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Permit MI2000-304 - BOEING #9-101 - LN2 TANK
OEING #9 -101 EXPIRED M 12000 -304 K pity of Tukwila (206) 431 -3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 MISCELLANEOUS PERMIT WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Parcel No: 000340 -0018 Address: 9725 EAST MARGINAL WY S Suite No: Location: Category:. NSFR Type:. MISCPERM Zoning:. M2 KR304E SEC423 Permit No: Status: Issued: Expires: MI2000 -304 ISSUED 01/24/2001 07/23/2001 Const Type: Occupancy: INDUSTRIAL PLANT Gas /Elec.: UBC: 1997 Units: 001 Fire Protection: Setbacks: North: .0 South: .0 East: .0 West: .0 Water: SEATTLE Sewer: SEATTLE Wetlands: Slopes: Y Streams: Contractor License No: BOEINC*294ML OCCUPANT BOEING #9-101 Phone: 9725 EAST MARGINAL WY S, TUKWILA, WA 98188 OWNER BOEING PO BOX 3707 - M/S 1F-09, SEATTLE WA 98124 CONTACT GARY TALLER Phone: 206 - 544 -2975 PO BOX 3999 M/S 45 -16, SEATTLE WA 98124 CONTRACTOR BOEING COMPANY PO BOX 3707, M/S IF -09, SEATTLE, WA 98124 ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Permit Description: RELOCATE LN2 TANK ONTO PAD PERMITTED UNDER D2000 -373. * * * * * * * * * * * * * * * * * * * * * * ** * ** ** !********* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** *fir * * * * * * * * * * ** Construction Valuation: $ 4,000.00 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: Curb Cut /Access /Sidewalk /CSS: N Fire Loop Hydrant: N No: Size(in): .00 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Cut: Fill: Landscape Irrigation: N Moving Oversized Load: N Start Time: End Time: Sanitary Side Sewer: N No: Sewer Main Extension: N Private: Public: Storm Drainage: N Street Use: N . Water Main Extension: N Private: Public: t*********************************+****************** * * * * * * * * ** * * * * * * * * * * * ** * * * * ** ** TOTAL DEVELOPMENT PERMIT FEES: $ 148.46 ***************************************************** * * * * * * * ** * * * * * * * * * * * ** * * * * * * * ** Permit Center Authorized Signature: Date' I hereby certify that I have read and examined t s permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any o r state or local laws regulating construction or the performance of wo . I am authorized to sign for and obtain this development per it. 411 1 / Signature: i Date: _j/2 Print Name: This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. Address: 5725 EAST MARGINAL Suite: Tenant: Type: MISCPERM Parcel #: 000340.0018 CITY OF TUKWILA WY S Permit No: MI2000 Status: ISSUED Applied: 12/15/2000. Issued: 01/24/2001 ****4 **yk*4*** *k,k**A* **k,k*Ak***** *A* **r **A *** * * *AAk****kklcfi**** ** **kit *** **A* Permit Conditions: 1, No changes will be made to the plans unless approved by the Engineer and the Tukwila Bu11dini Division. 2. All construction to be done` it canforrance with approved plans and requ l remeritt of the Un l form ' Bu ll di ng Code (1997 Edition) as amendeid, Uniform Mechanical Code (1997 Edition), and Washington, tate: Energy Code '( 1997 Edition). All permsts,.,f1nspect on;Xrecdi^ds`f an it.app 6 ,cf p1dns:'shal l be available .at /the `Nob trite prlor ;to„ the `st rt of' any con - structiorr.' These dr cuments are to be '`meintained ,end evai l- eble unt1:1. final i'hsp+ ction bp royal is granted. k: I hereby oertlfy, that I have reed these- conditions °and Ill. comply with theft,* of tl i ned, All - :Provisions' of law and ordinances : govarn i ng this wor ,,will be. complied ,.With, 'Whether * specified herein= °or.not`,, The grailttng ` -of.: this permit t doe doe4 rtiot presume to give authority violate, cancel the priovisio;nsro , ny:rother�'work or local lew regu l ata1 n9 cons t,r u:ct l on or . • arf armence of work , S ignatur i date :. 04 Pa* CITY OF T L, KWI LA Permit Center 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 (206) 431 -3670 1111PIIIIIrroject Number: Permit Number. SIAI I USE ONI Y Miscellaneous Permit Application Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. Project Name/Tenant: ;�G)OGa '� e_ Xts 1" t h 1, �� N Value of Construction: rJ00D vQ- '1 Site Address :I Z�� ,—. Al ay /�Q • I t) , �S, C� f0/ Ya��S�ate/Zip. Tax Parcel ON 0It: O — 00 I , / Property Owner: ' V Phone: () 0) 3.q Street Address: �./ 400 i3au 3C1 q NCI L 45'�i6 City State/Zip:_ -..1 m `�a7I L/ Fax #: ( ) Contractor: N ao�,�, 0 Water 0 Sewer Phone: ( ) X0 �yz/��'7�s- , Street Address: `�,7 City State/Zip: Fax #: ( ) Architect: Phone: ( ) Street Address: City State/Zip: Fax #: ( ) Engineer: � Phone: ( oID ) ,...5.1.14-13,9, Street Address: , ,. , City State/Zip: Fax #: ( ) Contact Person: /t r`� a lc V Phone: j40 / )6...4/4i -0217,5- 61 '�1 Street Addr ss• '`� b D 3ff ,� City State/Zip: / i 1 . -• A .Se l g Fax #: ( MISCELLANEOUS PERMIT REVIEW AND APPROVAL RE *.VESTED: (TO RE FILLED OUT RV APPLICANT) Description of work to be done (please be specific): 12.c Io:64 L kl, "sto, k a ,..4V I� nc(L, Ike ( f ;zoo 0 w 3 73 Will there be storage of flammable/combustible hazardous material in the building? in yes ❑ no Attnc (st of ran_ tc ;lnls and store e location on se prate 8 1/2 X 11 )a er Indlcntlntt llentltles & Material Salsty Data Sheets Above Ground Tanks Antennas/Satellite Dishes Bulkhead/Docks LJ Commercial Reroof ❑ Demolition ❑ Fence ❑ Manufactured Housin •Replacement only ❑ ParklntLots ❑ Retaining Walls ❑ Temporary Facilities Tree Cuttln ,,,....dalcAsr.Imillaisr MISCELLANEOUS PUBLIC WORKS PERMITS Channeilzation/Striping ❑ Flood Control Zone ❑ Landscape Irrigation ❑ Storm Drainage ❑ Water Meter /Exempt # ❑ Water Meter /Permanent # ❑ Water Meter Temp # ❑ Miscellaneous Ct� orb cutlAccess/Sidewalk ❑ Fire Loop/Hydrant (main to vault # : i Size(s): ❑ Land Altering: 0 Cut cubic yards 0 FIII cubic yards 0_ stl• (t.grading/clearing ❑ Sanitary Side Sewer N: ❑ Sewer Main Extension 0 Private 0 Public ❑ Street Use ❑ Water Main Extension 0 Private 0 Public 0 Deduct 0 Water Only Size(s): Size(s): Shots): Est, quantity: gal ❑ Moving Oversized Load/Hauling Schedule: MONTHLY SERVICE BILLINGS TO: Name: Phone: Address: City / State/Zip: 0 Water 0 Sewer 0 Metro 0 Standby City /Sta e/Zip: Value of Construction • In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Perrnit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date applicatio accept I / /Sol 9/9/99 nsiscpuitdoc Date application exp �� 0 / S Appp)catio ken by: (initials) ' 711201=70111=1111111 • ALL DRAWINGS SHALL BE Al A LEGIBLE SCALE AND NEATLY DRAWN > BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED > ARCHITECTURAL DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED ARCHITECT > STRUCTURAL CALCULATIONS AND DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED STRUCTURAL ENGINEER > CIVIUSITE PLAN DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED CIVIL ENGINEER (P.E.) 0 Current copy of Washington State Department of Labor and Industries Valid Contractor's License, If not available at the time of application, a copy of this license will be required before the permit is issued, unless the homeowner will be the builder OR submit Form H-4, "Affidavit In Lieu of Contractor Registration ". Dulldln/<Owner /Aufhorirod Agent If the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from thoproporty owner authorizing the agent to submit this • ermlt,a • • licatlon and obtain the pormit will be required as part of this submittal. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO 9E TRUE UNDER PENALTY OF PENURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWN OR AUT : - %%J J ` 'It jui\1II AI'I'II( Al I( ANI) RI(1111R11) ( HI( KI II 5 IOR I'IR%1II RI VIM rf Above Ground Tanks/Water Tanks - Supported directly upon grade exceeding 5,000 gallons and a ratio of height to diameter or width which exceeds 2:1 Submit checklist No: M -9 i Antennas /Satellite Dishes Submit checklist No: M -1 ri Bulkhead/Dock Submit checklist No: M -10 0 Commercial Reroof Submit checklist No: M -6 ri Demolition Submit checklist No: M -3 Fences -Over 6 feet in Height Submit checklist No: M -9 O Land Altering/Grading/Pretoads Submit checklist No: M -2 0 Miscellaneous Public Works Permits Submit checklist No: H -9 ci Manufactured Housing (RED INSIGNIA ONLY) Submit checklist No: M -5 0 Moving Oversized Load/Hauling ,� ;, „.• Submit checklist No: M -5 0 Parking Lots ' Submit checklist No: M -4 - © Retaining Walls - Over 4 feet in height Submit checklist No: M -1 d Temporary Facilities Submit checklist Nci: M -7 0 Tree Cutting Submit checklist No: M -2 0 Current copy of Washington State Department of Labor and Industries Valid Contractor's License, If not available at the time of application, a copy of this license will be required before the permit is issued, unless the homeowner will be the builder OR submit Form H-4, "Affidavit In Lieu of Contractor Registration ". Dulldln/<Owner /Aufhorirod Agent If the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from thoproporty owner authorizing the agent to submit this • ermlt,a • • licatlon and obtain the pormit will be required as part of this submittal. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO 9E TRUE UNDER PENALTY OF PENURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWN OR AUT : - %%J J ` Date: Signature: i� .41e4% j/, op Print name: �I�:.i ra A L !' Phone: (r )!, '4 j4 /-. .2c `r Fax #: ( Address: City /State/Zip: 9/9/'99 otiscpmtdov City of Tukwila Steven M. Mulle:. Mayor Department of Community Development Steve Lancaster. 2:rectci r September 5, 2001 Mr. Gary Taller P.O. Box 3999 M/S 45 -16 Seattle, WA 98124 RE: Permit Status MI2000.304 Site Address: 9725 East Marginal Way So. Dear Mr. Taller: In reviewing our current permit files, it appears that your permit for relocation of LN2 tank at Boeing 119-101 issued on January 24. 2001, has not received a final inspection as or the dote of this letter by the City of Tukwila Building Division. Per the Uniform Building Code and /or Uniform Mechanical Code, every permit issued by the building official under the provision ol'this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of'such permit, or il'the building or work authorized by such permit is suspended or abandoned at any time aller the work is commenced for a period or 180 days, Bused on the above, ifa final inspection is not called for within ten (10) business days from the date of this letter, the Permit Center will close your file and the work completed to date will be considered non- complying and not in conformance with the Uniform Building Code and /or Mechanical Code. Please contact the Permit Center at (206) 431-3670 if you wish to schedule a final inspection. Thank you for your cooperation in this mutter, Sincerely, Kathryn A. Stetson Permit Technician Xc; Permit Filu No. MI200640.+: Duane Griffin. Building Official 6300 Southeenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206431-3670 • Fax: 200—::—.36:.5 Structural Calculations for Concrete Pad for Relocated LN2 Tank at the Boeing Developmental Center RECEIVED c ry OF TUKWILA DEC 1 5 2000 PERMIT CENTER Foundation design Soils Report B1 -B7 Appendix Prepared by: Harris Group Inc. 1000 Denny Way, Suite 800 Seattle, WA 98129 (206) 494 -9502 ke 6 (cu (4 e9u /,94..r07/ 4vA ",;;•_ , 2/4W (set ,0 iL(1 rwrki a/6 15:c rav k. r, ?5,-7e pt /511x,214 'Y 74o k '� Nepi7.4Xe• =67- Gdpod —1° Aye 4140-114/ 1 i101 4 Qrr� xI r ice. < 12,4#12- 1• /f /A)j4I 1,011(v /244 17 /6,4 X 04X r/,Gz X l,O iyi b P /M' 8s#04 . vo T(64 Oak Mic'/ :iV b/h. 46'fr ad4 b040 &'4 I fi.e/ 110 )7? 918 4,9 Mack it WA cl Gf 11((t/ r 4 v /airy ail mil. x- % d;,K;(;',9 lapteltio‘ ' OL1.4. PIM ti• (44 13) 0•6 en 6-0 7/' A64 wpt40 Aax. 4 ■ y lo/ 4/1,2 ty,. 6t a ) 11 TITLE: PROJECT NO. a/Y 't %FP 1 6-0(afoti4;PP PROJECT: SY 1 DATE REV. • iL 744 4 .1. 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Akickw be V44 eth/ 140 op 16 1,14/ 911 41 /1404 64V? .11/.2tijite? ,„ 4F z Y �1 1 ENG.001.1.97 • TITLE: aa. -vyb for' 6«4r.• BY PROJEC : �C � )41°6 PROJECT NO. /07 74/ REV. 04)70/62k /i/W ,. a'h1 11/1 a/e00, 46-3/4.. ///e Z11(/- 6 41* ao 6 PA, p der 01 /1/L e(1114411 6101/ 4'vt-G /1 ' / 14-1' MAAA6 r �� '✓N -� 1 , d:'�V/ ' , f, O e/Z k/ / /,/cam f ,61:6( %tit& .4) tizi Alt) y Mq04 JJ/ II�� ,1�.. si s �4e 1 / � r�eYny1tiv�o , / dved. nhislA /44 re / t4 j) 4'_° /de -' 1?0 0' G 4 kdoeZIGieo t .75,a)) ..4.404;44-Le # 4.4064;4641- /: 45..01/w/01 gs/,,•C i Zij1 •Gds tiz, '444k cdpit-ri e 66' w d•ee 2' 5x X,1 Sr Nizk rim 4 wed /4 `3(i'l� .Zc N1.7;rc ;1/(14.4);�.'�� r' -r .4 /k I� • TITLE:e4 PRQJ / (� . in �5,k114'�4' <i-%- dmie ac. BY OAT z PROJECT NO. /0771 REV. OAT PAGE ENG.OQ1.1,97 F C1264/1/ pi' [vi 11` 1,5.31143 1 ' (/1 /7 /14(4`. r i 1 // 7611'� S /lire •� �l��c ' ... t (A../ Dk kit & f /2 4../rm dti 6O/ /.2i l/ Pi, e, /10/61(e,402:- lt,! 02. elefp't:Y evfriiti S c,i.1c 1, ,,,t,,.t { 1 •, . . X eac,,,hoic /ono-wk. 000(44442 S ter4 r'uf tub S /.s; 4 /315'X vo ' 4) • 00 S — X �1 � �� rah, ... l0;75'x`• G ITS" p' fay Q b 11 ENG.001.1.97 • TITLE: PROJE A aovep BY PROJECT NO, /6277 REV. 4-0/,6 `l f�/! 7 G� r�% Y, `�c44 `/e 4f,J)')4�'/4 i jr,/c. 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MI6 • Off- 44 VAPOR C O•Y11 11 a 110 f,P, 1 • ti r • Q 11 1 • 1 ,' • A , , • \ PASS . 1 t , 1.,'.', • '• • ' ' .i1,, it•, i; ,' f1 1•' 'jr •.t 1.4r LLYY,' 1 } {,; ti . : .,• 1, •• �i ;' ,� ;, ,ri 1.1`11 :! ,�'j4! 11�.f , . }.1ft,� 1 ,s• • na• n :r ' 4,1 :/ , • t'v. ��7�}� $.07 r /11•i•''II t•���•-;••.;..�.}�.���}��77t�.{. 'W1• R IlL MMttOtl •+' •!r' 1, C t; • ,• • . • ••CSI.;. 1,101110 M1110101AMAL COiM1t0r1/M � .' 1 • ! • , • • ,f •• ',t .a.•,` 1 L •1 .•I • •' • ,f •y •i • t 1 t, 1 • r • •. • • V • • • r' '•:1 • 'A , .; 4 1 •• . ' Il . •t 1 , • ' • ' •7'' i . • �l.�'•• • +'ITf =•1'1`1,1 • •. • r,„.•-•„•• 'I't't• \• i1 d rdopeo cars •' } 1:' i1 ra ti t .•t. '1i•i�t�4tit•t Y's 1�, •A fA'111:. ` ' ':`'n' die , • r�► Z i REPORT OF FOUNDATION INVESTIGATION PROPOSED AUTOCLAVE, 9 -101 BUILDING BOEING DEVELOPMENTAL CENTER ' SEATTLE, WASHINGTON rRFCFVD 1 J 1901 EC ENOINiENS CeoEnglneers, Inc. Consulting Geotechnkal Engineers and Geologists J GeoEnglneers, Inc. Consulting Geotethnkai Engineers and Geologists Marcie 16, 1981 Boeing Engineering b Construction Engineers, Inc. 625 Andover Park West Tukwila, Washington 98188 Attention: Mr. 1. F. Faulkner Mail Stop 9A -01 Conticran: Wo are pleased to submit ten copies of our "Report of Foundation Investigation" for the proposed autoclave to be constructed at the 9 -101 Building in the Boeing Developmental Center in Seattle, Washington. These services have been carried out under the terms outlined in our proposal of January 16, 1981 as authorized by your Purchase Contract No. 7-Z03873. We have provided verbal reports of our findings, conclusions and recommenda- tions to representatives of Boeing Engineering 6 Construction Engineers, inc. and United McGill Corporation during the course of our studies. A progress report providing our recommendations for pile foundations to support the principal auto- clave unit was submitted on March 16, 1981. We understand that there may be some modifications to elements of this project which could require revision of a portion of the recommendations presented in this report, We should be contacted to review any changes from the concepts described herein as well as given the opportunity to review the final contract documents to determine that our recommendations have been applied as intended. Please contact us if you have any questions concerning the information submitted in this report. Yours very truly, GeoEngineers, Inc. Jon W. Koloski Vice President JwK /j11 2020 - 124th **me N.E. - Suite 201 • P.O. Box 6325 • Bellevue, Washington 98007 • (206 881-7900 J REPORT OF FOUNDATION INVESTIGATION PROPOSED AUTOCLAVE, 9 -101 BUILDING BOEING DEVELOPMENTAL CENTER SEATTLE, WASHINGTON INTRODUCTION The results of our investigation of subsurface conditions and the resulting conclusions and recommendations for design tL those elements of the autoclave facility affected by geotechnical conditions are presented in this report. The autoclave will be located at the southwest.corner of the southernmost portion of Building 9 -101 as shown on the Plot Plan, Plate 1. The autoclave unit will be located partially within the existing building and partially within an auxiliary building enclosure which will extend westward from the present wall of the 9 -101 building. The autoclave will consist of a cylindrical pressure vessel 26 feet, 24 inches outside diameter and 150 feet in length. It will be supported on two saddles which in turn will be placed in a vessel pit with a floor grade of Elevation 9.0. This is six and one half feet below the existing floor elevation. At the east end of the autoclave, a bridge pit with a bottom elevation of 2.5 feet will be constructed. This bridge pit will be on the order of 36 feet in length and will enable the access bridge which is used to move materials in and out of the autoclave unit to be retracted below the level required for operation of the autoclave door. The main part of the autoclave pit will be 32 feet in width. We understand the maximum Load imposed by the, autoclave will be during water testing at which time the total weight will be approximately 6,000 kips. The dead weight of the autoclave unit is understood to be approximately 1,100 kips. Live loads consisting of materials placed in the autoclave for treatment may range up to approximately 200 kips. The maximum differential settlement be- tween the support saddles which can be tolerated is approximately one inch. The western portion of the autoclave will be enclosed in an auxiliary building covering approximately 4,700 square feet in area. At the present time, column loads for this building have not been established. We understand that consideration is being given to supporting equipment on the framework of this building. Various pieces of support equipment will be mounted on slabs or skids • GeoEnglneers, Inc. within the auxiliary building. We understand that the unit bearing pressure imposed by these units will be small, probably not exceeding a few hundred pounds per square foot. SCOPE The purpose of these services is to evaluate prevailing soil and ground water conditions in order to provide foundation design recommendations for the principal unite of construction and guidance for retention of cut slopes, de- watering and other soil - related problems which may be encountered during con- struction. Specifically, the scope of our services includes: 1. Recommending design criteria for appropriate types of foundation support for the proposed autoclave unit. This has included a review of high and low capacity piling as well as mat foundation support. 2. Recommendations for design of auxiliary building foundations. 3. Recommendations for retention of cut slopes and dewataring (if necessary) for the autoclave vassal pit. 4. Recommendations for design lateral pressures on the permanent pit walls. 3. Estimates of the magnitude and rates of foundation settlements. 6. Discussion of any 'other construction related soil or ground water problems which become evident during the course of our studies. SL TE CONDITIONS Subsurface soil and ground water conditions have been defined throughout the Developmental Center area by a series of investigations by others since the incep- tion of development of this facility. Borings drilled for the southerly extentioa of the 9 -101 building and which were in closest proximity to the autoclave location penetrated only into or through the upper sand layer. These subsurface data were supplemented by drilling two deep borings and one shallow boring at the locations shown on Plate 1. The site is overlain by about six to eight feet of fill which consists of medium dense to dense sand. A stratum of silt which is generally stiff in con - sistency,though moderately compressibls,iauuediately underlies the fill. This deposit ranges from about four to eight feet in thickness at our boring locations. -2- GeoEngineers, Inc, f The silt is underlain by a 30 to 35 foot thick layer of generally fine, uniformly graded sand. This stratum provides support for relatively shore piles for many of the foundations in the Developmental Center. The sand deposit is underlain by some 35 to 40 feet of organic silt and clayey silt which possesses moderately low strength and moderately high compressibility characteristics. A deposit of fine to coarse sand and gravel containing, varying amounts of seashells was encountered at about Elevation -71 in the two deep borings drilled as a part of this investigation. This deposit is dense and relatively incompres- sible and is a competent bearing stratum. None of the borings drilled for the Development Center have gone sufficiently deep to penetrate this layer. Water level observations made in piezometnrs installed in two of the borings indicate that the water level ranges from about six to twelve feet below the ground surface. The higher water level reading is believed to represent water trapped on top of the upper stratum of silt encountered in the borings whereas the lower level is expected to be more indicative of the general water level conditions existing throughout the area. A more detailed description of the procedures used in our field axplorationr together with a graphic description of the boring logs and information on labora- tory testing performed as part of this investigation aro presented in the Appendix to this report. CONCLUSIONS AND RECOMMENDATIONS GENERAL rho soil conditions at the site of the autoclave are typical of those existing throughout the Developmental Center area.- pecauso of the higher than usual loads which will be imposed by the autoclave vessel during the hydrostatic test phase and the fsirly strict settlement tolerances, we conclude that high capacity piles are required to provide support which will meet the criteria for settlement tolerance. Certain constraints exist which limit the choice of piling types for support of the autoclave. Coinventional pile driving would induce vibra- tions into the subsurface soils,the effect of which may be detrimental to other operations in the Developmental Center. The overhead clearance limitations within the 9 -101 building preclude the driving of piles without using a pile type that can be driven in segments and readily spliced. As a result, we recommend that the autoclave unit be supported on augercast piles which extend to the lower bearing stratum. -3- GeoEngineers, Inc. !) The auxiliary building can be supported on shallow footings if total design column loads do not exceed approximately 100 kips. If column loads are higher, we recommend the use of piling extending into the upper sand layer to limit settlements. The complexity of underground utilities and structural features within the 9 -101 building where the autoclave will be located appears to preclude the construction of the vessel pit by cutting back the sides of the excavation to safe side slopes. Therefore, we have evaluated alternative shoring systems using steel sheet piles. Some dewatering is expected to be necessary, particularly at the bridge pit end of the vessel pit and may also be necessary if the upper silt stratum is excavated as subsequently discussed. AUTOCLAVE FOUNDATION SUPPORT We recommend that the autoclave be supported on augercast piles which extend into the bearing layer below approximately Elevation -71. We recommend that 16 inch diameter piles be installed and that these piles have a penetration of eight feet into the supporting layer. For piles installed to this penetration, a design capacity of 120 tons for tha total of all design loads may be used. We estimate that total settlements, excluding elastic compression within the piles themselves, should not exceed one inch. Differential settlements between the two saddles should not exceed approximately 4 inch. Essentially all settlement is expected to occur during water test loading. It is essential that adequate grout pressure is maintained during the grout injection procedure and that the volume of grout injected in each pile is adequate for the length and diameter of the particular installation. We recommend that you retain us for construction inspection services; the inspection would include observation of the augercast piles to confirm our design and construction. recomm.ndationt., The decision to recommend augercast piles in lieu of other types of high capacity piles is based on a consideration of the various constraints with respect to operations associated with the installation of driven piling. We have also reviewed the posaibilitiea of supporting the autoclave on shorter friction piles installed in the upper layer of sand. The allowable capacity of these shorter piles would be on the order of 35 to 40 tons each thus increasing the number of piling required approximately threefold. Further, the load transfer -4- GeoEngineers, Inc. • J 4 ) from the piling supported in the upper sand layer into the deeper and thicker layer of compressible soils would result in settlements of several inches. We have also considered the possibility of densifying the upper sand layer through vibroflotation techniques and replacing the upper silty soils with well compacted granular fill such that the vessel pit could serve as a rigid mat foundation for support of the autoclave. However, interference with existing structural facili- ties would place constraints on the ability to adequately vlbrofloat the under- lying sand layer and the potential of unacceptable settlements would also exist with this foundation type. AUXILIARY BUILDING FOUNDATIONS The decision on whether to use shallow footing founded in the upper layer of fill or piling which extend into the upper sand layer is a function of the magnitude of design column loads. If total design column loads for the auxiliary building are 100 kips or less and the building frame does not support any settle- ment- sensitive ancillary equipment, we recommend that shallow footings be used for foundation support. These footings should be founded at least 18 inches below the lowest adjacent grade and may be designed using a bearing pressure of 3.000 pounds per square foot for the total of all design loads including transient wind or seismic loading. Gong term dead plus real live load bearing pressures should be limited to 2,000 pounds per square foot. Footings should be at least two feet in minimum dimension. The exposed bearing surface should be thoroughly compacted to avoid founding the footings on loose or otherwise disturbed fill. For foundations installed in this manner, we estimate that settlements may range up to approximately two inches for footings supporting column loads of 100 kips. These settlements will occur within one to two weece after loads are applied. If column loads will be larger or if Settlement- sensitive equipment is suspended front the building frame, we recommend that the auxiliary building columns be supported on piles which gain their support from friction Ln the upper sand layer. We recommend the installation of augercast piles extending to a tip elevation of -25. These piles, which should be 12 inches in diameter, can be designed for a capacity of 35 tons each for the total of all design loads. Assuming pile groups of two or three piles each, we estimate that settlements will be in the range of one half to three quarters of an inch. These settlements will occur rapidly upon load application -.5- GeaEnglneers, Inc. VESSEL PIT CONSTRUCTION .• The floor grade in the vessel pit will range from Elevation, +2.5 to +9.0 and the thickness of the pit floor is expected to be in the range of two to three feet. Thus, excavation below the existing floor level will extend to depths ranging from about 91/4 to 161/4 feet. The loads imposed by the pit walls and floor will .less than the weight of the soil removed from the excavation thus no signif- icant settlements due to a soil supported pit structure are'expected. As a practical matter, we anticipate that the pit floor will form the pile cap for the autoclave saddles and the remainder of the floor will act essentially as a mat on grade. Differential settlements along the length of the pit are not expected to exceed one half inch. Available working area within the 9 -101 building is inadequate to permit sloping the sides of the pit excavation. Similar, though not as constrained, conditions exist outside of the existing building area. Therefore, we have evaluated the requirements for steal sheet piling to retain the cut slopes using either a cantilever sheet pile wall or a tied back or braced sheet pile wall. An evaluation of the economic trade -offs between the savings in sheet pile using a braced wall and tha influence that the bracing would have on excavation costs should be made. This is beyond the scope of our services. For a braced sheet pile wall we recommend that sheets be driven to a tip elevation of -6 around the entire pit periphery. We further recommend that the excavation for the vessel pit be carried to sufficient depth to remove all of the upper silty soils which occur at approximately Elevation 7 to 8. These soils should be replaced with clean sand or sand and gravel to the bottom of the pit Floor„ This fill should be compacted to at least 95 per cent of the maximum dry density as determined by AASHTO Compaction Test Procedure T -180. Bracing should be placed at approximately Elevation 15 and should be designed for a load of approximately 2,000 pounds per lineal foot of wall. As an alternative to bracing' across the excavation, it may be possible to tie the wall into the existing floor slab providing there is sufficient continuity of the floor Blab beyond the limits of the excavation to provide frictional resistance to these tie back loads. Our preliminary calculations indicate that the slab should be continuous for a distance of at least 25 feet back from the sheet pile wall. A cantilever sheet pile wall could be installed in lieu of tying back or bracing the sheets. if this option is exercised, a greater penetration of piles -6- GeoEngineers, Inc. ..d .1 Li • will be required and a larger pile section modulus will be necessary. A cantilever sheet pile wall should extend to Elevation -20. Excavation within the pit to the bottom of the silty soils is expected to encounter some ground water. Water which exists above the level of the upper silt layer should be effectively damned off by the sheet piles. Seepage into the excavation; if any is experienced, should be manageable by using perimeter ditching and shallow sumps. Dewatering to lower the water table in the sand layer immediately beneath the upper silt soils should be accomplished by the installation of shallow sumps and a series of small pumps. These sumps should consist of sections of pipe approximately 12 inches in diameter which are set to a depth of 6 to 8 feet and gravel- packed to prevent the infiltration of sand into the sump. The number and depth of sumps required will have to be determined on the basis of field condi- tions. For preliminary guidance, we estimate that sumps may have to be spaced approximately 20 feat along each side of the excavation. The locations of the sumps should be staggered so that the sumps on one side of the pit are located at the mid -point of the distance between the sumps on the opposite side. PERMANENT WALL DESIGN The permanent vessel pit walls can be designed for active pressure condi- tions assuming that sheet piling is used to restrain the sites of the cut. For these conditions an equivalent fluid density of 35 pounds per cubic foot may be used. This will apply whether or not the sheet piles are extracted after construc- tion of the pit walls. If an open excavation is created and compacted backfill is placed against the pit walls, higher lateral design pressures will apply. @ackfill should consist of clean sand placed and cO packed to a density of approximately -92Z of maximum as determined by AASHTO T -180. For this condition an equivalent•.11uid density of 60 pounds per cubic foot should be used to determine lateral pressures. These values do not include any allowance for surcharge loads which may be placed adjacent to the pit on the floor slab. If the floor slab is structurally tied to the pit walls or extends over and bears on the pit walls, no significant increase in wall pressures due to floor loadings is anticipated. If this is not the case, we should review anticipated floor loadings to determine appropriate pressure differentials. At this time we have not been advised whether or not the pit walls will be a.cpected to provide passive resistence to lateral loading induced by earthquake -7- GeoEnglneers, Inc. loads. These pressures would only develop in combination with frictional resistance on the bottom of the pit. If such lateral resistance is required, we should be provided with information with respect to the magnitude of these design loads so we can review the adequacy of the combined frictional resistance and passive restraint. OTHER CONSIDERATIONS A number of utilities exist both within and outside the 9 -101 building where the autoclave will be located. We presume that the major portion of these utilities can be rerouted and that they pose no significant construction problems. A major consideration which we have not addressed in this report is the mechanism by which the tie rods between Columns E21 and E22 and F21 and F22 which cross the pit location will be cut and reanchored. We suggest that we be given the opportun- ity to review the soil related aspects of the structural solution to this problem at the appropriate time. USE OF THIS REPORT AND WARRANTY We have prepared this report for use by Boeing Engineering 6 Construction Engineers, Inc. and your engineers for use in design of a portion of this project. The data and report should be provided to prospective contractors for their bidding or estimating purposes, but our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. If there are changes in the loads, grades, location, configuration or type of construction for the proposed autoclave or ancillary equipment, the conclusions and recommendations presented may not be applicable:', If design changes ars made, we request that we be given the opportunity to review our conclusions and recom- mendations and to pro ids a written modification or verification. When the design has been finalised, we recommend that the contract documents be reviewed by our firm to see that our recommendations have been interpreted and implemented as intended. The scope of our work does not include services related to construction safety precautions and our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. —8— GeoEngineers, Inc. .'1 There are possible variations in subsurface conditions between the explora- tions and also with time. A contingency for unanticipated conditions should be included in the budget and schedule. Sufficient monitoring, testing and consulta- tion by our firm should be provided during construction to confirm that the condi- tions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifications. Within the limitations of scope, schedule and budget for our work, we warrant that our work has been done in accordance with generally accepted practices followed in this area at the time the report was prepared. No other warranty, express or implied, is made. If there are any questions concerning this report or if we can provide additional services, please call. JWK /JKT s j g 0 Resprctfully submitted, Geeing/nears, Inc. fig/ • on W. Koloski Vice President Jack K. Tuttle President —9— GeoEngineers, Inc. • • A P P E N D I X FIELD EXPLORATIONS AND LABORATORY TESTING Subsurface conditions at the location of the proposed autoclave were explored by drilling three borings at the locations shown on the Plot Plan, Plate 1. The borings were drilled using a truck - mounted, hollow stem auger drill. The borings ranged in depth from 294 to 119 feet in depth. The borings were located by our representative who maintained a continuous log of each exploration selected depths for obtaining soil samples, examined and classified the materials recovered, and evaluated variations in soil conditions. The boring logs are presented, in graphic form, on Plates A -1 through A -7. The soils are classified in accordance with The Unified Soil Classification System which is described on Plate A -8. Relatively undisturbed soil samples were obtained with a 3 -inch outside diameter heavy -duty sampler with 21/2-inch brass liner rings. The heavy -duty sampler consists of a barrel which is split and can be disassembled for removal of the sample. The sampler was driven with a 320 -pound hammer, falling a distance of 30 inches. The length of the sample driven, •ample condition, and reeietancs to driving are noted on the exploration logs adjacent to the sampling notation. All samples were sealed in containers to limit moisture loan, labeled, and taken to our laboratory, The samples obtained from the borings were further examined in our laboratory. Selected samples were tested to determine the field moisture and density, soil strength characteristics and compressibility characteristics. These data were correlated with - laboratory data from other investigations on The Developmental Center. The moisture density data are presented on the logs of each boring next to the appropriate sample notation. To evaluate soil strength, 7 strain controlled direct shear tests were performed. The direct shear results for this project are summarized on Plate A -9. Consolidation characteristics were evaluated by performing two standard one- dimensional stress - controlled consolidation tests. The results of the consolidation tests are shown on Plates A -10. GeoEngineers, Inc. PLAT I- 1 NITY MAP ,tV1ru�;, 'L I N( ?S BY 101 BUILDING I 20 scale � 0 o pp Alloagi ii ui BORING LOCAT ION AND NUMBER C ` (u' ® 81 -2 PROPOSED SUPPORT BUILDING C/L SUPF SADC L. PIOT PLAN 1 § I t I • 1)E1'TH IN FEET 0 5 15.. 20 25 30 35- 40 HON I NC- 81-1 13 13.0Y - 100 11 35.10 - 84 12 • 7 21.7% - 94 II 10 1 18 25.7% - 99 1 9 1 21 1 SW SM ML SW SP (al' :(.R ci'i: I',11`!:`il:: :T - 8" 8I(oWN FINE To MEDIUM SAND WITH A 'MACE OF SILT (I)I;NSF) (DAMN) (F'11.1.) ( ;RAY OCCASIONALLY MOTTLED TO ORANGE BROWN SILT (STIFF)(M')IST) DARK BROWN TO GRAY FINE TO COARSE SAND (LOOSE) (WET) GRADES FINER DARK GRAY FINE TO MEDIUM SAND (LOOSE TO MEDIUM DENSE) (WET) G.oinglnnnrs Inc. , LOG OF EXPLORATION 1 of 3 PLAT[: A -2 DEPTH IN I't;ET 40 BORING81- 1 (CQN_TJNUEO) 45 .r 50-■ 55-. 60— 65 70. 75 80 29.12 - 93 14 11 5 3 36.2% - 83 II 4 1 37.5X - 81 II 2 42.12 - 77 II 5 X SP ML OL GRADES FINER AND WITH OCCASIONAL LENSES OF S1 LT BLACK ORGANIC FINE SANDY SILT TO SILT (SOFT TO MEDIUM STIFF) (WIT) 2 of 3 GeoEngineers Inc. LOG OF EXPLORATION • nuTv I }:I'7 80 I'LA11: A -1 BORING 81-1 (CONTINUED) 85. 95 100,,, 4 32.32' - 89 • 16 18 w OL ML irmemel SW ANNIMMOM CRAY FINE SANDY S1 LT w1 L it OCCASIONAL SHELLS AND OCCASIONA1. GRAVEL (MEDIUM DENSE) (WET) GRAY MEDIUM TO COARSE SAND WITH slims Am) GRAVEL (MEDIUM DF SE;) (U1sT) BORING COMPLETED ON 1 -29 -81 WATER LEVEL VARIES Gooinglnoors Inc. LOG OF EXPLORATION RECEIVED OCT 041982. PLANT DEVELOPMENT SUMMARY LETTER CONSTRUCTION MONITORING OF AUGERCAST PILE INSTALLATION AUTOCLAVE DEVELOPMENTAL CENTER SEATTLE, WASHINGTON FOR BOEING ENGINEERING C CONSTRUCTION ENGINEERS GeoEnglneers, Inc. ik GeoEnglneers, inc. Consulting Geotechnkal Engineers and Geologists September 27, 1982 Boeing Engineering & Construction Engineers P.O. Box 3707 Seattle, Washington 98124 Attentions Mr. Bill Humes Mall Stop 4H -07 Gentlemen: Summary Letter Construction Monitoring of Augercast Pile Installation Autoclave Developmental Center Seattle, Washington Pile No. 120-08 This letter presents the results of our monitoring of the installation of augercast piles for the autoclave at the Boeing Company Developmental Center. Our work was authorized by Work Order Request BEC(DCA) 82 -07 dated August 2, 1982. Augercast pile installation was performed by American Construction Company of Everett, Washington. The piles were Installed between August 19 and September 3, 1982 and September 16 and 17, 1982. The installation of each pile was observed by one of our engineers who kept records of pile length, grout pump pressure, withdrawal rate, grout head and grout volume. A summary of the installation data for each pile Is presented on the attached sheets. These data formed the basis for evaluating the adequacy of each pile. The augercast piles consisted of 37, 12 -inch diameter piles installed to a tip elevation of about -23 feet and 24, 16 -Inch diameter piles installed to a tip elevation of about -79 feet. The soils penetrated by the piles were examined by observing the soils on the auger flights ai the auger was withdrawn. The soils observed were consistent with the subsurface conditions anticipated from the test boring data. Problems encountered during installation of some piles included Inability to place a full length reinforcing steel bar into the column of fresh grout. In our opinion, this problem was due to stiff or setting grout. Inability to place an acceptable length of P.O. Box 6325 • 2020. 124th Ave N,E. - Suite 201 • Bellevue, Washington 98007 • (2061 881.7900 It !t Boeing Engineering do Construction Engineers September 27, 1982 Page Two reinforcing bar into the pile necessitated complete redrilling and grouting of the pile. This occurred eight times while installing 12 -inch diameter piles and three times while installing 16 -inch diameter piles. It is our opinion that the augercast piles have been installed in accordance with the project plans and specifications and should develop the design capacity intended. If you have any questions regarding this letter, or if we can provide additional services, please contact us. � �� Anti4,`. 4L4 DAW:3KTswd Attachments Four copies submitted ccs&CE P.O. Box 3707, Seattle, WA 98124 Attn: Mr. F. Rassoulian, M/S 9A/49 The Austin Company (2) 800 S.W. 16th St. Renton, WA 98033 Attn: Mr. AI Webley Yours very truly, Ge'ggineers 3 k K. Tuttle President GeoEngineers, Inc. PLA'I'T A-4 orrni !N rEET 5 . 10• 15. 20 �, 25.. BORING 81 -2 l6.0% - 98 24.6% - 90 6 28.4% - 9511 24.7% - 8311 ISINOMINIUMN SP ML SM SP RRoW\ nf 1C•! SAND (MLIfI M Dt 5i:) (fA'1!') (1 11.L) GRAY OCCASIONALLY :IOTTLEQ To ()RA,NCE BROWN SILT 0MI :D101 STIFF) (:•101ST) - WATER Li.Vi.L 2 -24 -81 DARK GRAY SILTY FINE SAND (MEDIUM DENSE) (WET) DARK GRAY F1NE TO MEDIUM SAND WITH OCCASIONAL COARSE SAND (MEDIUM DENSE)(WET) TRACE OF ORGANIC MATTER AT 29 FEET BORING COMPLETED ON 1 -30 -81 PEIZOMETER INSTALLED WATER LEVEL VARIES G.oinginnnrs Inc. LOG OF EXPLORATION 1 DEPTH IN F' 1:1;7' 0 5 BOR11C, S1 -3 1 10 —r 15. 20 25.. 30 35 ■N 40 13 7.6Z - 1 1 f; • 6 23.02 - 101 1 10 4 5 29.28 90 S • .: 8 sP ML SP ((V ..!tI Tc PAVEMENT - 12" DARK BROWN FINE TO MEDIUM SAND. (DI:NSC) (t)AMP) (1:11,1.) - WATER LEVEL 2-24-81 GRAY, ()CCAS1!14A1. MOTTLED TO BROWN SILT N`,T f OCCAS10NA1. ORGANIC MATTER (MEDIUM STI rF) (DAM1' TO MOIST) DARK GRAY FINE TO MEDIUM SAND (MEDIUM DENSE) (AT) 1 of 3 G.oinginnnrs Inc. LOG OF EXPLORATION DEPTH IN FEET 45— 50 ..� 55.. 65 70 ••� 75- 80 DORING 81 -3 (CONT. IN.OED) 5P 15 • 3 3b.4d - 82 • 7 r 2 37.72 - 81 II 5 47.52 - 74 II 4 .• 4 33.62 — 87 Ill ML OL ML DARK GRAY FINE SANDY SILT WITH GAIL MATTER (SOFT TO MEDIUM ST1FF)(WET) DARK CRAY ORGANIC SILT (SOFT TO MEDIUM STIFF)(WET) CRAY FINE SANDY SILT WITH OCCASIONAL SHELLS (MEDIUM STIFF)(WET) 2of3 &Doinglnnnrs Inc. LOG OF EXPLORATION ith 1 g HATE A-7 BORING 81- (CONTINUED) I1i;P1 I1 IN FE1I 10 105 110 115 120 ML 3 • SW 20 la 36.37; - 96 i 6 13 • 1,0 16 SP SM . ' BORING COMPLETED ON 1 -30 -$1 PIEZOMETER INSTALLED WATER LEVEL VARIES CRAY GRAVELLY SILTY MEDIUM TO COARSE SAND WITH SHELLS (MEDIUM DEMSE) (%4ET) GRADES TO INCREASED SHELL CONTENT GRADES TO A TRACE OF SHELLS BELOW 102 FEET GRAY FINE TO MEDIUM SAND WITH A TRACE OF SHELLS (MEDIUM DENSE)(WET) GRAY SILTY FINE SAND (MEDIUM DENSE)(WET) 3013 (tooling news Inc. LOG OF EXPLORATION It DR 1 VI:1d SAMPLES BORING LOG AND SAMPLE DATA KEY , FOOT On 1;x'1)1 CA'T1:11 FALLING 30 INCHES or 11AM?4FR LOG RFQItl RCI) TO DE1 Vl? SAMPLER ION USING 320 POUND) HAM F:S 5A, *fF1.r.R PUSHED WITH LOCATION OP U DISTURBED LOCATION OP I)1 STURBE1) LOCATION OF SAMPI.1Nr, WITH NO RECOVERY Ls1CA'T1ON OF THIN WALL, Olt OTHER TYPES (W SAMPLES 0!.!F: ER WE'.ICH'1' SAMPLE SAMPLE GRAPHIC BLOWS MOISTURE / PE"1E1'RAT CONTENT "P" yJbiCA'f 11 .2 i' �l i 1 DRY 1'TY INDICATES IN PCP ® INDICATES 0 INDICATES ATTEMPT OTHER TYPES OF SAMPLES , 51.9 SYMBOL SOIL TYPE DISTINCT CONTACT BETWEEN 5(111, STRATA GRADUAL CHANCE BETWEEN SOIL STRATA INDICATES PITCHER, (SEE TEXT) 1 BOTTOM OF BORING UNIFIED SOIL. CLASSIFICATION SYSTEM MAJOR DIVISIONS LETTER SYMBOL DESCRIPTIONS COARSE GRAINED SOILS IOW TM>w son IS Iy �I ww4 fwp 11111Iw {111. .r..,. GRAVEL AND GRAVELLY SOILS »o t*, I0 . 'OW DM f0: i iTirt CLEAN GRAVELS itl�tl a ND 'Nisi OW Ktin s,(iniS, i.WO GP OP PCIOWP=OIALSO CAP4itt KM. WO WRNS, tint( OP WP fiM(S GRAVELS WITH WITH FINES 4 CC`INtt Wan GM sun CA Odd, A4(04.04111 totem GC (t�f(( Matti. su►(t.tot•ft►► »I►TUSU SAND AND SANDY SOILS IOW MIN (If OVIN ►SMC• 41°: tRig CLEAN SANDS lortu a ND Moll SW - rttt CN1no WOOS, WY4L ' WOI, untl a MD PIKS SP gM f ar.4WDID Woo, GUKttr WOO, tIrItt a MD FINIS sun we*, WO•suT »IrRlts SANDS WITH FINES 4N+OICIMt( MaM CO r14$ SC ' �.... cum WOS, WO-Cur »IY'RWS FINE GRAINED 5011.3 WM WM SOS OP t ilI ' ..�. SILTS AND CLAYS LE ID LIMIT THAN 50 • ML 10 IC SILTS MO KRV PM WO WXK'tOU. iiii a OAK, ►IK VW a curar IRIS PIN WIW I v 'town CL IKAMIC cow Of tD>, TO KDIJ► rINT M. ssuwtO Mtn. WO, Cues, site AOC WM Cubs OL 1'S O, IA CITY n SILTS AND CLAYS LIQUID LIMIT GREATER ER MH pasolC sots, »IUCtoul a MM. imam FPO WO otr sltTr sales CH IMawuc arms v 51101 w►sTICi r nr COPS ON flOwic cuts OF WPM T• aiim PtMTICIn, COSMIC Ours HIGHLY ORGANIC SOILS PT *s' RAS. MI colts 'two 11104 COSINIC WW1 /plt, OWL Omni IMDICat IOWPILIM WU CuIS1rICATIO• GeoEn ineef s � Inc. AND SOIL CLASSIFICATION SYSTE AND KEY TO SAMPLE DATA PLATE A-9 A 1 9 o - Oa c0 V N s 0 0 0 0 0 0 ©. N CO co 0 ++0 0 Q1 �f •� a% N h1 N N N N eV 1 I Ia .� Hal Geoingineeirs Inc. u u y wa y yp - II •141 a 41 d 5 U. U. N N W W 114 0:0 .7 0' 0' 4 N N N 9-+ •-• N N N C1 m DIRECT SHEAR TEST DATA 1 PLATE A -10 0.0 0.04 0.08 ;50.12 2 0.16 PRESSURE (t.13S /F T 2 x 103) .4 .7 s 4 5 10 20 30 40 5 1 .11 1 1 I. I I i INI11111M-311. I linliiiii 11111_ EN ( III( I I ! ! I 1 I ! i � � I I i I I I 1 ! I I Key goring Number S.imp Depth P, So1.1 Moisture Content ry Densit b- F 77 82 MINN 01=110.11 01111M• 1 3 68.5 48.5 GeoEngineers Inc. ML /OL ML 42.1 36.4 CONSOLIDATION TEST RESULTS 1g 4 PLATE 1 03 0 0 6 5 011 015 016 22 010 014 017 210 EXPLANATION 10 12" PILE 2 0 16" PILE 5 0 10 20 30 40 ... ••.111•111•1110 scale feet 13 16 20 © 0 0 012 19 0 140 113 1% 2% 2i3 26 13 15 17 19 21 2� 07 0 32 30 026 031 360 O5 030 30 O 40 (13 80 % 1� O 0 S 70 9 10 424 429 30 3 0B 330 o.oinginnnrs Inc. 1 AUGERCAST PILE NUMBERING SYSTEM PROJECT: 30EW C,- -- Nutocta.VC. DATE: 9�at} -8a- FILE N0: 12 c? `O4 DATE PILE GROUT WITH - °RATE GROUT GROUT GROUT E% 1 of' `�.� COMMENTS PILE IDENTIFICATION OF LENGTI1 PRESSURE HEAD VOL. VOL. INST. (ft) - (PSI) Lft /min'_ (ft) (v in (Z1 -, 12 iVICi'1 0 3 4 -lip G 3 •13 y 140 -1 o I2 t2.- 1. fC ( i' 14f lief W q-17 39 140-Igo 12.. 1.75 X59 R4.v' 411 - 1.o EL -2.h 5 1.17 38 140 -2.00 12- 1461 ttliv G 1-16 38 Itko-Igo 12 141 14' 7 9 -17 3$ iyo•2,00 12.. 1.0 167 S 12o 39 160-20o 11 lb% 1q2. Moved, I'Io "cdb "S. 9 I -19 ya 12.0-160 10 1.75 IS 1 Red,tA 1I - -to Gt. - 2.6 10 491 4.0 igo-i q -10 2.6o 2.17 11 9.21 4o 160 -200 II.12 1.57 135' 12 I'w Si 140-110 i2. /.52• /35 /Hdv'o 1.2" e, 13 f -I9 140 160 •boo 1 -0 i rz 15'7 I4. $•Il 41 140.20 1012 (.70 "i2 Redw / / --1oE. -24 bc) Tel =ii;;::. bg•, %� 16 I -ZO 40 I40-ioo II-12. 1.36 11/ 14 %2.D 40 160 -2oo 10 -11 (.75 151 IT S -Zo y0 160-2oa 10 -I2- 1.59 /37 18 1 -Z1D yo 1`o -?.a7 (1-11 2.11 al lc/ 6 -2.o 31 itp -pro 12. 1,0 (37 Moveo y" E. 2.0 1-20 4/ Ito-lf0 12. 1•t /go REallic4. -iEc "24 21 gl3 WO SO-100 12. /,51, /?7 2.2. 0.23 if I 100»12o /Z PO 123 Rebid -to Ei. -26 2.3 8.25 yo i do -1so 12 1.5'0 129 zq I -ao 'to 10 -I10 12. 1'62 13% 25 S"Zf 31 140 0220 102- 121 24 g 31 10.2.0 ‘2. 111 123 //27 2 3 Y -� S -25 139 3 f 10 -_'"0 18o -2z 12. 11- 12- 1.3.6 I. 5^ 12-1 135 S *..c +3%, e‘.."2.1 G.oEngin..rs Inc. AUGERCAST PILE DATA • PROJECT: 13OE1 J(5- -f t)rOCLAV6 FILE '10: 1 O .O% PILE IDENTIFICATION DAT E OF INST. PILE LENGT1 (ft lz Reich Z9 30 31 32 33 3y 35 36 37 142 IteACL% 2.1 3 5' 6 T g 10 11 13 19 15 16 8 -i5 1 -2,5 8 -Z5 g -zy g-24 $•z 4.30 4.31 q -2 9 -1 9 -3 4 -31 8-so 9-1 '-1 7 -z� 4 -0 6-31 9•I 31 39 39 31 3q 31 X0 40 14 q3 93 93 613 q3 93 q) '14 q9 13 93 '13 93 93 DATE: q- ZL� - S"2- r• GROUT WITH GROUT GROUT GROUT PRESSURE DRATEL HEAD VOL. VOL. PSI f • 0 CO *2!ENTS Iyo -180 12„ 2 2.20 11 -IZ. 180 -22o 12, 180 -200 IZ 110 -2 o 6 -12. tfo -Zoo Io-11 180.2.2011 -12 Ito '220 11-IZ 160-0 11 00.260 7 240 -300 4-04, 2oo•210 6• .. -300 6 220 6 224-3co 6 -4t. 24o -240 G- G t 240 -300 6-71: o-2tO '7 Zoo-? C -C3 2140-30. G -7-t .o 210.220 5-7 220.24 0 6-7 . •uo C -6t _10 to 1,45 12.1 11 1.52 115 10 1.41 143 Aim le •..3+4% , tc.i l ' l.36 12I ► -�. :.�3�. ZS 2�1�i 1 P�t�vi 1(t� �. -4-1w•..S g 1411 147 q 1145 124' 13 1.57 135' 12. I.67 135 /16 .26 5.93 143 24 5.8z I2.1 25 6•1L 128 25 6.0,EaZ Ig 6.2o 129 2.S (.00 (25 4.0 5.77 I2,0 5. 61 53i 117 ,o0 12, 2.3 5:st SIG 214 541 12.1 30 649 r27 l y 675 /Zoo '.4 647 126 33 6.70 13/ Stcci +0 90'• gL4 1I Stt'l -I-o so' sfiu,l #o g5' sfi4.4-1 t„ g o' si ccl 40 DSO' s t-u-1 to ' 9' 5tet,1 -1-0 90' sr44.4 4-0 le stwl +0 Co'- ec1,w 11 s!-cct g7' - 1444411 S 'Vua 4-0 t Si S t'c•.1 4.0 8 5' st . ct- 40 G 4 • SficA.t, 6 o' S h441 -b VO' st'� G.oEngineors Inc. AUGERCAST PILE DATA to ',h42 r.• u PROJECT : % 0 E.1 N (,• FILE NO: _. b - Avro (AA -sic, DATE: c3 2-q cry PILE IDENTIFICATION DATE OF INST I6 ixAA (co: -0 1-i 14 ti 20 21 22i 2.3 2.4 PILE MTV . (ft GROUT PRESSURE PSI WITH - DRAWAL RATE ti m1n_ g -3o 93 t6r31'3 S-3I 13 ct- II%- 9g5x !ry 3 g.3. 93 (1,r31 93 9-1 93 24 oleo 206 -?oo Zoo '2ho 2:40 -240 226.3000w /26o -300 24o-360 G.oEnginssrs Inc. GROUT HEAD GROUT VOL. GROUT VOL. CO 21ENTS sal +0 a©' +b 8' of 54.`4-1 415 go sl-icl +fl So' 51-44-• + c o' s rGr-t C. t..) St c.4.1 +.0 gs St"-1 + 90 AUGERCAST PILE DATA PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER:. MI2000 -304 DATE: 12 -1.5 -2000 PROJECT NAME: RELOCATE EXISTING LN2 TANK BOEING #9 -101 SITE ADDRESS: _ 72. 5_.__E_MARGINAL WY__S. SUITE NO: „ _„LOriginal Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision if After Permit Is Issued DEPARTMENTS: Builds f 1vision tub. t-4-1440 Publi or s Fir revention Structural DETERMINATION OF COMPLET,S: (Tues., Thurs.) Incomplete El Complete Comments: Play .�, ivislon 1*o° id Permit Coordinator ggs DUE DATE: 12-19-2000 Not Applicable ❑ TUES /THURS ROUT Cs Please Route Structural Review Required EJ No further Review Required REVIEWER'S INITIALS: DATE: APPKOV� OR CORRECTIO : ((en days) Approved ❑ Approved with ConditionsE REVIEWER'S INITIALS: DUE DATL1J 6 -2000 Not Approved (attach comments) ❑ DATE: CO C ON E N ON: Approved Approved with Conditions REVIEWER'S INITIALS: DUE DATE Not Approved (attach comments) ❑ DATE: LICENSE DETAIL INFORM"" ION Form STATE OF WASHINGTON DEPARTMENT OF LABOR AND INDUSTRIES Specialty Compliance Services Division P. O. Box 44000 Olympia, WA 98504 -4000 THE RESULT OF YOUR INQUIRY FOR LICENSE NUMBER SELECTED IS: LICENSE DETAIL INFORMATION Current Filter: None Registratlonti or License Name Address Address City State Zip Phone Number Effective Date Expiration Date Registration Status TYpe Entity Specialty Code Other Specialties UBI Number BOEINC *294ML BOEING COMPANY, THE PO BOX 3707 MAIL STOP IF-09 SEATTLE WA 981242207 3606553907 7/13/71 1/1/02 ACTIVE CONSTRUCTION CONTRACTOR CORPORATION GENERAL 600200608 * OWNER(S) FOR TM* .0 ENSS *: *_* * *VIEW CQNTRACIQ_t_EQNQ /SAV NGS INFORMATION_* * * * *CHECK INQUIRY FOR SUMMONS AND COMPLAINTS* * * * * * VIEW CONTRACT4RINSU ONCE INFORMATION * * * New inquiry by CITY, NAME, PRINCIPAL OWNER NAME, NUMBER, UBI NUMBER or return to the L &I Construction Compliance 1 -Iome Page http:// www .lni.wa.gov /CONTRACTORS/TF2Form .asp ?License,--,BOEINC *294ML 1/24/01