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HomeMy WebLinkAboutPermit 1905 - Feichtmeir GradingBUILDING PERMIT PERMIT CITY OF TUKWILA NUMBER 6200 SOUTHCENTER BOULEVARD TUKWILA, WASHINGTON 98188 905 DATE OF ISSUANCE EXPIRES June 6, 1980 November 22, 1980 JOB ADDRESS James Christensen Road Baker Boulevard LEGAL LOT NO. BLOCK TRACT DESCR. SEE ATTACHED SHEET OWNER PHONE FOR INSPECTION CALL 433 -1849 BUILDING OFFICIAL, CITY OF TUKWILA THIS PERMIT MUST BE POSTED CONSPICUOUSLY ON BUILDING Raymond A Feicht Meir ADDRESS ZIP c/o Harley Jensen 251 Lafayette CA. 94549 CONTRACTOR PHONE The Tecton Company 941 -3744 ADDRESS ZIP 28252 Pacific Hwy, So Federal Wa 98003 LICENSE NO. SST NO. 223- 01- TE- CT- OT- S204D5 BUILDING USE Office CLASS OF WORK ❑NEW ❑ADDITION ❑REMODEL ❑REPAIR MOTHER (Specify) Grading 14,520 cu. yds. BLDG. 1st FL. I 2nd FL. I BASEMENT I GARAGE I DECK I MEZZANINE I OF STORES I TOTAL S.F. I VALUATION AREA I CERTIFY THAT THE ABOVE INFORMATION IS TRUE AND CORRECT FEE BUILDING THAT THE APPLICABLE CITY OF TUKWILA REQUIREMENTS WILL BE DISTRIB. PLAN RVW. MET, AND THAT I AM AN AUTHORIZED AGENT FOR THE PROJECT DEMOLITION �OW 0 E 1j W BOND OTHER grad 159.00 R /AGENT SIGN TOTAL 159.00 COMMENTS: TYPE CONST. I OCC. GROUP I OCC. LOAD I FIRE ZONE USE ZONE I AUTO SPRINKLERS REQ. CM DYES VNO THESE INSPECTIONS ARE REQUIRED BY LAW 1. Driveway 2. OK to 3. Roof 4. OK to 5. Wall- B. Structure approach and pour footing sheathing enclose board complete and/ slope and /or and nailing framing nailing or OK to foundation OK OK occupy FOR INSPECTION CALL 433 -1849 BUILDING OFFICIAL, CITY OF TUKWILA THIS PERMIT MUST BE POSTED CONSPICUOUSLY ON BUILDING BUILDING PERMIT PERMIT' CITY OF TUKWILA NUMBER 6200 SOUTHCENTER BOULEVARD TUKWILA, WASHINGTON 98188 DATE OF ISSUANCE EXPIRES June f, 19SCf N 22, 1980 JOB ADDRESS Jams Christensen Road b Baker Boulevard LEGAL LOT NO. BLOCK TRACT DESCR. SEE ATTACHED SHEET OWNER PHONE Raymond A Fei cht Meir ADDRESS ZIP c/o Harloy Jensen 251 Lt;fayefte CA. 94549 CONTRACTOR PHONE The Tecton Company 041 -1741f ADDRESS ZIP Pn(-. ir. Hwv- ;tr- FpelrorAl VIA f g15�`if� t LICENSE NO. SST NO. BUILDING USE 0ffi c.e CLASS OF WORK El NEW ❑ADDITION ❑REMODEL ❑REPAIR [�OTHER (Specify) Grading 14,520 cu. yds. BLDG. 1st FL. I 2nd FL. I BASEMENT I GARAGE DECK MEZZANINE I OF STORES I TOTAL S.F. ,VALUATION AREA I CERTIFY THAT THE ABOVE INFORMATION IS TRUE AND CORRECT FEE BUILDING, I J THAT THE APPLICABLE CITY OF TUKWILA REQUIREMENTS WILL BE DISTRIB. PLAN RVW I MET, AND THAT I AM AN AUTHORIZED AGENT FOR THE PROJECT DEMOLITION l BOND l OTHER n� 1.r1{1. 00 OWNER AGENT SIGNATURE TOTAL COMMENTS: TYPE CONST. I OCC. GROUP OCC. LOAD I FIRE ZONE USE ZONE I AUTO SPRINKLERS REQ. Cm YES 'LJ NO THESE INSPECTIONS ARE REQUIRED PY LAW, 1. Driveway 2. OK to 3, Roof 4. OK to G. Wall- 6. Structure 1 1 7 1P approach and pour footing sheathing enclose board complete and/ slope and /or and nailing framing nailing or OK to foundation OK F OK occupy FOR INSPECTION CALL 433 -1849 BUILDING OFFICIAL, CITY OF TUKWILA „T,HIS,R,R.M;IT::MUST.BE POSTED.CQNSPI000USLY ON 'BUILDING BUILDING DEPARTMENT RECEIVE CITY of TU KW I LA CITY OF TUKwIUA 6200 SOUTHCENTER BOULEVARD TUKWILA, WASHINGTON 98186 f,� 2 g 198 433 -1849 APPLICATION FOR PERMIT 1 DATE,2 (PERMIT NO. WHEN VALIDATED EXPIRES JOB ADDRESS 6; LEGAL LOT NO. BLOCK TRACT DESCR. SEE ATTACHED SHEET OWNER 1 ee ,7 PHONE ADDRESS U /Y�..t /^Q�1Ld.�'l� 1-S 7 C�y ;N�i� -t/ L%�`7I `(icf ZIP i, 9 Ys �9 G c/ CONTRACTOR iJ PHONE -Z o 6 5'�/- 37 S� ADDRESS r ZIP LICENSE NO T-E —GT T �.OVtO I S ST NO. BUILDING USE TENANI` tP �e CSC -/7'J CLASS OF WORK "�EW ADDITION REMODEL El REPAIR OTHER (Specify) 5 °�0 ypG: BLDG. 1st FL. I 2nd FL. 1 BASEMENT I GARAGE DECK I MEZZANINE I OF'ITORES I TOTAL S.F. VALUATION AREA I I I I 3 NAME OF APPLICANT (PLEASE PRINT) ADDRESS ,2 GliG[��lG PHONE 9 f/� 3 7 y I CERTIFY THAT THE INFORMATION FURNISHED BY ME IS TRUE AND CORRE AND THAT THE APPLICABLE CITY OF TUKWILA REQUIREMENTS WILL BE MET. SIGNATURE OF APPLICANT (3) DO NOT WRITE BELOW THIS LINE TYPE CONST. OCC. GROUP I OCC, LOAD FIRE ZONE I PLAN PLANS: I SENT RETURNED RVW. I FIRE DEPT. SEPA PLAN NING/ 1 3 1 2 PUBLIC WKS. COMMENTS: APPROVED J: sm rm USE ZONE I AUTO SPRINKLERS REO. ft pt YES 9 NO p yes *6 I FEE BUILDING DISTRIB. PLAN RVW. DEMOLITION c BOND OTHER L p U TOTAL RECEIPT NO. I APPROVED FOR INSURANCE BY: I)LSLPIPII IHA F'Ok r ION OF THE H, GILLIAM DONATION LAND CLAI r�­Nc). 40 AND OF THE SOUTHWEST QUARTER OF THE-SOUTHWEST QUARTER OF SECTION 24, TOWNSHIP 23 NORTH, RANGE 4 EAST, W. M. AND OF GOVERNMENT LOT 1 IN SECTION 25, TOWNSHIP 23 NORTH, RANGE 4 EAST, W. M., ALL IN KING COUNTY, WASHINGTON, MORE PARTICULARLY DESCRIBED AS FOLLOWS, COMMENCING AT THE SOUTHWEST CORNER OF SAID SECTION 24; THENCE SOUTH 89'47' EAST ALONG THE LINE COMMON TO SAID SECTION 24 AND 25, A DIS TANCE OF 110 .30 FEET TO INTERSECTION WITH EASTERLY MARGIN OF JAMES CHRISTENSEN ROAD AND THE TRUE POINT OF BEGINNING THENCE CONTINUING SOUTH 8947' EAST 10.00 FEET; THENCE NORTH 0014' WEST 6.52 FEET; THENCE NORTH 10 °34' WEST 47.71 FEET; THENCE NORTH 79 °26" EAST 20.80 FEET' MORE OR LESS TO THE LEFT BANK OF THE GREEN RIVER; THENCE CONTINUING EASTERLY AND SOUTHERLY ALONG THE BANK OF THE GREEN RIVER THE FOLLOW- ING COURSES AND DISTANCES; SOUTH 3354'07 "EAST 1 .3.80 FEET; SOUTH 63 °07'11 "EA.s1 69.32 FEET; SOUTH 78`22'29 "EAST 50.99 FEET; SOUTH 88'32'2 "EAST 50.01 FEET; NORTH 86`52'54 "EAST 50.09 FEET; NORTH 82 20'44 "EAST '.00,98 FEET; NORTH 77 54'28 "EAST 51 .20 FEET; NORTH 64 40'27 "EAST 55.46 FEET; SOUTH 85 06'39 "EAST 25.08 FEET; SOUTH 87 23'39 "EAST 25.02 FEET; SOUTH 82 50`31 "EAST 50.36 FEET; SOUTH 59 34'16 "EAST 57.80 FEET; S OUTH 4 321'09 "EAST 30,41 FEET; SOUTH 41`40 "EAST 67.27 FEET; SOUTH 29 °47'54 "EAST 57.80 FEET; .SOUTH 344'56 "WEST 50.09 FEET; SOUTH 24 03'53 "WEST 54.63 FEET; SOUTH 39 19'22 "WEST 64.34 FEET; SOUTH 32'31'34 "WEST 59 .10 FEET; SOUTH 35 18'26 "WEST 61.03 FEET; SOUTH'39'40'01 "WEST 64.66 FEET; SOUTH 40 00'29 "WEST 64.98 FEET; SOUTH 2 9 07'34 "WEST 34.24 FEET; SOUTH 31 °16 "WEST 23.32 FEET; SOUTH 34 °31'52 "WEST 60.46 FEET; SOUTH 30 °51'21 "WEST 58.05 FEET; S OUTH 13 °16'05 "WEST 51.30 FEET; SOUTH 15 °57`27 "►';EST 51.92 FEET; SOUTH 13 48'40 "WEST 51.42 FEET; SOUTH 00 38'22 "EAST 60.01 FEET,' SOUTH 00'18'55 "WEST 40.00 FEET; SOUTH 07 39'16 "EAST 50.49 FEET; SOUTH 18 27'46 "EAST 52.81 FEET; SOUTH 2 7 57'17 "EAST 17.29 FEET; TO A POINT WHICH IS 970.00 FEET SOUTH CF THE NORTH LINE OF SAID GOVERNMENT LOT 1; THENCE NORTH 80 WEST 366.02 FEET MORE OR LESS TO THE EASTERLY MARGIN' OF THE SAID JAMES CHRISTENSEN ROAD; THENCE NORTH 00 14' WEST 970.00 FEET TO THE TRUE POINT OF BEGINNING. TOGETHER WITH THAT PORTION OF THE FORMER BED OF SAID GREEN RIVER WHICH FROM NATURAL ACTION OF ACCRETION WOULD ATTACH TO THE ABOVE DESCRIBED PORTION OF SAID DONATION LAND CLAIM. EXCEPT Bow LAKE PIPE LINE RIGHT AS GRANTED PER INSTRUMENT RECORDED UNDER KING COUNTY AUDITOR'S FILE N O. 4106155. BU PIN PERMIT APPLICATION REVIEW FORA 0 CSL PURPOSE: To serve as a transmittal letter and form that other city departments can use to make comments on and state requirements on new building per- mit applications. The following applicant has applied for a building permit through the City of Tuk- wila. Please review them for compliance with the laws and ordinances under your Jurisdiction and make needed comments on this form. APPLICANT: ,r. n C, XA1, 1A„ LOCATI ON: DEPARTMENT SENT T0: DATE SENT: p Requirements necessary for compliance with laws and ordinances under your jurisdiction: (Feel free. to attach extra sheets if necessary.) REC,"!r,,,) COMMENTS: 1 14 t;. FuBuc� Ai. Review and comments made by:' Title of reviewer: �Crn Date: r Date receijred back by Building Official: reference O.C.D. policy number B -1 pacific testing laboratories y` I t PACIFIC T ESrlr ING LABORA "ORILS CONSULT ING ENGINEERS EXECUTIVE OFFICES CONSULTING GEOLOGISTS CE ME SE LE P.O BOX C•19125 GEOLOGICAL SURVEYS STRUCTURAL INSTRUMENTATION 3220, 17TH AVENUE WEST SOIL TEST BORINGS NOT 1507 01 X•l1AV ULTRASONIC SOIL MECHANICS $EAITLE, WA 98119 STRENGTH OF MATERIALS LAB APPLIED EARTH SCIENCES PHONE Q0612W -01] 6 April 21, 1980 Certificate No. 8003 -9055 SEA, Inc., Engincers /Planners 33811 Ninth Avenue South Federal Way, Washington 98003 Attention: Mr. Peter S. Argo, P.E. Subject: Geotechnical Evaluation Proposed Professional Building Tukwila, Washington Gentlemen: As requested and agreed Pacific Testing Laboratories has completed the attached geotechnical evaluation for the site of the proposed development in Tukwila, Washington. Following your review of the report, certainly feel free. "to contact us for any further assistance or clarification that we may provide. Prepared by: Frank H. Pinney, III, Engineering Geologist Dr. George R. Knight, P.E., Chief Engineer Sincere" yours, oge E. Huc ay,•P.E. President GEH /ds enc. A Walhl nip im Cut u01ason lu(nifhing Cn9lnea/ing wivicas hv, and under Ilie ulAervltl0n of r+llltltoed nrn1at110nal 4/1910106111. Clog, AI ItN11UN: MK• PLINK S. AIM, P•t• SUBJECT: GEOTECHNICAL EVALUATIO14 PROPOSED PROFESSIONAL BU 1 I1) I NG TUKWILA, WASHINGTON PREPARED BY: 4 PACIFIC TESTING LABORATORIES 3220 17TH AVENUE WEST SEATTLE, WASHINGTON 98119 APRIL 21, 1980 'd `CERTIFICATE N0. 8003-4055 l 1 PREPARED BY: FRANK H• PINNEY, III -J ENGINEERING GEOLOGIST TECHNICALLY APPROVED: DR• GEO GE t• KN HT, POE- n, CHIEF ENGINEER APPROVE ctrl '•E• PACIFIC TESTING LABORATORIES April 21, 1980 Certificate No. Page One GI-XIFF"C INICAI, EVAld1AT.10N 1 PROPE-Si SIONAI, hU11.d)ING 1 1 1 UMI:LA, WAt311114MUN SYNOPSIS T1ie svafuation of the subject site as herein detailed has revealed that the prol. office building call tx: SUJ)p>rted on an engineered struc- tural fi1.1 with propmer site preparation as herein qualified. In addi- tion, a minimum pavement structure having a thickness of sixteen inches is recoiuivended for consideration in lieu of the heavy fills to minianize potential general area settlements. SITE DESCRIPTION AND LOCATION The proposed site of elopnent is located in the Duwamish Valley immediately east of the caNrn-rcial develolanent locally referred to as "South Center." A more detailed location is shown on the plot plan; the satiewhat curved rectangle, approximately 700 feet long in the east /west direction and 200 feet wide in the north /south direction, is bounded on the north and east by the Green River. 'lb the Waudiate west of the property from which access will be obtained is James Christensen Road. Immediately south of the property is a 30 foot wide property strip owned by the City of Seattle which is the routing of the Bow Lake 60 inch water supply main. South from the City of Seattle strip is additional properties of future planned development. In general the area of the proposed Andover Business Park is located in the flood plain of the Green River. In general the predaninate soils of this area to fairly extensive depth are alluviun deposits that are greatly mixed in the form of silts, clays, sands and gravels. Presently on the site of the proposed Andover Office Complex exists the remnants of a vacant farm. Several buildings exist along the western edge of the plot. In addition to these buildings piles of past con- struction debris and surcharge materials have been left on site. Along the north and east portion of the lot is the berm levy constructed to retard flood waters of the Green River during its high stages. Topographically, it can be stated that the site is relatively level and has a general average elevation of 20 to 22 feet above an undefined elevation datum. Fl ELD DRI UdNG OPL3IATIONS To establish the subsurface soil conditions at the site, a "Mobile- type" B-75 heavy -duty rotary drill rig was (roved onto the site on 21 March, 1980. Six test borings were made with the maximum depth of drilling reaching 45 feet. `(fie test borings were advanced utilizing 3 -3/8 inch OD hollow -stem continuous flight auger. Samples were obtained at mean iMful intervals with' a two inch OD split -spoon type sampler driven with a 140 pound hammer having a 30 inch free fall. The split -spoon sampler was (:xtcndod to the desired sampling depth with BW rod. Upon retrieval of the samples they were field classified by the field geologist, con- tainerized and returned to the central laboratory for further testing and evaluation. It should be noted that the physical locations of the test borings are approximate with the locations being established from known locations on the boundaries of the property with the aid of a cloth tape. The man- hole as marked on the plot plan at the eastern end of the property was assigned an upper rim elevation of 27 feet in accordance with the plans provided by the City of Tukwila. EN00LJ1 -D STRATIGRAPHY The attached bore lags for the six test borings show the actual subsur- face conditions recorded at each of the boring locations. In general it should be carefully noted that the borings can be classified as widely spaced for the large site and variation in subsoil conditions can be a I PACIFIC 71ESTINR 4AOORATOMrS J April 21, 1980 Certificate No. 8003 -4055 Page TWO PICUO,SED I)l_'VI T01 Tile proixxsed approximate 250 long by 60 foot wide three -story office building will Occupy the approximate eastern third of the pruj>erty as indicaLed on the attached plot plan. To be alcove flood levels, it is anticipated the first floor will he slab-on-grade at a finished floor elevation of 28.5 feet. To obtain this floor elevation, the area fill fran existing grade will be approximately five to seven feet. In general, the structure anticipated will have a perimeter column load ings of 60 kips while interior culumn loads may approach 90 kips for total loading. For the building the primary access and parking will be west of t}le building with entry [ran Christensen Road. The general elevation of the parking and grading to the west of the building are noted on the initial plot plans to have the elevations in excess of 26 feet which would necessitate a minimum of four feet of fill material. Fl ELD DRI UdNG OPL3IATIONS To establish the subsurface soil conditions at the site, a "Mobile- type" B-75 heavy -duty rotary drill rig was (roved onto the site on 21 March, 1980. Six test borings were made with the maximum depth of drilling reaching 45 feet. `(fie test borings were advanced utilizing 3 -3/8 inch OD hollow -stem continuous flight auger. Samples were obtained at mean iMful intervals with' a two inch OD split -spoon type sampler driven with a 140 pound hammer having a 30 inch free fall. The split -spoon sampler was (:xtcndod to the desired sampling depth with BW rod. Upon retrieval of the samples they were field classified by the field geologist, con- tainerized and returned to the central laboratory for further testing and evaluation. It should be noted that the physical locations of the test borings are approximate with the locations being established from known locations on the boundaries of the property with the aid of a cloth tape. The man- hole as marked on the plot plan at the eastern end of the property was assigned an upper rim elevation of 27 feet in accordance with the plans provided by the City of Tukwila. EN00LJ1 -D STRATIGRAPHY The attached bore lags for the six test borings show the actual subsur- face conditions recorded at each of the boring locations. In general it should be carefully noted that the borings can be classified as widely spaced for the large site and variation in subsoil conditions can be a I PACIFIC 71ESTINR 4AOORATOMrS J PACIFIC TWING tAHUHAIUNIfS 1 1q)ril 21, 19130 Certificate No. 8003 -4055 Page Ul ree anticipated between Ue borings. In general. it can be stated that the test borings disclose the typical alluvium deposits that have been encountered at nwnercus locations with- in the Green River Valley. `191e upi_)Qr approximate 1.5 to 20 feet of material at these locations can be classifi.ecl as a loose to medium dense or soft interbedding system of silts and sands and sane gravels which arc: typical o£ the area. 71xese materials to the Irklxim m depth of sam-- pl,ing of 45 feet in Test Boring No. 1 sham a continued increase in den- city with depth to a maximwn of medium density. Test 1.3orirxj Nos. 1, 2 and 6 were drill at the eastern end of the property as shown on the plot plan in the area of the proposed struc- ture. These borings could be classified as in essence almost identical with the upper 15 feet of material in a loose to medium dense condition. Jr Below the 15 to 16 foot depth are -the denser black saturated fine sands typical of the area. In the upper looser materials in the general depth raixje of 10 to 15 feet minor pieces of wood and such alluvium deposits were encountered and are considered insignificant in terms of affecting the ultimate development of this site. Test Boring Nos. 3, 4 and 5 drilled in the more western portion of the property disclosed in addition to the loose to medium dense materials in the uplxr strata an approximate five foot thick layer of silty clay type material in a soft condition. The material in this general area does represent a minor settlement potential for the fill to be placed above. BUILDING DESIGN CONSIDERATIONS In the area of the building the insitu materials with proper preparation would be assigned an allowable bearing capacity of 1,500 to possibly 2,000 pounds per square foot for the class of structure anticipated. In that at least five feet of engineered fill will be required at the site to raise the proposed building above the hundred year flood level, it is recommended that the footings for the building be placed high the y in fill material. By elevating the footings for the building so a minimum of 'three Hof select fill exists between the on -site materials and footings base, an allowable bearing capacity of 2,500 pounds per square foot could be assigned. To achieve this condition, the site would have to first be cleared of the topsoil materials that exist and proof rolled to eliminate any soft locations. The site prior to any major ccmpactive Jr Is PACIFIC TWING tAHUHAIUNIfS .i I I I/- 1-i Z.11 Z t-d April 21, 1980 Certificate No. 8003 -4055 Page lour r PACIFIC TESTING LAIJOUA10MES effort Aiould bu covered with aphroximatuly one foot of tmarterial which fills in low places and achieves a wc)O-Ang grade a1)proxilnatel.y two feet below urltic:ipab.�l footing grade. 1 11►is layer wnrld lie ecunpaet(. -cl to 90 In -rcent of tnaxi►nrvn density as duf by A.5'IM D 1557. '111c subsuquent layers of fill should be built up so that the Rx)se thickness does not exceed iiore than eight inches and each layur is cutipacted to 95 lx.rc:ent of Inaxi►num dry density as clo inuxi by AS'11-1 D -1557. `Itris canhart_ ion -;tan- t lard should be maintained for all :.;tru(-.t0UIl. fill tx:.lc)w the footings, and the interior slab -on ra e t The iinpurtcxi structural fill should Lx a classi f ible clean sandy gravel i nkitc:rial free of cobbles in excess of four itrches in dia►netev. Por the greulation of the material a minimum of „85lx:r.•cent should pass thu .l1 inch sieve, and 30 to 40 percent pass the No. 4 sieve. In addition the material should not have more than three percent which will pass the 200 Sieve Size. PAVIMPN'I' AND GRADING CONSIDERATIONS 0 WO The preliminary plans for the development of the grading shows a general finish grade above elevatior 16.. 'ibis increase in elevation would result in a minimum of lour feet of fill and pavement structure above the existing on sl,lp materials. `lb obtain r rFi'`, the only requirement would be that the upper f. et,.�cl� of organics and vegetation bu- *aaovQL from the site prior to placement of the fill. 7be fill should be placed in layers `%'[rich have a thickness not exceeding twelve inches. Each layer should be compacted to a minimum of 90 percent of maximum density as defined by AS'iM D -1557. 'lhe final layer of selected fill material at the base of top course should be compacted to 95 percent of maximum dry density. Overlying the general fill materials a minimum top course of four inches of crushed material overlaid by two inches of Washington Class "B" asphaltic.pavement would be rec nded. As an alternate xo he heavier loading an ccnomic alterrlativP would be to utilize TyparjAbric beneath a minimum structure of 16 inches. This pavement structure above the Typar would consist of ten'inch minimum of select granular material overlaid by f inches of top course material and two inches of Washington Class "B" pavement. It should be noted that this pavement structure would resin E in a general area elevation of the parking and access road being equivalent to that of the access routing from James Christensen Road. In that portions of the developed r PACIFIC TESTING LAIJOUA10MES M April 21, 19£30 Certificate No. 8003 -4055 Page Five .pavement area are known to contain clay type layers that will consoli- date for several years, it is recaluiL- n(1cx1 that all paving grades be (ju s.ignud „o that a minimum of two pecc:ent: grade is obtainW. SI_a1`1'I'i E MVI;It MIN UMS_Il)EAW1 '1'lia sixty inch water main tocaled l:il:tc-on feet .,outh of the souttl larolr erty line of this development i.s a consideration in terms of ,ettlu-nent that may )x introducOc3 Ix:nuaffi the l ine f:ran fill on this site. at should Ix: noted that extrapolation of the Wrings, especially Uiose at the western end of this property, indicate that the sixty inch line, having an invert apl)rox.imately nine fect Ixlow grcxsnd surface, may be underlain by s to ten feet of rel.:+t soft m For the worse LILDSO ..l conditions encountered in any of the borings at this site, the four to five feet of fill that will ix required, which extrapolates to an average load of approximately 600 pounds lx:r square foot, would result in an average area subsidence of approximately two to Ulree inchra directly beneath the fill. Laterally, fifteen feet f:rcxn the edge of the L'il.l, it can !x? ant•icipatecl for a two- to-one distribution pres- sure, minimal soil consolidating loads would be felt in the area tx�neath the water main. On a one- to-one prcyni.se, this settlement would be exlxctud to be less than one inch for the encountered subsoil coedi- t ions. To eliminate this potential problem, it is further recarunended the thinner pavement structure having a finished elevation equivalent to Christensen Read of approximately elevation 23 to 23.5 be considered for the development of the parking along the south boundary. This could be achieved by having a drainage flow fran north to south across the pave- ment structure. In so doing it would be possible to hold the new net fill thickness at the extrone southern edge of the property at approxi- mately ope foot. It should be noted this 'would be possible since the parking layout "as presented would be for light vehicular parking at this edge of the pavement. CLOSURE NO'MS It should be carefully noted that for this large site a total of only six test borings were drilled at the site. We to the large extrapola- tion distance between test borings it is anticipated that some varia- tions will exist. It should be noted that variations are not at all uncujurnm within the Green River Flood Plain as illustrated by the six test borings within this property. PACIFIC TESTING LAHUNAIVIIILS F to r. .w a.. ..,r ...r i Apr 21, 1900 Certificate No. '0003 -4055 Page six U)14 11. AND ItIsCCx1Ml IJUl1'1'.IUNa situ 11:; herein fn�ior det:ai �c3, the of the hrol'K).,,uJ building is reem- Mended z1:; an erxyineered fill to obtai n tl� fe g o' select m atbrial below ,the.hrolx footings of thu hui.lcliIig. By so preparing the :,ite, a sate allowable bearing capacity of 2,500 pounds per square foot c (Xl141 be utilized. It is also roccumended that a thinner total fill .thio-:noss be considered for the parking and access to Ole building, eslx:cially along the waterline south edge of the property. 'Ibis thinner section of approx.imately can be acct uplished ,by uti:lizii a, 'lypar layer to stabilize the oil e materials. AM s LNG OF Itl�l?OICI' 1 1 1 1r.X'1' j PACIFIC .TESTING LABORATORIES' report, is for she exclusive use of the person requesting No use of (he' report by others. ,is permilled, nor :may the report .'be reproduced Fh ~n without the prior written authorisation of PACIFIC TESTING LABORATORIES, l 4j PACIFIC 1ES11NG LAUONAIORIES. SIANDIJ?1) SY11B)OLS Z: 0 r9a n i c C o 1.) 1) 1 es 14 -T 1 L itims Lone l"(1111 de rs C l a y C. o I I (11 o I I I u I i I t e IgnOOLIS t Sandstone Vul is S, I d Nods Lono 1 He t ic Gravcl tha:6111.1'01 10d F i I I I o ra t i t) i i v e L v F, L o r i n g l oo i on rea 0.0 Lid; it I mr ow i i silt CLA C 0 Iss 0_1) s V I V 1700 his s f 110 tsf 1) :.1 0 ts f I 1t ®r W 5 Grey, fine (Ira inmi WID 10, ('1, 5(1/4 M), l?. 71" 1 2' grey, fine to coarse (irainod, sandy GRAV 13SS w C CL rj0/j,_,_) T KEY —Boll 1 5. 0 A: Test Boring nuuter 1: Piezometer Q: INo i s Lure B: (late drilled J: General soi description content C: Sample tyPe K: Torvane shear test (LoWft R: Stra'a. change D: 5 number L: Pocket uencLromeLcr S: Approxill),ILL- E: Sjimnlc tyi)o 11: Blows per 6" st rata chan,qe F: !•.'ater table N: Blows rer designated depth T Bottom of hole G: Dooth of water table 0: Not driven U: in -place vane 11: "Wiiilc drilling" P: Unified Soil Classification Shear test(psf) PACIFIC, 8fE.'*."tT1.ZJ1G STANDARD SYMBOLS PROJECT NO.. SEA, INC. ENGINEERS/PLANNERS DATE 8 1. A 13 0- i"i A. "I C I I I IE S 0 Proposed Andover Of COMPI DRAWN J Ef4 3220 171h AVE W SEAITLE.WA. Tukwila, WA ENGR./GEOL. Stt 913119 206 -2 ©2 -0666 APPROVED, I tm SN-i '.I.R I`Y1'I. YM U01.S `.�j►1 i t. Sjioon Il i th 4,7 Ilac:!i(:r Ts Shel by Tubb .11” SI)l i1,. Spoo 11 Wit11 1AO•'.' 11,1111111011 Tr►. Hod ified Shclhy Tube 1 -11 ...2. 51,1 i t Spools W 1, 11 1401' 1lill-wor I }b Pitcher Barre i Sh... ?.W. SI)liI. Spools I -lit.h :3401.' 1lowillor Cs :.Core Barrel -1ith Single Tube `)x r 1 51)1 it Spooi1 1.1iLh 14 Ikimmilr C..(I Core Barrel I.1itit Double Tuba S 1 .11" `11)1 i t SI)auii Wi t h 340 11, 1111111 I ;s ...1;u1 k Sampl Sp. .2.Y' ,I)1 it Slruot►, I'us,lled A. Jkwger Sample Its ...1 ..1" `;1,1 i t. Spool Ur i v��n l•li t h Air 111inrn�•r 0 CII b S�nml►1 e Iit, Slm(►n i)ri With Air Ildu!ur0r. (.1,,..'.O :It0►•bQWO I'L'...I W' ly()he t)riven WiLI► ,3', .Ilnnuue► !•1....!•w,II i 30" fall 10. OsLerberrl '.;,tinkle _SainI')Ier Types are 'no Led a the I; "i'•,p(:(;tivi S�tn;j►le [jej�th DR 1 I.I.1 N6 "Y" M0 1 li: Iit�livr�. l!i►: ;I►tile l)ri.11 "ii:�i Ids I.-NI ter 1.ov 11t H,`. I f oria C,►!, i r,lI ';cnmvo WC 1, WoL (,avo I i► ACID After Ca iwl I'omuva1 DC 1)i`y C .vr: I"i► AD: A ft er Uri 11 i itq WS. While Scucl11 "irnq. 'SO I L CO, IS I `.il f HCY Cohes ionl,es Cojiis i v(� N" 1131mis /f L). less 'i.hAll 1(? .Loosa' Less Than 2. 1 1"cry Soft "O :3O. Me d ium D en s e 2 A .Soft" 1 30. f,il.. ,Dense tlodium Stiff Over 50. .`.:..........Very Dense 8 15, ...Stiff 15 30.:....."..,. .Very Stiff Over 30..., .♦lard �'t�.�.s i i jI STANDARD SYM1301 -5 PROJECT (1O.:P 40 5 5 r LABORATORIES SEA, INC; ENGINEERS/PLANNERS' M1.5 DATE AQ__�_ Proposed Andover Office Comp". ppA W4 )L M` ,g 3t2o r yin AVE 1V SCATiLE, WA. Tukwila, WA ENG R, /Cs. _SS._ s U(111'J ?06 -16 ?-0666 APPROVED i CNR�yf! SCN 1� �N APPOVe): PARK W. 1f1`E �fl3• I o i �D•, 5t0RM 5 I� G�U1 FALL VIG I NIT Y_A P O I w oc �5 QO if GNR1hTCN%t4 ROAD fl VR A N T PACIFIC TESTING TEST BORING LOCATION MAP for PROJECT NO 9001 -4M LABORATORIES Proposed Andover Office DATE 3 -25 -80 Compl ex DRAWN .IEM 3220 171n AVE. W. SEATTLE,WA. Tukwila, Washington ENGUGEOL. SB, 08119 206 -282 -0666 APPROVED C) I1 713 -1 Location: `,(!e Test Boring Location 11,11) 3- 211-80 Elevation: P0.0' 0.0' (20.0.') 1Ss ,,,:�(1,1,2)SP Brown, (111110, vary loose, fine to medium SAND 1q i th s i 1 Ly 'i n torbed s 2S5 (2 ,2,2)SP Sai;uo, mottled color 9.0 %D (2,2,4)SP loose with 11111101• silt; saturated below 9.0' 4Ss (2,3,4)SP Scum:, darker in color, with one isolated wood chum; 5Ss (3,4,5)SP 15' (5' 6Ss (4,4,9)SP Black, saturated, medium dense, medium SAND 7Ss 1(3,5,6)SP Black, saturated, medium dense, fine SAND 8Ss (3,4,6)SP 9Ss ?�:��(3,6,6)SP loss (3,7,15)SP Same, with minor silt gravel 36.0 (-16.0 PACIFIC TESTING TEST BORING LOG for PROJECT NO. 8043 4055 LABORATORIES Proposed Andover office DATE 3 -2-80 Complex DRAWN ,IFM 3220 171h AVE, W. SEATTLE,WA. Tukwila, Wash inclton ENGR. /GEOL, SU 08116 206 -282 -0666 APPROVED K oltr.T� ►.Mto Tfi -1 C Onti11Lied, 36i0' 16.0') 11Ss ':',(5,10,15)SP. Same, without si.1 t F1 or<lvel 12S 13011 44.5' 24.5') PACIFIC TESTING TEST BORING LOG for PROJECT,NO. WB1 —A LABORATORIES' Proposed Andover, Office DATE Complex DRAWN 3220 171h AVE. W. SEATTLE. WA Tukwila, Washington 68116 208- 262 ENGR. /GEOL. S. -0688 APPROVED i 0 ccllrcr�►uup ff GG 1 ►YY I /III cot 1.%RA wQ 1B -2 1.ocat: 1 on: Secw Test. Boring Location Hap 3 -24 -80 C1evaI.ion; 22.0' 0.0 (22.0') 1Ss (1,2,1)SP Hot.t:led, d,mip, very loose, fine SAND wi Lh minor SILT 2S fit (2,2,3 )St' 3S!'. /1 ?.,1 /(i)SP Same, with silt lenses �(1 ..•j 4Ss 1 /12,I /6)SH Mottled, saturated, very loose, silty, f i tie SAND with wood chunks 5Ss (1,1,1)SH r A~ a PAL Gray sandy�cla�ey SILT 6Ss (3,3,8)SP 16' Black, saturated, loose, fine to need i um SAND 7S5 �(4,11,17)SP Black, saturated, fine. to medium "SAND P 28.2l: -6.2' 8Ss (1,2,6)ML Gray, .saturated, loose SILT with vegetable matter and roots 9Ss (4,11,17)ft Dark gray, saturated, sandy SILT 35.0' (-13.0') 36.0' (-14.0') r PACIFIC TESTING TEST BORING LOG for PROJECT NQ 8 003 -4055 LABORATORIES Proposed Andover Office DATE 3 -25 -80 Complex DRAWN JIM 3220 171h AVE W. SEA77LE.WA. Tukwila, t•lashington ENGR, /GEOL. SB 09116 206 -292 -0666 1 APPROVED -?'C cot 1.%RA wQ r i r r a r t r E. i n, F TIl -2 Ccind nucd li1ar:.k, saturated, 'nii:dium dense, -36.0' -14 0' find to niediuut snr1D B011 3J, 5' 17.5 PACLF I C TESTI BORING LOG for; PROJECT. NO .003 -4055 LABORATORIES TES T; Proposed Andover: Office DATE 3- 25 80' Comp ex. DRAWN JEM 3220 1,71n AVE, W, SEATTLE,wA:, Tukwila, Washington,' ENGR, /GEOL, St; 881te 208- 282,0886. APPROVED TB -3 Iocation: See Test Boring Location Map 3-24410 Elevd Li on: 22.0' 0.0' (22.0 1Ss r (1;2,2)SM. MoUlud, damp, loos a, silty, find SAND G.5' WD' --T- 2Ss. (1,1,1)SM _1)'rovn, s,lturated; very loose, silty, very .r t-i iii 7.5' (14.5 3Ss (1 /18)ML (gray, saturatvd, very .loose, sandy SILT (1,1,2)ML Brown, soft, c1a_yey SILT (APL) -12.5' (9.5') Gray, saturated, loose, silty, fine SAND 5Ss (2,3,4.)SM 14.5' (7.5') PACIFIC TESTI NG TEST BORING. LOG for PROJECT NO 8003 -4055 LABORATORIES Proposed Andover Office DATE 3 -25 -80 Complex DRAWN 01 M 32z0 171h AVE. W. SEATTLE,WA• Tukwila, Washington ENGR, /GEOL, Wig zas zez Dead APPROVED r` 'ti T13-4 Location:" Sec lest Bot hqj Location Flap 3 -24 -80 11 eva L ion': x.'3.0 Mottled, damp, loose, sandy SILT is {z,3,4)MI. 2Ss�' (2,2,4)Sr1 rh,t :tl�eci, uu�ist, loose, silty, very f i ne SAND t .i,s (3,4,7)'Sh Same, moist to tivet 4Ss (2,3,4)SM 12.5' "10.5 1 Gray, Soft .clayey SILT (I 2,4)ML API_ 15.0' WI) 1 J Black, saturated, medium dense, f he to medium SAND 6S s (9,11, 12)SP I301 1 19.5' "r a Wit• C i i PACIFIC TESTI NG TEST 80RING LOG for PROJECT NO 8003 -4055 �;K LABORATORIES Proposed Andove Office DATE 3 =25 -80 r Compl DRAWN JIM 3220 171n AVE, W SEArruE.M. Tukwila, Washington ENGUGEOL: eQi�e 206 282 -0666 APPROVED r. •s' r i i h i...y. n.. t.�. r.... .,....n'.�.; :..•.•'..'.:a 'ri u:, nr.♦ c�... nr; +ta, r..ar.•t.. 4 ..r r.,•. r•n •L'. Tli -5 Locartitill:. rio v Test "Uui Location t1aj) 3-24-130 Elovaticin: 23. 0 U:0' 23:0' IS's (2,, ?.,2)SP ..Plutl.lt-cl ti►uist, Iliutie, fi 'lir lit Very .r ►1t�1 `ANu Cl (i. 5' (ira l• 1. i 1.1 y CI AY E: Color chiilt(fes Lo mu 11Lleil at 9. 0' ?SS 1C (1,2,"3)CL /11'L 10 13' j' i %�'J�•!} Illacl:._; .�lit1.uil atetl, I e' dilllll, 'dellse, irf .1i�.1 3Ss )SP (3,ri,7 ,[3011. 14.5 (S.5') r PACIF TESTI TEST BORING LOG for PROJECT NCI. 8003 -4055 LABORATORIES Proposed Andover Office DATE 3- ?.5 -80 Complex DRAWN JEM 3220 I71h AVE W. SEATTIE, Tuk►vi l a, Washi ng ton ENGR, /GEOL, -69116 2016- .262 -0666 APPROVED i11t�lA1�MlQ l w• rR -6 I Oca t. i On: Soo lust:, iinr i ig Location Ma 1) 3 -24 -80 LI evil 1.ion: 21.0 E 0.0 (21.0 lSs ?_,3,5)SP 1411111), mottled, I ow ritic to vary: fi lit! SAMI w Hi mi nor silt 2Ss (2,2,4)Sf ;ome, (Iray i:oIor :7.5 (13,5 35s (2,3,4)SM Gray', mc) ist =We t, loose), silty fire SAND 1'2,0'110 4Ss m;; (2,2,4.)SM Same, with wood frar�nicnts p 5Ss {3,5,7)SM Simi st�turatcd' wi t:hout .wood fragmt nts T,•'' Black, saturated, dense, fine to med i um SAN0 6Ss `'�.(F3,16',20)SP BOH 19 5` (.1, 5! r PACIFIC TESTI NG TEST BOR11I6 LO for PROJECT NO 8003 -40U LABORATORIES Proposed Andover Office DATE 3 -25 -80 Compl ex DRAWN JCt1 :'y 3220 Mh AVE W, SEATTLE. WA. Tukwila, Washington ENGR. /GEOt. S% es>>e 206- 282 -066 e APPROVED x