company 5601 Sixth Avenue South P. 0. Box 80326 Seattle, Washington 98108 Attention: Mr. Todd Timberlake 1 Copy Foushee and Associates 3260 - 118th Avenue Southeast, Suite 1000 P. 0. Box 3767 (98009) Bellevue, Washington 98005 Attention: Mr. Loch Anderson 1 Copy Lance Mueller and Associates 130 Lakeside Avenue, Suite F Seattle, Washington 98122 Attention: Mr. Lance Mueller Earth Consultants, Inc. IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL ENGINEERING REPORT More construction problems are caused by site subsur- technical engineers who then render an opinion about face conditions than any other factor. As troublesome as overall subsurface conditions, their likely reaction to subsurface problems can be, their frequency and extent proposed construction activity, and appropriate founda- have been lessened considerably in recent years, due in tion design. Even under optimal circumstances actual large measure to programs and publications of ASFE/ conditions may differ from those inferred to exist, The Association of Engineering Firms Practicing in because no geotechnical engineer, no matter how the Geosciences. qualified,and no subsurface exploration program, no The following suggestions and observations are offered matter how comprehensive, can reveal what is hidden by to help you reduce the geotechnical-related delays, earth, rock and time. The actual interface between mate- rials may be far more gradual or abrupt than a report occur during a construction project. indicates. Actual conditions in areas not sampled may differ from predictions. Nothing can be done to prevent the unanticipated, but steps can be taken to help minimize their A GEOTECHNICAL ENGINEERING impact. For this reason, most experienced owners retain their REPORT IS BASED ON A UNIQUE SET geotechnical consultants through the construction stage, to iden- tify variances,conduct additional tests which may be OF PROJECT-SPECIFIC FACTORS needed, and to recommend solutions to problems encountered on site. A geotechnical engineering report is based on a subsur- face exploration plan designed to incorporate a unique SUBSURFACE CONDITIONS set of project-specific factors. These typically include: the general nature of the structure involved, its size and CAN CHANGE configuration; the location of the structure on the site ! and its orientation; physical concomitants such as Subsurface conditions may be modified by constantly- . access roads, parking lots, and underground utilities, changing natural forces. Because a geotechnical engi- and the level of additional risk which the client assumed veering report is based on conditions which existed at by virtue of limitations imposed upon the exploratory the time of subsurface exploration, construction decisions program. To help avoid costly problems, consult the should not be based on a _geotechnical engineering report whose geotechnical engineer to determine how any factors adequacy may tiave been affected by time. Speak with the geo- which change subsequent to the date of the report may technical consultant to learn if additional tests are advisable before construction starts. affect its recommendations. Unless your consulting geotechnical engineer indicates Construction operations at or adjacent to the site and otherwise, your geotechnical engineering report should not natural events such as floods, earthquakes or ground- be used: water fluctuations may also affect subsurface conditions •When the nature of the proposed structure is and, thus, the continuing adequacy of a geotechnical changed, for example, if an office building will be report. The geotechnical engineer should be kept erected instead of a parking garage, or if a refriger- apprised of any such events, and should be consulted to ated warehouse will be built instead of an unre- determine if additional tests are necessary frigerated one; .when the size or configuration of the proposed GEOTECHNICAL SERVICES ARE structure is altered; PERFORMED FOR SPECIFIC PURPOSES • when the location or orientation of the proposed AND PERSONS structure is modified: •when there is a change of ownership, or Geotechnical engineers' reports are prepared to meet i; •for application to an adjacent site. the specific needs of specific individuals.A report pre- Geotechnical engineers cannot accept responsibility for problems pared for a consulting civil engineer may not be ade- which may develop if they are not consulted after factors consid- quate for a construction contractor, or even some other ered in their report's development have changed. consulting civil engineer. Unless indicated otherwise, this report was prepared expressly for the client involved and expressly for purposes indicated by the client. Use MOST GEOTECHNICAL "FINDINGS" by any other persons for any purpose,or by the client ARE PROFESSIONAL ESTIMATES for a different purpose, may result in problems. No indi- vidual other than the client should apply this report for its Site exploration identifies actual subsurface conditions intended purpose without first conferring with the geotechnical only at those points where samples are taken, when engineer. No person should apply this report for any purpose they are taken. Data derived through sampling and sub- other than that originally contemplated without first conferring s sequent laboratory testing are extrapolated by geo- with the geotechnical engineer. A GEOTECHNICAL ENGINEERING der the mistaken impression that simply disclaiming re- REPORT IS SUBJECT TO sponsibility for the accuracy of subsurface information always insulates them from attendant liability. Providing MISINTERPRETATION the best available information to contractors helps pre- Costly problems can occur when other design profes- vent costly construction problems and the adversarial sionals develop their plans based on misinterpretations attitudes which aggravate them to disproportionate of a geotechnical engineering report.To help avoid scale. these problems, the geotechnical engineer should be READ RESPONSIBILITY retained to work with other appropriate design profes- sionals to explain relevant geotechnical findings and to CLAUSES CLOSELY review the adequacy of their plans and specifications Because geotechnical engineering is based extensively relative to geotechnical issues. on judgment and opinion, it is far less exact than other design disciplines. This situation has resulted in wholly unwarranted claims being lodged against geotechnical BORING LOGS SHOULD NOT BE consultants. To help prevent this problem, geotechnical engineers have developed model clauses for use in writ- SEPARATED FROM THE ten transmittals. These are not exculpatory clauses ENGINEERING REPORT designed to foist geotechnical engineers' liabilities onto someone else. Rather, they are definitive clauses which Final boring logs are developed by geotechnical engi- identify where geotechnical engineers' responsibilities neers based upon their interpretation of field logs begin and end. Their use helps all parties involved rec- (assembled by site personnel)and laboratory evaluation ognize their individual responsibilities and take appro- of field samples. Only final boring logs customarily are priate action. Some of these definitive clauses are likely included in geotechnical engineering reports. These logs to appear in your geotechnical engineering report, and should not under any circumstances be redrawn for inclusion in you are encouraged to read them closely. Your geo- architectural or other design drawings.because drafters technical engineer will be pleased to give full and frank may commit errors or omissions in the transfer process. answers to your questions. Although photographic reproduction eliminates this problem, it does nothing to minimize the possibility of OTHER STEPS YOU CAN TAKE TO contractors misinterpreting the logs during bid prepara- tion. When this occurs, delays, disputes and unantici- REDUCE RISK pated costs are the all-too-frequent result. Your consulting geotechnical engineer will be pleased to To minimize the likelihood of boring log misinterpreta- discuss other techniques which can be employed to mit- tion, give contractors ready access to the complete geotechnical igate risk. In addition,ASFE has developed a variety of engineering report prepared or authorized for their use. materials which may be beneficial.Contact ASFE for a Those who do not provide such access may proceed un- complimentary copy of its publications directory Published by THE ASSOCIATION A FOF ENGINEERING FIRMS PRACTICING IN THE GEOSCIENCES 8811 Colesville Road/Suite G 106/Silver Spring, Maryland 20910/(301) 565-2733 0788/3M