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HomeMy WebLinkAboutPermit 5743 - Thompson Tile - Grading / FillBUILt1G PERMIT (POST WITH INSF.,CTION CARD AND PLANS IN A CONSPICUOUS LOCATION) CITY OF TUKWILA Department of Community Development - Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 433-1849 BUILDING PERMIT NO. DATE ISSUED: FEES DESCRIPTION AMOUNT "RCPT a DATE BUILDING PERMIT FEE 218 _so 45.00 4.50 073 1 q- o21 -Rq PLAN CHECK FEE BUILDING SURCHARGE ENERGY SURCHARGE ZIP 98002 WA. ST. CONTRACTOR'S LICENSE POECOI247QZ OTHER: ARCHITECT Al Croon•uist Architects PHONE 682 -2690 TOTAL - 288.00 V 98101 6700 Riverside D PROJECT NAME/TENANT Thom son Tile ASSESSOR ACCOUNT a 880331 -0838 TYPE OF U New Building Addition Tenant Improvement (commercial) U Demolition (building) J Grading/Fill WORK: 0 Rack Storage 0 Reroof 0 Remodel (residential) 0 Other DESCRIBE WORK TO BE DONE: Pre -load of site with 15,500 cubic yards. PROPERTY OWNER Cor•orate Pro•ert Investors PHONE 575 -8787 W — ADDRESS : e s . .. • - : - - • • - l . UTILITY PERMITS REGIUIRED? Lj Yes (E NO ZIP 98188 CONTRACTOR '•- of '.I PHON E -4 : CONDITIONS (other than those noted on or attached to parmiUplans): ADDRESS "C" Street N.E. Auburn WA ZIP 98002 WA. ST. CONTRACTOR'S LICENSE POECOI247QZ EXP. DATE 5 -01 -90 ARCHITECT Al Croon•uist Architects PHONE 682 -2690 ADDRESS Union Square Building, Suite 3404, Seattle, WA ZIP 98101 USE / Copt c :Or.lf'l.lnNJC E FLOOR SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAAD SQUARE FEET OCC. SQUARE LOAD FEET OCC. ' SQUARE LOAD FEET OCC. LOAD TOTAL SQUARE FEET TOTAL OCC. LOAD L TOTAL TYPE OF CONSTRUCTION: UBC EDITION (year) 88 SETBACKS: N — S — E — W — FIRE PROTECTION: Sprinklers Detectors ®NIA UTILITY PERMITS REGIUIRED? Lj Yes (E NO (through Pudic Works) ZONING: C -M BAR /LAND USE CONDITIONSOyes al No CONDITIONS (other than those noted on or attached to parmiUplans): APPROVED FOR BUILDING ISSUANCE BY: /i/ OFFICIAL DATE: �} r'1'? ` I hereby certify that I have read and mined this 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 provisions of any other state or local laws regulating construction or the performance or work. I am authorized to sign for and obtain this building permit. SIGNATUR ,/. / -. DATE: '.° �` .s PRINT NAME: ,4 Al-, G' ' C1G5yJ COMPANY A ki This permit shall become null and void i the work is not commenced within 180 days from the date o1 issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. CERTIFICATE OF OCCUPANCY NO. DATE ISSUED: CRY 4/111/ 4 CITY OF TUKWILA BUILDNG PERMIT N/ (POST WITH INSP.:,TION CARD AND PLANS IN A CONSPICUOUS LOCATION) Department of Community Development - Building 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 433 -1849 BUILDING PERMIT NO. DATE ISSUED: 37Lf .:� C- 5 CC1 Division FEES DESTCRlPTloN G NT (RCPT t? BUILDING PERMIT FEE PLAN CHECK FEE BUILDING SURCHARGE ENERGY SURCHARGE OTHER: TOTAL - PLAN CHECK /89 -262 PROJECT NAME/TENANT 6700 Riverside Dr Sul sf vAlu OE CON 'u oN • s 830, 000.00 Thompson Tile ASSESSOR ACCOUNTtt 880331 -0838 _ TYPE OF New Building O Addition Li Tenant Improvement (commercial) U Demolition (building) Li Grading/Fill WORK: 0 Pack Storage _0 Reroof 0 Remodel (residential) 0 Other: DESCRIBE WORK TO BE DONE: Pre -load of site with 15,500 cubic yards. PROPERTY OWNER Corporate Property Investors .-. PHONE 575 -8787 ADDRESS 18200 C c.ath Avenue South, Suite 124, Tukwila a, WA PHONE 535 ZIP 98188 -4213 ZIP 98002 CONTRACTOR Poe Construction ADDRESS "C" Street N.E., Auburn, WA WA. ST. CONTRACTOR'S LICENSE # POECOI247QZ EXP. DATE 5 -01 -90 ARCHITECT Al Croonquist Architects PHONE 682 -2690 ADDRESS One Union S•uare Buildin• Suite 3404 Seattle WA [ZIP 98101 USE / ' 1 CODE , COMPLIANCE / / / ;., i ; FLOOR SQUARE OCC. SQUARE OCC. • c• SQUARE FEET OCC. LOAD SQUARE OCC. ' LOAD SQUARE FEET OCC. LOAD TOTAL ARE Ft; TOTAL CCC. LOAD FE T , TOTA TYPE OF CONSTRUCTION: UBC EDITION (year) 88 SETBACKS: N - _ _1- UTILITY PERMITS REQUIRE . �(] Yes E ENO W _ (through _PAUG Works)._ FIRE PROTECTION: Sprinklers Detectors X(7 NIA ZONING: C -M BAR /LAND USE CONDITIONSrn No regulating construction or the performance or work. I am authorized CONDITIONS (other than those noted on or attached to permit/plans): SIGNATURE � , 11 / - - /-'--_ 1. PRINT NAME: 4--Fr-_.2 r , ', 1d di •-- ..__.- _._.L1�� _ ---., APPHOVED FOR �, BUILDING ISSUANCE BY: ,-i - ., OFFICIAL DATE: '% _ ;�,,L '. 5 , l ,l I hereby certify that I have road and mined this 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 provisions of any other state or local laws regulating construction or the performance or work. I am authorized to sign for and obtain this building permit. SIGNATURE � , 11 / - - /-'--_ DATE: �.67.q PRINT NAME: 4--Fr-_.2 r , ', 1d di •-- ..__.- COMPANY :� /1 t This permit shall become null and void it the work is not cornmenced within 180 days from the date of issuance, or if the work is suspended or abandoned fora period of 180 days from the last inspection. CERTIFICATE OF A f /� ' DATE ISSUED: OCCUPANCY NO. / V I A CITY OF TUKWILA Building Division 6200 Southcenter Boulevard Tukw 1a, Washington 98188 (206) 433 -1849 .........,,..-+.•- w• o,. o.: r.. r.-.. a. n, r.• w+..+• aw. w. r.. �..+.... a... w. oa�w. o.-..-, a.. n:+ u..> n.• rw.. .en�rr. »:wn!:r.;uv.urrvaraM+m^ia INSPECTION RECORD PERMIT # v • `t':—l3 Date Type of Inspection (�J ' Date Wanted 7 —5 j . p.1 Site Address (k 7TO Project i 3 i-- Requestorw— Phone # Special Instructions .. S Inspection Results /Comments: d-A Inspector Date r7 iYr'likt : 'r`.'z3 'rr na5::^ * >itm?i N:iu Y..rrce;nks ss: CITY OF TUKWILA Building Division 6200 Tukwi;a�,tWashingtonul98188 (206) 433 -1849 Type of Inspection Site Address Requestor ni avwwnx��of Mxr*+ s+ Yazma ,�r.J��s:.:.<•t: iii?. Kr,: y,•• �!.° vr;: �= �^ g. ��s: Ga• �hn,ixtu. ".= .c.f."1•.;�'s�hi+sr INSPECTION RECORD PERMIT # 514.3 Date OS■rQ 5\r p Date Wanted I—I' &' qo e`\N1 -`(f.5,l C%-Q.. Project-Th0rnespo 11f Phone # [O540 o (2) won Special Instructions ''. an Inspection Results /Comments: ,,.."94/A/..--.5 X4.4 nelet,l G'o" ,. /'?77 / /4-7aeed Inspector Date 4/1"'"7i'90 S7w�ka�w� .r'.i'1.1'.�)t:'e"!i'u' ::4�f.' AFL+.; tL:: S: A. z: 9' AR. K4�R9+'., xrt .•rrr,,,,uzw....,..y...,.».,, ..,_. CITY OF TUKWILA Building Division 6200 Southc.nttr Boulevard Tukwita, Washington 98188 (206) 433 -1849 �-- (j -Ydc /$ / Type r� , of Inspection /oe.ei -uto Site Address 7(9e.') ��vevSi ,11-) spec, INSPECTION RECORD PERMIT # '773 Date Date Wanted / //a.}�i Requestor a.m. p.m. Project / 1101,rt,,OSO1? 72/e Phone # Special Instructions Inspection Res 1ts Comments: loke 42/1 bp ,! Iv 1 (.90-t s e /a , 5497,r�h f;744 Sea' 3 ' 's� Inspector Date /� 4 PAC-TECH "� Engineers / Planners / Surveyors September 27, 1989 Job #50232 The City of Tukwila 6200 Southcenter Blvd. Seattle, WA 98188 Attention: Duane Griffin Reference: Thompson Tile Preload Plan Dear Mr. Griffin: As discussed in your conversation of September 26, 1989 with Jon Rose, of our office, we have made a slight modification to the preload plan for Thompson Tile. The revision consists of moving the toe of the preload from ten feet to fifteen feet away from' the existing National Health Building on the east side of the project. This revision will bring the preload plan into conformance with the geotechnical report by Geo- Engineers, Inc. We have discussed this change with Nancy Tochko, of Geo - Engineers, and she indicates it will not effect the preload design. Enclosed are four copies'of the revised preload plan (Sheet 4 of 4) and a copy of the Soils Report by Geo- Engineers, Inc. If you have any questions or concerns regarding this matter, please do not hesitate to call our office. Sincerely, Jer y Wakefie.d, P.E. JR /pc Enclosures cc: Geo- Engineers, Attention: Nan ochko Alfred Croonquist 6100 Southcenter Bivd. - Suite 100 / Seattle, WA 98188 •/ 243.7112 . 2601 South 35th - Suite 200 / Tacoma, WA 98409 / 473-4491 / FAX 474 -5871 3721 Kitsap Way - Suite 4 / Bremerton, WA 98312 / 377-20C3 , Geo4.Engineers Corporate Property Investors, Inc. P.O. Box 58747 Seattle, Washington 98118 Attention:• Mr. Jack Bennett September 21, 1989 Yt So ef70 tea /C40 4/ 9•ZAI; Z: 30 {tax/ /441° Consulting Geotechnical Engineers and Geologists Consultation Regarding Fill Preload Influence Proposed Thompson Tile Warehouse Southcenter South Industrial Park Tukwila, Washington •F#.le No. 0337 - 035 -B01 In response to your request, this letter presents our comments about potential impacts of a fill preload on existing utility lines and buildings adjacent to the proposed Thompson Tile warehouse project in Tukwila, Washington. We understand that the City of Tukwila has expressed concerns to you about adverse impacts to their utility lines due to potential settlements induced by the proposed preload. This letter is supplemental to our previous reports concerning the Thompson Tile project which include our letter dated July 25, 1989, our report dated July 31, 1989, and our letter dated Augu;_t 9, 1989. Anexisting water line roughly parallels the Green River dike in the project vicinity. We understand that the water line comes to within 7 feet of the proposed building perimeter. A sanitary sewer line is situated north of the water line (further from the proposed building). The water line is at a depth of about 3.5 feet and the sewer line is 7 to 8 feet deep. Across the north end of the site in the vicinity of the utilities, our explorations encountered 1.5 to 3.5 feet of_Dedium stiff sandy silt, which may be fill, underlain by loose to medium dense sand and silty sand. Based on borings we drilled for a nearby pedestrian bridge, we expect that the sand extends to a depth of more than 50 feet. A 5- to 7 -foot layer of silt and peat was encountered in the borings at a depth of about 35 feet. GeoEngineers, Inc. 2405 140th Ave. NE, Sulte 105 Bellevue, WA 98005 Telephone (206) 746 -5200 Fux. (206) 746.5068 tiECEIVED _SEPZ11989 rUBLIC WORKS Geo.Engineers • Corporate Property Investors, Inc. September 21, 1989 Page 2 In our opinion, the preload will not adversely impact the water or sewer line provided that the top of the preload extends no closer than 5 feet to the water line alignment. The proposed warehouse is situated within 10 feet of .the northwest corner of the National Health Laboratory. As discussed in our July 31 report, layers of soft to medium silt were encountered across this portion of the site. Therefore, we recouw ended that the toe of the preload extend no closer than 15 feet to the National Health building. We understand that this recommendation will be implemented. Therefore, in our opinion, the preload fill will not adversely impact the National Health laboratory. Our firm will be providing construction monitoring services during the earthwork phase of the project. Our services will include monitoring and evaluating settlements resulting from placement of the preload fill. We understand that the settlement plates will be surveyed on the following schedule: twice a week during the first week (during fill placement), once a week for the next three weeks, and once every two weeks for the following month (if appropriate). The settlement plates will be surveyed by others who will transmit the settlement readings to our firm for evaluation. We will advise the owner when the preload may be removed. As discussed in our supplement to report dated August 9, 1989, we recommend that survey points be established on the northwest portion of the National Health Laboratory. These survey points should be monitored at the same interval as the settlement plates. Due to the City's concern regarding the sewer lines, we recommeriX that at least two settlement plates be installed along the water line alignment and monitored along with the building settlement plates. • 0 0 0 • •�. • 41140P . Geo40 Engineers Corporate Property Investors, Inc. September 21, 1989 Page 3 • We trust that the information in this letter fulfills your present needs; if you have any questions, •NLT:JKT:wd Two copies submitted please . contact us. Yours very truly, GeoEngineers, Inc. Nancy L. Tochko. Project Engineer 77 pi *7(e..;440. Jack K. Tuttle Principal City(if Tukwila 6200 Southcenter Boulevard Tukwila Washington 98188 1206) 433 -1800 Gary L. VanDusen, Mayor Plan Check #89 -262: Thompson Tile 6700 Riverside Dr THE FOLLOWING COMMENTS APPLY TO N BECOME PART OF THE APPROVED PLANS UNDER TUKWILA BUILDING PERMIT NUMBER_-]. 1. No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 2. All permits, inspection records, and approved plans shall be posted at the job site prior to the start of any construction. 3. Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with recommendations given in the soils report prior to final inspection (see attached procedure.). 4. Separation of preload from existing building shall be maintained as recommended in geotechnical report. 5. Validity of Permit. The issuance or granting of this permit or approval of plans, specifications and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of this code or of any other regulation or ordinance of this jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this code shall be valid. Geo Engineers -AEC EC AUG 10 1989 ALFRED CRCCNCUIST ARCHITECTS Corporate Property Investors, Inc. P.O. Box 58747 Seattle, Washington 98118 Attention: Mr. Jack Bennett August :9, 1989 Consulting Gco technical Engineers and Geologists Supplement to Report Proposed Thompson Tile Warehouse Southcentcr South Industrial Park Tukwila, Washington File No. 0337 - 033 -BO1 Subsequent to submission of our report dated July 31, 1989 'which presents our conclusions and recommendations for the proposed Thompson Tile warehouse, we have been advised that the finished floor grade will be somewhat higher than previously indicated and that the design floor load is to•bo at least 350 pounds per square foot. Wo understand that the finish floor grade will be Elevation 27. Existing site grades range 9rom about Elevation 26 across the undeveloped north portion of the site, to between Elevation 23 to 24 feet across the south portion. Thus, 3 to 3.5 feet of fill will be required across the south portion in order to achieve desired grades. The warehouse slab will be designed to support floor loads of 350 pounds per square foot (psf). Thompson Tile may select an option to increase floor loads to as much as 600 psf. Any fill placed to establish subgrade elevations for the floor slab will cause consolidation of the underlying silts and sandy silts. We estimate that settlements resulting from a 3- to 4 -foot thickness of fill will be on the order of 1 -1/2 to 3 inches. Differential settlements due to varying soil conditions and varying thicknesses of fill are expected. In order to avoid impact of these differential settlements on elements of the RECD GeoE'ugncas, Inc. C11'Y OP 7u mu' 2405 140th Ave. NE, Suite 105 1 19CA Bellevue, WA 93005 _; ` ` •' Telephone (206) 746.5200 saws ; Fax. (206) 746.5068 t 3 '' ,t gay Geoo �Enginccrs Corporate Property Investors, Inc. August 9, 1989 Page 2 building, we .recommend that the fill pad be placed at least three weeks before beginning footing or floor slab construction. Our analyses indicate that a long term floor load of 350 psf will result in settlements on the order of 3/4 to 1 -3/4 inch depending on variations in subsurface conditions. If the floor loads of 600 psf are realized, settlements are expected to range up to 3 inches. Differential settlements across the building will vary, depending not only on subsurface conditions but on the pattern of floor loading. If floor loads are kept relatively uniform throughout, differential settlements should generally not exceed about 1/4 inch in 25 feet. If the loading patterns vary significantly, differential settlements could be as much as 1/2 to 3/4 -inch in 25 feet. The effects of differential loading can be offset by preloading the building area to compensate for design floor loads. In our opinion, preloading is not necessary if floor loads arc limited to 350 psf Lind the loading pattern is kept relatively uniform (and near maximum) during most of the first six months of operation. We recommend that the building arca be preloaded to if a design floor load greater than 350 psf is planned. The preload must compensate for the heaviest anticipate floor slab load. For estimating purposes, 1 foot of preload may be assumed to weigh about 110 pounds per square foot. We estimate that the time required for settlements to occur due to the preload will be on the order of two to three weeks. The preload should meet the criteria outlined in our report. Plans indicate that the warehouse will be 10 feet from the northwest corner of the National Health Laboratory building. As stated in our report, the preload fill should be no closer than 15 feet from the existing building. We estimate that a load of 350 psf may induce settlements of about 1/4 to 1/3 inch at a distance of 15 feet. Larger settlements at this point are expected if larger loads arc imposed. We recommend that survey points be established on the northwest corner of the National Health ,. . , elp Gco :W.:Engiueers Corporate Property Investors, Inc. August 9, 1989 Page 3 •, Laboratory and at 1.0 -foot intervals along the south and west walls to points at least 30 feet from the toe of the preload fill (or building wall). This will allow monitoring as settlement occurs. One way of reducing the potential settlement influence on the adjacent building would be to limit floor loads in the southeast corner of the building. This could be done by relocating the office area to this portion of the building and orienting the long axis of this area to the north - south. As office arca floor loads are significantly less than the warehouse arca, prcloading would not be necessary and the risk of inducing settlement under the National Health Laboratory would be reduced. - 0 0 0 - This supplement to our report of July 19 should be bound with the original report to maintain complete documentation of our studies. NLT:JKT:cs Yours very truly, GcoEnginccrs ,Inc . /a-4-1.0 MI-4X ° Nancy L. Tochko P (act Manager / I1 de uttic Two copies submitted cc: Alfred Croonquist Architects (2) One Union Square, Suite 3404 Seattle, WA 98101 Attn: Mr. Alfred H. Croonquist cipal Geo iEngincers Corporate Property Investors, Inc. P.O. Box 58747 Seattle, Washington 98118 Attention: Mr. Jack Bennett ti f► ; A0 0.5" el 50/ lerilarrIP July 31, 1989 Consulting Gcotcdudcal Engineers and Geologists Ceotechnical Engineering Services Proposed Thompson Tile Warehouse Southcenter South Industrial Park Tukwila, Washington File No. 0337- 33 -BO1 This report presents the results of our geotechnical engineering services for the proposed Thompson Tile warehouse in the Southcenter South Industrial Park, Tukwila, Washington. The property, known as Lot 23, is located on the north side of Riverside Drive just west of the National Health Laboratory Building, The locations of the project site and proposed new facilities are shown on the Site Plan, Figure 1. Mr. Alfred�Croonquist requested that we proceed with these services on July 10,1989 in ]]accordance with our previous discussions on scope and budget. We understand that the overall dimensions of the warehouse will be about 200 feet east -west by 345 feet north - south. The northeast corner of the building will be truncated to parallel the Green River and utility easements. At this time, column loads ;are not known; we anticipate column and slab loads will be typical of warehouse structures of this type. Finished floor grade will be Elevation 26.36. `This is expected to require some filling; site topography has not been provided. Parking areas will be located along the south, west and north sides of the building. Gcol?nginccrs, Inc. 2405 140t11 Ave, NIs, Suite 105 Bellevue, \VA 98005 1ddplionc (206) 746.5200 Fax. (206) 746.5068 Geo kr)Engineers • Corporate Property Investors, Inc, July 31, 1989 Page 2 SCOPE The purpose of our services is to explore subsurface soil and ground water conditions at the site in order to develop design criteria and performance estimates for the building foundations, floor slab and pavements. Our specific scope of services includes: 1. Exploring subsurface soil and ground water conditions by excavating seven test pits with a backhoe. 2. Recommending site preparation and earthwork criteria including depth of stripping, need for excavation and replacement of native soils to provide suitable bearing for shallow spread footings, type of soil to be used in structural fills, and fill' compaction criteria. 3. Recommending design criteria for shallow spread foundations including allowable design.bearing pressures, minimum depths of embedment, minimum dimensions, and estimates of settlement. 4. Providing recommendations for support of on -grade slabs. 5. Recommending design criteria for a preload program to reduce postconstruction settlements, as appropriate. 6. Recommending a design pavement section for access roads and parking areas. SITE CONDITIONS SURFACE CONDITIONS The site consists of a nearly rectangular parcel of land measuring about 600 feet north -south by 240 feet east-west. Riverside Drive borders the south property line; the Green River borders the north property line. An asphalt concrete paved parking area currently occupies the south half to two - thirds of the site. The northwest portion is vegetated with grass and blackberry bushes. Large deciduous and evergreen trees are present in the Geo.45Engineers Corporate Property Investors, Inc. July 31, 1989 Page 3 northeast section. A level area with sparse vegetation is present between the south 'half of the parking lot and the east property line. The :Green River levee is situated along the north property line. Water and sewer lines are situated parallel to the river. We understand from the City of Tukwila that the water line is buried about 2; feet below existing grades. SUBSURFACE CONDITIONS Subsurface conditions at the site were explored by excavating seven test pits at the locations shown in Figure 1. Test pit locations were determined by taping from the existing site features. Test pits were excavated using a rubber -tired backhoe. The explorations were continuously logged in the field by an engineer from our firm who collected representative samples from the test pits and observed subsurface conditions. The soils were visually classified in general' accordance with the system described in figure 2. Logs of the test pits are presented in Figures 3, 4 and 5. Samples obtained from the test pits were reexamined in our laboratory to confirm field classifications. In geniral, subsurface conditions encountered in our test pits are similar to those encountered in borings and test pits accomplished by GeoEngineers for nearbjprojects and in borings drilled by Danes & Moore in 1973. Typically, there are about 2 to 4 inches of sod overlying the site. Fill consisting of medium stiff to stiff sandy silt was encountered underlying the sod in Test Pits 1, 3, 6 and possibly 4 and 5. The fill is 1.5 to 4 feet thick. Native soils encountered in our test pits consist of alluvial loose to medium dense silty fine sand and sand, and soft to medium stiff silt and sandy silt. In general, soft to medium stiff silt was encountered in the northeast portion of the site (Test Pits 6 and 7). The sand and silt extended to the maximum depth explored in the test pits and are moderately compressible. Based on borings we drilled for a nearby pedestrian bridge across Green River, we expect that sand extends to a depth '.... Geop�,Engineers Corporate Property Investors, Inc. July 31,;1989 Page 4 of about 30 feet. Between 30 and 40 feet, a layer of soft silt or peat may be present. The silt and peat is, in turn, underlain by competent deposits of sand. Ground water seepage was not observed in the test pits during the time they were open. We expect that ground water levels will be within a few feet of the ground surface during the late winter and early spring months. Ground water levels will also fluctuate with stages of the Green River. CONCLUSIONS AND RECOMMENDATIONS `GENERAL The planned warehouse may be satisfactorily supported on conventional spread foundations bearing on properly compacted fill soils. The on -site soils contain sufficient fines (material passing No. 200 sieve) to be moisture- sensitive and easily disturbed when wet. During wet weather, these soils will be difficult, if. *not impossible, to grade and compact. Accordingly, earthwork should be done during periods of prolonged dry weather, if possible. If earthwork is accomplished during the wet seasons of the year, clean granular, non- moisture- sensitive soilslshould be used for all earthwork. SITE PREPARATION The surficial soils at the project site consist mostly of moisture - sensitive silty soils on which it will be difficult to operate equipment during wet weather and which become difficult to impossible to compact if allowed to become too wet. If earthwork is accomplished during dry weather, the criteria recommended below can be relaxed somewhat. All sod, vegetation and trees should be removed from the building and pavement areas. We expect that the sod mat is generally less than 4 inches thick. Tree roots larger than 2 inches in diameter should be grubbed from the site. The asphalt concrete paving should be ripped into small pieces (less than 10 inches maximum dimension) to allow proofrolling if the presence of these fragments will not interfere with footing and utility Geo IIEngincers Corporate Property Investors, Inc. July 31, 1989 Page :5 excavations. Otherwise, the pavement should be stripped. Concrete curbs, catch basins and any other elements of the existing parking lot should be 5 removed from the building area. The underlying crushed rock base course may be left, if desired. The exposed subgrade in the building and new pavement areas should be thoroughly proofrolled, if earthwork is accomplished during an extended period of dry weather. It will be preferable not to proofroll the exposed surface if site preparation is accomplished during wet weather, as this will likely damage the subgrade. The sod and organic zone should be removed with lightweight equipment if work is done when wet soil conditions prevail and construction traffic should be kept off the exposed surface. The subgrade should be examined during proofrolling (or probed if proofrolling is not done) by a representative from our firm to determine if there are localized areas of soft soils which need to be replaced. These areas should be excavated to the depth determined by orr representative and replaced with structural fill. j All foundations should be supported on zones of compacted structural fill, as subsequently described. Excavation will be necessary to achieve this. The excavation should be accomplished after the building area subgrade has been prepared but prior to placing floor slab fill. All fill required for structural support should consist of material free from debris and organic contaminants. Rock fragments should be no larger than 6 inches. The suitability of material for use as structural fill will depend on the gradation and moisture content of the soil. As the amount of fines (portion of the minus 3/4-inch fraction of the borrow soil passing the No. 200 sieve) increases, soil becomes increasingly more • sensitive to small changes in moisture content and adequate compaction becomes difficult to achieve. We recommend that structural fill contain no more than 5 percent fines if earthwork is done in wet weather. For • Geo :veilInginccrs Corporate Property Investors, Inc. July 31, 1989 Page 6 placement in dry weather, the percent fines could be on the order of 10 to 12' percent, providing that the fill material is moisture - conditioned as accessary for proper compaction. Fill should be placed in horizontal lifts which are 10 inches or less in loose thickness. Each lift should be compacted with vibratory equipment to at least .95 percent of the maximum dry density as established by ASTM D -1557, Method D. Compaction of the initial lift should be done without vibratory action to minimize the potential of pumping in the native soils. A representative from our firm should be at the site to observe preparation of the subgrade and fill placement operations and to test the fill to evaluate whether the compaction criteria is being achieved. Foundation Support: We anticipate that the Thompson Tile building will have footing loads similar to other 1- to 2 -story warehouse structures. Conventional individual -or continuous spread footings will provide satisfactory support if founded on an adequate thickness of structural fill. We recommend that all foundations be supported on structural fill extending to a depth of 2 feet or one -half the width of th footing below footing grade, whichever is greater. All existing fill should be removed from footing areas. We recommend that the compacted structural fill extend at least 24 inches beyond the edges of the perimeter footings. The fill should consist of granular sand and gravel and be placed and compacted as described. We recommend that a representative of our firm examine the footing excavations before placement of structural fill. Any soils judged to be excessively soft or compressible should also be excavated and replaced with structural fill to the depth determined by our representative. We recommend that all foundations be supported at least 18 inches below the lowest adjacent finished grade. Isolated column footings should have a minimum width of 3 feet. Continuous strip footings should be at least 24 inches wide. Individual column footings and continuous footings • Geo Engineers Corporate Property Investors, Inc. :July 31, 1989 Page 7 constructed as recommended may be designed for an allowable soil bearing pressure of 2000 pounds per square foot. These values apply to the total of all dead plus long -term live . loads and may be increased by one -third when considering earthquake or wind loads. We estimate that postconstruction settlements for wall and column foundations will range from approximately one half to one inch. The structure should be designed to tolerate at least one half inch of differential settlement between adjacent columns. Foundation settlements are expected to be largely complete within two weeks after application of structural loads. FLOOR SLAB SUPPORT We recommend that the floor slab be supported on a minimum 12 -inch- thick pad of sand and gravel structural fill, to provide uniform slab support. Prior to placement of the fill, we recommend that the prepared surface be proofrolled or probed as described above. Localized areas of soft soils should be excavated to the depths determined by our representative and replaced with structural fill. We recommend that the upper 4 to 6 inches of the structural fill consist of clean sand and gravel with less than 5 percent fines to form a capillary break beneath the slab. If moisture in the on -grade slab can not be tolerated, a vapor barrier should be installed. FILL AND FLOOR SETTLEMENTS Any fill placed to establish subgrade elevations for the floor slab will cause consolidation of the underlying silts and sandy silts as will the weight of the floor slab and areal floor loads. We estimate that settlements resulting from a two foot thickness of fill will be on the order of 1 to 13 inches. The major portion of these settlements is expected to • t Geo.y.; -0Engineers Corporate Property Investors, Inc. July 31, 1989 Page 8 occur within two to three weeks. We recommend that the fill be placed at least two weeks in advance of the start of footing construction to allow these settlements to occur. We understand that design floor loads in the warehouse area will be on the order of 250 pounds per square foot (psf). We estimate postconstruction floor settlements of ; to 1; -inch for long -term loading of this magnitude. Differential settlements should be relatively small (about 4-inch in 25 feet) if the building is initially loaded uniformly. Larger differential settlements can be expected if localized areas are fully loaded and adjacent areas not loaded at all during the initial use of the building. Post - construction settlements can be reduced by,placing excess fill to simulate design floor loads in advance of construction. A 30 -inch thick preload left in place ten days would be expected to reduce post - construction floor slab settlements to about one half inch.' If a preload is placed, we recommend that the fill material consist of well - graded, free - draining sand or sand and gravel so that it can subsequently be used in other aspects of site g'ading. Use of clean pit run for the preload will also minimize problems in rehandling and compaction if the preload must be removed during inclement weather. The preload should extend full height to at least 10 feet outside the proposed building lines. :However, this this distance should be reduced so that the toe of the preload fill extends no closer than 15 feet to the National Health building to the east. We recommend that monitoring plates be installed to measure actual settlement magnitudes and ,rates. Initial elevation readings of the settlement plates and adjacent ground surface must be obtained when the plates are placed and before any filling is done. The elevations of the plates and ground surface should then be measured on a twice weekly basis during and after filling so that settlement progress in relation to the amount of fill placed can be defined. Gco Engineers Corporate Property•Investors, Inc. July 31, 1989 Page 9 We expect some differences in settlement behavior across the site due to variations in the underlying soil strata and variations in fill thickness. Consequently, we recommend that at least four settlements plates be installed in the building area if a preload is placed. We should review the proposed layout of the settlement plates before they are installed. PAVEMENTS Our recommended design pavement sections assume that the subgrade will be prepared as recommended under SITE PREPARATION AND EARTHWORK. For asphalt concrete pavement, we recommend that the pavement section consist of 2 inches of Class J3 asphalt concrete, 4 inches of crushed rock base course, and 6 inches of clean structural fill. For entry roads and portions of the pavement which will be subject to more frequent truck and car traffic, we recommend increasing the thickness of the asphalt concrete to 3.inches. The clean'structural fill and crushed rock should both be compacted to at least 95 percent of ASTM D -1557 and to a firm, nonyielding condition. If the subgrade cannot be satisfactorily compacted and stabilized, as may to be the case during and immediately following the wet season, additional granular subbase will be required. The granular fill should consist of imported sand and gravel meeting the gradation and compaction requirements previously specified for structural fill. A minimum of 6 inches of additional granular fill is expected to be necessary to provide an adequate pavement section. In some situations, it may also be desirable to use a geotextile over the subgrade soils to strengthen the pavement section and /or reduce the amount of granular fill required. In areas where construction traffic will be operated on the unfinished pavement section, the thickness of subbase may have to be temporarily increased to avoid damage to the subgrade soils.. An additional 12 or more inches of granular fill may be necessary. Alternatively, the subbase could • ~ -11" Geo,4,Lngineers Corporate Property Investors, Inc. July 31, 1989 Page 10 be installed (to a thickness of 6 to 12 inches depending on weather and subgrade conditions) and asphalt treated base (ATB) placed for a construction working surface. The ATB should be 4 inches thick and used as a direct substitute for the crushed rock. DRAINAGE CONSIDERATION We recommend that the ground surface adjacent to the new building be sloped so that surface runoff flows away from the structures. Roof drains should be connected to a tightline collection and disposal system which is independent from the wall drains. Footing drains are not considered necessary for this project. USE OF THIS REPORT We have prepared this report for use by Corporate Property Investors and your design team in design of a portion of this project. The data and report should be provided to prospective contractors for 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, or type of construction for the facilities, the conclusions and recommendations presented may not be applicable. If such changes are made, we request that we be given the opportunity to review our conclusions and recommendations and to provide a written modification or verification. When the design has been finalized, we should be retained to review the final design drawings and specifica- tions to see that our recommendations have been interpreted and implemented as intended. The scope of our services 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. • } • 01 Geokil0 Engineers Corporate Property Investors, Inc. July 31, 1989 Page 11 There are possible variations in subsurface conditions between the explorations and also with time. A contingency for unanticipated conditions should, be included in the budget and schedule. We recommend that we be retained to provide sufficient monitoring, testing and consultation during construction to confirm that the conditions 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, our services have been executed in accordance with generally accepted practices in this area at the time the report was prepared. No other conditions, express or implied, should be understood. The conclusions and recommendationb in this report should be applied in their entirety. If those are any questions concerning this report or if we can provide additional services, please call. Yours very truly, �yrrii..v p�OF Reels 4,41 NLT:JKT:sd Attachments Two copies submitted • cc:.tAlfred Croonquist Architects (2) One Union Square, Suite 3404 Seattle, WA 98101 Attn: Mr. Alfred N. Croonquist GeoEngineerss, Inc. Tochko Prod jdt Engineer Jack - Tuttle Principal a 0 0 a w a BUILDING; 441 ---- -- ----- OM •71I.• • ..r -..- -- .�- r.�••- --4- -- • 1' 1 it TP- WarVIM 7r. IND 113177.87 .c/ * _-'. -.i • NATIONAL I- {EpI.TH L. REFERENCE: DRAWING ENTITLED "SITE --ROOF PLAN, CPI PROJECT 157 - THOMPSON TILE, SOUTHCENTER S. INDUSTRIAL PARK ", BY ALFRED CROONQUIST ARCHITECTS, UNDATED. .014 �.� •.' / / - / i�.Tca ¢ P A Eto�-c•c �..t Geo O Engi CP ▪ ....111■11• 117•.IMO .0 .NIEN•now '‘Illeroolo•• BUILDING 447 •••■••••••• ..4.•••••••■•••■ • MN tz, 4-41 ide., 1-07•47 euviroLi / :LOWE ••••••■■,....ip / • /-/' 1 . . . / . ... .., e/ ...—........—.......7 ,..., is e / '/ 41' 1 • / • e / / / / .r • . / • I I / _t / ir 1 / e / / // // Ii // / .. / // / / / // • • / TP-3 / / 7 // / A P • .„ 970,.....) r.o4. / 4/ • V.t. Cr.•■•;yr *it / // 4./ / / /2 . • le/ .• ./ / / / ./ ./ / • • . // •.// . / 70/ ./ / / ---... / ..-.... // / e • • / 4, . / . /fs— '••,./.// / / •:• ./ / t(e, .../... /, IL—I.P.P./co? / y—.90-.^:TE, # j / 4. g t •-r••••—•• 1 I i lik CD i 61' 3.i. .,•7 ix, Ir. CPI PROJECT 157 1 ri..r-ii- N • • t .........., ,C.1.AM. r...;040:173Y.0,4 1 : 0 . I \ i * ..". ...... P T. 7 .. ' - - .1=1 .- , i , 0 i.....- .....; f" -: .•., ..., r. •, VE'rJr_. r r', (Twit ;IN 257 TP -4 D / • / /. /4,t.$ • , / • , \ X\ / • 0 1/ // • I ,---ant›,,Pd—e-dm=11M loNe . retolfreHT A. rf".5j:"41 T4 L..• A* / \--J./ UTarle.g7 -if N.* / \ • /I / "4 / . / ' o . • A / ,,,,, . , -/ r 0 0 , ..: ,..., , / A / , • / N" • N •-• 7 7 1.1/3"5 1:114;m: )7 ■■••••11. • N PLAN, CPI PROJECT 157.- THOMPSON 'RIAL PARK", BY ALFRED CROONQUIST / • • .. •.‘?"- 50. 100 SCALE IN FEET EXPLANATION: TEST PIT LOCATION AND TP-1 NUMBER. ap . Geo ";,Engineers SITE PLAN Nistlier FIGURE 1 GEI 85-88 SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME COARSE • GRAINED SOILS MORE THAN 5011 RETAINED ON NO. 200 SIEVE GRAVEL MORE THAN 50% OF COARSE FRACTION RETAINED ON NO, 4 SIEVE CLEAN GRAVEL GW WELL - GRAOED GRAVEL, FINE 70 COARSE GRAVEL GP POORLY - GRADED GRAVEL GRAVEL WITH FINES GM SILTY GRAVEL GC CLAYEY GRAVEL SAND MORE THAN 50% OF COARSE FRACTION PASSES NO, 4 SIEVE CLEAN SAND sw WELL - GRADED SAND, FINE TO COARSE SAND SP POORLY- GRADED SAND SAND WITH FINES SM SILTY SAND SC CLAYEY SAND FINE GRAINED SOILS MORE THAN 50% PASSES NO. 200 SIEVE SILT AND CLAY LIQUID LIMIT LESS THAN 50 INORGANIC ML SILT CL CLAY ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILT AND CLAY LIQUID LIMIT 50 OR MORE INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT CH CLAY OF HIGH PLASTICITY, FAT CLAY OR4NIC OH ORGANIC CLAY, ORGANIC SILT HIG HLY ORGANIC SOIL S PT PEAT NOTES: 1. Field classification is basod on visual examination of soil In gonoral accordance with ASTM D2488 -83. 2. Soil classification using laboratory tests Is based on ASTM D2487 -83. 3. Descriptions of soil density or consistoncy aro based on interpretation of blowcount data. visual appearance of soils, and /or lost data. SOIL MOISTURE MODIFIERS: Dry - Absence of moisture, dusty, dry to tho touch Moist - Damp, but no visible water Wet - Vislblo Iron wator or saturated, usually soil Is obtained from below wator table Geo ff Enoineers SOIL CLASSIFICATION SYSTEM FIGURE 2 0337 - 033 -BO1 DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFN:ATION (FEET? SYMBOL LOG OF TEST PIT DESCRIPTION TEST PIT 1j 0 - 0.2 SOD 0.2 - 4.2 ML TAN SANDY SILT WITH OCCASIONAL GRAVEL, ROOTS, WOOD AND PLASTIC STRAPPING (MEDIUM STIFF, DRY) (FILL) 4.2 - 8.5 SM DROWN SILTY FINE SAND (LOOSE TO MEDIUM DENSE, HOIST) 8.5 - 14.3 5P BLACK FINE SAND WITH A TRACE OF SILT (LOOSE TO MEDIUM DENSE, HOIST) TEST PIT COMPLETED AT 14.5 FEET ON 7/20/89 NO GROUND WATER SEEPAGE OBSERVED BAG SAMPLES OBTAINED AT 3.0, 6.5 AND 12.0 FEET . 0 - 0.4 0.4 - 10.0 10.0 - 10.3 SM SP TEST PIT 7t 50D BROWN SILTY FINE SAND (LOOSE TO MEDIUM DENSE, MOIST) BLACK FINE SAND WITH A TRACE OF SILT (LOOSE TO HEDIUH DENSE, HOIST) TEST PIT COMPLETED AT 10.3 FEET ON 7/20/89 NO GROUND WATER SEEPAGE OBSERVED TEST PIT 0 - 0.2 SOD 0.2 - 1.3 ML TAN SANDY SILT WITH ROOTS AND A TRACE OF WOOD (MEDIUH STIFF, DRY) (FILL) 1.5 - 11.0 SM BROWN SILTY FINE SAND (LOOSE TO MEDIUM DENSE, HOIST) 11.0 - 12.3 8P BLACK FINE SAND WITH A TRACE OF SILT (LOOSE, MOIST) TEST PIT COMPLETED AT 12.3 FEET ON 7/20/89 NO GROUND WATER SEEPAGE OBSERVED THE DEPTHS ON THE TEST PIT LOGS, ALTHOUGH SHOWN TO 0.1 FOOT, ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. G eo` geEngineel's LOG OF TEST PIT FIGURE 3 0337- 033 -BO1 M CD r-1 CO ri r-1 w DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL LOG OF TEST PIT DESCRIPTION TEST PIT 4 0 - 0.2 SOD 0.2 3.0 ML/SP TAN SANDY 5ILT INTERBEDDED WITH BLACK FINE SAND (MEDIUM STIFF, MEDIUM DENSE) (FILL ?) 3.0 - 8.0 SH TAN SILTY FINE SAND (LOOSE TO MEDIUM DENSE, MOIST) 8.0 - 11.0 SP BLACK FINE SAND WITH A TRACE OF SILT (LOOSE TO MEDIUM DENSE, HOIST) TEST PIT COMPLETED AT 11.0 FEET ON 7120/89 110 GROUND WATER SEEPAGE OBSERVED BAG SAMPLE OBTAINED AT 7.0 FEET TEST PIT S 0 - 0.1 5,00 0.1 - 3.3 ML TAN SANDY SILT (MEDIUM STIFF, HOIST) (FILL?) 3.5 - 9.0 SH TAN SILTY FINE SAND (LOOSE TO MEDIUM DENSE, MOIST) 9.0 - 11.0 • SP BLACK FINE SAND WITH A TRACE OF SILT (LOOSE TO MEDIUM DENSE, MOIST) TEST PIT COMPLETED AT 11.0 FEET ON 7/20/89 • NO GROUND WATER SEEPAGE OBSERVED TEST PIT 6 0 - 2.0 5M / TAN SILTY FINE SAND WITH GRAVEL (MEDIUM DENSE, HOIST) (FILL) 2.0 - 3.3 5M TAN SILTY FINE SAND (LOOSE TO MEDIUM DENSE, MOIST) 3.5 - 5.3 ML /SM TAN SANDY SILT TO SILTY FINE SAND (MEDIUM DENSE, MEDIUM STIFF, MOIST) 3.5 - 7.3 SM TAN SILTY FINE SAND (LOOSE TO MEDIUM DENSE, MOIST) 7.3 - 8.6 5P BLACK FINE SAND WITH A TRACE OF SILT (LOOSE TO MEDIUM DENSE, HOIST) 8.6 - 11.0 ML • BROWN SILT (MEDIUM STIFF, WET) 11.0 - 13.0 )0. • GRAY SILT (SOFT TO MEDIUM STIFF, WET) TEST PIT COMPLETED AT 15.0 FEET ON 7/20/89 110 GROUND WATER SEEPAGE OBSERVED BAG SAMPLES OBTAINED AT 2.5, 4.0, 10.0 AND 13.0.FEET THE DEPTHS ON THE TEST PIT LOGS, ALTHOUGH SHOWN•TO 0.1 FOOT, ARE BASED ON AN AVERAGE OFIMEASUREMENTS ACROSS INC TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. Geo En ineers LOG OF TEST PIT FIGURE 4 0337 - 033 -BO1 w DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL LOG OF TEST PIT DESCRIPTION TEST PIT 7 0 - 0.2 50D 0.2 - 1.2 5M TAN SILTY FINE SAND (MEDIUM DENSE, HOIST) 1.2 - 3.2 ML TAN SANDY SILT (SOFT TO MEDIUM STIFF, MOIST) 3.2 - 10.0 SM TAN SILTY FINE SAND (LOOSE TO MEDIUM DENSE, MOIST) 10.0 - 17.0 ML CRAY SILT WITH A TRACE OF SAND, CLAY AND ORGANIC MATTER (SOFT TO MEDIUM 5TIFF, MOIST) TEST PIT COMPLETED AT 13.0 FEET ON 7/20/89 NO GROUND WATER SEEPAGE OBSERVED 1 THE DEPTHS ON TIIE TEST PIT LOGS, ALTHOUGH SHOWN TO 0.1 FOOT, ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS TIIE TEST PIT AND SHOULD DE CONSIDERED ACCURATE TO 0.3 FOOT. Geo Engineers LOO OF TEST PIT FIGURE 5 Geo 0Engineers AUG 10 1989 ALFRED CNCUNCUIST ARCHITECTS Corporate Property Investors, Inc. P.O. Box 58747 Seattle, Washington 98118 Attention: Mr. Jack Bennett August ;9, 1989 Consulting Geoteclinical Engineers and Geologists Supplement to Report Proposed Thompson Tile Warehouse Southcentcr South Industrial Park Tukwila, Washington File No. 0337 - 033 -BO1 Subsequent to submission of our report dated July 31, 1989 which presents our conclusions and recommendations for the proposed Thompson Tile warehouse, we have been advised that the finished floor grade will be somewhat higher than previously indicated and that:-the design floor load is to=bo at least 350 pounds per square foot. We understand that the finish floor grade will be Elevation 27. Existing site grades range ijrom about Elevation 26 across the undeveloped north portion of the site, to between Elevation 23 to 24 feet across the south portion. Thus, 3 to 3.5 feet of fill will be required across the south portion in order to achieve desired grades. The warehouse slab will be designed to support floor loads of 350 pounds per square foot (psf). Thompson Tile may select an option to increase floor loads to as much as 600 psf. Any fill placed to establish subgrade elevations for the floor slab will cause consolidation of the underlying silts and sandy silts. We estimate that settlements resulting from a 3- to 4 -foot thickness of fill will be on the order of 1 -1/2 to 3 inches. Differential settlements due to varying soil conditions and varying thicknesses of fill are expected. In order to avoid impact of these differential settlements on elements of the GeoEnglnce s, Inc. 2405 140th Ave. NE, Suite 105 Bellevue, WA 98005 '1'eleplwnc (206) 746.5200 lax. (206) 746.5068 coy OF wiumw* p 1.4 1989 • .. <40 Geo 0Engineel's Corporate Property Investors, Inc. August 9, 1989 Page 2 building, we recommend that the fill pad be placed at least three weeks before beginning footing or floor slab construction. Our analyses indicate that a long term floor load of 350 psf will result in settlements on the order of 3/4 to 1 -3/4 inch depending on variations in subsurface conditions. If the floor loads of 600 psf arc realized, settlements are expected to range up to 3 inches. Differential settlements across the building will vary, depending not only on subsurface conditions but on the pattern of floor loading. If floor loads are kept relatively uniform throughout, differential settlements should generally not exceed about 1/4 inch in 25 feet. If the loading patterns vary significantly, differential settlements could be as much as 1/2 to 3/4 -inch in 25 feet. The effects of differential loading can be offset by preloading the building arca to compensate for design floor loads. In our opinion, preloading is not necessary if floor loads arc limited to 350 psf and the loading pattern is kept relatively uniform (and near maximum) during most of the first six months of operation. We recouunend that the puilding arca be prcloaded to if a design floor load greater than 350 psf is planned. The preload must compensate for the heaviest anticipate floor slab load. For estimating purposes, 1 foot of preload may be assumed to weigh about 110 pounds per square foot. We estimate that the time required for settlements to occur due to the preload will be on the order of two to three weeks. The preload should meet the criteria outlined in our report. Plans indicate that the warehouse will be 10 feet from the northwest corner of the National Health Laboratory building. As stated in our report,' the preload fill should be no closer than 15 feet from the existing building. We estimate that a load of 350 psf may induce settlements of about 1/4 to 1/3 inch at a distance of 15 feet. Larger settlements at this point are expected if larger loads are imposed. We recommend that survey points be established on the northwest corner of the National Health Gco VLngiiieers Corporate Property Investors, Inc. August 9, 1989 Page 3 Laboratory and at 10 -foot intervals along 'the south and west walls to points at least 30 feet from the toe of the preload fill (or building wall) . ` This will allow monitoring as settlement occurs. One way of reducing the potential settlement influence on the adjacent building would be to limit floor loads in the southeast corner of the building. This could be done by relocating the office area to this portion of the building and orienting the long axis of this area to the north - south. As office area floor loads arc significantly less than the warehouse area, preloading would not be necessary and the risk of inducing settlement under the National Health Laboratory would be reduced. - 0 0 0 - This supplement to our report of July 19 should be bound with the original report to maintain complete documentation of our studies. NLT :JKT :cs Yours very truly, Ceogngineers, Inc. i;"74k/e 40r/ ;‘,4,10 Nancy L. Tochko P • sect Managerr j/ Two copies submitted cc: (Alfred Croonquist Architects (2) One Union Square, Suite 3404 Seattle, WA 98101 Attn: Mr. Alfred H. Croonquist uttle cipal • - "I Geoy OEngineers Corporate Property Investors, Inc. P.O. Box 58747 Seattle, Washington 98118 Attention: Mr. Jack Bennett VDr • Ae) oSr-°I 5aP July 31, 1989 Consulting Gcotcchnical Engineers and Geologists Ceotechnical Engineering Services Proposed Thompson Tile Warehouse Southcenter South Industrial Park Tukwila, Washington File No. 0337- 33 -BO1 This report presents the results of our geotechnical engineering services for the proposed Thompson Tile warehouse in the Southcenter South Industrial Park, Tukwila, Washington. The property, known as Lot 23, is located on= the north side of Riverside Drive just west of the National Health Laboratory Building, The locations of the project site and proposed new facilities aro shown on the Site clan, Figure 1. Mr. Alfred Croonquist requested that we proceed with these services on July 10, 1989 in accordance with our previous discussions on scope and budget. We understand that the overall dimensions of the warehouse will be about 200 feet east -west by 345 feet north - south. The northeast corner of the building will be truncated to parallel the Green River and utility easements.: At this time, column loads are not known; we anticipate column and slab loads will be typical of warehouse structures of this type. Finished floor grade will be Elevation 26.36. This is expected to require some filling; site topography has not been provided. Parking areas will be located along the south, west and north sides of the building. GvoEnginccrs, Inc. 2405 140th Ave. NH, Stile 105 Bellevue, WA 93005 'telephone (206) 746-5200 Fax. (206) 746.5063 • Geo ,- g,Engineers Corporate Property Investors, Inc. July 31; 1989 Page 2 SCOPE The purpose of our services is to explore subsurface soil and ground water conditions at the site in order to develop design criteria and performance estimates for the building foundations, floor slab and pavements. Our specific scope of services includes: 1. Exploring subsurface soil and ground water conditions by excavating seven test pits with abackhoe. 2. Recommending site preparation and earthwork criteria including depth of stripping, need for excavation and replacement of native soils to provide suitable bearing for shallow spread footings, typo of soil to be used in structural fills, and fill compaction criteria. 3. Recommending design criteria for shallow spread foundations including allowable deign bearing pressures, minimum depths of embedment, minimum dimensions, and estimates of settlement. 4. Providing recommendations for support of on -grade slabs. 5. Recommending design criteria for a preload program to reduce postconstruction settlements, as appropriate. 6. Recommending a design pavement section for access roads and parking areas. SITE CONDITIONS SURFACE. CONDITIONS The site consists of a nearly rectangular parcel of land measuring about 600 feet north -south by 240 feet east -west. Riverside Drive borders the south property line; the Green River borders the north property line. An asphalt concrete paved parking area currently occupies the south half to two- thirds of the site. The northwest portion is vegetated with grass and blackberry bushes. Large deciduous and evergreen trees 'are present in the • 1 L. GeoN �Cnbincers Corporate Property Investors, Inc. July 31, 1989 Page 3 northeast section. A level area with sparse vegetation is present between the south half of the parking lot and the east property line. The Green River levee is situated along the north property line. Water and sewer lines are situated parallel to the river. We understand from the City of Tukwila that the water line is buried about 2; feet below existing grades. SUBSURFACE CONDITIONS Subsurface conditions at the site were explored by excavating seven test pits at the locations shown in Figure 1. Test pit locations were determined by taping from the ,existing site features. Test pits were excavated using a rubber -tired backhoe. The explorations were continuously logged in the field by an engineer representative samples from .the test conditions. The soils were visually classified in general accordance with the system described in figure 2. Logs of the test pits are presented in Figures 3, 4 and 5. Samples obitained from the test pits were reexamined in our laboratory to confirm fie d classifications. In general, subsurface conditions encountered in our test pits are similar to those encountered in borings and test pits accomplished by GeoEngineers for nearby projects and in borings drilled by Dames & Moore in 1973. Typically, there are about 2 to 4 inches of sod overlying the site. Fill consisting of medium stiff to stiff sandy silt was encountered underlying the sod in Test Pits 1, 3, 6 and possibly 4 and 5. The fill is 1.5 to 4 feet thick. Native soils encountered in our test pits consist of alluvial loose to medium dense silty fine sand and sand, and soft to medium stiff silt and sandy silt. In general, soft to medium stiff silt was encountered in the northeast portion of the site (Test Pits 6 and 7). The sand and silt extended to the maximum depth explored in the test pits.and are moderately compressible. Based on borings we drilled for a nearby pedestrian bridge across Green River, we expect that sand extends to a depth from our pits and firm who collected observed subsurface Gco, Engineers Corporate Property Investors, Inc. July 31, 1989 Page 4 of about 30 feet. Between 30 and 40 feet, a layer of soft silt or peat may be present. The silt and peat is, in turn, underlain by competent deposits of sand. Ground water seepage was not observed in the test pits during the time they were open. We expect that ground water levels will be within a few feet of the ground surface during the late winter and early spring months. Ground water levels will also fluctuate with stages of the Green River. CONCLUSIONS AND RECOMMENDATIONS GENERAL The planned warehouse may be satisfactorily supported on conventional spread foundations bearing on properly compacted fill soils. The on -site soils contain sufficient fines (material passing No. 200 sieve) to be moisture - sensitive and easily disturbed when wet. During wet weather, these soils will be difficult, if not impossible, to grade and compact. Accordingly, earthwork should be done during periods of prolonged dry weather, if possible. If earthwork is accomplished during the wet seasons of the year, clean granular, non- moisture - sensitive soils should be used for all earthwork. SITE PREPARATION The surficial soils at the project site consist mostly of moisture sensitive silty soils on which it will be difficult to operate equipment during wet weather and which become difficult to impossible to compact if allowed to become too wet. If earthwork is accomplished during dry weather, the criteria recommended below can be relaxed somewhat. All sod, vegetation and trees should be removed from the building and pavement areas. We expect that the sod mat is generally less than 4 inches thick. Tree roots larger than 2 inches in diameter should be grubbed from the site. The asphalt concrete paving should be ripped into small pieces (less than 10 inches maximum :dimension) to allow proofrolling if the presence of these fragments will not interfere with footing and utility (" Geo 0Engineers Corporate Property Investors, Inc. July 31, 1989 Page 5 excavations. Otherwise, the pavement should be stripped. Concrete curbs, catch basins and any other elements of the existing parking lot should be removed from the building area. The underlying crushed rock base course may be left, if desired. The exposed subgrade in the building and new pavement areas should be thoroughly proofrolled, if earthwork is accomplished during an extended period of dry weather. It will be preferable not to proofroll the exposed surface if site preparation is accomplished during wet weather, as this will likely damage the subgrade. The sod and organic zone should be removed with lightweight equipment if work is done when wet soil conditions prevail and construction traffic should be kept off the exposed surface. The subgrade should be examined during proofrolling (or probed if proofrolling is not done) by a representative from our firm to determine if there are localized areas of soft soils which need to be replaced. These areas should be excavated Jo the depth determined by our representative and replaced with structural fill. All foundations should be supported on zones of compacted structural fill, as subsequently described. Excavation will be necessary to achieve this. The excavation should be accomplished after the building area subgrade has been prepared but prior to placing floor slab fill. All fill required for structural support should consist of material free from debris and organic contaminants. Rock fragments should be no larger than 6 inches. The suitability of material for use as structural fill will depend on the gradation and moisture content of the soil. As the amount of fines (portion of the minus 3 -inch fraction of the borrow soil passing the No. 200 sieve) increases, soil becomes increasingly more sensitive to small changes in moisture content and adequate compaction becomes difficult to achieve.: We recommend that structural. fill contain no more than 5 percent fines if earthwork is done in wet weather. For sA Geo, Engineers V Corporate Property Investors, Inc. July 31, 1989 Page 6 placement in dry weather, the percent fines could be on the order of 10 to 12 percent, providing that the fill material is moisture- conditioned as necessary for proper compaction. Fill should be placed in horizontal lifts which are 10 inches or less in loose thickness. Each lift should be compacted with vibratory equipment to at least 95 percent of the maximum dry density as established by ASTM D -1557, Method D. Compaction of the initial lift should be done without vibratory action to minimize the potential of pumping in the native soils. A representative from our firm should be at the site to observe preparation of the subgrade and fill placement operations and to test the fill to evaluate whether the compaction criteria is being achieved. Foundation Support: We anticipate that the Thompson Tile building will have footing loads similar to other 1- to 2 -story warehouse structures. Conventional individual or continuous spread footings will provide satisfactory support if founded on an adequate thickness of structural fill. We recommend that all foundations be supported on structural fill extending to a depth of 2 feet of one -half the width of the footing below footing grade, whichever is greater. All existing fill should be removed from footing areas. We recommend that the compacted structural fill extend at least 24 inches beyond the edges of the perimeter footings. The fill should consist of granular sand and gravel and be placed and compacted as described. We recommend that a representative of our firm examine the footing excavations before placement of structural fill. Any soils judged Co be excessively soft or compressible should also be excavated and replaced with structural fill to the depth determined by our representative. We recommend that all foundations be supported at least 18 inches below the lowest adjacent finished grade. Isolated column footings should have a minimum width of 3 feet.. Continuous strip footings should be at least 24 inches wide. Individual column footings and continuous footings Geo Enggincers Corporate Property Investors, Inc. July 31, 1989 Page 7 constructed as recommended may be designed for an allowable soil bearing pressure of 2000 pounds per square foot. These values apply to the total of all dead plus long -term live loads and may be increased by one -third when considering earthquake or wind loads. We estimate that postconstruction settlements for wall and column foundations will range from approximately one half to one inch. The structure should be designed to tolerate at least one half inch of differential settlement between adjacent columns. Foundation settlements are expected to be largely complete within two weeks after application of structural loads. FLOOR SLAB SUPPORT We recommend that the floor slab be supported on a minimum 12 -inch- thick pad of sand and gravel structural fill to provide uniform, slab support. Prior to placement of the fill, we recommend that the prepared surface be proofrolled or probed as described above. Localized areas of soft soils should )be excavated to the depths determined by our representative and replaced with structural fill. We recommend that the upper 4 to 6 inches of the structural fill consist of clean sand and gravel with less than 5 percent fines to form a capillary break beneath the slab. If moisture in the on -grade slab can not be tolerated, a vapor barrier should be installed. FILL AND FLOOR SETTLEMENTS Any fill placed to establish subgrade elevations for the floor slab will cause consolidation of the underlying silts and sandy silts as will the weight of the floor slab and areal floor loads. We estimate that settlements resulting from a two foot thickness of fill will be on the order of 1 to 11 inches. The major portion of these settlements is expected to Ceo.. ,Engineers Corporate Property Investors, Inc. July 31, 1989 Page 8 occur within two to three weeks. We recommend that the fill be placed at least two weeks in advance of the start of footing construction to allow these settlements to occur. We understand that design floor loads in the warehouse area will be on the order of 250 pounds per square foot (psf). We estimate postconstruction floor settlements of ; to 1; -inch for long -term loading of this magnitude. Differential settlements should be relatively small (about 3/4-inch in 25 feet) if the building is initially loaded uniformly. Larger differential settlements can be expected if localized areas are fully loaded and adjacent areas not loaded at all during the initial use of the building. Post - construction settlements can be reduced by placing excess fill to simulate design floor loads in advance of construction. A 30 -inch thick preload left in place ten days would be expected to reduce post - construction floor slab settlements to about one half inch. If a preload is placed, we recommend that the fill material consist of well - graded, free- raining sand or sand and gravel so that it can subsequently be use in other aspects of site grading. Use of clean pit run for the preload will also minimize problems in rehandling and compaction if the preload must be removed during inclement weather. The preload should extend full height to at least 10 feet outside the proposed building lines. However, this distance should be reduced so that the toe of the preload fill extends no closer than 15 feet to the National_ Health building to the east. We recommend that monitoring plates be installed to measure actual settlement magnitudes and rates. Initial elevation readings of the settlement plates and adjacent ground surface must be obtained when the plates are placed and before any filling is done. The elevations of the plates and ground surface should then be measured on a twice weekly basis during and after filling so that settlement progress in relation to the amount of fill placed can be defined. Geo. OLnginccrs Corporate Property Investors, Inc. July 31, 1989 Page 9 We expect some differences in settlement behavior across the site due to variations in the underlying soil strata and variations in fill thickness. Consequently, we recommend that at least four settlements plates be installed in the building area if a preload is placed. We should review the proposed layout of the settlement plates before they are installed. PAVEMENTS Our recommended design pavement sections assume that the subgrade will be prepared as recommended under SITE PREPARATION AND EARTHWORK. For asphalt concrete pavement, we recommend that the pavement section consist of 2 inches of Class B asphalt concrete, 4 inches of crushed rock base course, and 6 inches of clean structural fill. For entry roads and portions of the pavement which will be subject to more frequent truck and car traffic, we recommend increasing the thickness of the asphalt concrete to 3 inches. The clean•structural fill and crushed rock should both be compacted to at feast 95 percent of ASTM D -1557 and to a firm, nonyielding condition. If the subgrade cannot bo satisfactorily compacted and stabilized, as may to be the case during and immediately following the wet season, additional granular subbase will be required. The granular fill should consist of imported sand and gravel meeting the gradation and compaction requirements previously specified for structural fill. A minimum of 6 inches of additional granular fill is expected to be necessary to provide an adequate pavement section. In some situations, it may also be desirable to use a geotextile over. the subgrade soils to strengthen the pavement section and /or reduce the amount of granular fill required. In areas where construction traffic will be operated on the unfinished pavement section, the thickness of subbase may have to be temporarily increased to avoid damage to the subgrade soils. An additional 12 or 'more inches of granular fill may be necessary. Alterndtively, the subbase could -11" Geoff �ngineers Corporate Property Investors,. Inc. July 31, 1989 Page 10 be installed (to a thickness of 6 to 12 inches depending on weather and subgrade conditions) and asphalt treated base (ATB) placed for a construction working surface. The ATB should be 4 inches thick and used as a direct substitute for the crushed rock. DRAINAGE CONSIDERATION We recommend that the ground surface adjacent to the new building be sloped so that surface runoff flows away from the structures. Roof drains should be connected to a tightline collection and disposal system which is independent from the wall drains. Footing .drains are not considered . necessary for this project. USE OF THIS REPORT We have prepared this report for use by Corporate Property Investors and your design team in design of a portion of this project. The data and report should be provided to prospective contractors for - 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, or type of construction for the facilities, the conclusions and recommendations presented may not be applicable. If such changes are made, we request that we be given the opportunity to review our conclusions and recommendations and to provide a written modification or verification. When the design has been finalized, we should be retained to review the final design drawings and specifica- tions to see that our recommendations have been interpreted and implemented as intended. The scope of our services 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, GcoNIF4Engincers Corporate Property Investors, Inc. July 31, 1989 Page 11 There are possible variations in subsurface conditions between the explorations and also with time. A contingency for unanticipated conditions should be included in the budget and schedule. We recommend that we be retained to provide sufficient monitoring, testing and consultation during construction to confirm that the conditions 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, our services have been executed in accordance with generally accepted practices in this area at the time the report was prepared. No other conditions, express or implied, should be understood. The conclusions and recommendations in this report should be applied in their entirety. If there are any questions concerning this report or if we can provide additional services, please call. 114 0.. 1i ASN/NN(AN 1 0 C t ,Q /`: r C. 4. ■ • NLT:JKT:sd Attachments 1 :. .A .. .Ox, RfCi 4 0 1 e ' X11 Yours very truly, CeoEngineers, Innc,. ancy,,tt. Tochko i'roj . fit Engineer l/ Jack . the / (principal Two copies submitted cc:.tAlfred Croonquist Architects (2) One Union Square, Suite 3404 Seattle, WA 98101 Attn: Mr. Alfred H. Croonquist RIVERSIDE DRIVE - ----------- - - ---- � -r BUILDING 447 -....bp- • r -sR :rwJ r 1 D it Y ° Z ° ` aI 1 LL. // I iA CPI PROJECT T 957 • r 1 r j \ / 1 a!' N : ED ; n TR -2 r '-- - �_� 1 / / IL t`3 I • i ., • TP -3 c1 / ' - ' a:'`"'' I� b 1 ATP -1 1 / 1 • ; ... ti •` % !=rat ▪ i- .� • I // /t/ • _ > ..•�� -, r•� oua•.••• Ow x.3) •rEW.../g..ur/ 7r.- - - vet • n,: a • • TP -4 • • • 9) N • " - / ,, / " / ,..,•• ",_ / 1/ , 1 • •�/ / i REFERENCE: DRAWING ENTITLED "SITE —ROOF PLAN, CPI PROJECT 157 — THOMPSON TILE, SOUTHCENTER S. INDUSTRIAL PARK ", BY ALFRED CROONQUIST ARCHITECTS, UNDATED. • P O / o" P'1.T1� h.�o� —GAG Az Geo, O Engin BUILDING 447 "1 A�1 vJ • "I My SO _.44--. •. / /� // �y 1� / / / . / // / / / . •� / J. // �/ / j, // , / • / ' / • t n 7t- .Cot. lk u CPI PROJECT d i ,.ATP -1 r-7,v2a7 Pm-4i TP -4 • • // . / / / / ;771174W /// 42. . /r/ / / . / Y / ~ / / \./ ' / G / / • a ?v��+c r�N -o ' : 4 ,/ / A/ ,o • r ✓4 1 / / P1.7 in , - - -.ci 1 r i - • . o i 3 :T,P_ 5 V i + 1z n Qr,e' / 4✓ / o. • • • 4130.117 SO 1•1■10 •/ , �. /' �i' '• / / ! i /," / F PLAN, CPI PROJECT 157•- THOMPSON TRIAL PARK ", BY ALFRED CROONQUIST / r••••?... ••••••-=' Vi -^ids ' • -e•• Geo „,O Engineers 50 100 SCALE IN FEET EXPLANATION: TEST PIT1LOCATION AND TP -1 NUMBER,' SITE PLAN FIGURE 1 GEI 85-88 SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME COARSE GRAINED SOILS MORE THAN 50% RETAINED ON NO. 200 SIEVE GRAVEL MORE THAN 50% OF COARSE FRACTION RETAINED 011 NO. 4 SIEVE CLEAN GRAVEL GW WELL- GRADED GRAVEL, FINE TO , COARSE GRAVEL GP POORLY - GRADED GRAVEL GRAVEL WITH FINES GM SILTY GRAVEL GC CLAYEY GRAVEL SAND MORE THAN 60% OF COARSE FRACTION PASSES NO. 4 SIEVE CLEAN SAND SW WELL- GRADED SAND, FINE TO COARSE SAND SP POORLY - GRADED SAND SAND WITH FINES SM SILTY SAND SC . CLAYEY SAND FINE GRAINED SOILS MORE THAN 50% PASSES NO. 200 SIEVE SILT AND CLAY LIQUID LIMIT LESS THAN 50 INORGANIC ML SILT CL CLAY ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILT AND CLAY ' 1.101)10 LIMIT 50 OR MORE INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT CH CLAY OF HIGH PLASTICITY, FAT CLAY ORGANIC - -- OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: SOIL MOISTURE MODIFIERS: 1. Field classification is basod on Dry - Absence of moisture, dusty, dry visual examination of soil In general to tho touch accordance with ASTM D2488 -83. ' Moist - Damp, but no visible water 2. Soil classification using laboratory tests Is based on ASTM D2407-03. Wet - Visible ,froo wator or saturated, usually soil Is obtained from 3. Descriptions of soil density or below water tabto consistency aro based on Intorprotation of blowcount data, visual appoaranco of soils, and /or tost data. • <<� Geo�eEngineers ��/ SOIL CLASSIFICATION SYSTEM FIGURE 2 ON 00 n 0337 - 033 -BO1 M CO CD r-4 N w AK DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION SEED SYMBOL LOG OF TEST PIT DESCRIPTION TEST PIT A 0 - 0.2 SOD 0.2 - 4.2 TEL TAN SANDY SILT WITH OCCASIONAL GRAVEL, ROOTS, WOOD AND PLASTIC STRAPPING (MEDIUM STIFF, DRY) (FILL) 4.2 - 8.5 SM BROWN SILTY FINE SAND (LOOSE TO MEDIUM DENSE, MOIST) 8.3 - 14.3 SP BLACK FINE SAND WITH A TRACE OF SILT (LOOSE TO MEDIUM DENSE, MOIST) TEST PIT COMPLETED AT 14.5 FEET ON 7/20/89 NO GROUND WATER SEEPAGE OBSERVED BAG SAMPLES OBTAINED AT 3.0, 6.5 AND 12.0 FEET O - 0.4 0.4 - 10.0 10.0 - 10.5 O - 0.2 0.2 -1 1.5 1.5 - 11.0 11.0 - 12.3 SM SP 511 5P TEST PIT $ SOD BROWN SILTY FINE SAND (LOOSE TO MEDIUM DENSE, HOIST) BLACK FINE SAND WITH A TRACE OF SILT (LOOSE TO MEDIUM DENSE, HOIST) TEST PIT COMPLETED AT 10.5 FEET ON 7/20/89 HO GROUND WATER SEEPAGE OBSERVED TEST PIT 9 SOD TAN SANDY SILT WITH ROOTS AND A TRACE OF WOOD (MEDIUM STIFF, DRY) (FILL) BROWN SILTY FINE SAND (LOOSE TO MEDIUM DENSE, MOIST) • BLACK FINE SAND WITH A TRACE OF SILT (LOOSE, MOIST) TES? PIT COMPLETED AT 12.5 FEET ON 7/20/89 NO GROUND WATER SEEPAGE OBSERVED THE DEPTHS ON THE TEST PIT LOGS, ALTHOUGH SHOWN TO 0.1 FOOT, ARE BASED OHM AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. Geo i Engineers LOG OF TEST PIT FIGURE 3 lo 0337 - 033 -BO1 DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL. LOG OF TEST PIT DESCRIPTION TEST PIT 4 O - 0.2 SOD 0.2 - 3.0 M. /SP TAN SANDY SILT INTERBEDDED WITH BLACK FINE SAND (MED6 STIFF, MEDIUM DENSE) (FILL?) ' 3.0 - 8.0 5H TAN SILTY FINE SAND (LOOSE TO MEDIUM DENSE, MOIST) 8.0 - 11.0 5P BLACK FINE SAND WITU A TRACE OF 5ILT (LOOSE TO MEDIUM DENSE, MOIST) TEST PIT COMPLETED AT 11.0 FEE? ON 7/20/89 NO GROUND WATER SEEPAGE OBSERVED BAG SAMPLE OBTAINED AT 7.0 FEET TEST PIT 5 O 0.1 SOD 0.1 - 3.5 !0. TAN SANDY SILT (MEDIUM STIFF, MOIST) (FILL?) 3.5 - 9.0 SH TAN SILTY FINE SAND (LOOSE TO MEDIUM DENSE, MOIST) 9.0 - 11.0 _ SP BLACK FINE SAND WITH A TRACE OF SILT (LOOSE TO MEDIUM DENSE, MOIST) TEST PIT COMPLETED AT 11.0 FEET ON 7/20/89 NO GROUND WATER SEEPAGE OBSERVED TEST PIT 6 O - 2.0 SH TAN SILTY FINE SAND WITH GRAVEL (MEDIUM DENSE, MOIST) (FILL) 2.0- 3.5 SH TAN SILTY FINE SAND (LOOSE TO MEDIUM DENSE, MOIST) 3.5 - 5.5 )0. /SH TAN SANDY SILT TO SILTY FINE SAND (MEDIUM DENSE, MEDIUM STIFF, MOIST) 5.5 - 7.5 SH TAN SILTY FINE SAND (LOOSE TO MEDIUM DENSE, MOIST) 7.5 - 8.6 SP BLACK FINE SAND WITH A TRACE OF SILT (LOOSE TO MEDIUM DENSE, MOIST) 8.6 - 11.0 ML BROWN SILT (MEDIUM STIFF, WET) 11.0 - 13.0 ML GRAY SILT (SOFT TO MEDIUM STIFF, WET) TEST PIT COMPLETED AT 15.0 FEET ON 7/20/89 NO GROUND WATER SEEPAGE OBSERVED BAG SAMPLES OBTAINED AT 2.3, 4.0, 10.0 AND 13.0 FEET 1 THE DEPTHS ON THE TEST PIT LOGS, ALTHOUGH SHOWN•TO 0.1 FOOT, ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. • Geo ;En ineers LOG OF TEST PIT FIGURE 4 CO • 0337- 033 -BO1 DEPTH DELOW SOIL GROUP GROUND SURFACE : CLASSIFICATION (FEET) SYMBOL LOG OF TEST PIT DESCRIPTION TEST PIT 7 0 - 0.2 S00 0.2 - 1.2 SM TAN SILTY FINE SAND (MEDIUM DENSE, MOIST) 1.2 - 3.2 ML TAN SANDY SILT (SOFT TO MEDIUM STIFF, MOIST) 3.2 - 10.0 SH TAN SILTY FINE SAND (LOOSE TO MEDIUM DENSE, MOIST) 10.0 - 13.0 ML GRAY SILT WITU A TRACE OF SAND, CLAY AND ORGANIC MATTER (SOFT TO MEDIUM STIFF, MOIST) TEST PIT COMPLETED AT 11.0 FEET ON 7/20/87 NO GROUND WATER SEEPAGE OBSERVED • THE DEPTHS ON THE TEST PIT LOGS, ALTHOUGH SHOWN TO 0.1 TOOT, ARE BASED ON AN AVERAGE OP MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.3 FOOT. Geo Engineers LOG OF TEST PIT FIGURE 5 • • Geo rEngiiiccrs G a f~ '^ Ava 0. 4. AUG 10 1989 ALFRED CHCCNQUIST ARCHITECTS Corporate Property Investors, Inc. P.O. Box 58747 Seattle, Washington 98118 Attention: Mr. Jack Bennett August 9, 1989 Consulting Geotechnical Engineers and Geologists Supplement to Report Proposed Thompson Tile Warehouse Southcenter South Industrial Park Tukwila, Washington File No. 0337 - 033 -B01 ' Subsequent to submission of our report dated July 31, 1989 which presents our conclusions and recommendations for the proposed Thompson Tile warehouse, we have been advised that the finished floor grade will be somewhat higher than previously indicated and that the design floor load is to be at least 350 pounds per square foot. We understand that the finish floor grade will be Elevation 27. .xisting site grades range from about Elevation 26 across the undeveloped north portion of the site, to between Elevation 23 to 24 feet across the south portion. Thus, 3 to 3.5 feet of fill will be required across the south portion in order to achieve desired grades. The warehouse slab will be designed to support floor loads of 350 pounds per square foot (psf). Thompson Tile may select an option to increase floor loads to as much as 600 psf. Any fill placed to establish subgrade elevations for the floor slab will cause consolidation of the underlying silts and sandy silts. We estimate that settlements resulting from a 3- to 4 -foot thickness of fill will be on the order of 1 -1/2 to 3 inches. Differential settlements due to varying soil conditions and varying thicknesses of fill arc expected. In order to avoid impact of these differential settlements on elements of the CcoEnginccrs, Inc. 2405 140th Ave. NE, Suite 105 Bellevue, WA 98005 Telephone (206) 746.5200 Fax. (206) 746.5068 Gcokx,r,Engincers Corporate Property Investors, Inc. August 9, 1989 Page 2 building, we recommend that the fill pad be placed at least three weeks before beginning footing or floor slab construction. Our analyses indicate that a long term floor load of 350 psf will result in settlements on the order of 3/4 to 1 -3/4 inch depending on variations in subsurface conditions. If the floor loads of 600 psf are realized, settlements are expected to range up to 3 inches. Differential settlements across the building will vary, depending not only on subsurface conditions but on the pattern of floor loading. If floor loads are kept relatively uniform throughout, differential settlements should generally not exceed about 1/4 inch in 25 feet. If the . loading patterns vary significantly, differential settlements could be as much as 1/2 to 3/4 -inch in 25 feet. The effects of differential loading can be offset by preloading the building area to compensate for design floor loads. In our opinion, ;preloading is not necessary if floor loads are limited to 350 psf and the loading pattern is kept relatively uniform (and near maximum) during most of the first six months of operation. We recommend that the building area be preloaded to if a design floor load greater than 350 psf is planned. The preload must compensate for the heaviest anticipate floor slab load. For estimating purposes, 1 foot of preload may be assumed to weigh about 110 pounds per square foot. We estimate that the time required for settlements to occur due to the preload will be on the order of two to three weeks. The preload should meet the criteria outlined in our report.. Plans indicate that the warehouse will be 10 feet from the northwest corner of the National Health Laboratory building. As stated in our report, the preload fill should be no closer than 15 feet from the existing building. We estimate that a load of 350 psf may induce settlements of about 1/4 to 1/3 inch at a distance of 15 feet. Larger settlements at this point are expected if larger loads are imposed. We recommend that survey points be established on the `northwest corner of the National Health • • Geo Engineers Corporate Property Investors, Inc. August 9, 1989 Page 3 Laboratory and at 10 -foot intervals along the south and west walls to points at least 30 feet from the toe of the preload 'fill (or building wall). This will allow monitoring as settlement occurs. One way of reducing the potential settlement influence on the adjacent building would be to limit floor loads in the southeast corner o the building. This could be done by relocating the office area to this portion of the building and orienting the long axis of this arca to the north - south. As office arca floor loads are significantly less than the warehouse area, preloading would not be necessary and the risk of inducing settlement under the National Health Laboratory would be reduced. - 0 0 0 This supplement to our report of July 19 should be bound with the original report to maintain complete documentation of our studies. Yours very truly, GeoEnginccrs, Inc, aAr' /4.146 Nancy L. Tochko P • (ect Manager, . uttle NLT:JKT:cs Two copies submitted cc: (Alfred Croonquist Architects (2) One Union Square, Suite 3404 Seattle, WA 98101 Attn: Mr. Alfred H. Croonquist cipal a GRADING /FILL PERMIT APPLICATION TRACKING PLAN CHECK NUMBER PROJECT NAME SITE ADDRESS (0100 R1\1P r >i Li o .ir SUITE NO. INSTRUCTIONS TO STAFF • Contacts with applicants or requests for information should be summarized in writing by staff so that any time the status of the project may be ascertained. • Plan corrections shall be completed and approved prior to sending on to the next department. • Any conditions or requirements for the permit shall be noted on the plans or summarized concisely in the form of a formal letter or memo, which will be attached to the permit. • Please fill out your section of the tracking chart completely. Where information requested is not applicable, so note by using "N /A ". DEPARTMENTAL REVIEW "X" In box Indicates which departments need to review the project. iROV COMME BUILDING - initial review PLANNING C�I PUBLIC WORKS q - .aa-`69 0 OTHER CONSULTANT: Date Sent - Date Approved - (ROUTED) 1/ a : q ZONING: C...4y) IBARMND USE CONDITIONS? (K)Yes No JEPA CHECKLIST REQUIRED? j5 No (1 Yes DETERMINATION: j) N5 INIT: kil REFERENCE FILE NOS.: $9- - •' $' - c5 , -;`; .b.A- ITY PERMITS REQUIRED? Yes No HAULING PERMIT REQUIRED? fl Yes n No INIT: PUBLIC WORKS LETTER DATED: syrE ry Av■ZDvtr 9►2c /99 d 7-knip - os /u*• co..-714A- itof P IPA,tg• c 9 /z' /sei BUILDING - final review q -aQ - `69 REVIEW COMPLETED UBC EDITION (year): tc-08 PERMIT NO. CONTACTED Cr&a DATE READY DATE NOTIFIED 9 _ a5- v (Init.) : 1 PERMIT EXPIRES 2nd NOTIFICATION 9 q a.itij_ BY: Uletil AMOUNT OWING a 3RD NOTIFICATION BY: (Init.) nvpaaa GRADING /FILL PERMIT APPLICATION CITY OF TUKWILA Department of Community Development - Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 433 -1849 PLAN CHECK NUMBER bq'acP THIS FORM 18 TO BE USED IF GRADING /FILL 13 NOT ALREADY INCLUDED AS PART OF A BUILDING PERMIT. FEES (for staff use only) •' DESCRIPTtON ::. •;#MOUNt::: RCPT::: if : DATE BASIC: PERMIT: FEE ' WE: ' (6 i006 months DESCRIBE THE PURPOSE ANEXTENT OF FILL/GRADING: Pre -Load of site with_ 15,500 c.y. Application PLAN 'CHECK : FEE .:, PROPERTY OWNER Corporate Property Investors BUILDING:SURCHARGE ;:< . >St. ZIP 98188 CONTRACTOR OTHER::: ;.:. • .;: ZIP WA. ST. CONTRACTOR'S LICENSE # ::;TOTAL :.: :Oad► PHONE 682 -2690 ADDRESS One Union Square Building STE 3404 SITE ADDRESS 67.700 4,,,,,,,6,,,a,,apitTE # Southcenter S. Industrial Park VALUE OF WORK - $d /;,�,, ,jy o L t/v[/ PROJECT NAME/TENANT Thompson Tile ASSES R ACCOUNT # Ova 3 / -063g CUT (YARDS) FILL (YARDS) 15,550 157- i006 months DESCRIBE THE PURPOSE ANEXTENT OF FILL/GRADING: Pre -Load of site with_ 15,500 c.y. Application will be for approximately 1.5 PROPERTY OWNER Corporate Property Investors PHONE. ADDRESS 18200 Cascade Ave. S. STE 124 ZIP 98188 CONTRACTOR PHONE ADDRESS ZIP WA. ST. CONTRACTOR'S LICENSE # EXP. DATE ARCHITECT AI Croonquist Architects PHONE 682 -2690 ADDRESS One Union Square Building STE 3404 ZIP 98101 BUILDING OWNER OR AUTHORIZED AGENT AEi.01-' gib CONTACT PERSON PHONE APPLICATION SUBMITTAL In order to a ure that your application is accepted for plan review, please make sure to fill out the application completely and fo low the plan submittal checklist on the reverse side of this form. Handouts are available at the Building counter which provide more detailed information on application and plan submittal requirements. Application and plans must be complete in order to be accepted for plan review. VALUATION OF CONSTRUCTION The valuation is for the work covered by this permit and must be filled in by the applicant. This figure is used for budget reporting purposes only and not to calculate your fees. BUILDING OWNER / AUTHORIZED AGENT If the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. 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 304(d) of the Uniform Building Code (current edition). No application shall be extended more than once. If you have any questions about our process or plan submittal requirements, please contact the Department of Community Development at 433 -1849. DATE APPLICATION ACCEPTED q--/q-e9 DATE APPLICATION EXPIRES g-m-vo RECI�VED� CRY OF IUKWU► 03/30 /B0 SILSMITTAL CHECKJST GRADING /FILL/EXCAVATION El Completed grading/fill application Two (2) sets of plans, which include: • Site plan • Topography -both existing and proposed contours • Temporary erosion control (if applicable) • Soils report stamped by a Washington State licensed engineer may be required (2 copies) • Environmental Review completed through Planning El A separate utility permit application and plan submittal may be required depending upon scope of work • A hauling permit may be required by Public Works. A separate application is required in addition to route map, $2,000 bond, certificate of insurance, and $25.00 permit fee. • A.t. ,4 s Nao ri d:i+, 4Vv!! yfFi; L X. /2 cmP 0.5°4 /4'S7,4 [.L ' TEMP. /r?" cf4P 47R.9,A.' PROM 45E'YO/v4 To );rs :.tip; ct 70 COU eCT EX /577NG PARK /NG LOr DR4iAMG. COVE,4 EAPDSEO •N' Celf' W /rN GRAVE, „ I �^ I L.�/ST. CB __ J c.61/ER G ; rlvG R /SER, i'RU it7 WEGpp' !!.')l F.'' S A7 GEs 'OA' %'v.,.: j� ; .,�,, 1 _ .: ,Ar :. (24.5) r •6Z�r . 7'EMPORAR Y COAISTRCICT /ON, x ZZ1EN1r MAINTAIi, /5' Al /i'I. DISTANCE SETWEEV CDG ,LINO 5 /L7 f.l.!CF.r TOE of PRELOAD 5 L OPE, 1) Attend p �coinstructac�xc ` *r ta.� <3 2) T'.t ag clearing : limits and NGPES 3) £ln3t1l l ' tettrbp _ p 'tect:i x1st ng CAB a s `rrcytE d ' a 4) Pi-ov de Bale CB 'grates in r �) nst zrrinx�da:.at>c* area 6) Pr. a —load site and :instal ]. filter , f n x a11. raxked caizs,t rzxO t :I. on eI"l L �xic�: 7) T.iastal]. tetnj�.pc ra '• sec3:i.rri€ rit:. 'pond ail ,,fence ��F+iL�tenances remove Pre-load 9) 9) Rough grade site '16) tnsta.1.1. uti-llt).es ':,11i) I'royi.dc CB Fratecti.on 2) Final ' grade/Pa-v . Maint-ain rani niki:bal. 'CB pre t.ecti.on 13 ) Seed and mulch e -pod .3I °ea.s 14) Flush S ri n ce . Sys t cn ]) Reirrovea 1.1?I >C ac:i.7.i.t.i.es ccn1y whets ent:i.t:e site is s.:tabi lized L coNSTRtUCT S /L7 FENCE= A'r Ex/St/A./0 c »R B. FILE COPY I understand that the Plan Ctiect< approvals are subject to errors and omissions and , ppr• :,r<.I of pans �:ccs not authorize they ,...sQ:.1/ion :f c' adoatcc code or erci', .. :.f (:C; its: ecter's cap; of approved ;�:a. c_ .,.:t,/.f_ PRE-LOAD MONITiDRING ' SCHIMULE 7F,rviPOR AR )' SLOPE F( )F, SILTA'T /C A/ r= 'J' :GR 17E Permit No GP.s'EL TWICE DURING INITIAL PRE =LOAD TTWICE: DURING FIRST `WEEK 'ONCE PER WEEK FOR NEXT MONTH ONCE EVERY OTI{ER WEEKS THEREAFTER. RESULTS TO BE REPORTED TO CITY OF TUKWILA CITY OF TUKWILA APPROVED SE /, i 1989 36•'0 c ip a ILpi IDIVISt N lHts ?c.At TEMPORARY SEDIMENT TRAP F R ` R CATCH BASIN ` D ROCK CONSTRUCTION E. TRANCE DETAIL NT5 WOO' ) „ r.d+.ed vase; tockn both +�+s d ides ' *lei fobit :a xYL Teie P.115k7C hMrk- ,V.044 rbyrWeedMO AR' Ss wr:snot mob Tc1i..P6 jRY`OU TLET CONTROL STRUCTURE NT' FILER .1. . .tipxe , lai,4 3 ,,,�'/k'c± 11∎4 25Ai$7 `air i i A 7/711 f' Tr •W. a ePRiViii ? S O N T I L E OUT1TCEN �' iER SOUTH 110USTRIAL PARK CORPORATE PROPERTY IIVESTORS ellOONQUI Ak l CANE UNION SQUARE BUILDING SUITE 3404 ( WASH NGi i 98101 (206) 682• --2691 •�,�r.�.rr,wrvyr•: .i NOT :. If ' notice, .."G�a"�r w . r:.:c�.IrJ'�'i.GU.'�'7' •+u�. :�.rr- ,.w.%stit�w5..i l..e..:rti, . 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' s• 9 1 i Y 11 NanEm6ERUANI 4^`ttA�JG'$7'�73:��t�me"" yVN 3r?!�•�Y• +M , x / ." CMP. . Q , S 4 N a " 2 3 ' 5 0 ° ' A/STALL, TEN,IP. /2' CMP 'RA /AI PROM B5YON0 _ SILT F'rEA/cE To E4/5 7:0G C8 To CoLLE'CT ExIsr/NG PARK/IN/0 ;Lon DR"'4/NAG• 'COvER E xPo$EP sNi' CAF CMP W /7W ORAN,/�%• O � x /57: CE3 rR 45, ,`Crn1 TO et_ Rev.(' $QL /t)> C©VER 49.6 14///rti .':QNSTRUC %' /N0 RISER i PROvwDE WEE'N N.OL F:S; AY C I3f1S� FO/C' /NF:'LT,e .1 r' %J ,I 0 J• AeviNUONFO /7 `f'?• /2 " cmP C13"6° 7'`Y ° 7V P- - 23 CoVE'R .EXIST /NC srAucruge; COVER, Exrsr /Na EN4 secr7oN /1'CO7"F� ;'R2 LQ A ..) tom'. 7" 5' 180v. : A' i.ti. :L.c 11 ,":x3.0 /; Co VS eX/sr/No' r CQh15 RUpTiC7N '.,'V 7`RA/S /CE ,a Nj A 114Tat E6o tit lt.ODED 0.4 czai2 -"T" 1) Atten t3cm 'me uric clearing limits and 1\iG H.a .3) Insta,l7l ' temp. SIP at aexi'st.i g CO as riot ed 4) Pi ti a v4. de a:rilet protection on .GB grateo in irQneediate area 5) InE; to '� �I. "2Y7Ck ' can t24uction t''2^1tr atrlce 5) P a load site. and •install filter 'fence 7) Ireto l t axa.ry sedimei,t pond and urtenanc es 8) z�'enaove pre —load 9) Rough , `gr:acle 'sites :1.0) Sn6,tall uti is is :'111) Prcav die ran l2) F? real `.`grad %pave . " Ma l)tair pro t.ec 'icri `].3) Seed and ifnxlcli expc e 3 ai eas �.4) Flush stQrrn c1.c~airi'age .systern 15) Rexiet ry i vI. E? . aS1l t y T ESiS CSiP tai bci1.iiZ dt .e s only wi er 1/ ,/N7'4')/ "0 ,.M +lv'' DISTign,G E. AT TOF_ O F PRL23'i4 6 SLOPE., 7EIvlPCR'AR)' S Ulrti�, .SLOP `Fob FJ >�.• GRATE ------- TWICE DURING INITIAL PRELOAD TWICE DURING FIRST; WEEK ., ONCE' PER WEEK FOR NEXT'' MONTH .; 'ONCE EVERY OTHER WEEK 3`THEREAFTER RESULTS TO BE 'REPORTED TO CITY OF.•TUK'WILA CQNC5 E t LOCK CO 1 Understand tft f tine Plan Check approvaia are subject to errors and omissions and approval of plans does not authorize the `violation of any adopted code or ordinance.; Receipt of contractor' copy of approved plans ackrgsr GRAVEL GRATE Fite Febrte Mryt'wbi Yr **At TOIL Us* OO10101 a *AM *gr. fabric a.A'a ' ?tgrbyto as, ffis Mt ar oQo,n.. 6E 0Pale ! CXt) Q ROCK 2'I'ax r� Permit No 36" m dare • OJ /Y OO!1 m,t,� tot fi'9 i1}I . b' K• by Tr llvnd' Ola ea...t e*O*rsr•M.el r *Ar.l4,.)ra& ee.4 ..s. Tb 40 TAIL • • 4•of,c 4 -cf Cortcgele ELEVATION M471"i; /A ' t' bvs w w oea •.1 M Szwwntw t Tcl1; ORAR Ot;Tl.ET CONTROL STRUCTURE NTH.• I. . •• c • OR rI'Y I OL-ee, tififl.IA7Y.Y}. r.+: Wimot 11111 II 1I =11IIIIII1III1Iill ►1111I'i;II1 III 11 II it 1 tIIi i {i i 11 111111111I 11 I1/1�II1I III �'- .Iyn - f.....r.« _. rA.. www..i.• V ..µy.,.,.. 7 .tea, V i NAT" !f ! ` the micrcfiitnec doc�'mcnt. is le s then this notice, it is quelit cf the on "Intl ebcuinent o : h< Lie Le se sz •ze lz r - Al 01 ,i ,1 - .. • 6*- i 4 01. 6 :t+ 11111111,11111111111111111111111111111111 1111111 1 III C) 1 . 9 1 11 UAUFw6fPVWY 12 j Q, 1111 111!1 11110 1M!Iii!11i111!!1!II111!11W /H 1111ilillill!IIi!■iill1lJOI IIi I 11 it ► ( 1.. 1 ( I i I III. I,!!�I!II ,ll. illl Ilii!IIII IilI�I111� ,IIi�il!Il!li!�!ill,llil- ..l�ll!ii!!II ! ill�ll! i�llli�illlli! 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AV 73 \ ii 1//,,___-4.-1 ..LNIEEPtiapArd „ICI r ra...)014 al q - 1 II ki 1 I I I I I I I I 1 I Ill / ,31 Ii II rJ'E 92 A 9— 7 .2to a.ocia I , e •O aNtra t. aaaaamagaga a da/aaaalaalagab I I I I 0 0 r1 0 aNT-I 1 A 9 J.INZFETd74ANta ACD al:KM to 4 L .....m.mnroass. amint am)tradoucti_____ I I I I I I I I I 0 0 0 0 0 0 01 0 II arSriri 0.4d 0 S II I II / 01 >4 >4 CD :141 'L:41 Q°4 d r.4 z co I 0 • eg 7„) , H 45 (NI c) ▪ 0 0 t".! ;r. up 02 1.4 M4 r4 X I co t;vog. ) 04 r- rA CZ EA DO 0 • 0 H r...) 41 01 03 7:4 r4 c9:1 • 19•4 • 4 E-4 r41 0 • 64 Z'ZH• C4z El 0 E 0 ri 04 • z y, (Al H▪ rlE.4 z • co >4 gt3 F-1 c4 0 El 4.1 • E"4 O Z 4 E-1 C14 1:4 H >Pt ce. 114 04 , • 1E41 E4 41 cd C) 04 41 ▪ 411 t) H VISCOM b'- f:Srt 1%5°4" 1, A 1989 • f ■•• • 0 r, 0 r Hi II II II I II II II II 11 1 I 1111 II Hp 11 i 1 II p I III II 111111111111 111111111111 11 1111 11 lip 11 II Hp 2 z w z C w 4 z ON DESCRIPT Ui 0 w F ...PaamaaNaamaaanaPa :t 4 . • . . , o- tO ,„, qi) -■.. •9 .0 --. :..), ell 1 ::j 1 )-, :zZ it1 Q 1 I . -,. _ L z C 1-4 E-4 0 ca 011 0 • A 0 1 SHEET 3 OF 3 JOB NO 50Z5Z C j4 • 5 6 7 8 9 10 11 MArlr FO 12 1.11!IIWIlw;h1OhIllhdifillwri,i,Hii;Iiihiiilffillfoildi,6011:10101;,!IrdihMliiIlhil11,91111;lib111011111411h41111141H11111111111111111M1111111111111111111111111;1111■111111111111WIIIIIIIII!IIIIIHIIIIIIIihH1 W114111111!lintht!!!!!1111!IIINIIIIMI •o be. Le. GZ *le CZ 0e, 61 81 LI 91 GI 471 Cl 11- . . , • . • • 4,9! notice, It is Cu to the quality et the: NOT': If the mierefilmed docur6ent is less cleer then this - , • s • . . • „