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HomeMy WebLinkAboutSWP272174(1) REPORT OF GEOTECHNICAL INVESTIGATION Pr000sed Office Building Lind Avenue S.W. and S.W. 16th Street Renton, Washington For the Austin Company 05562-017-016 Marsh 21, 1989 Dames & Moore Cny Of ON RE C EIV E®. APR 2 8 101 BUILDING DIVISION J $ Q�oZI'c Sm DAMES & MOORE 580 MARKFT PLACE TOWER. ZdLi RRST AVE\UE. 5EATTLE. WASHINGTON 1?81]1 (206) 72N V 44 March 21, 1989 The Austin Company 800 S.W. 16th Street Renton, Washington 98055 Attention: Mr. Robert G. Snyder Gentlemen: We are pleased to submit herewith our"Report of Geotechnical Investigation,Proposed Office Building,Lind Avenue S.W.and S.W. 16th Street,Renton,Washington",for The Austin Company. This study was authorized by your Purchase Order 89-5477-1 dated February 22, 1989 which referenced our proposal of the same date. At your direction, the preliminary site screening described in our proposal was eliminated from the scope of work. Preliminary verbal information and descriptions of site conditions have been provided during progress of the investigation. The attached report includes recommendations regarding site preparation, foundation support, and other geotechnical-related issues. We appreciate the opportunity to conduct this investigation and look forward to assisting you during the final design and construction phases of the project. Please call the undersigned or Mr. Kelly S. Merrill with any comments or questions you may have. Yours very truly, D/)AM_ESS&—MMOOORE Joseph Lamont, Jr. Senior Partner (Ltd.) JL:emw 5 copies submitted Attachments pFFiCEi'cC RLD`�:^E � REPORT OF GEOTECHNICAL INVESTIGATION PROPOSED OFFICE BUILDING LIND AVENUE S.W. AND S.W. 16TH STREET RENTON, WASHINGTON for THE AUSTIN COMPANY INTRODUCTION We present in this report the results of our geotechnical investigation at the site of a proposed office building to be built for The Austin Company in Renton, Washington. The proposed site, with overall plan dimensions of about 960 feet by 450 feet, is located southwest of the intersection of Lind Ave.S.W. and S.W. 16th Street. The site of the office building development surrounds the site of an existing Puget Sound Power & Light Company substation located in the north-central portion of the area. The proposed office building will be located on the east portion of the property as shown on Plate 1. The planned footprint dimensions of the proposed office building.are approximately 175 by 225 feet. The building is currently planned to be a four-story steel-frame structure. Column loads are expected to be in the range of 380 to 430 kips. Maximum floor slab loads are expected to be relatively light on the order of 100 to 200 pounds per square foot(psf). We understand that the floor grade of the building will be stepped across the site, with the eastern portion at approximately Elevation 22 and the western portion of the building at approximately Elevation 19. All elevations used in this report refer to City of Renton Datum. Dames & Moore has conducted several previous geotechnical investigations for The Austin Company in the general vicinity of the proposed site. In addition to our present investigation, information from these previous investigations was also used to aid in developing our conclusions and recommendations. SCOPE The purpose of our geotechnical investigation is to provide recommendations concerning site preparation and foundation support for the proposed office building. Our recommendations are based on the results of subsurface exploration, laboratory testing, and engineering analyses. The specific elements of our investigation include: 1. Exploration of subsurface soil and ground water conditions by drilling seven borings. A piezometer was installed in Boring B-I to allow monitoring of the ground-water table. I j. ';IMV 5 & Mooro 2. Laboratory testing to evaluate the pertinent physical characteristics of the soils encountered with respect to the planned construction. 1 Recommendations regarding site preparation and fill placement. Recommendations are included for removal of unsuitable soils, construction considerations during wet weather, and gradation and compaction criteria for fill materials. Recommendations are also included for a preload/surcharge program for reduction of total and differential settlement under the building floor slabs. 4. Recommendations regarding foundation support of the proposed structures. Included are allowable vertical capacities of augercast concrete piles for both downward and uplift loads and estimates of foundation settlements. Lateral resistance criteria for piles are also included. 5. Lateral earth pressure criteria to be used for design of subgrade walls or below-grade foundation elements. 6. Recommendations for support of building floor slabs and pavements in the surrounding parking areas. 7. A written report summarizing our findings and recommendations. STTE CONDITIONS SURFACE CONDITIONS The proposed office building site and associated parking areas are currently undeveloped and covered by grasses and shrubs. Small trees also exist in some areas, primarily in the eastern portion of the site. A gravel-surfaced area exists in the western portion of the site. We understand that the site was previously partially filled, and that excess fill may have been stockpiled in some areas of the site as a form of preload. The duration, location, and amount of excess fill placed is not known at this time. The site is relatively flat, with surface grades ranging from about Elevation 16 to 21 across the site. At the titrte of our field investigation,standing water was present in some areas, and the surficial soils were relatively wet and soft, resulting in trafficability problems for the drilling equipment. SUBSURFACE CONDITIONS Subsurface conditions at the site were explored during this study by drilling seven soil boring's. The locations of the borings are shown on the Site Plan, Plate 1. A description of our field investigation and logs of the borings are presented in the Appendix. 2 The project area is underlain by variable thicknesses of silty sand and gravel fill, relatively loose and soft sand and silt deposits, and competent deeper deposits of sand and gravel. The fill thickness varies from about 2-1/2 to 7-1/2 feet at the locations of our borings. The fill generally consists of silty sand with gravel. Organic material is commonly present in the upper 6 inches of the fill material. The fill material is typically loose to medium dense in place. The relatively high silt content in the fill indicates that this material is very moisture-sensitive and susceptible to disturbance during periods of rainy weather. The native material immediately underlying the fill consists of silty sand, sand, and silt and tends to be somewhat variable across the site. The silty sand and sand are typically loose to medium dense in place and are of moderate strength and compressibility. An approximately 5- foot thick stratum of softer silt to clayey silt was encountered in the upper 15 feet in two of the borings (Borings B-2 and B-4) in the proposed building area. Similar layers were also encountered in Borings B-6 and B-7 in the parking areas. These silty soils range from very soft to medium stiff in place and possess low to moderate strength and moderate to high compressibility. Underlying the upper relatively loose and soft soils at all boring locations within the building area are more competent deposits of sand and gravel. The depth to the surface of the sand and gravel varies from about 18 to 28 feet at the location of our borings within the building area. The sand and gravel deposits are typically dense to very dense in place and exhibit high strength and low compressibility. An Organic Vapor Analyzer (OVA) was used in the field to monitor vapor Ievels during drilling operations. No significant organic vapor levels were detected. GROUND WATER Ground-water measurements were obtained by means of a piezometer installed to a depth of 20 feet in Boring B-1. Readings taken approximately one week after completion of the field program indicated a ground-water level of 9 feet below existing site grades. We anticipate that ground-water levels beneath the site will fluctuate seasonally due to variable precipitation levels. LABORATORY TESTTNG _ 7 Samples of the soils obtained during our subsurface exploration program were returned to our Seattle laboratory for further examination and selection of representative samples for testing. The testing program was intended to provide information concerning classification and engineering characteristics of the site soils. Tests performed include direct shear, moisture content, density, and gradation analysis. A description of the test procedures,equipment,and results are presented in the Appendix. 3 eamc'S � .',tOJr+ `T CONCLUSTONS AND RECOMMENDATIONS GENERAL Based on the results of our geotechnical investigation, we conclude that the proposed four- story office building can be supported on augercast concrete piles penetrating into the competent sand and gravel deposit encountered below the building site. We are of the opinion that the floor slabs of the proposed building can be soil-supported provided that appropriate site preparation measures as described herein are followed. We anticipate that a preload/surcharge program will be necessary to avoid excessive floor settlement. Our recommendations for site preparation and foundation support are described in the following sections. SITE PREPARATION We understand that the finished floor grades for the proposed structure will be at Elevation 22 in the eastern portion and at Elevation 19 in the western portion of the building. The proposed finish grade in the eastern portion of the building ranges from about 3 to 4 feet above existing site grades. The proposed finish grade in the western portion of the building ranges from about 1 to 2 feet above existing grades. Most of the site is now covered by a variable thickness of silty sand and gravel fill, ranging from about 2-1/2 to 7-1/2 feet thick at the locations of our explorations. The upper portion of this material was generally wet and soft at the time of our investigation. These relatively silty fill soils are very susceptible to disturbance when exposed to equipment traffic and moisture. We strongly recommend that earthwork activities at this site be accomplished during dry weather periods, preferably in the summer season. We recommend that the initial step in site preparation consist of stripping and removal of the vegetation and surficial organic soil Iayer. This material is not suitable for use as fill and should be removed from the site. We anticipate that this will require removal of about 6 to 9 inches of material across the site. After removaj of the upper organic soils and prior to filling, we recommend that a representative of Dames&Moore be present to assist with an assessment of subsurface conditions. Proof-roiling with a loaded dump truck or other construction equipment should be done to aid identification of weak areas. Any soft, loose, or wet areas should be overexcavated to a depth of 2 feet or firm bearing, whichever is less, and replaced with properly compacted fill. We anticipate that extensive site preparation work will not be required during dry weather periods. However, extensive overexcavation/replacement of the native silty soils will probably be required if earthwork is attempted during the wetter seasons of the year. 4 Fill material should be placed in 8-inch layers and compacted to 95 percent of the maximum dry density according to the ASTM D-1557 criteria. These fill criteria apply only to areas below buildings and pavement; no specific degree of compaction is necessary for landscaped areas. All materials to be used as fill should consist of clean well-graded granular material with less than about 5 percent fines. Because of the general filling required on the site, it is not anticipated that any of the existing site soils will be satisfactory for use as fill. SURCHARGE PROGRAM Based on our understanding that maximum floor loads for the proposed structure will be on the order of 200 psf, we recommend that all building areas be surcharged under a height of fill that is equivalent to the weight of the building floor loads plus 2 feet. This is in addition to the permanent fill required to achieve planned elevations. Maximum permanent fill is expected to be on the order of 3 feet. Surcharge quantities can be estimated by assuming that 1 foot of fill is equivalent to 120 pounds per square foot (psf). We anticipate that settlements will be on the order of 2 to 3 inches under the preload £i1l and surcharge. The surcharge fill should extend at least 10 feet beyond the limits of the area to be preloaded. As the surcharge fill will be used as permanent fill in the adjacent parking areas, we recommend that it consist of clean well-graded sand and gravel with less than 5 percent fines. No specific compaction criteria of the surcharge soil is required except that necessary to maintain trafficability. However, we recommend that the lower 12 inches of the surcharge be compacted to 95 percent of maximum dry density, as a portion of this material will settle below planned subgrade level. Based on analysis of the existing information,we anticipate that the preload/surcharge period will take approximately 4 to 6 weeks. At least four settlement markers should be established within the building limits. A suggested detail and method of placement for settlement markers is shown on Plate 2. Each settlement marker should be read initially before placement of any fill, daily until fill placement is complete, and weekly thereafter during the surcharge period. Dames & Moore should review the settlement data so that we can assess the progress of the preload program It should be noted that the duration of the surcharge period is measured from the time at which the surcharge reaches its full height. Additionally, the surcharge duration is an estimate which must be evaluated on the basis of the settlement monitoring results. Post-construction settlement of floor slabs should be less than 1/2 inch if the preloading program recommended here is implemented. Differential settlements are expected to be less than 1/4 inch. 5 7 FOUNT)ATTON SUPPORT We recommend that the proposed four-story office building be supported on pile foundations because of the relatively loose and soft near-surface native silty soils. We further recommend that the building be supported on auger-cast concrete piles extending into the competent sand and gravel deposit present below the site. Allowable vertical capacities and resulting settlements are discussed in the following paragraphs. Vertical Pile Capacities: We recommend that 16-inch augercast concrete piles extending to a depth of 40 feet below existing site grades be designed for an allowable capacity of 50 tons for downward-acting loads. For a pile extending to a depth of 35 feet, we recommend an allowable capacity of 40 tons. These values include a factor of safety of 2. We further recommend that 16-inch augercast concrete piles extending to a depth of 40 feet be designed using an allowable uplift capacity of 15 tons. For piles extending to a depth of 35 feet below site grades, an uplift capacity of 10 tons is appropriate. These values assume a factor of safety of about 1.5. Assuming a center to center pile spacing of at least 3 diameters, no reduction need be taken for group action of piles supported in the competent sand and gravel stratum. The recommended allowable downward capacities are based on total dead plus live loads and may be increased by 1/3 for temporary seismic and wind loads. The recommended uplift capacities are already based on transient load conditions and should not be increased. The augercast piles should be appropriately reinforced. Structural characteristics of the pile material and foundation connections may impose more stringent limitations than the values given here and should be evaluated by the structural engineer. The augercast concrete piles should be installed by an experienced contractor to the recommended penetrations Cuing a continuous flight auger. Concrete grout must be pumped continuously during withdrawal of the auger. The rate of auger withdrawal should not exceed about 7 to 9 feet per minute. The pressures at the grout pump should be in the range of 130 to 250 psi depending on the length of feeder hose used. Augercast concrete piles designed in accordance with the above recommendations are expected to experience total settlement of less than 1/2 inch. Post-construction differential settlements between adjacent pile groups should not exceed about 1/4 inch. Lateral Pile Resistance: We have also evaluated-allowable lateral loads available from auger- cast concrete piles. For 16-inch diameter augercast concrete piles, we recommend that a lateral load of 9 tons be adopted for design. This value correspond to a pile deflection of 0.5 inches. As the lateral load capacity is directly proportional to the lateral deflection for deflections of less than 0.5 inches, lower pile head deflections will result in a corresponding reduction in the design lateral load. 6 D In 13 The lateral loads given above assume a center to center pile spacing of at least three diameters. The lateral capacities indicated above refer to the resistance available on the side of the pile. Additional resistance to lateral loads will be provided by passive soil pressure against the pile cap. Assuming the sand and gravel backfill adjacent to the pile cap is placed and compacted to 95 percent of maximum dry density in accordance with ASTM D-1557 procedures, the lateral soil pressure against the pile cap can be approximated by assuming an equivalent fluid density of 200 pounds per cubic foot (pcf). This value is consistent with a lateral deflection of 0.5 inches. Shallow Foundation Su000rt•. We understand that some lightly loaded facilities within the building will be supported on small spread footings. We recommend that any such footings be constructed on at Ieast 2 feet of competent granular fill compacted to 95 percent of maximum dry density according to ASTM D-1557 procedures. We recommend that spread footings be embedded at least 18 inches below the lowest adjacent finished grade and have a minimum width of 24 inches. Footings so designed and constructed may be proportioned for a maximum allowable soil bearing pressure of 2,000 psf. This allowable soil bearing pressure applies to the total of all dead plus live loads, exclusive of the weight of the foundation and any fill placed above the foundation. We estimate that post-construction settlements of shallow footings designed and constructed as recommended will be less than I inch. LATERAL EARTH PRESSURE CRITERIA We have also developed recommendations for lateral earth pressures for use in designing any subgrade walls or below grade structural members which support earth loads. For walls or structural members supported on compacted granular fill and surrounded by properly compacted sand and gravel, passive earth pressures can be approximated using an equivalent fluid pressure of 250 pcf. The coefficient of friction between the concrete and compacted granular fill can be taken as 0.4. These values assume a factor of safety of 1-5. Active lateral earth pressures can be estimated using an equivalent fluid density of 40 pcf. At-rest earth pressures for nonyielding walls can be approximated using an equivalent fluid density of 55 pcf. The above parameters assume free draining and properly compacted granular fill and a ground-water table below the level of thle walls or structural members. FLOOR SLABS We are of the opinion that the concrete floor slabs of the proposed building can be soil- supported provided that our recommendations concerning site preparation and surcharging are followed. We recommend that the concrete floor slabs of the buildings be supported on a 7 minimum of 12 inches of granular fill material compacted to 95 percent of maximum dry density. The floor slabs should be underlain by a base course of at least 4 inches of crushed rock or 6 inches of clean sand and gravel with 5 percent fines or less. This granular layer will provide uniformity of support and a capillary moisture break. We further recommend that a plastic vapor barrier be placed between the base course and the bottom of the concrete slab. It is acceptable to utilize a sand leveling course above the vapor barrier and immediately beneath the concrete for ease of construction. PAVEMENTS Flexible pavements will consist of asphaltic concrete and a granular base course. These pavement layers must, however, be supported by at least 18 inches of imported sand and gravel with less than 5 percent fines placed and compacted to 95 percent of the previously recommended criteria. This may require overexcavation and replacement of the existing soft silty soils in some areas. The thickness of the asphalt pavements will depend upon the frequency and intensity of truck and automobile traffic and supporting capabilities of the subgrade soils. CBR values in the range of 10 to 12 may be used for design once specific traffic criteria are identified and assuming that site preparation is accomplished as recommended in this report. Corresponding values of modulus of subgrade reaction, k, can be taken as 125 to 150 pci for design of rigid pavements if such are considered. Preliminarily, we recommend that flexible pavement sections in truck lane areas consist of 6 inches of crushed rock and 3 inches of asphalt concrete. The crushed rock base course may be reduced to 4 inches in automobile lane and parking stall areas. The asphalt concrete can be reduced to 2 inches in lightly traveled areas and automobile parking stalls. CLOSURE The recommendations presented in this report are provided for design purposes and are based on soil conditions disclosed by field observations and field explorations. Subsurface information presented herein does not constitute a direct or implied warranty that the soil conditions between exploration locations can be directly interpolated or extrapolated or that subsurface conditions and soil variations different from those disclosed by the explorations will not be revealed. The recommendations outlined in this report are based on the assumption that the facilities plan is consistent with that shown on Plate I and the description provided in this report. If, during construction,subsurface conditions different from those disclosed by the exploration borings are observed, we should be advised at once so that we can review these conditions and, if necessary, reconsider our design recommendations. 000 _ 8 Dames & Mocra The following items are attached and complete this report Plate I Site Plan Plate 2 Detail of Suggested Settlement Plate Appendix Respectfully submitted, <e DAMES & MOORE roe' . oseph Lamont, Jr. Senior Partner, (Ltd.) 2r /C nc i`���rn &Y S. erri 1 P.E. Project Manager March 21, 1989 9 Dames 2. Moore b 1 Existing Puget Power Sub-Station i 4 B-7 1 3 1 ' rri 1a C 0 E T t R Proposed Parking I B-6 t Key: -<�-B-t Boring Location and Number, This Investigation 'o Note: Boring locations are approximate. 0 n • 0 N •D h u'f O O 2 o Reference: The Austin Company Drawing Entitled Site Plan, Dated 2113189. 0 W. i6th St. Property Line I B 1 Ba� � �i B-3h Y � c Proposed office Building I 8-2 B-5� 1 Proposed Parking 0 so 160 Scale in Feet Plate t Site Plan Dames & Moore APPENDIX SITE EXPLORATIONS AND LABORATORY TESTING SITE EXPLORATTONS Subsurface conditions underlying the proposed site were investigated by drilling seven borings at the locations shown on the Site Plan, Plate 1. The boring locations were determined by taping from existing reference features on the site and are therefore approximate. The elevations for the exploration were estimated from site contour maps and are also approximate. The borings were drilled with a truck-mounted B-61 rig using hollow-stem auger techniques to depths ranging from 9 feet to 39.5 feet below existing grades. Logs of the borings are shown on Plates A-1 to A-4. Relatively undisturbed samples of the soils encountered were obtained in the borings at frequent intervals using a Dames & Moore sampler of the type illustrated on page A-3. The sampler was driven with a 300 pound hammer falling 30 inches. The number of blows required to drive the sampler 1 foot or less into undisturbed soils is noted adjacent to the appropriate sample notations on the boring logs. Bulk samples of the near-surface soils were also obtained at several locations. The soils were classified in accordance with the Unified Soil Classification System which is described on Plate A-5. An Organic Vapor Analyzer (OVA) was used in the field to monitor vapor levels during drilling operations. Measured vapor levels ranged from 0.2 to 0.5 parts per million. These values are considered representative of background levels and indicate that no significant organic vapors were detected. LABORATORY TESTING The engineering characteristics of the soils encountered were evaluated by means of gradation, direct shear, and moisture-density tests. The gradation characteristics of the site soils were evaluated by one sieve analyses and five fines content analyses on representative samples. The results of these tests are presented on Plates A-6 and A-7. The direct shear tests were accomplished using the procedures described on page A-4;the results are presented on Plate A-8. oco The following plates are attached and complete this Appendix: Plates A-I to A-4 Log of Borings Plate A-5 Unified Soil Classification System Plate A-6 Fines Content Analysis Plate A-7 Grain Size Distribution - Plate A-8 Direct Shear Test Results MEASUREMENT ROD, 1/2" 6 PIPE CASING, 2" Q PIPE (SET ON PLATE, NOT FASTENED) EXISTING COUPLING WELDED TO PLATE GROUND SURFACE SETTLEMENT PLATE, W, X 16" X 1/4" SAND PAD IF NECESSARY (NOT TO SCALE) NOTES: 1 . INSTALL MARKERS ON FIRM GROUND OR ON SAND PADS IF NEEDED FOR STABILITY. TAKE INITIAL READING ON TOP OF ROD AND AT ADJACENT GROUND LEVEL PRIOR TO PLACEMENT OF ANY FILL. 2. FOR EASE IN HANDLING, ROD AND CASING ARE USUALLY INSTALLED IN 5-FOOT SECTIONS . AS FILL PROGRESSES , COUPLINGS ARE USED TO INSTALL ADDITIONAL LENGTHS. CONTINUITY IS MAINTAINED BY READING THE TOP OF THE MEASUREMENT ROD, THEN IMMEDIATELY ADDING THE NEW SECTION AND READING THE TOP OF THE ADDED ROO. BOTH READINGS ARE RECORDED. 3. RECORD THE ELEVATION OF THE TOP OF THE MEASUREMENT ROD IN EACH MARKER AT THE RECOMMENDED TIME INTERVALS , EACH TIME, NOTE THE ELEVATION OF THE ADJACENT FILL SURFACE. 4. READ THE MARKER TO THE NEAREST 0.01 FOOT, OR 0.005 FOOT IF POSSIBLE. NOTE THE FILL ELEVATION TO THE NEAREST 0.1 FOOT. DETAIL OF SUGGESTED SETTLEMENT PLATE Dames & M o o r e Job No . 05562.017- 016 Plate 2 i APPENDTX SITE EXPLORATIONS AND LABORATORY TE5TTNG STTE EXPLORATIONS Subsurface conditions underlying the proposed site were investigated by drilling seven borings at the locations shown on the Site Plan, Plate 1. The boring locations were determined by taping from existing reference features on the site and are therefore approximate. The elevations for the exploration were estimated from site contour maps and are also approximate. The borings were drilled with a truck-mounted B-61 rig using hollow-stem auger techniques to depths ranging from 9 feet to 39.5 feet below existing grades. Logs of the borings are shown on Plates A-1 to A-4. Relatively undisturbed samples of the soils encountered were obtained in the borings at frequent intervals using a Dames & Moore sampler of the type illustrated on page A-3. The sampler was driven with a 300 pound hammer falling 30 inches. The number of blows required to drive the sampler I foot or less into undisturbed soils is noted adjacent to the appropriate sample notations on the boring logs. Bulk samples of the near-surface soils were also obtained at several locations. The soils were classified in accordance with the Unified Soil Classification System which is described on Plate A-5. An Organic Vapor Analyzer (OVA) was used in the field to monitor vapor levels during drilling operations. Measured vapor levels ranged from 0.2 to 0.5 parts per million. These values are considered representative of background levels and indicate that no significant organic vapors were detected. LABORATORY TESTING The engineering characteristics of the soils encountered were evaluated by means of gradation, direct shear, and moisture-density tests. The gradation characteristics of the site soils were evaluated by one sieve analyses and five fines content analyses on representative samples. The results of these tests are presented on Plates A-6 and A-7. The direct shear tests were accomplished using the procedures described on page A-4;the results are presented on Plate A-8. 000 The following plates are attached and complete this Appendix. Plates A-I to A-4 Log of Borings Plate A-5 Unified Soil Classification System Plate A-6 Fines Content Analysis Plate A-7 Grain Size Distribution - Plate A-8 Direct Shear Test Results vim+'S 6 Mc 7M1" d SOIL SAMPLER TYPE U DRIVING on RUSHING FOR SOILS DIFFICULT TO RETAIN IN SAMPLER YECHANISY COUPLING -ATER CUTLETS NOTCHES FOR [NGAGING OIEQ VKVEs FISHING TOOL NEOPRENE GASKET HEAR j vu VECAGE 3 NOTE, 'N[10!ST[NN411'CLI Be NITPOOUG[MI TPRRn 'NIAG'AnO'SPUT SAM[L' ALTERNATE ATTACHMENTS SnIT BARREL (TO'K ?Ar[RR,NIVAI OF GORE Su Mg' COME-RETAINER RINGS (}W 0.6 SV I*LONG) SPLIT SARR 'i LOCKING COR&RETAINING RING OEVICE SPLIT SIT FERRULE COR OevictINNIG OCVICE R[T"IRP AT R[r.NNu naps Imr[RCNA T"Slc nTN OTNlm}VP[q - THIN.[ALLED LNFLINC Mae (INT L[NGTNSLZNGNlCAaLI I p� A-3 ti METHOD OF PERFORMING DIRECT SHEAR AND FRICTION TESTS DIRECT SHEAR TESTS ARE PERFORMED TO DETERMINE THE SHEARING STRENGTHS OF SOILS. FRICTION TESTS _ ARE PERFORMED TO DETERMINE THE FRICTIONAL RE- SISTANCES BETWEEN SOILS AND VARIOUS OTHER :BATE- R1ALS SUCH A5 WOOD, STEEL, OR CONCRETE. THE TESTS ARE PERFORMED IN THE LABORATORY TO SIMULATE ANTICIPATED FIELD CONDITIONS. EACH SAMPLE IS TESTED IN A SPLIT SAMPLE HOLDER, - a TWO AND ONE-HALF INCHES IN DIAMETER AND ONE INCH HIGH. UNDISTURBED SAMPLES OF IN-PLACE SOILS ARE EXTRUDED FROM RINGS TAKEN FROM THE SAM- PLING DEVICE IN WHICH THE SAMPLES WERE OB- DIRECT SHEAR APPARATUS WITH ELECTRONIC RECORDER TAINED. LOOSE SAMPLES OF SOILS TO BE USED IN CON- 5TRUCTING EARTH FILLS ARE COMPACTED IN RINGS TO PREDETERMINED CONDITIONS AND TESTED. DIRECT SHEAR TESTS A ONE-INCH LENGTH OF THE SAMPLE IS TESTED IN DIRECT SINGLE SHEAR. A CONSTANT PRESSURE, APPROPRIATE TO THE CONDITIONS OF THE PROBLEM FOR WHICH THE TEST IS BEING PERFORMED, IS APPLIED NORMAL TO THE ENDS OF THE SAMPLE THROUGH POROUS STONES. A SHEARING FAILURE OF THE SAMPLE IS CAUSED BY MOVING THE UPPER SAMPLE HOLDER IN A DIRECTION PERPENDICU- LAR TO THE A.YIS OF THE SAMPLE. TRANSVERSE MOVEMENT OF THE LOWER SAMPLE HOLDER IS PREVENTED. THE SHEARING FAILURE IS ACCOMPLISHED BY APPLYING TO THE UPPER SAMPLE HOLDER A CON- STANT RATE OF DEFLECTION. THE SHEARING LOAD AND THE DEFLECTIONS IN BOTH THE AXI.AL AND TRANSVERSE DIRECTIONS ARE RECORDED AND PLOTTED. THE SHEARING STRENGTH OF THE SOILS IS DETERMINED FROM THE RESULTING LOAD-DEFLECTION CURVES. FRICTION TESTS IN ORDER TO DETERMINE THE FRICTIONAL RESISTANCE BETWEEN SOIL AND THE SURFACES OF VARI- OUS MATERIALS, THE LOWER SAMPLE HOLDER IN THE DIRECT SHEAR TEST IS REPLACED BY A DISK 'o OF THE MATERIAL TO BE TESTED. THE TEST 15 THEN PERFORMED IN THE SAME MANNER AS THE O1 DIRECT SHEAR TEST BY FORCING THE SOIL OVER THE FRICTION MATERIAL SURFACE. A-4 Baring 8- 1 Boring 8-2 OQpth Samosa 000th Sample in FQQL Symbol Elevation 18 ! In Fdmt �Symaol Elawtlon 17 _ DS 3z G SM Light brawn silty firm sand D I dM Light trorn silty sane with ® with aracnic matter and organic nattar (loa6Q to grovel Tloase to medium medium dense) (fill) aQnse) (fill) 33 9 21.7z-1i32 21.31-86 SM Gray silty fine send (medium ML le Cray slit with fine slum Dense) I tenses C6oft to mQdlum S S stiff) 17.31-306 -` SP Gray Fine song (medium Canso to dense) grades to loose 10 10 grades to loose 20 25.Az-95 grades to medium manse 25 11-06 grades with medium sand 1q 1q 22 25 71�7 sp Brown find sand with pieces of woad (medium aensQ) •�^ Gp Gray find eravot end send 20 - 20 SP Cdense to very cerise) •� grades wL" mQCIUM grC-Q13 56 53 ,Q v - n 25 _ Grades to wary dQn3Q - :."1 f6 j e t r S.Sz-I1A ,P 0W Cray grcval and sand (wary ® ;vq iF Cerise) U 30 _y, SW 30 ati c groCas with increased sanC 37 j7 *Blow count unraliablm 95 ® Boring completetl at death S.G1-339 ® Boring complatad at depth of 34. 5 feet on 2-28-89 of 34.5 feet on 2-28-85 35 PidZamQtor installed RIM 35 Crouna eater not measurec tip at depth OF 20 feat. during Crillina Grovnd water measured at a depth of 9 feet one week after completion of arllling. Notes: 1)See Plate A-4 for Boring L09 Key 2)Pll elevations reler to Gty of Renton Datum. Log of Borings Dames 8 Moore Job No. 05582-017-0115 Plate A-1 C Boring B-3 Boring B-4 Oepth Somp 1a OePth Sa Plo In Foot rsymaal Elevation 18 � in Foot FSymac1 Elevation 19 _ 0 0 Oak brawn silty sand rtth i2.5Z G S M Brawn stlty Tina sand with 15.3% G SM ® gravel Clo000 to Medium ® of gravel (]nose to medium dense) dense) (fill) 12 is IA.7Zs.2 is.2c-too SM Cart, gray silty find send (metl.um den6e) 5 Gray vory silty flna sand 5 SM rttln accdslonal grovel (loose) 31.aY-87 3e.4Z-81 m ML Ito soft) silt (vory soft E.10 i SP Gray find sand rtth troco 10 organics and Rood (medium dense) 2Q a2-:� Sr Srawn Fine sand (looso) 15� 15J z 23.3Z-lad SM Gray silty fine sand (Medium ® grades to mee wm dansa dense) 20 20 31 Gra claydy silt .1tn samd 22 2Z-lo3 3c. ML (sil 25 2` 1;1441 _ grddas rt th modlum to Cgarse sand 7,8Z-12� = Groy coarse sand and growl 9.81-122 ( _ aP Gray wddtam to coarso sand �' .'. G� Cvery dense) wd eovel (dense to very GP dens ) grades rttn loss cravdl t5 SS BOring cawplatod at death - 8orina ca.pleted at dooth of 34.5 feel On 2-28-99 of 34:5 feet an 3-1-89' 35 Ground eater not Measured 35 Ground rater not measured during drilling during Grilling. Log of Borings Dames & Moore Jab No. 0 So-2-017-016 Plate A-2 I � 1 Boring 8-5 Boring B-6 Oapih Sample Dian Sc-p1Q - Elaratlon 18_d 1n Foat rSymcol Elavat tan 18.4 I Fast rSymbcl - SM Bravn silty fine sand .tLh 0 7WF:f�T na rlth greel Cl oase to medium (loose dens¢) <filll (fill)F9 21 'v� Gp 6rorn FLmo to 1 trod gravel 13 2T-110 / rl,thad scud and trade silt SM lark orcrn silty fine sand (laOse t0 medium dense) (medium dense) 5 (f111) 5 � crados to loosa rlth lncraosad 24 ML Gray clayay silt Cst1FF) C silt content M 5z-96 / I Sorin9 completed at o doo'-h / of 9.5 feet an 3-3-89 10 10 Ground water not measured during dr1111ng 13 15 18 Gray Fino cravel and madlu- =� GP to coarse send (medium 20 ;— Sp dense to dense) 23 Sp Gork grcy fino to madlum sane (medium dense to dQnSQ) 25^ _ 30 .c GP pork gray Tina to -odium 39 Q gravQi vttli sand (medium 1.0I-129 dense to VNy dense) 35 Wit} grxos rlth incrocsod sand 31 R ® � Boring comploted at a dopth ? of 39. 5 feet an 3-3-89 - 4p Ground ratQr not measured our ing drilling Log of Borings Dames 8 Mocre plate A- Job No. 05552-017-016 Boring B-7 cap" Somata 1n Fact �Syr.00l Elovcticn 15-5 _ l] sM Bran stlty fine sand ( o ) (fi1 hse 1J - 8 5 7 III ML ero.n Clayey slit (madl wr 3AX a = duff) Boring CCmpletad at aaptn 10 of 9 Qeet on 3-3-89 Ground .ctor not mcasurad during drilling Key: MOISTURE CONTENT 2 1 . 7 % - 1 0 2 , DRY DENSITY IN PCP blow* required to drive Damao h Me.ro sampler an• loot with a hemmer weight or 30e lee and a drop e1 30 Inches. 17 Indlaalea depth ai whisk undisturbed Dams' a Moore .ample wag eatr aat•d_ ® Indicates depth st whisk disturbed Damon i Moore sample was eXtfaatad. I ndl.aton sampling attempt with a. to...ary - MOTE: The dI..vsalee In the teat of this npoft Is he<eaaary for a proper understanding of the motor. of In. subsaflace materials. Log cf Borings Oemcs 8 Moore Job No. 05562-017-016 P1e`e A-C CRAPN LETTER TYPICAL OE5CRIPi10N5 WAJOR UPASIONS SYu60L SYMSCL . P 4qd:, wea-graded grove+s. qq•wd-send ,: evf mirtures. Mlle or no fines Clean Grwefs 4a C44.A (18tic of no firm) a Opr Poorwcgraded a, no , grovel-aona cw rel k Cra fry 4'g4' CP mirlurS Glk or fines sods Yore than 507. of q4A ocarse fraction !+ Cu I Silty Tr fs. grovel-sand-clay RETAINED on No. LJ ".lurRETAINED here Crweis soh fines YR (Appreciable amount Coarse Cra'rmed Sods of fines) CC arycy grovels, grwd-sand-dry ,;.tires Llore than 50: of mater.al is LARCER than No. 200 s.ev< 'aea-graded ser.dz. grwe+y sardz, SW GIl4 or no foes dean Sand (Uttk or no fines) I Ppary-graded sands. gra�Ny sands. Sp 1 little or no fines Sand and Sandy Soda ' Wore than 50%: of coarse (radio;+ I II PASSING No. 4 Sieve Sands SAY ]ands. sand-,ill mizlures 1 Sands rilA �n+cs (ADprecioble omoun( of limes) mrtture3 • / Sc Ccycy sands, sands-dry III I II Zonic sills and .e'Y fine s.roclr four, silly or clayey YL fine sands or clayey silts with skht pbst'<4y Silts cod acyS hgrgornic cloys of low to n,edium Liquid Limit LESS I CL pastidty, gravely clays, sorely lhon 50 - clays. silly okays. team dcys IIII II I I OL IOrga nic sit( and orgcnk s•Tly cloys fine Grained Soils of law plasticity tare lhon 50% of materiel is SMXUER than No. 200 Sie+e III I IndgOnic f�a i, miapeeauf Or li! I uN diotomaeeou5 fn< son0 or silty soils $+l: arse a0ya ..y^� tmOrgarnic clays of high plozlici{y, Liquid t:"X GREATER ,�.ij _ Cx (at clays than 50 :- '. organic okays of medium to hqh ON pbsfrly, organic sins PT Peol. humus. s-amp coifs with hie`, Nighty Orgcnic Soils ,gamic co�tcnls Note: Dual symbols are used to i-d;cctc bordedine soil elessiGcoGans. Unified Soil Classification System DAMES & MOORE Plate A-5 0 z Moisture Dry Fines 0 Boring Depth Soll Type Content Density Content Yt) N (pcf) N B-1 I Silty sand 15.1 N/A 23 B-1 3.5 Silty sand 21.7 102 41 0-1 30.5 Gravel and sand 5.5 114 1 B-3 8.5 Silty sand 31.4 87 45 B-3 18.5 Silty sand 23.3 100 23 B-3 28.5 Sand and gravel 7.0 127 2 B-7 2.5 SlIty sand 23 94 17 Fines Content Analysis I Nola: Fines content Is defined as The percent by weight of material passing a 12M slave 0 0 0 UNIFIED SOIL CLASSIFICATION COBBLES GRAVEL SAND SILT OR CLAY COARSE I RNE MEDIUM I ME U.S. SMNE S= IN INCHES U.S. STANDARD S[En No. HYDRONiTER 3 3/4 3/8 4 10 20 40 80 140 200 100 0 SO 120 F F S U m 60 I ( I40 q z z � I c z 40 60 Z c�a • c, + a 20 I I 80 0 ' 100 10' 102 10 1 ^ 10' 162 16' GRAIN SIZE IN MILLIMETER S]'MBOL BORING DEPTH x PZ DESCRIPTION O e—I 28.5 l� GRAVEL AND SAND (GWISW) Remark : Job No. 05562-017 Austin Co. f Dames & Moore GRAIN SIZE DISTRIBUTION Plate No. A-7 o 0 0 0 U U Oi N O ' J O Yield Peak Boring Depth Soil Moisture Dry Normal Shear Sheer (ft) Type Content Density Pressure Strength Strength (°A) (PGQ (PsQ (Pao (Psi) B•1 13.5 Silty sand 25.4 95 1000 730 1000 84 23.5 Sand 22.2 103 2000 1200 1940 4000 1000 3420 Direct Shear Test Results ` 0 r 3 ' n N — a i 0 A o m