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/ 1. FOR DISTRIBUTION TO: Water Utility Building Division ` Wastewater Utility Public Works Constr Inspector Surface Water Utility ® Fire Prevention 1j Maintenance Services Transportation Systems Project: P on, 1 l ,; t_)aktka y_i_ ( o'er -Pla-rt.. a 7? Location:3 o;/S' /.crud Au SLJ P_L-� tI- C 9L 17 Attached please find copies of N PERMIT ® BILLS OF SALE FQ RECEIPT ® COST DATA INVENTORY 0 LETTER OF SPECIAL BILLING EASEMENTS) " STUB SERVICE AGREEMENT ® COPY OF AS-BUILT PRECON NOTES Imo] �. „•�A� n�D, ® PRECON ATTENDEES DRAINAGE REPORT ra V ® MEMO -WATER BREAKDOWN MAP WITH NEW MAINS AND VALVES OTHER From: LQ-.Q.. 6 Date: 40-23-96 C:TB:PRECON:D(STFRM 03/05/96 16:10 FAX 206 236 6160 O'KEEFE DEVELOP (0J001 Earth Consultants Inc. ccorrQua(;al Er z,c okxghis&Fnvuaroxmial saenTmn December 15, 1995 E-7096 O'Keefe Development Corporation 7900 Southeast 28th Street, Suite 400 Meicei island. Washington 98040 Attention: Mr. Tom Lee Subject: Geotechnical Review and Recommndatlons Und Avenue Southwest and Southwest 34th Street Renton, Washington Reference, Preliminary Geotechnical Study Lind Avenue Southwest and Southwest 34th Street CITYOFRENTON Renton, Washington I E C E$V E D Project Number: 4003-01G, dated March 17, 1984 JUN 1 9 1996 by Moran Geotechnical Consultants Settlement Data During Construction ION E-6955-1, Seattle Packaging Southwest 34th Street and Springbrook Creek J-.UN 2 0 1996 E-6728-2, Smurfit Material Recovery Facility 13t�iLDING DIVISION Southwest 34th Street and Lind Avenue Southwest Dear Mr. Lee: As you requested, we have performed a review of the recommendations presented in the referenced geotechnical study by Moran Geotechnical Consultants and are presenting our conclusions in this letter. Protect Description We understand that it is planned to develop the site with a sixty-six thousand (66,000) square foot warehouse. Construction is anticipated to be concrete Milt-up panel with slab-on-grade foundations. We anticipate about four to five feet of fill will be placed in order to provide design elevations for the building slab. Parking and drive areas are anticipated to have grade modifications on the order of one to two feet. 1805•136th Place N.E.,Suite 201,Bellevue,Washington 98005 Bellevue(2M 643-3780 Seattle(206)464-1594 FAX(206)746M60 Tacoma(206)272.M 03/05/96 16:10 FAX 206 236 6160 O'KEEFE DEVELOP 0 002 O'Keefe Development Corporation E-7096 December 15, 1995 Page 2 Building loads are anticipated to be on the order of 3 kips per lineal foot for walls, 30 to 50 kips for columns and 250 pounds per square toot (psf) for the slab. The anticipated loads include dead and live loads. If env of the above design criteria are incorrect, cr change, we should be ^ nz;ulted to review _ our recommendations contained within this letter. In any case, We recommend that Earth Consultants, Inc. (EC0 be retained to perform a general review of the final design. Surface The site is currently undeveloped and covers about eight and tine-third acres. The site is bounded by Lind Avenue Southwest on the east, Southwest 30th Street on the north, a undeveloped property on the west and Southwest 34th.Street on the south. Site topography is relatively level with no visibly discernible drainage gradient. Vegetation consists of grasses with some scattered shrubs. Subsurface I Based on review of the referenced study and information contained within our files, the site Is underlain by about seven feet of uncontrolled fill. This fill ranged in content from poorly graded sand with silt to silty sand (Unified Soil classification SP-SM to SM). Underlying the fill, native soils consist of peat, silt (ML) and silty clay(CL-ML). The inorganic native soils had moisture contents ranging from 33 to 57 percent. The peat and organic soils had higher moisture contents in the range of 94 to 246 percent. CONCLUSIONS_AND RECOMMENDATIONS General After reviewing the recommendations by Moran Geotechnical Consultants and the subsurface information contained within the referenced study, we concur with most of the recommendations given by Moran_ However, we will provide alternative recommendations for the following: �G+orow�9car,u, �. 03/05/96 16:11 FAX 206 236 6160 O'KEEFE DEVELOP 0 003 1 O'Keefe Development Corporation E•7096 December 15, 1995 Page 3 Surcharge height, duration and settlement • Structural fill compaction ` • Footing drain placement - Our recommendations are discussed in more detail in following sections of this letter. We have 341S0 pr01.'ide:reG^.C:iiilndiQnS ••: ylferneo=,t-design, hased on cur aXpQrienC2-arid the .•. .T anticipated site conditions. This letter has been prepared for specific application to this project only and in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area for the exclusive use of O'Keefe Development Corporation and its representatives. No warranty is expressed or implied. It is recommended that this document, in its entirety, be included in the project contract documents for the information of the contractor, r structural Fill i In our opinion, structural fill should be placed in twelve (12) inch lifts and 'compacted to 90 percent of the laboratory maximum dry density as determined in accordance-with ASTM D-1557-78 (Modified Proctor). Structural fill placed beneath sidewalks and pavements should be compacted to a minimum of 90 percent, except for the top twelve inches, Which should be compacted to a minimum of 95 percent of the Modified Proctor. All structural fill should be placed at, or near, the optimum moisture content. Foo#ing Drains Foundation drains should be installed where landscaped areas are immediately adjacent to the building. in our opinion, foundation drains are not necessary in areas where pavements extend to the building walls. The drains should be installed at or just below the bottom of the footing, with a gradient sufficient to initiate flow_ A typical detail is provided on an attached plate. Earth cmwuftmu. . 03/05/96 16:12 FAX 206 236 6160 O'KEEFE DEVELOP Z 004 O'Keefe Development Corporation E-7096 December 15, 1995 Page 4 Surcharge program Based on our experience on adjacent sites, it is our opinion that a two foot surcharge should be adequate to pre-consolidate the compressible soils underlying the site. We anticipate the surcharge would need to be left in place for eight to twelva weeks in order to limit post- Construction settlements to tolerable levels. t The surcharge program Is detinned to pre-consolidate the compressible fills and soil underlying the site such that the surcharge would apply loads greater than, or equivalent to, anticipated building loads. The surcharge fill is in addition to the fill required to bring the site to grade. The surcharge should extend at least five feet beyond the perimeter of the buildings. The height of the surcharge should be two feet above finish floor. The side slopes of the fill should not be inclined any steeper than 1 H:1 V. if a wet weather construction schedule is planned, the surcharge fill should meet the requirements of a wet weather fill as discussed in the Site Preparation and Grading section of this study. The surcharge should'have a minimum in-place unit weight of one hundred twenty (120) pcf. i i Depending on site grades, it may be necessary to overexcavate S�it to provide the required thickness of structural fill below footings prior to placement of the surcha ge. Alternatively, footing overexcavations can be accomplished after removal of the surcharge. The settlement induced by the surcharge should be about two to six inches. A smaller settlement should be interpreted as that the soils have been pre-consolidated and soil conditions are better than anticipated. Conversely, a larger settlement could be interpreted that the soil conditions are worse than anticipated,and that additional time and measurements should be taken to obtain satisfactory results. However, the only reasonably accurate means of verifying the settlement magnitude is to perform a monitoring program. Based on the referenced settlement data from the adjacent Seattle Packaging site, we anticipate completion of the surcharge program in approximately eight to twelve weeks. If a shorter time period is required, we can provide alternative recommendations which would involve increasing the height of the surcharge. The settlement monitoring program should include setting settlement monitors on the existing site subgrade before any fill is placed, monitoring them through completion of fill placement, continuing until settlements cease or the anticipated remaining settlement is considered within tolerable limits, More specific, details of this program are presented below: Earth Carsulurrta, Inc- 03/05/96 16:13 FAX 206 236 6160 O'KEEFE DEVELOP C 005 O'Keefe Development Corporation E-7096 December 15, 1995 Page 5 • Settlement markers should be placed on the native subgrade of the building pad before any fill Is placed. Seven to nine markers should be installed within the building footprint. ECI can sbpply and install these markers. (A typical detail is provided on an attached plate). a A baseline reading is bi,tainet on each marker and is referenced to a temporary benchmark located on a feature that will not be affected by the fill-induced settlements. • The fills are then placed. Settlement readings are taken daily during this process, since this phase generates relatively large and rapid settlement. 0 Once the fill operation is complete, readings are obtained on a periodic basis, typically weekly,until the settlement ceases orthe anticipated future settlements ere judged by the geotechnical engineer to be less than approximately one inch. Each set of settlement readings are plotted graphically against time to determine the magnitude and rate of settlement, and are matched against the predicted magnitudes and rates to verify the accuracy of earlier estimates and to make any appropriate modifications. ECI, or a licensed surveyor, should be retained to acquire the settlement readings. If you prefer to use another organization to collect these readings, the measurements should be obtained as described above and they should be provided to us as quickly after their acquisition as possible for plotting and interpretation., This will 'help avoid any misinterpretation or misunderstanding regarding the success of the surcharge program. The settlement markers must be kept intact during and after grading operations. In our experience, earthwork equipment (dozers, rollers, trucks, etc.) often damage or destroy markers. This adds to the project costs in that they need to be replaced and it makes the information obtained less reliable. To avoid this scenario, it is suggested that the project specifications include a requirement that the earthwork contractor is required to immediately replace any damaged settlement marker and have the settlement readings reobtained at his own cost. This requirement makes the earthwork contractor more conscious of the importance of the preload program and will aid in maintaining the integrity of the monitoring program. FWth C,.-ko"N. Inc. 03/05/96 16:13 FAX 206 236 6160 O'KEEFE DEVELOP 1@006 a O'Keefe Development Corporation E-7096 December 15, 1995 Page 6 Fill for landscaping purposes should not be placed near the building since additional fill could induce further settlements after the building is constructed. If such fill is planned, the surcharge should be extended to five feet beyond the planned landscape fill, or a lightweight fill, such as "hog fuel" be used. Pin a Lignt Areas- The adequacy of site pavements is related In part to the condition of the underlying subgrade. -To-provide: a properly prepared subgrade-for pavements, we recommend at feast*the top twelve (12) inches of the subgrade should be compacted to 95 percent of the maximum dry density (per ASTM 1657-78). It is possible that some localized areas of soft, wet'or unstable subgrade may still exist after this process. Therefore, a greater thickness of structural fill or crushed rock may be needed to stabilize these localized areas. We recommend the following pavement section for lightly loaded areas: • Two inches of Asphalt Concrete (AC) over four inches of Crushed Rock Base (CRS) material, or 1 • Two inches of AC over three inches of Asphalt Treated Base1(ATB) material Heavier truck-traffic areas will require thicker sections depending upon site usage, pavement life and site traffic. As a general rule, you may consider for truck-trafficked areas the following sections: • Three inches of AC over six inches of CRB, or • Three inches of AC over four inches of ATB. Asphalt concrete (AC), asphalt treated base (ATB), and crushed rock base (CRE) materials should conform to WSDQT specifications. All rock base should be compacted to at least 95 percent of the ASTM D-1557-78 laboratory test standard. It should be noted that parking stall pavement sections assume no truck traffic. Earth con.ukNIM,fnc. 03/05/96 16:14 FAX 206 236 6160 O'KEEFE DEVELOP 1J007 O'Keefe Development Corporation E-7096 December 15, 1995 Page 7 UMITATIQNS Our recommendations and conclusions ace based on the site materials described in the referenced geotechnical study, engineering analyses, the design information provided to us by you, and our experience and engineering judgement. The conclusions and recomrriet da ,y-mWare professional opinions derived in-d nian per consistent N `? "'a t level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No warranty is expressed or implied. Additonal Services This office will be available to provide consultation services relating to review of the final design and specifications to verify that our recommendations have been properly interpreted and implemented in the approved construction plans and specifications. In addition, it is suggested that this office be retained to provide geotechnical services during construction to observe compliance with the design concepts and project specifications,' and to facilitate design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. It should be noted that it is generally in jthe best interests of the owner/client to maintain the same Soils Engineer during construction in 7der to obtain the project objective, with optimum quality control. This letter should meet your present needs. If you have any questions concerning our recommendations, please contact us. Respectfully submitted, EARTH CONSULTANTS, INC. C 9 h. ¢ Douglas S. Lynne Kyle R. Campb , .E. Staff Engineer Manager of Ge c nic a {2 151�� Attachments: Typical Footing Subdrain Plate Typical Settlement Marker Detail Plate DSI./ICFtClicri S �Ilc��4 Earth Carwuhmr". he. 03/05/96 16:15 FA.k 206 236 6160 O'KEEFE DEVELOP ZOOS v .o . Slope lb Drain _ ':r- 'tee'•.-'ti •.;` � 'IS �+�*a �o° 6 inch MIMJep - - _ J " -y:••.p.i•-.':•.•P�•�l: '.' .rid.: ��•:• � • ♦q ♦ ti * D _ • •.i- r ••>}� +. . rf�•t P •;. !. ' ' •w 18Inch min 's _. _ .... .. ... -d-yT fig_ • r('••-•-TM � - y .:. � . awY• :� .•. rnr Y i..!ii_ r+. ii AJ � Y@ —` ., ..,^Tr-�. _...2r,Y,. anYu. 4 inch min ;°:' �''•�,';..:•. .�.�»�_..' -. .a ,,,.0 Diameter -�;:...:_-�.:�',.�,:.,...;;�• a•. .o - o°_e - , e Perforated i i • .♦ . f �••:d:rA• •o. • .� Wrapped in Drainage Fabric -- 1 2 inch rain. 2 inch min. /4 inch max 12 Inch rrdti SCNFMATIC ONLY -NOT TO SCALE NOT A CONSTRUCTION DRAWING LEGEND t Surface seal; native soil or other low permeability materiaL . Fuse aggregate for Portland Cement Concrete; Section 9M.1(2) of the 4 WSDOT Spech9catlons. Drain pipe; perforated or slotted rigid PVC pipe laid with perforations ar slots facing down;tight jointed;with a positive gradient, Do not use fleyHe corrugated plastic pipe. Do not tie building downspout drains iruo footing lines. Wrap with Mirafi 140 Filter Fabric or equivalent Eafth COICl.SUI#cants Inc. TYPICAL FOOTING SUBDRAIN DETAIL Lind Avenue S.W. and S.W. 34th Strut l Renton, Washington Pro]-No- 70S6 Drwn- GLS Date Doc. '95 Checked DSL Date 12Ji4J96 plate 1 03/05/96 16:16 M 206 236 6160 O'KEEFE DEVELOP 009 SCHEMATIC ONLY•NOT TO SCALE ` NOT A CONSTRUCTION DRAWiNG Surcharge or Preload Surcharge or Erekoad � F& STANDARD NOTES 1) Base conslsts of 3/4 inch thick,2 toot by 2 fovt plywood with renter drilled 5/8 Inch diameter hole_ 2) Bedding material, If required, should consist of Traction Sand, 3) Marker rod Is 1/2 inch diameter steel rod threaded at Moth ends. 4) Marker rod is attached to base by nut and washer on each side of base. 5) ProtectW sleeve surrounding marker rod should consist of 2 inch diameter plastic tubing- Sleeve Is NOT attached to rod or base 6) Additional sections of steel rod can be connected with threaded couplings. 7) Additional sections of plastic sleeve can to connected with press-fit plastic coupling*. S) Steel marker rod should extend at least 6 inches above top of plastic sleeve. 9) Marker should extend at least 2 feet above top of fits surface. TYPICAL.SERFBAENT MARKER DETAIL Earth Consultants Inc- Und Avenue S.W. and S.W. 34th Strut Renton, Washington Pro]. No. 7096 Drwn. GLS Date Dec.'96 Checked DSL Date 12/14 'i G 2 a r Site Development Services 310 - 208th ST SE Bothell 98012 481-9687 a2��c r� i r��►A R Y DRAINAGE CALCULATIONS FOR PROJECT: ---- SITE tDDRESS: 4-V DATE: ----_- +�� � -�__L_` - h fi r �,1518 2� � Ex�RfiS S- f T 1 7J 1 DOVWNSTP_1F M ANAL,YS I S UPSTREAM: No offsite areas drain onto the site as the uphill areas consist of Lind Ave . and 34th St . . These streets contain the runoff in underground storm drain systems , which drain to the north and west , respectively. ON-SITE: The site contains a constructed wetland in the southeast corner to allow the filling and grading of the balance of the site . The newly created wetland will be left undisturbed. No distinct runoff channels were observed. Rather , the water either infiltrates or sheet flows to the west and north. DOWNSTREAM: Downstream properties over which the site drains are undeveloped. The area to the north is a wetlands . About 430 feet to the west the drainage enters Springbrook Creek. No erosion or sedimentation problems are known on the adjacent property , however , Springbrook Creek does operate at capacity for small storms , according to Scott Woodbury of the City of Renton . Because this issue has been studied, it is not proposed to do so with this project . ,t ' � •\e� e: ,4r; l,i`1: �M.yr,' ! � ^'4fti �•—,- ;� i} I ��a.i j<I s.j}:�'L1�'1 �' F ,:_•,�'• - ,�•Y r e� •r t� Y --JJ r Y- r I��� s7•%ram .��T1� S n1. � •j 1 •.I- i .�lq I w���' - " '7,���R � 7 - , ,�1;•Q• ll�ut! • � ar y r �- �13- .V ,� r r N A7R➢JRi W � < i4,1 Y 1 ! 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FROM ammims �� f N WNW awl • ki �`_ R p rG1 CC\A- yr ON l ?OOSO + - s,..,r A A rw Avc ie= � rah~ a 3 g I'pt fluke sZG CD L d Js C a P fCf c4 r.CcA- � r 40 �bC9 N <c C�— ud.. c�mu ►'d t`5 g L, 1,V�PCI c WIT 19Y0\1�'cl� J }-� S a V" �-o �< < v o (v VK c,v►' l 1 le. yo�-o v zd-C1rs- ¢. 6. , A. 3/10/94 Site Development Services page 1 Wine .Warehouse BASIN SUMMARY BASIN ID: al NAME: 2 Year Predeveloped SBUH METHODOLOGY TOTAL AREA. . . . . . . : 8 . 10 Acres BASEFLOWS : 0.00 cfs RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA PRECIPITATION. . . . : 2. 00 inches AREA. . : 8. 10 Acres TIME INTERVAL. . . . : 10 .00 min CN. . . . : 85 . 00 TIME OF CONC. . . . . : 151 . 35 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 0 .00 Acres C- CN. . . . . 98.00 Tc ea h - Sheet L: 300. 00 ns :0. 1300 p2yr: 2.00 s :0.0004 TcReach - Shallow L: 260 . 00 ks : 9.00 s :0 .0004 PEAK RATE: 0 . 44 cfs VOL: 0. 54 Ac-ft TIME: 660 min BASIN ID: a2 NAME: 10 Year Predeveloped SBUH METHODOLOGY TOTAL AREA. . . . . . . : 8 . 10 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA PRECIPITATION. . . . : 2. 90 inches AREA. . : 8. 10 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 85 .00 TIME OF CONC. . . . . : 151 . 35 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 0.00 Acres CN. . . . . 98.00 TcReach - Sheet L: 300 .00 ns : 0. 1300 p2yr: 2.00 s :0.0004 TcReach - Shallow L: 260. 00 ks : 9 .00 s : 0 . 0004 PEAK RATE: 0. 91 cfs VOL: 1 .02 Ac-ft TIME: 550 min BASIN ID: bl NAME: 2 Year Postdeveloped SBUH METHODOLOGY TOTAL AREA. . . . . . . : 8 . 10 Acres BASEFLOWS : 0.00 cfs RAINFALL TYPE . . . . : TYPEIA PERVIOUS AREA PRECIPITATION . . . . : 2 . 00 inches AREA. . : 1 .40 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86. 00 TIME OF CONC. . . . . : 14 . 53 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 6.70 Acres CN. . . . . 98 .00 TcReach - Sheet L: 300 . 00 ns : 0. 0110 p2yr : 2 .00 s :0.0100 TcReach - Shallow L: 60. 00 ks : 27 . 00 s : 0. 0100 TcReach - Channel L: 828 . 00 kc: 21 .00 s : 0 . 0050 PEAK RATE: 2. 68 cfs VOL: 1 . 09 Ac-ft TIME: 480 min 3/10/94 Site Development Services page 2- Wine Warehouse BASIN SUMMARY BASIN ID: b2 NAME: 10 Year Postdeveloped SBUH METHODOLOGY TOTAL AREA. . . . . . . : 8 . 10 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA PRECIPITATION. . . . : 2. 90 inches AREA. . : 1 .40 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . i . : 86.00 TIME OF CONC. . . . . : 14. 53 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 6.70 Acres CN. . . . : 98.00 TcReach - Sheet L: 300 . 00 ns: 0. 0110 p2yr : 2.00 s:0.0100 TcReach - Shallow L: 60 . 00 ks:27�.00 s :0.0100 TcReach - Channel L: 828 .00 kc:2'1 .00 s:0.0050 PEAK RATE: 4 . 10 cfs VOLT 1 .67 Ac-ft ' TIME: 480 min 3/10/94 Site Development Services page 3 Wine Warehouse HYDROGRAPH SUMMARY PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min . cf-AcFt Acres --------------------------------------------- 1 0 . 436 660 23379 cf_ _8„10 2 0. 914 550 44240 cf_ 8__1_0 10 3 2 . 681 480 47469 cf 8 . 10 z.Jr t'1�0.5��e.! 4 4 . 103 480 72920 cf 8. 10__�Q�/� F°o,���►�!_ 11 0 . 436 980 47456 cf 8 . 10 12 0 . 913 710 72879 cf 8 . 10 loir o �flQ 3/10/94 Site Development Services page 1 Wine Warehouse STAGE STORAGE TABLE TRAPEZOIDAL BASIN ID No. detl I Description: Detention Pond " yi,tod1 �� l00VC Length: 100 . 00 ft . Width: 45 . 00 ft . J Side Slope 1 : 3 Side Slope 3 : 3 �S �aI;� tv. Z 1AoHc�S) Side Slope 2: 3 Side Slope 4 : 3 Infiltration Rate : 0 .00 min/inch STAGE <----STORAGE----> I STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- 1 (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --AC-Ft- (ft) ---cf--- --Ac-Ft- 100.00 0,0000 0.0000 101.50 7769 0.1784 103.00 17739 0.4072 104.50 30152 0.6922 100.10 454.36 0.0104 101.60 8363 0,1920 103.10 1849)a 0.4244 104.60 31073 0.7133 100.20 917.50 0,0211 101.70 8966 0.205E 103.20 19248 0,4419 104.70 32005 0,7347 100.30 1389 0.0319 101,!; 9579 0.2199 103.30 20018 0.4596 104.80 32950 0.7564 100.40 1870 0.04:1 101.90 10203 0.2342 103.40 20800 0.4775 104.90 33906 0,7784 100.50 2360 0.0542 102.00 10836 0.2488 103.50 21591 0,4957 105.00 34815 0.8006 100.60 2859 0.0656 102.10 11479 0.2635 103.60 22397 0.5142 105.10 35856 0.8231 100.70 3367 0.0773 102.20 12133 0.2785 103.70 23213 0.5329 10S 20 36850 0,8460 h^ W 100.80 3885 0.0892 102.30 12797 0,2938 103.80 24040 0.5519 105.30 37856 0.8690 100.90 4411 0.1013 102.40 13471 0.3093 103.90 24878 0.5711 105.40 38874 0.8924 101.00 4947 0.1136 102.50 14156 0.3250 104.00 25728 0,5906 105.50 39905 0.9161 101.10 5492 0.1261 102.60 14852 0.3409 104.10 26589 0.6104 105.50 39905 0.9161 101.20 6047 0.1388 102.70 15557 0.3571 104.20 27462 0.6305 101.30 6612 0.1518 102.80 16274 0.1736 104,10 28347 0.6508 101.40 7186 0.1650 102.90 17001 0.3903 104.40 , 29244 0.6713*�� 3/10/94 Bite Development Services page 6 Wine Warehouse STAGE DISCHARGE TABLE MULTIPLE ORIFICE ID No. rstrl Description: Flow Restrictor Outlet Elev: 100 .00 Elev: 98 .00 ft Orifice Diameter: 2.9531 in. Elev: 103. 50 ft Orifice 2 Diameter: 4. 1953 in. STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs--- ------- ----------------------------------- 100.00 0.0000 101.40 0.2800 102.80 0.3960 104.20 0.8846 100.10 0.0748 101.50 0.2898 102.0 0.4030 104.30 0.9180 100.20 0.1058 101.60 0.2991 103.00 0.4099 104.40 0.9495 100.30 0.1296 101.70 0.3086 103.10 0.4167 104.50 0.9797 100.40 0.1497 101.80 0.3175 103.20 0,4234 104.60 1.0085 100.50 0.1673 101.90 0.3262 103.30 0.4299 104.70 1.0363 100.60 0.1833 102.00 0.3347 103.40 0.4364 104.80 1.0631 100.70 0.1980 102.10 0.3430 103.50 0.4428 104.90 1.0890 100.80 0.2117 102.20 0.3510 103.60 0.6001 105.00 1.1142 100.90 0.2245 102.30 0.3589 103.70 0.6688 105.10 1.1386 101.00 0.2367 102.40 0.3666 103.80 0.7229 105.20 1.1624 101.10 0.2482 102.50 0.3742 103.90 0.7694 105.30 1.1856 101.20 0.2592 102.60 0.3816 104.00 0.1111 105.40 1.1083 101.30 0.2698 102.70 0.3889 104.10 0.8492 IC5.50 1.2305 3/10/94 Site Development Services page 7 Wine Warehouse LEVEL POOL TABLE SUMMARY WATCH INFLOW -STO- -DIS- (-PEAI-> STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id VOL (cf) 1 Year Design ................ 0.44 2.68 detl rstri 103.40 11 20764.33 10 Year Design ............... 0.91 4.10 detl rstrl 104.28 12 82 0.31 YY_E-Ll-S.1_l _-_LJ� -L�Y (V i . r •t'g f�5 TL.e �vU.,-e Q oV ` TL�� � � cl((•rc.et �-oo- $ -,•t�� �O e C o t J 44,.o �c k o! A -e w 0 E' �.-r-4-e co vt p e tA ct . P.c tr 4-L.a _,ky CII r o r 0.p� �'or 7 3 m �c u u r v p c i"c t b li-5 t I e U 5 t In /S`u b J e C' tro c��e a of ��a�a° S�ro t^c.� S .o � {--�a. tr•,P��c�l v o�v tt,�.�- t'S . .. O r C. ¢r W ck'F No l^ f �aTt^ b c L� t Cl�¢ ( ' $ 1�`{ I• Qtti v yJ c c� �� �� �-�.a r c+ .6 ret/ w t•cl 4-L ('S r 2 16rS- Cr�vtr'c! Ftrt'L�.c Ft• ,( ��a � � t5snora.3 e��c( Yc+ vtv.o5 akrr�, 4r�a .C-v i 5eJvc%j5 �n ( ►� ZJ. �a kc�t, /C-C`.r v c t'%A J ` �,. -e rob qq C'(U%V.•c �*ti( �Lt i•: G kA.A C V V.i J C7 J 1 �f ( = 1 I I ( -'- I{ OF 4B l o, C u 12 f0 Lj Tt.-e c l c \/ c' t t'�c �F P,4-1 4vl c 3/10/94 Site Development Services page 1 wine warehouse BASIN SUMMARY BASIN ID: cl NAME: 1/3 of 2 Year Postdeveloped t,Jt�tiohe� SBUH METHODOLOGY TOTAL AREA. . . . . . . : 8 . 10 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA PRECIPITATION. . . . : 0 . 67 inches AREA. . : 1 .40 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86.00 TIME OF CONC. . . . . : 14 . 53 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 6.70 Acres CN. . . . . 98.00 PEAK RATE: 0 . 66 cfs VOL: . 0 . 27 Ac-ft TIME: 480 min Wei foud VW �C%AG S t�Y���G , . CL �flVL / O T a`u��1 u S �Y��►�t'-) op ? g :. 4--r�/ v t v c-i'-i n\ ./, (ucrr n ec, ` e I = �►_� '�c 4' > �- �'�'>C¢�C�� Imo' -� r�xC ' C 11; 7 ! n, S7e coo O-� VJQ� -Aci S c` bleb 0' 4 Y-G e� G Y kl�tl l,!n �-O «�� a` 14 J e c s V V e e -(,.... �-o m�' 4-1,. we,�PcP •�r� � r c.� S 'e � 6h 0 4- t�vl c�v c','1ti (o el e.J :J T�r iL �J kJ � �.e- e � r .o m�tJ �0 O 11 ' q A r•a c,. (v1 (s+ PO O J 8 b litto (d �� S-Z. ) = a s p r too vc-1rr k"fir ,t p rF , �, q 44 > brt 1204 f -y'P> • i q I �•'u_e�/ ��e e� e S�'-1� W` Z.c�r Cit e v- wi e r e r-c c F.O �7 ©M J C, Tom^ to r d(.o e-�l �t'V.e„ r{nt� pay i �1� -[A a rem L/ C ►r �e S to c��� c� �f S Gt�e e V e� S lit t �� v S e-S Le C,l Q (�a v.' J'o vl �C UG J COOSJ� i k SSvu•� cl / SCL�d -St`A, Soc' � wt` �- low �'/� I L-/t�� a��5 rc— z 1 " ( ,{ � `� , �. = f� `t✓ sh.e�c" T� b e .S. 4- 'T A 'l--d r k i t S cep Sm L (S [r -L(O- 04-)'C'4 101 COO T22 p,o6s r L.5 = O,lo G�( = O -------------- ��. �{•rcr � ��" ' ✓ T� �D ' rTr Z-�l CJ� I O}C �.O r j• �� - r 1 r�� 1 Z` 45, er 5 eclt' �r/ oO VVAy tS Sd Srruter ( � i 4 wt � � �•a- m exa'(y ctics+ Qet�sel 'D o v�C� 5 c{•o a l� (A`p cl C VA, Rl-e ,� _�;.:z�� v 5 �c c,_ .3� fit"�t` c t 2 0�•c� %t Q Sp �-4. z C;-S o. 1�t' %tA V W o a u Gt c. 5 r c 1�`w�n-u � 'e �/J`—lam �'t' �I� t�l'�t�'1n 1 CO\,k e- cd t`s u (,arV4- 4, 8ov 5� V.1 e John Mathes & Associates, Inc. 2203 A.rccrt Way South.Suite 450 Seattle.Wasnington 9813-1-2027 (2061621.1619 FAX(2C6)223-7791 October 26, 1989 ` Project 621061 Ms. Linda Hoffman Glacier Park Company 1011 Western Ave. , Suite 700 Seattle, Washington 98104 Dear Ms. Hoffman: Subject: Limited Environmental Assessment C C JPH`ti.-or) Orillia Industrial Park Renton , Washington John Mathes & Associates, Inc. (Mathes) , is pleased to submit this Limited Environmental Assessment to Glacier Park Company (GPC) on the Orillia Industrial Park property in Renton, Washington. Portions of Blocks 1, 5, 6, 7, and 8 were evaluated as shown on Figure 2 . PURPOSE The purpose of this limited assessment was to obtain suffi- cient information regarding past site usage to form opinions and to make judgements in the following areas: o The potential for environmental contamination from previous owners or users based on -readily available historical information. o The potential environmental impact from Burlington Northern Railroad ownership or usage as available from GPC and railroad services. o The potential impact of suspected or proven on-site environmental contaminants on the proposed development. BACKGROUND It is Mathes ' understanding that negotiations are presently underway for the development of this property and that this limited environmental assessment is a part of the development process. A Burlington Environmental Inc. Company Page 2 Glacier Park Company October 26, 1989 SCOPE OF SERVICES The scope of work for this assessment consisted of visiting the site to evaluate present conditions;, reviewing existing information for indications of potential contaminants or sources of contamination resulting from past operations, reviewing regulatory agency files, and evaluating aerial photographs. This assessment was primarily limited to the subject property. Only limited information on adjacent properties was collected. The specific tasks completed are listed below. Task 1. Visited the site and reviewed information provided by GPC and BNRR for indications of environmental concerns on the subject property. Task 2 . Reviewed regulatory agency databases for information on this site. Mathes contacted the United States Environmental Protection Agency (USEPA) Region 10 office in Seattle, the Washington Department of Ecology, and South-East King County Environmental Health Services. Task 3 . Obtained and reviewed aerial photographs for indications of past site development and usage. Task 4 . Assembled, reviewed, and analyzed the information gathered. Prepared this letter report to present findings regarding documented or observed environ- mental concerns. ENVIRON?•fENTAL REVIEW The environmental review of the Orillia Industrial Park consisted of an aerial photograph evaluation, regulatory agency database review, and a review of historical information provided by GPC and BNRR. Aerial photographs depicting the site in 1960 and 1977 were evaluated. In the 1960 photograph, most of the site appeared to be farmland or vacant. One structure existed in the southernmost corner of the site. The structure appears to have been a warehouse or barn. The 1977 photograph showed some of the site apparently was no longer being farmed. Much of the property appeared to be vegetated with brush. The structure in the southernmost corner of the site seen in the 1960 photograph was no longer present, although it appears the foundation remained. Page 3 Glacier Park Company October 26, 1989 The U.S . Environmental Protection Agency Comprehensive, Environmental , Response, Compensation, and Liability Information System (CERCLIS) database was reviewed. CERCLIS is a listing of all sites tracked under the federal Superfund program. The EPA Hazardous Waste Data Management System (HWDMS) database was also reviewed. HWDMS provides various information on all sites regulated under the Resource Conservation and Recovery Act. The Facility Index System (FINDS) , which is a listing of all facilities regulated by EPA, was reviewed. Finally, the Washington Department of Ecology Hazardous Waste Investigations and Cleanup Program site listing was examined. The subject property was not listed under Glacier Park Company or Burlington Northern Railroad in any of these databases. Two adjacent and nearby properties were listed on some of these databases. Sternoff Metals Corporation, located at 1600 S.W. 43rd Street in Renton was found on the CERCLIS and WDOE lists. The Mobil Bulk Facility, located at 2423 Lind Avenue Southwest, Renton, was found on the WDOE listing. . Materials provided by BNRR staff were reviewed and site history was discussed with Mr. Drew Miller of BNRR. According to Mr. Miller, the site has been owned by GPC, and has not been under BNRR ownership. GPC records show the site was purchased in 1983 . Mr. Miller stated the structure noted in the 1960 aerial photograph was a barn which was demolished in the 1970s. Also, prior to purchase by GPC, the property was agricultural land. Finally, Mr. Miller stated the property was filled under two contracts in the 1970s to raise the grade. Soils from a nearby hillside were used for this purpose. A title report for Block 6 (central portion of site) was provided by GPC. Review of this information did not uncover evidence of hazardous material use, storage, disposal or spillage on Block 6 . SITE VISIT A Mathes engineer walked the site on October 3 , 1989 . The walk began at the parcel located in the northeastern corner of the site (Block 1, Lot 12) . This parcel is relatively flat, with grass, and some small shrubs and trees. Small amounts of refuse were noted, such as cans, bottles, and paper. Several mounds of dried concrete were also seen. What appeared to be a drainage structure was located near S .W. Lind Avenue. Minor amounts of refuse were seen in the structure, although no signs of hazardous material spillage or disposal were found. Signs of hazardous material storage, disposal, or spillage were not seen on the remaining portions of this area during the site visit. Page 4 Glacier Park Company October 26, 1989 The central portion of the site north of S .W. 34th Street was walked next (Block 6, Lots 3 through 6) . This parcel is also relatively flat, with grasses and shrubs covering most of the area. According to GPC personnel, the western edge of this parcel is bounded by a 120 foot wide greenbelt and creek. Springbrook Creek is owned by Drainage District Number One and the greenbelts on either side of the creek are owned by the City of -Renton. The northern boundary is heavily wooded with trees and shrubs. At the intersection of S.W. 34th Street and Springbrook Creek a floating sheen and discolored water were seen flowing from a culvert into the creek. The sheen and discolored water were also seen on the two days following the initial site visit. No evidence to indicate this flow 'was originating from or flowing onto Glacier Park property was seen. At the intersection of Lind Avenue S.W. and S .W. 30th Street evidence of refuse dumping was noted in this heavily wooded area (Block 6, Lot 3) . Tree branches, car parts, and plastic sheeting was seen. An open, empty 35-gallon drum, labelled "powdered aluminum" was present. Although the thick trees and brush prevented an exhaustive examination of this area, signs of hazardous material spillage or disposal were not seen near this drum or among the refuse. Signs of hazardous material storage, disposal, or spillage were not seen . on the remainder of this portion of the site. The central portion of the site south of S .W. 34th Street was walked next (Block 5, Lot 8) . This area is relatively flat, and is covered with grasses, and shrubs. Thick brush and trees cover the western and northern boundary. Minor amounts of refuse were found, mainly along the northern boundary. What appeared to be oil-stained soil was found in several patches along the eastern boundary of this parcel . The patches were several feet in diameter and the vertical extent of discolored soil appeared to be several inches. Other signs of spillage or disposal were not seen during the site visit in this parcel . The western portion of the site was walked last (Block 7, Lots 3 and 4 , Block 8 , Lots 1 through 4) . This area is bounded by the greenbelt and Springbrook Creek on the east and Oakesdale Avenue S .W. on the west. As with the other parcels, the central portion of this area is vegetated mainly with grasses and shrubs. The southern portion is heavily wooded, as is the area adjacent to the greenbelt and Springbrook Creek. What appeared to be a small amount of discolored standing water was seen at the outf.all of a culvert in Springbrook Creek. The culvert is located near the intersection of Springbrook Creek and Oakesdale Avenue S .W. Again, no evidence was seen to indicate that this water either originated Page 5 Glacier Park Company October 26, 1989 or flowed on to Glacier Park property. Minor refuse was noted in this portion of the site, although no signs of hazardous material storage, disposal or spillage were seen on this parcel during the site visit. CONCLUSION Through the historical information, aerial photographs, and regulatory agency file reviews and the site visit, evidence of underground storage tanks, aboveground storage tanks or significant hazardous material use, storage, disposal , or spillage on the subject property was not uncovered. Consequently, additional on- site environmental investigatory work does not appear warranted at this time. Additional 'research into EPA and WDOE files may first be warranted to judge the significance to the subject property, if any, of the two listed sites; Sternoff Metals Corporation and the Mobil Bulk Facility. LIMITATIONS OF REPORT This limited environmental assessment has been conducted in accordance with the scope outlined. Completion of the assessment cannot, however, completely eliminate the risk that undiscovered environmental liabilities may later become apparent. This report has been prepared in accordance with generally accepted engineering practice in this area. No other warranty expressed or implied is made with regard to the conclusions presented herein. This limited environmental assessment has been prepared for Glacier Park Company for use in evaluating potential environmental liabilities associated with the property as described herein. This report has not been prepared for use by parties other than those stated above. It may not contain sufficient information for the purposes of other parties or for other uses . Sincerely yours, JOHN MATHES & ASSOCIATES, INC. Ted Wall, P. E. Environmental Engineer Darrel E.�dl o1 f, P.E. General Manager TJW/DEW/j;nb/0107j WASHINGTON KING COUNTY »n t a ` F vur- ,,° Sv00Uaurrf, i• 1 L�l• x F+9 t,,.° xA noKat , Ind °• ,a��-•.r- . .�... I'^°r"'r 1 v 1 sia •• N al 8-4 ••n• o.•.-.r . , rs Cllt 11 11 ' - Y...i 4...•' c �arT q Q •.� ' �� a..le s--�� �� ItJ XXy_ iA 41, I/ Farzl OIO r _ \ •� d 0"e'� � ICI j � �� \�t.11, Y •��• '� 29 u Tukwila �-----------rillia , i'.�_� % :�' •:i 1.• ;;e .1 r �, � . .�. *•` RFNTCL'4 ` CORP �6 I Boy a CORP °BDY %1• t; ;�. 1- .Gravef- i. �r: I � �J � �� ''�, cc-=� FIB• ��.. � (-//-�- - - %./. (`'jam. �`•. t. �' 1.•` <3 l '%` t ill � •:I'if �� 16/ TTI_ Wleser'�� _ In iit. Ill I ° SCALE IS VARIABLE N John Mathes & Associates, Inc. SITE LOCATION MAP Mod:tiod from RQnton, Wachington, King County quadrenglo. OR(LLIA INDUSTRIAL PARK FIGURE 1 621061 S.W. 27t7 ST. rCC U W W U O 3i� 2 < a S.W. 2 T r Q z w W c L L U < O 0 S.W. 31st ST. ' ` >` l , 0 t w } W uj 03 ui Cr i U Q S 34t C7 2 W } z 1 _ u' _ w �. ui �- O o G i N 9 t N �.f;ail:...,>:. a S.W., 41st ST. IS. 100th ST.) S.W. 43rd ST. (ORILLIA RD.) K y r-NOT TO SCALE EXPLANATION John Mathes & Associates, Inc. AREA OF -STUDY - RAILROAD SITE LAYOUT ORILLIA INDUSTRIAL PARK FIGURE 2 621061 PRELIMINARY GEOTECHNICAL STUDY LIND AVENUE SW & SW 34th STREET RENTON, WASHINGTON Project Number: 4003-01G March 17 , 1994 Prepared For O'KEEFE DEVELOPMENT CORPORATION 7900 Southeast 28th Street Suite 400 Mercer Island, Washington 98040 Prepared By MORAN GEOTECHNICAL CONSULTANTS 1240-116th Avenue Northeast Suite 130 Bellevue, Washington 98004 (206) 451-2448 TABLE OF CONTENTS 4003-01G.R01 Page INTRODUCTION ProjectDescription . . . . . . . . . . . . . . . . . . . 1 SITE CONDITIONS Surface . . . . . . . . . . . . . . . . . . . . . . . . . 2 Subsurface. . . . . . . . . . . . . . . . . . . . . . . . 2 Groundwater . . . . . . . . . . . . . . . . . . . . . . . 3 DISCUSSION AND RECOMMENDATIONS General Considerations . . . . . . . . . . . . . . . . . 3 Preloading . . . . . . . . . . . . . . . . . . . . . . . 4 Site Preparation and Earthwork. . . . . . . . . . . . 5 Excavations and Slopes . . . . . . . . . . . . . . . . . . 7 SiteDrainage . . . . . . . . . . . . . . . . . . . . . . 7 Foundations . . . . . . . . . . . . . . . . . . . . . . . 8 Retaining and Foundation Walls . . . . . . . . . . . . . . 9 Slab-on-Grade Floors. . . . . . . . . . . . . . . . . . . 10 PavementAreas. . . . . . . . . . . . . . . . . . . . . .11 Erosion Control . . . . . . . . . . . . . . . . . . . . . 11 FIELD EXPLORATION DOCUMENTS Site Vicinity Map . . . . . . . . . . . . . Plate A01 Test Pit Location Plan. . . . . . . . . . . . . . Plate A02 Log of Test Pits . . . . . . . . . . . . Plates A03 thru A08 MORAN GEOTECHNICAL CONSULTANTS MORAN GEOTECHNICAL CONSULTANTS GEOTECHNICAL, ENVIRONMENTAL, CONSTRUCTION SUITE 130 1240 116th AVENUE N.E. BELLEVUE, WASHINGTON 98004 March 17, 1994 (206)451-2448 O'Keefe Development Corporation 4003-01G.R01 7900 SE 28th Street, Suite 400 Mercer Island, Washington 98040 Attention: Thomas M. Lee We are pleased to submit our report titled Preliminary Geotechnical Study, Lind Avenue SW & SW 34th Street, Renton, Washington. Our recommendations based on the results of our field investigation are presented within this report. The purpose and scope of this study was discussed in our proposal number K656A701.P01, dated February 24, 1994. In summary, results of the field studies indicate that uncontrolled granular fill exists to a depth of about 7 feet over compressible peat and silt/clay soil strata. Long term structural loads and settlement sensitive elements can be adequately supported after preloading the compressible deposits with sufficient intensity and for long enough duration to complete primary consolidation under the design loads . Alternatively, structural loads from bearing walls and columns can be supported on deep foundations without waiting for consolidation under the preload. Parking areas and access roads can be supported on the proposed fill soil with the understanding that minor settlements may occur and that pavement maintenance or repairs may be required. Groundwater seepage should be anticipated in excavations extending to 10 feet or more below the present surface elevation. We appreciate the opportunity of working with you on this phase of the project, and we look forward to continuing this relationship during future phases of the project. In the meantime, should you or your consultants have any questions about the content of this report, or if we can be of further assistance, please call. Truly yours , MORAN GEOTECHNICAL CONSULTANTS John J. Moran, P.E. et�57'A Jl rr SXi k is i EMPES 3/3 1 /94- PRELIMINARY GEOTECHNICAL STUDY LIND AVENUE SW & SW 34th STREET RENTON, WASHINGTON INTRODUCTION ` Proiect Description Moran Geotechnical Consultants (MGC) has performed a subsurface investigation and prepared these preliminary recommendations for geotechnical design and construction parameters of the proposed structure described in following sections of this report. We have prepared this report for the exclusive use of O'Keefe Development Corporation and their representatives specifically for the described project. We recommend that this report, in its entirety, be included in the project contract documents for the information of the contractor. The fstudy site is located in the northwest quadrant of the intersection at Lind Avenue Southwest and Southwest 34th Street in Renton, Washington. The grounds of the former Longacres Race Track are located about 0.9 miles northwest of the site. Encompassing about 9. 5 acres , the rectangular shaped property has boundaries reported to be 941 feet on the east side and respectively, 455 feet and 431 feet for the north and south sides . The property has not been previously developed, however, fill materials have been placed to raise the surface grade in preparation for development. The southeast corner of the property has been designated as a mitigated wetlands area. Site grading and building plans for the proposed development were not completed at the time this report was prepared. However, it is our understanding that plans are to erect a distribution warehouse having dimensions of about 260 feet by 580 feet. The structure will be a conventional single story slab-on grade, tilt wall, construction placed on a dock high fill of about 4.0 feet above the existing site surface. Preliminary information provided by LDG Architects , indicated that column bays of about 50 feet will yield column total loads of about 100 kips (ie, 100,000 pounds) and that floor loads are anticipated to be on the order of 150 pounds per square foot (ie, 150 psf) . For the purpose of these geotechnical design criteria, we have assumed that approximately 65 percent of the total loads will occur as dead and long term live loads: The remaining area of the property to be developed will be paved for parking. We assume that the surface of the parking area will be an asphaltic cement pavement. 4003-01G.R01 MORAN GEOTECHNICAL CONSULTANTS Page 3 The lower fill layer exhibited caving tendencies in all of the test pits (ie, M101, M102 , and M106) situated on the west side of the proposed building. The lower fill layer has been placed over organic debris and natural deposits of silty peat varying from 1 to 3 feet in thickness . Below the peat a soft silty clay to clayey silt of low to medium plasticity was encountered followed by interlayered seams or lenses of peat, clayey silt to silty clay, and sandy silt to silty sand. At test pits M104 and M105 a 2 . 5 feet thick layer of dark gray, subangular, silty sand was found to occur between the soft silty clay and the interlayered composite layer. All of the naturally occurring strata below the recent fills appeared to be normally consolidated under the load of the fill. Groundwater Rain fall prior to and during our field studies prevented any observation of groundwater seepage into the test pits . There appeared to be no natural seepage in the fill layers which extend to about 7 feet below the ground surface and excessive free water was not observed in the peat deposits to a depth of about 10 feet below the surface. Below the peat, silty clays exhibited relatively high moisture contents estimated to be greater than their respective plastic limit but slightly lower than the liquid limit. Therefore, we estimate the ground water level to be about 10 feet below the existing ground surface, at the base of the peat layer. Based on the observations, groundwater seepage should be expected in excavations extending to, or deeper than, about 10 feet below the existing surface. During wet weather periods seepage may occur in shallower excavations due to precipitation. Contractors should be aware of this condition and the potential for difficulty with the compaction of site soils . Imported, free-draining granular soils may be required in fill areas and under structural bearing areas. If seepage does occur, MGC should be advised of the condition and retained to formulate corrective measures , as necessary. DISCUSSION AND RECOMMENDATIONS General Considerations At the proposed building location uncontrolled fill, peat, and relatively soft silt-clay soils extend to more than 15 feet below the existing ground surface. These soils are compressible and excessive settlements can be expected if measures are not employed to extend 4003-01G.R01 MORAN GEOTECHNICAL CONSULTANTS Page 4 foundation bearing below the compressible soils or to reduce the magnitude of post-construction settlement by preloading the site or other stabilizing procedures . In addition, approximately 4 feet of general site grading fill will be placed in the building area to raise the floor slab elevation to loading dock height. The placement of this fill alone will result in settlement magnitudes exceeding allowable limits for the structure. Removal and replacement of the compressible soils does not appear to be a reasonable alternative because of the depths involved. Further, we believe that the cost of a deep foundation system (ie, drilled piers or piles) with the attendant grade beams and two-way reinforced concrete floor slab will be prohibitive for the proposed single story slab-on-grade type structure. Therefore, MGC recommends that the building area be preloaded and allowed to settle prior to the erection of the building. This method is expected to require a time period on the order of three to six weeks to achieve adequate stability. Preloading It is recommended that the building area be preloaded, after placement of the site grading fill, to reduce the magnitude of post- construction settlement usually associated with the type of soil deposits encountered during the subsurface investigation. The general site grading (GSG) fill should be raised to about 0.7 feet above the planned bottom of slab height in the building area and for a distance equal to the depth of the fill outside of the building perimeter. The preload fill should then be placed over the GSG fill to an additional height which will impose a unit load no less than 420 psf on the top surface of the GSG fill. A minimum preload height of 3.5 feet will be required for a soil having an in place unit weight of 120 pounds per cubic foot (120 pcf) . Compaction of the preload soils may be necessary to achieve the required unit weight, depending on the characteristics of the soils selected. The preload can be formed with native or imported soils or other materials capable of producing equivalent pressures uniformly over the preloaded surface which will ultimately support the building area and for a distance outside of the building perimeter equal to the depth of the preload fill (ie, 3. 5 feet) . At the stated unit weight, preload height, and unit load, we estimate that approximately 3. 5 weeks will be required after application of the full general site grading fill and preload to achieve an anticipated settlement magnitude of 8 . 5 inches . This estimated settlement rate and magnitude is also based in part on an assumed unit weight of about 125 psf for the general site grading fill. 4003-01G.R01 MORAN GEOTECHNICAL CONSULTANTS Page 5 Preload materials of greater unit weight or greater height can be used to shorten the preload time. However, the final determination of required preload time and magnitude will be based on the response of settlement plates installed to monitor , the total settlement performance. The side slopes of soil preload mounds should be inclined no steeper than about 1 horizontal to 1 vertical (1H:1V) . The top and side slopes of any soil preload mound should be protected from erosion and infiltration. A minimum of 8 settlement plates should be placed on the stripped site surface within the proposed building footprint prior to placement of the general site grading fill and maintained during the full term of preload placement and settlement period. Contractor personnel responsible for placement of the preload must be aware that the settlement plates are critical elements of the design and construction operation and that they must be protected from damage. The settlement plates can be monitored by standard level survey techniques. During placement of the general site grading fill and preload the elevation of the plates and/or their extension rods should be recorded at least two times a day, in the morning and at evening. Thereafter, once daily readings for the first week following completion of the preload placement and then twice weekly readings for the remainder of the preload period are recommended. MGC should approve the settlement plate fabrication and installation, coordinate and oversee the monitoring of the settlement plates, and evaluate the settlement readings to judge when primary consolidation has been achieved and the preload can be removed. Site Preparation and Earthwork Debris , topsoil, and organic matter should be stripped from the building, roadway, and parking areas . The topsoil and organic matter can remain under non-structural areas , such as planters, with the understanding that any overlying fill or improvements will be subject to settlement and long term maintenance. The stripped materials should be removed from the site or stockpiled for use in landscaping, if acceptable. The stripped materials are not acceptable for fill under or adjacent to structures and should not be mixed with any materials that will be used for structural fill, as defined below. Structural fill is defined as fill placed in any area where the loads of structures , improvements or facilities will be supported by the fill or where the placed fill will induce loads on a structure. 4003-01G.R01 MORAN GEOTECHNICAL CONSULTANTS Page 6 Typically, fill placed under the area of buildings , footings , slab- on-grade, roadway and parking pavements , behind retaining walls or other structures is classified as structural fill. In addition, fill placed on slopes steeper than 4H:1V is also considered to be struc- tural fill. All structural fill should ' consist of free-draining granular materials having a maximum particle size of three (3) inches and containing no organic matter. Materials imported for structural fill during wet weather conditions should also be non-plastic and contain five (5) percent or less of fine grained particles passing the No. 200 (0 .075 micron) sieve size when tested in accordance with American Society for Testing and Materials (ASTM) Method C-117. During dry weather, any compactable organic-free granular soil meeting the maximum size criterion of 3 inches may be used as structural fill. Structural fill under footings and floor slab-on-grade should extend outside the neat lines of the footing or slab for a distance equal to or greater than the depth of the fill at that location. All structural fill, including wall and trench backfill, should be placed in horizontal lifts not exceeding ten inches in loose thick- ness. Each fill lift should be compacted to an in-situ dry density equal to or greater than 95 percent of the maximum dry density determined by the ASTM D-1557 Test Method (modified Proctor) unless otherwise allowed by MGC, the geotechnical engineer. All fill materials should be placed at or near their respective optimum moisture contents as determined by ASTM Test Method D-1557 (modified Proctor) . Native or imported fill materials that are too wet to achieve the specified compaction density must be dried or replaced with granular materials that can be properly compacted. Fill materials can sometimes be dried by aeration procedures provided that several successive moisture-free days occur with sufficiently high temperatures and favorable wind conditions . Discing, or otherwise -turning the soil two or three times each day will generally improve and speed the aeration action. Another procedure for drying wet fill soils is the addition of lime or portland cement to absorb the excess moisture. Unhydrated lime will usually yield the best results, however, it requires great care for personnel safety due to the hydration reaction. On occasion, the addition of coarse gravel or quarry spalls may be utilized to improve wet fill materials . However, this is a selective measure for specific conditions and should be, as with any other measures proposed by the contractor, evaluated by MGC representatives prior to initiation. 4003-01G.R01 MORAN GEOTECHNICAL CONSULTANTS Page 7 Excavations and Slopes Excepting the temporary preload mound, we anticipate no temporary or permanent construction slopes exceeding four (4) feet in height. Regardless, in no case should temporary slopes exceed the limits specified in local, state and national government safety regulations. The Safety Standards For Construction Work (Part N, .Chapter 296-155 WAC) , administered by the State of Washington Division of Industrial Safety and Health, will usually govern the height and inclination of construction slopes for local jurisdictions . Supplementary to those regulations , temporary slopes greater than four (4) feet in height should be no steeper than 1H:1V. If slopes cannot be constructed at these inclinations or flatter, shoring may be necessary. MGC Consultants can provide geotechnical parameters for, and assist in, the design of temporary shoring. Site Drainage It is reasonable to expect groundwater seepage to occur in any site excavation, especially during periods of heavy precipitation and wet weather seasons . Contractors should be aware of this condition and should make proper provisions for moisture control and compaction of moisture sensitive soils. Imported, free-draining granular soils may be required in fill areas and under the foundations or floor areas . If seepage does occur, MGC should be advised of the condition and retained to formulate corrective measures, as necessary. Water accumulations due to precipitation and surface runoff should also be anticipated in excavations . The site surface should be graded so that surface water is directed away from working areas of the site. Water should not be allowed to stand in any area where build- ings , slabs , or pavements are to be constructed. During construc- tion, exposed soil surfaces should be covered or rolled with a smooth drum static roller at the end of each work day to tighten the surface and reduce the potential for moisture infiltration. Final site grades should allow for drainage away from the building foundations. We suggest that the ground be sloped at a gradient of 3 percent for a distance of at least ten feet away from the buildings except in areas covered by sidewalks or pavement. In the event that general site grading fill soils contain more than 7 percent of fine grained material passing the number 200 sieve size (#200) we recommend that footing drains be installed around all building perimeters . The drains should consist of rigid, perforated or slotted, pipe having a minimum diameter of four (4) inches. The drains should be installed with the pipe invert at or below the base of the footing and back-fill and with sufficient gradient to initiate 4003-01G.R01 MORAN GEOTECHNICAL CONSULTANTS Page 8 and maintain gravity flow to an acceptable discharge facility. No reverse gradients , low spots , or other discontinuities should be allowed which restrict totally free flow and emptying of the drain lines . The drain pipes should be bedded on and totally surrounded by six (6) inches or more of washed rock, pea gravel, or other free- draining granular material. At retaining walls, the pipe bedding material must be in direct contact with the wall backfill, and/or drainage fabric, for the full length of the wall. Footing drain excavations can be backfilled with structural fill as described in the Site Preparation and Earthwork section of this report. The upper twelve (12) inches of backfill should consist of compacted fine grained soil having a low permeability to reduce surface water infiltration to the drain system. Alternatively, the surface can be sealed with asphalt or concrete paving. Under no circumstances should roof downspout or other surface runoff drain lines be connected to the footing drain system. All roof and surface drains must be tightlined separately from the footing drains to appropriate discharge. Sufficient cleanouts should be -installed at strategic locations to allow for periodic maintenance of the footing drain and downspout tightline systems. Foundations After removal of the preload, we recommend that the long term structural loads be supported on conventional spread footings bearing on compacted granular soils comprising the general site grading fill. The compacted bearing soils should have a minimum thickness of 2 feet and should conform to the textural and density requirements of structural fill described in the Site Preparation and Earthwork section of this report. Provided that preload and earthwork operations conform to the guidelines of this report, the following parameters are recommended for the design of conventional spread footings; o Maximum bearing pressure. . . . . . . . . . . 2 , 000 psf o Coefficient of friction. . . . . . . . . . . . 0.34 o Passive earth pressure. . . . . . . . . . . . . 250 psf The less than customary maximum bearing pressure is specified to reduce the intensity of unit loads to the compressible soils below the past recent fills with respect to the large area loads which will be imposed by the new general site grading fill. 4003-01G.R01 MORAN GEOTECHNICAL CONSULTANTS Page 9 Total and differential post-construction settlements for conventional foundations are expected to not exceed two (2) inches and one (1) inch, respectively, for the recommended design and construction criteria. Exterior and perimeter footings should be bottomed eighteen (18) inches or more below the lowest adjacent final surface elevation. Interior footings can bear at twelve (12) inches below the adjacent soil surface elevation. Continuous and isolated footings should have minimum widths of fifteen (15) and eighteen (18) inches, respective- ly. MGC should observe and document all footing excavations prior to placement of forms or reinforcing steel. Site development will include the installation of buried water supply and sewer lines as well as altering the surface drainage and evapora- tion characteristics. These factors and others have the potential to cause significant increases in the amount of available groundwater through leakage and natural phenomenon. As a precautionary measure for groundwater control, a perimeter drainage system may be advisable around the exterior of the building at the base of the footings . Specific details of perimeter foundation drains are provided in the Site Drainage section of this report. Retaining and Foundation Walls Retaining walls and dock high walls should be backfilled with a free draining, well graded, granular material containing no organic matter. Further, backfill materials should demonstrate the following ranges of grain sizes when tested in accordance with ASTM Test Methods C-117 and C-136; U.S . Standard Percent Sieve Size Passing 3 inch . . . . . . . . . . . . . . .100 No.4 . . . . . . . . . . . . . . .18-70 No.200 . . . . . . . . . . . . . . .0-7 In lieu of the graded granular material, retaining walls may be backfilled with free draining soils and a properly designed and installed geotextile drainage fabric. If this alternative is selected by the owner, designers, or contractor, MGC can provide the appropriate design for the specific condition. 4003-01G.R01 MORAN GEOTECHNICAL CONSULTANTS Page 10 Retaining wall backfill should be compacted in accordance with the recommendations made in the Site Preparation and Earthwork section of this report. Properly backfilled and drained, free standing, retain- ing walls should be designed to resist the lateral active earth pressures imposed by a fluid having an equivalent unit weight of 42 pcf. This value assumes that the top of the wall is free to yield laterally 0 .002 times the wall height during backfilling operations . If the top of the wall is restrained during backfilling, an equi- valent fluid pressure of 50 pcf should be used for the lateral active pressure. These values assume that no vehicular, floor or other surcharge loads act on the wall. Applicable surcharge loads should be added to the lateral pressures described above. Recommended design parameters for sliding resistance and passive pressure are identical to those provided for conventional spread footings in the Foundations section of this report. Drain lines should be installed at the base of all retaining walls as described in the Site Drainage section of this report. In addition, retaining and foundation wall areas should be thermally insulated from the cooling system and skating floor ice. Slab-on-Grade Floors The concrete slab-on-grade floor should be supported on a subbase layer consisting of at least one foot of compacted, free-draining structural fill. The fill should be placed over the general site grading fill either before or after the preload period. If the slab area subgrade soils are found to be soft or unstable they should be removed and replaced with structural fill or a geofabric, equivalent to Mirafi 600X, should be placed over the subgrade prior to backfilling. A subgrade modulus of 200 pci (ie: pounds per cubic inch = pounds per square inch per inch) is recommended for the design of the slab and reinforcement over properly compacted general site grading fill. Where damp slab surfaces are to be avoided, a six inch layer of free draining granular base course material should be placed over the structural fill subbase as a capillary break. We also recommend that a 6-mil plastic membrane vapor barrier, or an equivalent material, be placed over the capillary break and beneath the slab to reduce water vapor transmission through the slab. Two inches of sand may be placed over the membrane for protection during construction and to aid in curing of the concrete. The capillary break material and vapor barrier are not necessary for exterior slabs or slab areas continuously exposed to the free movement of exterior air. 4003-01G.R01 MORAN GEOTECHNICAL CONSULTANTS Page 11 Pavement Areas The design and performance of pavements is chiefly influenced by the character and condition of the underlying subgrade. Settlement or destabilization of the subgrade soils will be reflected as rutting, cracking, and ultimate failure of the pavement surface. At this site, the presence of compacted general site grading . fill over the uncontrolled fill and peat should result in little settlement and distress to the asphalt surface, curbing, and light standards after primary consolidation. Therefore, we believe that with proper design and preparation of the subgrade, distress to any pavement surface will be relatively minor and easily corrected as a maintenance overlay a few years after original construction. MGC can provide the appropriate thickness design or evaluate pavement alternatives at your direction. We can also provide construction monitoring as required. Pavement subgrade areas should be prepared as described in the Site Preparation and Earthwork section of this report. Prior to paving, the pavement subgrade should be proofrolled and areas of soft, wet or unstable subgrade removed and replaced with structural fill or crushed rock. Unstable subgrade areas may also be corrected by the use of special geotechnical fabrics . In general, geo-fabrics similar to Mirafi 600X can provide separation of the soft subgrade from paving materials and strengthen the pavement section. If this alternative is desired, MGC can provide specific recommendations for selected geo-fabrics . A representative of MGC should observe and witness all proofrolling operations . We suggest that sealing the pavement areas , immediately after grading, with asphalt treated base (ATB) material will reduce the potential for, and magnitude of, subgrade disturbance during subsequent construction activities. The ATB will provide an enhanced access surface for the building contractors and can be incorporated into the pavement thickness design after proper repair to any distressed zones. Erosion Control Measures to collect surface runoff and sediments should be employed during the preload and construction periods . Silt fences constructed of geofabrics or straw bales should be placed at the down hill extent of any earthwork activity to collect the sediments. Exposed graded surfaces should be sloped to drain, in a controlled manner, to acceptable discharge facilities and the exposed surfaces should be 4003-01G.R01 MORAN GEOTECHNICAL CONSULTANTS Page 12 sealed, or tightened, at night and during periods of inactivity by rolling with a smooth drum. Other alternatives for erosion control include various erosion mats and geofabrics manufactured for this purpose. Specific recommenda- tions and designs can be provided when required during final design and construction phases . 4003-01G.R01 MORAN GEOTECHNICAL CONSULTANTS MORAN GEOTECHNICAL CONSULTANTS SITE VICINITY MAP CLIENT O' Keefe Development Corporation PROJECT Lind Avenue SW & SW 34th Street NO. 4003-01G Renton, Washington PLATE A01 S� 5✓ d Ib�« n _ S F t�TM sT / — S� t, �. ��+ 16TH Si TL-YIU 1nN —asp-- 3` taT«w y sT IU ' 1� s• `°rxxs � sr 1m s v1 �• 1 uuc7 Lara[rttf y i os F%r is S PK . bft 1 !xt s r.,a RALr a z1r:T `� s t 1 PUGET s etro �� r sv zsar_ s txp 1 nFlu Its sl 1 ro c ISTt CM wEnverARi \ R NTON q 2"N ST , .; ' : s nTN n tom s ijS �' TRCLX 1«p�J oR � � SITE LO I i � Si CATION �, �TM n ly�� �. ,y�1 " " f�� 3I51 31` 11 (` •.�. 1„13-1 SV DU ST •.� ''wT. V n c i i sv S 177rp S1 6 i CY Sv'.3aTM s �• a.t7 r N ST_� _ •,� n«. r S '7/T«S1 E � RILLA I{' $1 F' SF SA 'pR 6 I 11S7 ST Y(.i1 LrY I i Ca(1 17>T« 6 e 0 E . ■ si ST _ SW A3RD ST IN rn+. 3RD •�• •ST st 1 v ��+ st r•�•dt R/YCgSIgE. '' S 1 162tL1 >. 7 al S►Rl/rt�xm I �y ohs' �•�� H rr S �6GT« n 1. q FON S MIN T S L8:. ST 1w n s 1!n«$7 1 1 Y 1 g ST ]90T« r Ili S_19pM_� I > i ,om �1,rm s Y- • �"�rcm� 2ro s 192«D ST S 192NO a 1••M^! K SE Reference: Map 655, 656, 685, 686 Thomas Bros. Maps 1992 Edition i _-----_----_ _ -------- -_--__ ------------------ I I O O O I 3 PROPOSED I I I Cy "2O OFFICE � I y I b PROPOSED WAREHOUSE I vi i O O O I 8 , r `----------- -- ----------------- - --= ."----------- - LIND AVE SITE PLAN STATISTICS: wows[, ,le.we �r ruw..s, ,u soot r+,c.w�tarm /too) is n�ll,w�.aoe/,w% MORAN GEOTECHNICAL CONSULTANTS LOG OF TEST PITS CLIENT O' Keefe Development Corporation PROJECT Lind Avenue SW & SW 34th Street NO. 4003-01G Renton, Washington PLATE A03 Test Pit : M101 Surface Elev: Date: March 3 , 1994 Location: Northwest corner of proposed building Depth Description USCS 96M ----------------------------------------------- - 0 . 0-1 . 5 Silty SAND, trace of clay, some fine sm gravel , brown, damp to moist, loose to medium dense. (FILL) ---- ------------------------------------------ - 1 . 5-6 . 5 Silty SAND, fine, some coarse gravel and medium cobbles , gray, damp to moist , sm - 24 medium dense. (FILL) Some caving of test pit sidewalls . ----------------------------------------------- 6. 5-8 . 0 Sandy SILT, trace of clay, some organic sm/ - 37 debris and peat , brown, damp to moist, of loose to medium dense . ---- - ------------------------------------------ 8 . 0-14. 0 Silty CLAY to clayey SILT, low to - medium plasticity, light brown, moist , cl 57 soft (LL>96M>PL, medium to high dry pt - strength) , interlayered with seams of ml PEAT and Sandy SILT, trace of clay, - brown, moist, medium dense. Bottom of excavation @ 14 . 0 ' MORAN GEOTECHNICAL CONSULTANTS LOG OF TEST PITS CLIENT O' Keefe Development Corporation PROJECT Lind Avenue SW & SW 34th Street NO. 4003-01G Renton, Washington PLATE A04 Test Pit : M102 Surface Elev: Date : March 3 , 1994 Location: +/- 250 ' south of NW corner of proposed building Depth Description USCS %M ----------------------------------------------- - 0 . 0-2 . 0 Silty fine SAND, some gravel , some root sm mat , brown to red-brown, moist , medium - dense. (FILL) ----------------------------------------------- - 2 . 0-7 . 0 Silty SAND, fine, some coarse gravel and medium cobbles , gray, moist to sm wet, loose to medium dense. (FILL) - Moderate caving of test pit sidewalls . - ----------------------------------------------- - 7 . 0-9 . 0 Sandy SILT and PEAT, some organic ml/ debris , dark brown, moist to wet, pt - loose to medium dense. ----------------------------------------------- - 9 . 0-15 . 0 Silty CLAY to clayey SILT, low to' medium plasticity, light brown, moist , cl - soft (Qu<0 . 5tsf, LL>%M>PL) pt interlayered with seams of PEAT and ml - Sandy SILT, trace of clay, brown, moist, medium dense. - Bottom of excavation @ 15. 0 ' Qu by pocket penetrometer. MORAN GEOTECHNICAL CONSULTANTS LOG OF TEST PITS CLIENT O' Keefe Development Corporation PROJECT Lind Avenue SW & SW 34th Street NO. 4003-01G Renton , Washington PLATE A05 Test Pit : M103 Surface Elev: Date: March 3 , 1994 Location: Northeast corner of proposed building Depth Description USCS %M ------------------------------------------------ - 0 . 0-6 . 5 Silty SAND, fine , some coarse gravel - and medium cobbles , brown mottled sm gray to 2 . 0 ' , becoming more gray with - depth, damp to moist, medium dense to dense. (FILL) - ----------------------------------------------- 6 . 5-9 . 5 PEAT with sandy SILT, some organic pt/ 246 debris , red-brown to dark gray, moist , ml - loose to medium dense. ----------------------------------------------- 9 . 5-13 . 0 Silty CLAY to clayey SILT, low to - medium plasticity, light brown, moist , cl soft (Qu<0. 5tsf, LL>-%M>PL) pt - interlayered with seams of PEAT and ml Sandy SILT, trace of clay, brown, moist, - medium dense. Bottom of excavation @ 13 . 0 ' Qu by pocket penetrometer . Standing surface water running into test pit . MORAN GEOTECHNICAL CONSULTANTS LOG OF TEST PITS CLIENT O' Keefe Development Corporation PROJECT Lind Avenue SW & SW 34th Street NO. 4003-01G Renton, Washington PLATE A07 Test Pit : M105 Surface Elev: Date : March 3 , 1994 Location: Southeast corner of proposed building Depth Description USCS %M ----------------------------------------------- - 0 . 0-2 . 0 Silty SAND, fine to medium, some medium to coarse gravel, brown to red-brown, sm - moist , medium dense. (FILL) ----------------------------------------------- - - 2 . 0-6 . 5 Silty SAND, coarse GRAVEL and COBBLES , sm/ gray, damp to moist, medium dense to gp - dense . (FILL) ----------------------------------------------- 6 . 5-8 . 5 PEAT and SILT, some organic debris , pt/ - dark brown and gray, damp to moist . ml 113 ------------------------------------------ - 8 . 5-10 . 0 Silty CLAY to clayey SILT, low to ---- medium plasticity, light gray, moist , cl - very soft to soft (Qu<0 . 5tsf, %M>PL, 51 medium to high dry strength) ---- - ------------------------------------------ 10 . 0-12 . 5 Silty SAND, fine, subangular, dark sm - gray, moist to wet , medium dense to dense . - ----------------------------------------------- 12 . 5-14 . 5 Interlayered seams of Silty CLAY to cl - clayey SILT, PEAT, and silty SAND, pt gray, moist , soft to medium dense . sm - Bottom of excavation ® 14 . 5 ' Qu by pocket penetrometer. i .. MORAN GEOTECHNICAL CONSULTANTS LOG OF TEST PITS CLIENT O 'Keefe Development Corporation PROJECT Lind Avenue SW & SW 34th Street NO. 4003-01G Renton, Washington PLATE A08 Test Pit : M106 Surface Elev: Date: March 3 , 1994 Location: Southwest corner of proposed building Depth Description USCS %M ----------------------------------------------- - 0 . 0-2 . 5 Silty fine SAND, some cobbles , some roots , brown to red-brown, damp to sm - moist, loose to medium dense. (FILL) ----------------------------------------------- 2 . 5-7 . 5 Silty SAND, some gravel and cobbles , - gray, damp to moist, loose to medium sm dense. (FILL) - Severe caving of test pit sidewalls . - ----------------------------------------------- 7 . 5-10 . 5 PEAT and SILT, some organic debris , pt/ dark brown and gray, damp to moist. ml -157 ------------------------------------------ _ 10 . 5-12 . 5 Silty CLAY to clayey SILT, low to ---- medium plasticity, light gray, moist, - soft (Qu<0 . 5tsf , LL>%M>PL, medium cl 47 to high dry strength) - ----------------------------------------------- 12 . 5-14 . 5 Interlayered seams of Silty CLAY to cl - clayey SILT, PEAT, and silty SAND, pt j gray, moist , soft to medium dense. sm - Bottom of excavation @ 14. 5' Qu by pocket penetrometer.