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HomeMy WebLinkAboutSWP272332(2) n."ydr. J ' 4 GEOTECHNICAL ENGINEERING STUDY 9.4 ACRE SITE WASHINGTON TECHNICAL CENTER RENTON, WASHINGTON E-884-11 FOR HOLVICK deREGT ROERING hL r IJ Geotechnical Engineering and Geology August 21 , 1985 E-884-11 i Holvick deRegt Koering 1000 SW 7th Renton, Washington 98055 Attention: Mr. Loren Davis References : Earth Consultants, Inc. Report E-884 dated April 22 , 1981 I Earth Consultants, Inc . Report E-884-1 dated December 22, 1981 j Gentlemen: We are pleased to submit herewith our report entitled "Geotech- • nical Engineering Study, 9.4 Acre Site, Washington Technical Center, Renton, Washington. " This report presents the results of our field exploration, laboratory tests, and engineering analysis . The purpose and scope of our study was outlined in our proposal dated June 25, 1985 . Previous Studies were conducted on and near the subject site by Earth Consultants, Inc. Results of these studies were reported in the referenced reports. Our study indicates that in the proposed building area there exists soft, compressible soils near the ground surface. To re- duce potential foundation settlement, it is recommended th4t the i conventional spread or continuous footings be founded on two feet I of structural fill. The structural fill distributes the loads to the underlying soil, thus reducing the effective bearing pres- sures . Buildings constructed after primary settlements induced by the structural fill have been realized may experience post- construction settlements on the order of one to two inches . Differential settlements between lightly loaded and heavily loaded columns may be approximately one-half of these values . If these settlements cannot be tolerated, we recommend that the building area be surcharged. If these settlements can be tolerated, the fills needed to prepare the site for construction should be allowed to remain in-place until the settlements have stabilized. This should take about three to five weeks. The following • sections of this report describe our study and contain recommenda- tions regarding foundation design criteria, earthwork considerations, and site drainage . 1805 - 136th Place N.E.. Suite 101, Bellevue. Washington 98005 Phone: r2061 643-3780/Seattle (206) 464-1584 Holvick deRegt Koering E-884-11 August 21 , 1985 Page 2 This report has been prepared for specific application to this project in accordance with generally accepted geotechnical engineering practices for the exclusive use of Holvick deRegt Koering and their representatives. No other warranty, expressed or implied, is made. We recommend that this report, in its entirety, be included in the project contract documents for the information of the contractor. PROJECT DESCRIPTION At the time our study was performed, the site and proposed building locations were as shown schematically on the Boring and Probe Location Plan, Plate 2. Based on our discussions with your architect, we understand that it is planned to construct four, single-story, concrete tilt-up office buildings with design floor loads of one hundred fifty ( 150 ) pounds per square foot (psf) . Building No. 4 is proposed on Lot No. 3 and Buildinq Numbers 5, 6 and 7 are proposed on Lot No. 4 . We understand that maximum column loads are approximately 40 kips . It is anticipated that approximately three feet of structural fill will be required to achieve final proposed grades . If any of the above design criteria change, we should be consulted to review the recommendations contained in this report. In any case, it is recommended that Earth Consultants, Inc. provide a general review of the final design. SITE CONDITIONS Surface The proposed 9. 4 acre building site is located on Powell Avenue SW and just north of SW 7th Street in Renton, Washington. The property is adjacent to an existing structure and railroad tracks on the south, to Powell Avenue SW on the west, and to vacant property on the north and the east. The site is relatively flat except for an existing fill approximately five feet high on the western portion of Lot No. 3 . At the time of our exploration, the site was covered with tall grass and brush with trees on the northern portion of the property. Surficial soils were generally dry and stable. Subsurface The site was explored by drilling two test borings and advancing three Dutch Cone probes. Other locations were explored during our referenced studies on or near the subject site. Exploration locations are shown on Plate 2 . Please refer to the Earth Consultants, Inc. Holvick deRegt Koering E-884-11 August 21 , 1985 Page 3 boring logs, Plates 4 and 5, and the Dutch Cone logs, Plates 7 through 9, for a detailed description of the conditions encountered at each location explored. A description of the field exploration methods and laboratory testing program is included in this report following the Discussion and Recommendations section. The following is a generalized description of the subsurface conditions encountered. Our borings and probes generally encountered soft, moderately compressible clayey silts underlain by medium dense to dense gravels . Boring B-101 and Probe P-103 encountered approximately twenty (20) feet of soft, compressible soils beneath the existing ground surf ace. Approximately thirteen (13 ) feet of soft soils were encountered in Boring B-102. Probes P-101 and P-102 encountered approximately ten feet ( 10 ) of soft, compressible soils. Clayey silts encountered generally exhibit low plasticity with Liquid Limits ranging from 35 to 40 and Plastic Indexes ranging from 7 to 9 . A moderately plastic clayey silt was encountered in Boring B-101 . This silt has a Liquid Limit of 50 and a Plastic Index of 17 . Sandy gravels were generally encountered beneath the compressible clayey silt stratum. Gravels are medium dense and grade to dense with depth. Gravels were encountered to the maximum depth explored at each location. Groundwater The groundwater levels observed while drilling are shown on the boring logs. Since the groundwater levels did not have time to stabilize, slotted pipe standpipes were installed in Borings B-101 and B-102. Readings taken eleven ( 11 ) days after the completion of the borings are also shown on the boring logs. Groundwater was encountered at eight to ten feet beneath the existing grade. The groundwater seepage level is not static, thus one may expect fluctuations in the level depending on the amount of rainfall, surface water runoff, and other factors. Generally the water level is higher in the wetter winter months. DISCUSSION AND RECOMMENDATIONS General As previously described, the ground surface is underlain by soft, compressible clayey silts above gravels. The thickness of the compressible soil stratum encountered varies from approximately ten feet at the locations of Probes P-101 and P-102 (Buildings 5 and 6) to approximately twenty ( 20 ) feet at the locations of Boring B-101 and Probe P-103 (Building 4 ) . To Earth Consultants, Inc. Holvick deRegt Koering E-994-11 August 21 , 1985 Page 4 provide adequate support , buildings may be supported on conventional individual and continuous spread footings bearing on at least two feet of structural fill . Building slabs and pavement sections may be supported on at least one foot of structural. We understand that approximately three feet of structural fill will be required to achieve proposed finished grades . We anticipate that this fill will induce settlements on the order of three to five inches, the higher values achieved at the greater depths of soft soils. Buildings constructed after primary settlements induced by the structural fill have been realized may experience post-construction settlements on the order of one to two inches. Based on the soil profile encountered in Probes P-101 and P-102 (Buildings 5 and 6) , approximately one inch of total post-construction settlement would be anticipated. Buildings constructed in areas where the soft , compressible stratum is' thicker, such as that encountered in Boring B-101 , B-102 and P-103 (Buildings 4 and 7 ) , may experience post-construction settlements, on the order of two inches. Differential settlements between lightly loaded and heavily loaded columns may be approximately one-half of these values. If these settlements cannot be tolerated, we recommend that the building area be surcharged. If a surcharge fill is not used, we recommend that the structural fill be placed as early in the construction schedule as possible, to induce anticipated settlements prior to building construction. We recommend that settlement markers be placed during the placement of structural and surcharge fills and during the pre- loading period. Building construction may proceed when anticipated settlements have stabilized. Foundations The proposed structure may be supported on conventional conti- nuous and spread footings bearing on at least two feet of structural fill. Overexcavation of soil below the footing may be required depending on final site grades. Fill placed under footings should extend outwards from the edge of the footings at least a distance equal to the depth of the structural fill. Exterior footings should be bottomed at a minimum depth of twelve ( 12 ) inches below the lowest adjacent outside finish grade. Interior footings may be at a depth of twelve (12) inches below the top of the slab. Footings bearing on at least two feet of structural fill may be designed for a bearing pressure of two thousand (2000) psf. Continuous and individual spread footings should have minimum widths of twelve (12 ) and eighteen (18 ) inches, respectively. A one-third increase in the above bearing pressures may he used when considering short term wind or seismic loads. Earth Consultants. Inc. Holvick deRegt Koering E-884-11 August 21 , 1985 Page 5 Lateral loads due to wind or seismic forces may be resisted by friction between the foundations and the supporting compacted fill subgrade or by passive earth pressure on the foundations . For the latter, the foundations must be backfilled with a compacted fill meeting the requirements of structural fill . A coefficient of friction of 0 .35 may be used between the structural foundation concrete and the supporting subgrade . The passive resistance of well compacted fill may be taken as equal to the pressure of a fluid having a density of three hundred (300 ) pounds per cubic foot (pcf ) . We recommend that drains be placed around all perimeter foot- ings. The drains should be constructed with a four inch diameter perforated pipe bedded and covered with free draining gravel. The drains should have a positive gradient towards suitable discharge facilities . The footing drainage system should not be tied into the roof drainage system until the drains are tightlined well away from the building. The footing excavation should be backfilled with granular soil except for the top foot which should be backfilled with a relatively impermeable soil such as silt, clay or topsoil. Alternatively, the surface can be sealed with asphalt or concrete pavements . • Slab-on-Grade Floors Slab-on-grade floors may be supported on at least one foot of structural fill . At the time of our exploration, surficial soils were generally dry and stable. If construction is conducted during wet weather, a greater thickness of fill and/or a stabilization fabric may be necessary. The slab should be provided with a minimum of four inches of free draining sand or -gravel. We also recommend that a vapor barrier such as a 6 mil plastic membrane be placed beneath the slab to reduce water vapor transmission through the slab and the resultant moisture accumulation. Two inches , of sand may be placed over the membrane for protection during construction and to aid in curing of the concrete. Surcharge Program As indicated earlier in this report, if the anticipated settlements cannot be tolerated, we recommend that the building area be surcharged with a minimum of three feet of fill . This surcharge is in addition to any structural fill materials required to achieve design finish grades . The top of the surcharge fill should extend at least five feet beyond the edges of the proposed building. We estimate that the surcharge fill will need to remain in place approximately three to five weeks to permit primary settlements to be completed, after which, building construction may be started. Earth Consultants. Inc. Holvick deRegt Koering E-884-11 August 21, 1985 Page 6 Before placing the surcharge fill, structural fill should be placed, if necessary, to the design finish grade. Depending on site grades , it may be necessary to excavate soil to provide the required thickness of structural fill below footings and slabs. Alternately the footing excavation can be done after removal of the surcharge fill. The surcharge fill does not have to meet any specific require- ments except that it should have a minimum in-place total density of one hundred twenty ( 120 ) pcf . However, if the surcharge fill is to be later used as fill on another part of the site, we recommend it meet the requirements for structural fill, i.e. , contain no organics and be compactible. Structural fill to be placed in wet weather should contain no more than 5 percent fines passing the No. 200 sieve. The side slopes of the surcharge fill should be inclined no steeper than 1 : 1 (Horizontal:Vertical ) . No fill for landscaping purposes should be placed near the building since any additional fill could induce further settlement . Prior to placement of the surcharge fill, we recommend installation of at least three settlement markers per building • within the pre-load area. These markers should be protected from disturbance by construction equipment . The markers should be surveyed by Earth Consultants, Inc. personnel or a licensed surveyor during fill and surcharge placement and at intervals of 2, 4 , 8, 16 (and so forth) days after completion of the surcharge fill placement . The initial reading should show the natural ground elevation, and readings taken during surcharge placement should show the surcharge fill thickness . We will evaluate the settlement readings. Once the required settlement has been reached, the surcharge may be removed. The exposed subgrade should be proofrolled, and any loose pockets exposed should be overexcavated and replaced by structural fill . Site Drainage Groundwater was encountered in our borings at depths ranging from eight to ten feet. It is not anticipated that groundwater will be encountered during construction. However, it has been our experience that groundwater levels change significantly due to changes . in rainfall amounts , surface drainage or other factors . If seepage is encountered in the excavation, the water should be drained away from the site by use of drainage ditches, perforated pipe or French drains, or by pumping from sumps interconnected by shallow connector trenches at the bottom of the excavation. The site should be graded so that surface water is directed off the site and away from the tops of slopes . water should not be allowed to stand in any area where buildings, slabs, or Earth Consultants, Inc. Holvick deRegt Koering E-884-11 August 21 , 1985 Page 7 pavements are to be constructed. During construction, loose surfaces should be sealed at night by compacting the surface soils to reduce the infiltration of rain into the soils . Final site grades should allow for drainage away from the building founda- tions . We suggest that the ground be sloped 3 percent for a distance of at least ten feet away from the buildings except in areas that are to be paved. Pavement Areas All parking and roadway areas may be supported on a minimum of twelve (12) inches of structural fill placed in accordance with the Site Preparation section of this report . At the time of our exploration, surficial soils were generally dry and stable. If construction is conducted during wet weather, a greater thickness of structural fill or a stabilization fabric may be needed to stabilize soft, wet or unstable areas . The upper twelve (12) inches of pavement subgrade should be compacted to at least 95 percent of the maximum density . Below this level a compactive effort of 90 percent would be adequate. The pavement section for lightly loaded traffic and parking areas should consist of two ' inches of asphalt concrete (AC) over four inches of crushed rock base (CRB ) or three inches of asphalt treated base (ATtB ) . Heavier loaded areas would require thicker sections. We will be pleased to assist you in developing appropriate pavement sections or specifications for heavy traffic zones, if needed. Site Preparation and General Earthwork To maintain the integrity of the surface soils, stripping of the • sod should be avoided where possible. Buildings and pavement areas should be cleared of any surface debris and any other deleterious matter, such as trees , brush, fences, etc. The grass cover should be mowed •and hauled off the site. Fills may be placed directly on the sod cover in areas where fills are at least two feet deep. Structural fill under floor slabs and footings should be placed in horizontal lifts and compacted to a minimum 95 percent of the maximum dry density in accordance with ASTM Test Designa- tion D-1557-70 (Modified Proctor) . The fill materials should be placed at or near the optimum moisture content. Fill under pavements and walks should also be placed in horizontal lifts and compacted to 90 percent of maximum density except for the top twelve (12) inches which should be compacted to 95 percent of . maximum density . We understand that imported structural fill will be required for site preparation. Ideally, structural fill to be placed in wet weather should consist of a granular material with a maximum Earth Consultants, Inc. Holvick deRegt Koering E-884-11 August 21 , 1985 Page 8 size of three inches and no more than 5 percent fines passing the No. 200 sieve. During dry weather, any compactible non-organic soil can be used as structural fill. FIELD EXPLORATION AND LABORATORY TESTING Our field exploration was performed on July 11, 1985 . Subsurface conditions at the site were explored by drilling two borings and advancing three Dutch Cone probes to a maximum depth of twenty nine (29) feet below the existing grade . The borings were drilled by Drilling Unlimited using a truck-mounted drill rig. Continuous flight, hollow stem augers were used to advance and support the boreholes during sampling. The Dutch Cone is equipped with a friction sleeve which allows the shaft resistance to be measured in addition to the point resistance at the top of the probe . Approximate soil classifications can be inferred : by comparing the point resistance to the friction on the sleeve. A direct correlation is obtained between the point resistance and the bearing capacity of the soil. Soil samples are not obtained from the Dutch Cone probes . The locations of the borings and probes were approximately determined by tape measurements from approximate property corners . Elevations of borings and probes were approximately determined by a hand level from an arbitrary elevation datum. The locations and elevations of the borings and probes should be considered accurate only to the degree implied by the method used. These locations are shown on the Boring and Probe Location Plan, Plate 2. The field exploration was continuously monitored by a = geotechnical engineer from our firm who classified the soils encountered and maintained a log of each boring, obtained representative samples, measured groundwater levels, recorded probe readings and observed pertinent site features . Slotted standpipes were installed in Borings B-101 and B-102 to monitor groundwater levels. All samples were visually classified in accordance with the Unified Soil Classification System which is presented on Plate 3 , Legend. Logs of the borings are presented on Plates 4 and 5. The final logs represent our interpretations of the field logs and the results of the laboratory examination and tests of field samples. The stratification lines on the logs represent the approximate boundary between soil types . In actuality, the transition may be gradual. Logs of the Dutch Cone probes are presented on Plates 7 through 9 . The "friction ratio" shown on the plates is the unit resistance of the friction sleeve expressed as a percentage of the unit point resistance . The soil stratigraphy interpreted from the probes indicates fine scale stratification not always obtained from borings . Earth Consultants, Inc. Holvick deRegt Koering E-884-11 August 21 , 1985 Page 9 In each boring, Standard Penetration Tests (SPT) were per- formed at selected intervals in accordance with ASTM Test Designa- tion D-1586. A Shelby tube sampler was used to obtain less disturbed soil samples at selected depths. In addition, the split spoon samples were driven with a one hundred forty ( 140 ) pound hammer falling thirty (30) inches. Shear strengths of undisturbed soils were measured where prac- tical in the field with a torvane. These results are recorded on the boring logs at the appropriate sample depth. Representative soil samples were placed in closed containers and returned to our laboratory for further examination and test- ing. Visual classifications were supplemented by index tests such as Atterberg Limits on representative samples . Moisture determina- tions were performed on all samples. Results of moisture determinations , together with classifications , are shown on the boring logs included in this report. A consolidation test was conducted on a relatively undisturbed representative sample taken with a Shelby tube sampler to evaluate the consolidation characteristics of the site soils. In addition, the time readings were taken at several points of loading to evaluate the time rate of settlement . The results of this test are shown on Plate 6, Consolidation Test Data. LIMITATIONS Our recommendations and conclusions are based on the site materials observed, selective laboratory testing and engineering analyses. The conclusions and recommendations are professional opinions derived in accordance with current standards of practice . No warranty is expressed or implied. The recommendations submitted in this report are based upon the data obtained from the borings and probes. Soil and ground- water conditions between exploration locations may vary from those encountered by the borings and probes. The nature and extent of variations between exploration locations may not become evident until construction. If variations then appear, Earth Consultants, Inc. should be allowed to reevaluate the recommendations of this report prior to proceeding with the construction. Additional Services It is recommended that Earth Consultants, Inc . provide a general review of the final design and specifications to verify that the earthwork and foundation recommendations have been properly interpreted and implemented in the design and in the con- struction specifications . Earth Consultants. Inc. Holvick deRegt Koering E-884-11 August 21, 1985 Page 10 It is also recommended that Earth Consultants , Inc. be retained to provide geotechnical services during construction. This is to observe compliance with the design concepts, specifica- tions or recommendations and to allow design changes in the event ssubsurface conditions differ from those anticipated prior to the start of construction. The following plates are attached and complete this report : Plate 1 Vicinity Map Plate 2 Boring and Probe Location Plan Plate 3 Legend Plates 4 and 5 Boring Logs Plate 6 Consolidation Test Data Plates 7 through 9 Dutch Cone Probe Logs Plates 10 through 15 Exploration Logs from Referenced Report Respectfully submitted, '•. ��s EARTH CONSULTANTS , INC. le' r • '1' • . . ; y f J IC James R. Finley, Jr. , P. E. G Chief Engineer JWJ/JRF/tm f .� Earth Consultants. Inc. ICH[S - ° a e[' ••" 1 -I IS TA ST I �« �. rTw iT Lake 1 ■ 11TM P- ST, [ — ?t {�i3 0� ---------� ---------- - ----- -- '- i41'I I_IS^P' Rlw ti '�y — I I 1 ■ST"' II ^II I I -ILL IRWOLK ` S. N 4S r ~ N i IIfM 'TVa s h i n 0 t o n GAZ TI � a i COOPF 7p rp 1 I rir■1 S r[TAN �I a 'T JSwe 7 I � [ •wtwi sr 0 N �S�I•N7fw J, T�cTI S PR NT E 76pR aI i34111 .o m _ • y, �...�Q ��e 1 :+i z ST S HAa ,y'e o I�.1. �i • r� MS 1. 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No. 884-I I Date July 187 Plate I I 1 7 e B-9 P-1O2 t P'101 tiparonmote scar 0 50 ID-) 20-M. l Lot 4 B-1O2 LFGCnD eB-e t - - - - ^ !r B-101 Approximate Boring N , Local ion t � Lot 3 I --� L P IOi Probe L o+2 Dutch Cone HT ',P 4 Probe Location P-3 tom---- W 4 P•1O3 Pro erty Previous Bering frtrr, EC.I. I Report Doted 12/22/61 B 101 t , Previous Boring from E.C.I. Repo-1 Doted 4/9/79 ......._ ............................................ Previ;,Jc Dutch Cone Probe • , , from E C.1 Repot Dated Fuhre ROW 12/22/81 I l ; ✓ ®8-102 Proposed Building i...........—_:- , , 8-1O1 ' ; ,............... , 1 Existin Building I 1 g 9 Refert�ce: S.W. 7th STREET sire Pion By The Moehlurn Group Architects Doted 5/27/e5 Earth :'� I !. t � Consultants Inc.- � 1 G,OU CHNICAL [N..Nrf oiN6 [ G[OlOor Boring and Probe Location Plan Washington Technical Center Renton, Woshington P.oj Nu 88411 Dols Judy -BS Ptak 2 MAJOR DIVISIONS GRAPH LETTER TYPICAL DESCRIPTION SYMBOL SYMBOL °'77 GW weii-Graaea Gravels.Gravel-Sand Gravel ; " ° •.° g`N Mixtures. Little Or Na fines And Clean Gravels Gravelly (little or no fires) • •. GP Poorly-Graded Gravels.Gravel- Coarse Sails ♦ gP Sand Mixtures, Little Or No Fines Grained Solis More Than GM Silty Gravels.Gravel-Sand- 50% Coarse Gravels With gm Silt Mixtures Fraction Fines(appreciable Retained On amount of fines! GC Clayey Graveis.Gravel-Sand- No- 4 Sieve gC Clay Mixtures SW Well-Graded Sands. Gravelly Sand °°°°° o,1 Sw Sands. Little Or No Fines And Clean Sand Sandy (little or no fines) SP Poorly More Than Graded Sands. Gravelly 50`° Material SoiiS S� Sands. Little Or No Fines Larger Than More Than SM No. 200 Sieve Silty Sands. Sand- Silt Mixtures 50% Coarse Size Sands With ST Fraction Fines iappreciaole Passing No 4 amount of fines: SC Sieve Sc Clayey Sands. Sand•Clay Mixtures ML Inorganic Silts d Very Fine Sands.Rocx Flour.Sdty- - I ( nil Clayey Fine Sands.Clayey Silts w/ Slight Plasticity Fine Slits Liquid Limit CL Inorganic Clays Of Low To Medium Plasticity. Grained And Less Than 50 CI Gravelly Clays, Sandy Clays, Silty Clays. Lean Sods Clays Organic Silts And Organic III i t7p L O) Silty Clays Of Low Plasticity HInorganic Slits. Micaceous Or Diatomaceous Fine More Than mh Sand Or Silty Sods 50a Material Silts Liquid LimitSmaller Than H norganc Clays Of High No. 200 Sieve Ana Greater Than 50 ChPlasticity. Fat Clays ClaysSize H Organic Clays Of Medium To High Oh Plasticity. Organic Silts _ , T Peat. Humus, Swamp Sods Hignly Organic Sods pt With High Organic Contents Topsoil -. Humus And Duff Layer (A� k Fill Hignly Variable Constituents r` Y The Discussion In The Text 01 --is deport Is Necessary For A Proper Understanding Of Tne Nature Of 7.,e Material Presented In The Attached Logs Notes: Dual symbols are used to indicate borderline soil classification.Upper case letter symbols designate sample classifications based upon lab- oratory testing; lower case letter symbols designate classifications not verified by laboratory testing. I 2-O.D. SPLIT SPOON SAMPLER C TORVANE READING. tsf 2.4-I.D. RING SAMPLER OR qu PENETROMETER READING,tsf SHELBY TUBE SAMPLER P SAMPLER PUSHED W MOISTURE. percent of dry weight SAMPLE NOT RECOVERED pcf DRY DENSITY.pounds per cubic ft. Q WATER LEVEL (DATE) LL LIQUID LIMIT,percent WATER OBSERVATION WELL PI PLASTIC INDEX LEGEND Earth i ,. II r cons ltanu Inc. GEOTECHNICAL ENGINEERING 9c GEOLOGY Proj. No.334-ll Date July`85 Plate 3 BORING NO. 101 Logged By JWJ Date 7-11-85 ELEV. us (N) Graph CS Soil Description D filth Sample Blows M Ft. silty GRAVEL mixed with toposoil, dry, VT MH brown rusty clayey SILT, moist to wet, 7 41 LL = 50 soft — PI = 17 5 24"push 40 LL = 40 I ML brown clayey SILT, wet, very soft PI 9 fI Q 1/18" 40 C 1 � tsf �!i grades to 7-22- ;ICI! gray, with thin sand lenses 10 i 2 48 c .1tsf with thin sand layer at 13' 3 41 i 15 becoming soft with thin organic silt 3 59 c .15 lenses tsf with thin sand layer at 19' 20 sp gray gravelly SAND, coarse grained, 26 24 meidum dense 25 with sandy GRAVEL layers, dense 34 20 Boring terminated at 29' beneath existing grade. Groundwater observation well installed to bottom of boring. Bottom 10' slotted. Boring backfilled with drill cuttings. * DATUM: Slab grade - existng building to south BORING LOG WASHINGTON TECHNICAL CENTER Earth RENTON, WASHINGTON � Consultants Inc. GEOTECHNICAL ENGINEERING & GEOLOGY Proj. No. 884-11 Date July '85 Plate 4 BORING NO. 102 Logged By JWJ L Date 7-11-85us ELEV. (N) Graph CS Soil Description Depth Sample Blows M Ft. I I ml brown sandy SILT, dry,loose ;! ICI grayish rusty clayey SILT, moist, very _ l l ML soft 3 35 c LL �1 3t�f i I becoming wet and brown mottled PI = 7 5 2 37 color to gray and becoming medium stiff c '3tsi II 4" push 39 c =•25tsf ji19 LL = 38 j DI 10 2 40 = 8 -22-8 5 l;l�ll .�. •�. . 12 48 :• :• gp gray sandy GRAVEL with silt lenses, 15 �4�' ' medium dense to dense 4 . :� . .� 28 20 ♦ , 20 �� layered with sand, medium dense 19 14 • dense .25 33 20 Boring terminated at 29' below existing grade. Groundwater observation well installed to bottom of boring. Bottom 10' slotted. Boring backfilled with drill cuttings. BORING LOG WASHINGTON TECHNICAL CENTER Earth RENTON, WASHINGTON Consultants Inc. GEOTECHNICAL ENGINEERING & GEOLOGY rProj. No. 884-11 Date July '85 ?late 5 0 ( 5 U CL Z 10 0 a. � I O ` U I 15 I 20 .062 .125 .25 .5 1.0 2.0 4.0 8.0 2.6 cTa 2..4 v� 2.3 ( � 2.2 2.1 2.0 PRESSURE , tsf Liquid Plastic PlasticityMoisture Dry Key Boring Depth USCS Soil Description Limit Limit Index Content, W a Density y No. (ft.) (pc'.) io % % Before After O B-101 6.0 ML SILT 40 31 9 40.1 33.2 80.6 . CONSOLIDATION TEST DATA �� WASHINGTON TECHNICAL CENTER Earth I 1 I i !�II RENTON, WASHINGTON I Consultants Inc. GEOTECHNICAL ENGINEERING & GEOLOGY Proj. No-884-11 Date July '85 Plate 6 Dutch Cone Log P-1 Q 1 Cone Penetration Reswance Friction Death -Ton/Sq. Ft.- Ratio Meters ELEV. _ 0± 1 t s to 20 so !CC zoo 30C 400 4 e Iz I Soil Interpretation ! clayey SILT, soft to medium 1 stiff In;i 16 Z I I I� IIIII I I I I I I 3 to IIII l IiILI l gP sandy GRAVEL with silt lenses, 4 meidum dense to dense I ! Ilil I I I S I I Ill I I I I I I I I I i t e ! 1 ill l �illlll I ZO I I III' I I ii � I 1 1 IIII I 11 I l i I l i l i l I I I lii,. I I I IIII 't 7 • i i Probe terminated at 23' beneath I existing grade. Total system s refusal. I I I I I I I I IIII I i ! III I i I I l u I� gill 9- 1 1 11 1 30 IJJM II I I III I I I I Ili I 1 1 10 ! 'I I II I uil I I 35 11101 II I I I lily I I I I I I 1 I I I I I 12 40 I I I I I I •n I I I I I IIII Ii I I I I II III,, I I IIII II i I I I Ii I u I I 1 1 1 1 Uhl 14 I I III I I ' I I II I I I IS I I I I ( IIII IIII t l 1 1 1 DUTCH CONE LOG ! WASHINGTON TECHNICAL CENTER Earth RENTON, WASHINGTON Consultants Inc. p GEOTECHNICAL ENGINEERING & GEOLOGY Proj. No. 884-11 Date July :8:511ate 7 Dutch Cone Log P-102 Cone Penetration Resistance Fr ction Death -Ton/Sq. Ft.- Ratio Meters Feet ELEV. _ -1± I 2 s 10 20 50 10o 200 xo-CC • e 12 Soil Interprelotion I II ! I II 11'Ili I III i !ii�l,: I T:II' 1 ml clayey SILT, soft, low plasticit f with clayey or organic layer at I I ;III I !I 1 3 6' :u 2 II'll sand layer, very loose, from 7 to 9' � 9 I iII 11 ni � I 1 IIII t I• l l 4 gp sandy GRAVELS, medium dense to dense iII It ML II I I1.., e 20 Probe terminated at 18` beneath IIlil Ili ' existing grade. Total system i I I II1 I I l i refusal. 8 I I I I ijlli - 1 I I I '.III I•I I l l ! ! I I 1 I I 9 30 I i u I I I I I I 1 Ili I I I I I I I I I I I I I illll I ! f 10 I I t l ;II I I I I I 11 i n: I I I 35 I I IIIT- MH 12 III l i 40 I I I I I I l i l l l l I I Wit t ! . I I I I hilllilt II 1 ! ! ! ! II 45 14 { I 1 I I 15 I I I I I 11 I 1 ! I I II I I IIII I I I I SO . DUTCH CONE LOG WASHINGTON TECHNICAL CENTER Earth RENTON, WASHINGTON Consultants Inc. r/V GEOTECHNICAL ENGINEERING 11 GEOLOGY Prof. No.884-11 Date July 185 1 Plate 8 Dutch Cane Log P-1 03 Cone Penetration Resistonce Frirlan ELEV. -1± De th -Ton/Sq. Ft.- Ratio Meters Feet 1 z s w 20 50 Ioc 210 roc•oo . a a Soil Interpretation I l i I 1 sm clayey SILT, soft, layered with s ml sandy silt and silty sand, very 41' 1 1 "' loose III 2 I I I ! 1 1 1 .,I possible organic layer at 6' I I I Ilu I 3 to I i , I ! I I 4 1 1 ili I I I I IIII ! r �ji, I gp sandy GRAVEL, medium dense to I I IIII I , dense I I 7 „' ; Probe terminated at 22' beneath • II existing grade. Total system refusal. e •i I I 11 ��1'� l i I I I I I Will I I I I I ! I III! I I I ; 1 9 I III III I 30 I I I I I 1 1 i!I I I I 10 Wll i I III I I I I I I I Mill I I nl I ! I - I I ill Ilni I i l l I Ir, I I I I I I�I Iltii I I I � I I I III III!II ! I I IZ I I III IIi11 I I I I I I I I I1"I I 1 I I II I I Will iI I 1 1 I'II I I I I I I Ills l 45 I uii I 14 I I I ( I (IIII I I I III I, I I I III I I I I ! !I I 15 46 DUTCH CONE LOG ! WASHINGTON TECHNICAL CENTER Earth RENTON, WASHINGTON Consultants Inc. GEOTECHNICAL ENGINEERING & GEOLOGY Proj. No.884-11 Date July:8:5 Plate 9 BORING NO. 9 ELEVATION Graph US Soil Description Depth Sample Blows/ Wn Dennsity ry CS (ft. ) Ft. gyp) �pcf) IIII 6 40 2 41 I ML Brown, clayey SILT to silty CLAY with some organics, wet, very soft 5 li CL to medium stiff. 1 43 �I 7 36 83 'Ili i qu = 1 tsr" l� 10 itLL = 42 3 39 PI = 16 ! 82 15 4 97 organic SILT layer at 18 feet / "20 29/7 35 16 GP Blue, sandy GRAVEL to gravelly SAND SP with 2 inch layers of -silty SAND, wet, 25 dense to very dense. 60 9 �. . . 50/0" Boring terminated at 32 feet on 3/15/79. Water observation well installed. • Driving Energy: 140 lb. Weight Droppina 30 inches PLATE 11 W. 0. No. E-884 Earth Consultants BORING NO. 8 ELEVATION N Dry Graph US Soil Description Depth Sample Blows/ Wn Density CS (ft. ) Ft. (Pcf) it ... 6 40 Mottled gray to brown and blue, inter- IL bedded clayey SILT, SILT and silt 5 SM Y Y Y 11 27 SAND, wet, medium stiff to loose. <f � l LL = 36 5 40 PI = 9 80 ?aa�Iil 0 7 45 ,I I III :ail l 10 41) SM Blue-green becoming blue, slightly Sp silty SAND grading to sandy GRAVEL, .:4: GP dense becoming very dense. 47 8 20 .. .. .f . 50/611 7 .. . .. Boring terminated at 23.5 feet on 3/14/79. No distinct groundwa-ter elevation noted. • Driving Energy: 140 lb. Weight Droppina 30 inches PLATE to W. 0. No. E-884 Earth Contnitants BORING NO. 101 Logged By CRL 16± Data 11/17/81 ELEV. (N) Graph CS Soil Description Delp Sample Slow$ t%) Ft SM Brown silty fine SAND, wet, loose I 2 43 qu<0.5 ter 5 LL=45,PI=6 j) 2 59 qu=0.5 is !f� s 13/1 8 -- 1 Brown-gray mottled clayey SILT, wet, 1� qu=0.5 is , j ML soft to medium stiff 7 49 72 pcf, (grades gray below 15' ) tv=0.27ts ii (with silty sand layer at 11') I 3 42 qu=0.5 tsf I' 15 5 44 75 pcf' ,III, i q� 0:5 is I tv=0.12ts 5 46 LL=38,P1=8 (grades with thin beds of organic silt 20 qu=O.S is below 20' ) IIIII,I I 5 48 qu=0.75ts 1.0 is 25 a*� Get `Gray sandy GRAVEL with silt, wet, dense I 41 7 GP 30 47 9 Boring terminated at 3 below existing gra e. Groundwater observation well installed to bottom of boring. BORING LOG SPRINGBROOK TECHNICAL CENTER Earth RENTON, WASHINGTON C NU-U1tanU Inc. GEOTECHNICAL ENGINEERING Q GEOLOGY Prof. No.884-1 Date Dec. '81 Plie 12 BORING NO. Logged By CRL 19+ Date 11/20/81 ELEV. (N) Graph CS Soil Description Depth Sample Blows M Ft. ML Brown sandy SILT with clay, wet, loose 2 45 qu=0.5 tsf 5 5 65 q =0.5 is tv=0.1 ts " MH Brown gray mottled clayey SILT, wet, 1 6 50 72 pc', ML soft to medium stiff, with loose silty q =0.5 is 'ii( : , sand layers at 3, 6, 13, and 18' 10 tk.224:51 f i i I I 8 44 75 pcf (grades gray below 12' ) q =0.5 to I u0.75 tsi � 8 35 jl �� i tv=0.15ts �II� 15 qu=0.75ts i, ;i q =0.75tsf OH Brown organic SILT, wet, medium stiff I 5 64 u c 20 L =55 ,PI= =:` . Sill SP Gray SAND with gravel and silt, wet, 38 20 dense 25 ■:;N'; grades below 25' to ; GM ! Sandy GRAVEL with silt, wet, very dense ,� � . V : GP ' T.. .. 52 -- Boring terminate at below existing grade. Groundwater observation well installed at 24' below existing grade. • BORING LOG SPRINGBROOK TECHNICAL CENTER Ea2'th RENTON, WASHINGTON Consultants Luc. GEOTECHNICAL ENGINEERING R GEOLOGY Prof. No.884-1 Dete Dec. '81 Platte 13 �B■■/W��d■■ ■0■�■ Rom■ SILTS and SANDS, loose it®mp ■1■ �m■■mu�m■®11■■■m■ ® CLAYS and - ��■■■//11 ��■ ■■■I■ Ing soft um■m■ �— w■■■■mu�■ssa■usss �®■■Umt �mll■�t [� Silty to clean MOMME ■ m■ 4■ml■�■ .� dense s ra■■s■o ��■■/OIION ■�■ 1MMME ERMA �omn gym■ l' layer of soft silt �■■■ml _s■/■�■ �■m■ MEN ■ f_'�■ at MMMM ®®■I■■ camp■ gym■® �■ ® Sandy GRAVELS, dense ■ID■ml■ MR �NmA U,■ms■ ®_ p1■�®■Umml■ ® . �mp OMME ■■m■ ms�■■■■m� �s �■ tnllo�mm�lulnm■ ■■■■■n ■■m�lua■uonl■s■■ ■■■m■ . �■■■1111o■■■umnnmml■ mms • �ml■■■■■11�■■1■lllUl■■1■ sa■■■ mm�oO/II��v■1/1111111■�■ ■■■■■i■ �n//ul�munulnml■m■ o■m■ ■uul�■■■wnuu■s•■ ■ssm■ , �m�mn��mommnnm■ mm■ s>,�■■■■■U�■i■■1■lIIIU■�■ ■■s■a■ ■■■�■■■■uu���■wtlnn��■ ■■■m■ ��■■■■Iu��®■v111u■■�■ ■am■ - sm�■■■an■>•�n■amlrer■s•■ a■■t■■ m■I■1■■■■�il��■■1■■IUU■�■ 1� ��■�//Iu��h�mlUtmm■ mo■■ mmmi■■■■Illm■Imi■I■■■Illim■mi■ 0=1M ■ ■mm■■■ull�mvuuuuu■m■ �a■m11�■■Ialumum■ mmml■■■■ul■�ml■I■■m1UlU■ml■ ■■� ■mmu■nlu�mtmmuum■m■ ■■■m■ ��■■//111■��p■1/Illlllm�■ ■■■B■■ a■■■ua�ssi■amlun■s•■ �mtm/n1l�mnlmll,m■ ■■an■ �=��//1111•����1/IIUm■1•■ ■■OU■ s>, ■■■■uts>,�■■�nnlml■�■ asm■ ���//Ill����unllllli■�■ MBME■ �■■■■�II■■1�s1■■lu�lUU■�■ ■■■ms 0�0010 �■■■Iu■mm■■nnluulum■ ■■■w■ DUTCH CONE LOG �m�//In�m�mumlmnlm■ mm� s��■■uulsse■■■■mra.s,■ as■■■■ jSPRINGBROOK TECHNICAL CENTER ENGINEERINGEarth Consultants Inc. GEOTECHNICAL D. ■■mt■a■mn�■t■ta®ntA■mi . - ■>•■p■t■aW ■■1■ SANDS and SILTS, loose CLAYS and SILTS, very soft to ENEEMN ®wl BE MMMIN soft �■■■■■M MEMMEM It w �_� ®�■1��■ awl NEEMEW ■■t■■>•■ ■■■MINEW (18" sand and silt layer OMMERE �■■wWEEME ® - ••- - - - �■AWIi��■ wi —ME MMERM E ®■■ �ml1 ®�■ m■■■ �■■■■m ummw�■ ■ts■■■■ ■ ma�nnnmm�w■ m■■o ■au■■>•�■amnumw■ ■us■■■■ _ �■■wu�tumnumw■ ■MMUM t■mttanp■a�■■,mua.m■ tn.■■■■a �m■■mn�nnrnua•t•■ ■a■n� �n�nn��aon�m■ ■m■■� ■■nu�■■tnntmm■ t®■■■■ , ��mm��nntmim��■ ■a■■u ttt�■■■t■tunttmmtnnpmm�m■ .tn•■■■. �■mn�m■■nntuw�w■ ■m■n ■■om■■mn■■w■■■outm�unnw■ ■■■■■■■■ �tau�■■twnw�ms ■■■■■■■ �m■■■antl•�p■�Iptt1U��■ ttttt■tt■■ �m■■mn�mn�nuu�m■ ®■■■� ■■mm■■■an■■wm�■o■nn■nu■■ ■o■■■■ ■��■■wu■>•��■nmuui��� m■o■ ��■■antmomnna■•w■ ■o■■■■ t■t1•■■■■0011■EM■al■t■it■q ME ■■■■■■■t ��mm��mv■nn�■u�m■ u■uu ��■■ntn����uaaan•�■ m■■■� �■ma�tntuw�t�■ m■■s ��nmu�onmam�m■ mn■� MMEO■mnMESENSWU WEENE ■m■■E ■tm�un,a���■■,ttnta�m■ ■■■■■■■ ��■��ui�mn��nnu�m■ ■■■■■■E - ttmm■■■ttu�■■uuum�w■ t■w■■■ ■>.�■■mn■��anmum��■ ■1■I■■■■tt ��■■tan�■■ttnnpn■a�.�■ ■■■■■■■ Earth Consultants Inc. GEOTECHNICAL tt��o■uu�t■�■aannu�m■ ■■■■■■■ • ENGINEERINGDate Dec.