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Home My WebLink About02920 - Technical Information Report - Geotechnical i � S �,t '1- 17_ . ' Tvo R �, (21 ��.) R ��D � �� - s2�vree inen, APR 0 3 2001 R ------ � r �/'jG?',S'� � BUILDING DIVISION � t ��o�/r�rc� z� �-�s ��`� � C �` Geofechnical Engineering Design Study Service Linen Supply Expansion Renton, Washington A v H/.1/,tTCROiA/SL-!� Prepared for Service Linen Supply ` May 1, 2000 f .�,�.> ,,, I I � � . �� CONTENTS ��,�.� PURPOSE AND SCOPE OF THIS STUDY � Purpose � Scope i SUMMARY OF CONCLUSIONS AND RECOMMENDATIONS � �lTE AND FROJECT DESCRIRTION _ SUBSURFACE CONDITIONS . Soils Consisi of Loose to Medium Dense Silty SAND over dense SAND Groundwater Encounfered in Borings � GEOTECHNICAL ENGINEERING CONCLUSIONS AND RECOMMENDATIONS 5 Foundation Support for the Strucfures 5 Excavafions and Filling � Drainage Considerations g Latera! Pressures on Permanent Backfilled Walls �o Pavement Seciions � 1 RECOMMENDED ADDITIONAL GEOTECHNICAL SERVICES 12 THE USE OF THIS REPORT �3 FIGURES 1 Vicinity Map 2 Site and Exploration Plan APPENDIX A FIELD EXPLORATIONS METHODS AND ANALYSIS Explorations and Their Location A-� The Use of Auger Borings A-� Standard Penetration Tesf(SPT) Procedures A-? Hart Cro�+se� Page i 1-'3�- ♦ I CONTENTS (Continued) Pa e FIGURES '� A-1 Key to Exploration Logs I A-2 through A-5 Boring Log B-1 through B-4 '� APPENDIX B II LABORATORY TESTING PROGRAM ', Soil Classification B-� Water Contenf Determinations B-� Atterberg Limits (AL) B-� Grain Size Analysis (GS) B-� FIGURES B-1 Unified Soil Classification �USC) System B-2 Liquid and Plastic Limits Test Report B-3 Particle Size Distribution Test Report Hart Crowser Page ii J•7337 � GEOTECHNICAL ENGINEERING DESIGN STUDY SERVICE LINEN SUPPLY EXPANSION RENTON, WASHINGTON This report presents the results of our subsurface explorations and geotechnical engineering study for the proposed Service Linen Supply expansion site located in Renton, Washington. We have organized this report into several distinct sections. In the first several pages we present a summary of our key conclusions and recommendations. The summary section should be used only as a reminder of the information discussed in the text.The main body of the report presents our design levef results. The appendices present the field and laboratory test results. PURPOSE AND SCOPE OF THIS STUDY We have prepared this report based on the scope of services out(ined in our proposal dated March 1 b, 2000. We have received your written authorization to proceed dated April 6, 2000. Purpose The purposes of this study �vere to: ► Assess the site subsurface conditions; ► Assist the design engineers in developing criteria for site preparation and foundation design; and ► Provide geotechnical recommendations relevant to design and construction. � Scope I r��c s�ope ur ;hc s,uU�� ;r,c�u�ed i��e to�lo�,ving: , ► Reviewing geologic literature and previous explorations in the site vicinity; ► Completing field explorations at the project site; ► Conducting laboratory soils tests; Service Linen Supply Pdge � J-i 163•O1 t ♦ ► Identifying the geotechnical engineering considerations and performing analyses; and ► Preparing this design report. The field explorations consisted of four hollow-stem auger borings. Laboratory soils tests included visual classification of the soil samples, and grain size, Atterberg limits, and water content determinations on selected samples retrieved from the explorations. We used the tests to help classify the site soils and to estimate the geotechnical engineering properties of the materials. Our engineering studies, analyses, and recommendations for design and construction are based on the field and laboratory test results, engineering analyses, and our experience on similar projects. SUMMARY OF CONCLUSIONS AND RECOMMENDATIONS The following summarizes the principal concfusions and recommendations contained within this report. Refer to subsequent sections of the report for further discussion oT each point, as�vell as for other recommendatiors. Resu/ts of Fie/d Explorations A Vicinity Map and a Site and Exploration Location Plan are sho�:`n on Fi�ures 1 and 2, respectivel��. ► Subsurface conditions consist of primarily very loose to loos� 5:-�.�� ar��c' very silty SAND to approximately 12 to 16 feet belo4v grade. ► The foundation soils are mostly granular and settlements of footings �r f!o��r slabs are likely to be completed shortl`� follo�ti�ing their p(acement an� loading. ► Borings B-1 and B-"� encountered a ia�-er ot medium stir�, �ery sanciy �ILT an,: sandy SILT, respectively, from 1? to 16 feet below grade. The silt is typicall�, more compressible and settlements occur over a longer period of time. Because this layer is relatively deep and thin it will not adversely impact ' performance of the building foundation. ► Groundwater�vas encountered from 19 �_; __ ��:; �;��,,,, �;.��.� .„ ��,:� our four borings at the time of exploration. Ground�vater�vas not encountered in boring B-4. Service Linen Supply Page 2 J-'163-01 . � Foundation and Slab Desiqn ► Overexcavate at least ? to 3 feet of loose sand and replace �.ti ith compacted structural backfiil prior to placement of footings. ► Design foundations using continuous and isolated spread rootings founded on structural fill �vith maximum allowable net bearing pressures of ?,500 pounds per square foot (psfl for the proposed building addition. ► Footings designed according to the above criteria may experience total pcst- construction settlements of less than 1 inch. Maximum differential settlements could be one-half to t�vo-thirds of the total settlements. Additional long-term, post-construction settlements of the structure are expected to be minimal. ► Overexcavate at least 12 inches of loose sand �� i � � ' � � � structural backfill prior to placement nf tln�r s!� Miscellaneous Recommendations ► We interpret the on-site soil conditions to cur�es�ona �,��ih a seis�l�ic 5�� profile type Sp as defined by Table 16-J of the 1997 Unifo�m Building Co ► The risk of soil liquefaction during an earthquake is lo�v to moderate at t' project site because most of the loose to medium dense sand abo4�e the ► Design suL.��..._ ..�. . ,.�,�.. , �_., ��, �.��_ _,_,� ,, , r�,�__", _. _��,-,-- equivalent fluid weights of 35, �0, and 300 pounds per cubic foot active, at rest, and allo��able passive conditions, respectively. ► h1uch of the native soil may be reused for structural fill if construction occurs during dry weather periods. ► Construct permanent slopes at 2 Horizontal to 1 Vertical (2H:1 V) or tlatter. ► Temporary cut slopes within the fill and loose to medium dense sand should stand at a maximum slope of 1.5H:1 V. Temporary cut slopes should be made the contractor's responsibility. Service Linen Supply Page 3 1-7163-o t SITE AND PROJECT DESCRIPTION The project site of the proposed addition is located immediately to the south of the existing Service Linen Supply property between Main and Wall Streets. The addition is accessible from both Main and Wall Streets. At the time of our visit most of the site was vacant. Ho�vever, an existing home/office building and another smaller building on the northwest corner of the site had not yet been demolished. Our understanding of the proposed structure is based on project information and development p(ans provided to us by Mr. Azaria Rousso. The structure will consist of a one-story concrete tilt-up building with a slab floor loaded to 150 psf and ceiling height of approximately 32 feet. The building �vill have rails attached to the steel roof for material transportation. The southern 36 feet of the building will be two stories with a smaller rail system. The site grade is relatively flat with elevations ranging from approximately 8 to 1 1 feet. SUBSURFACE CONDITIONS titi'e interpreted the subsurface soil canditions at the site based on materials encountered in our four auger borings. Soil properties inferred from the field and laboratory tests at this site formed the basis for the foundation design and construction recommendations contained �vithin this report. The subsurface conditions at this site are generally consistent bet�veen the four borings we advanced at the site. Although the conditions are generally consistent, some variability is possible and may not become fully evident unt;! construction. If variations then appear evident, it may be necessary to ra- evaluate the recommendations of this report. The design team in consult��t;�;;� with the authors of this report should make any such re-evaluation. Details of the conditions observed at the exploration locations are shown on r', - logs included in Appendix A and should be referred to for specific inform�r Details of laf„-.r,•�.. � �a�� , .r��,, ,,�� ,-�„ _�,,,�-,�� t ti,;< <,�� .� ;�,,�i,,,-a=.� � Appendix E Soils Consist of Loose fo Medium Dense Silty SAND over dense SAND The soils encountered in the upper 20 feet of our borings consist primarily of loose to medium dense, silty SAND. Our borings encountered dense to very dense, sandy GRAVEL, gravelly SAND, or silty SAND from 19 to �8 feet below grade to the termination depths of eYplorations. 5ervice Linen Suppl�� Page 4 )-7163-01 In each exploration, the upper 12 feet consisted of very loose to loose, silry Sand. Below these loose sands, medium dense sand was encountered beriveen 12 and 16 feet below grade. Silt was observed in borings B-1 and B-2 from approximately 12 to 16 feet below grade. Groundwater Encountered in Borings We observed groundwater in three of our four borings at the time of exploration. Groundwater was encountered at depths ranging from 19 to 2? feet in borings B-1 through B-3. Groundwater was not encountered in boring B-4, which was advanced 24 feet. Note that fluctuations in ground�vater level and seepage occur because of variations in rainfall, temperature, seasons, and other factors. GEOTECHNICAL ENGINEERING CONCLUSIONS AND RECOMMENDATIONS The follo�ving section includes five main subheadings addressing foundation support, excavation and fifling, drainage considerations, lateral earth pressure on backfilled walls, and pavement sections. Minor subheadings introduce specific topics. The recommendations given should be considered design-leve! and can be incorporated into the e�ccavation and foundation plans for the structures b} the design engineers. Foundation Support for the Structures We recommend shallow footings and slab-on-grade floors for the support of the proposed building addition provided that foundation subgrade is properly prepared. Our design recommendations are discussed belo�,�: Foofinq Desiqn ► Overexca��atF� �? !ea�t � to , ;eet �t I�:,cse s�n�l _ �_ . , . _ _ � , > -- __ ., � �... ,�.��__ :� _:��..;� :� �.�_. .., �� . _��_.. _, _,._. .�..�,�. _ �. ... . � on structural fill �vith a maximum allowable net bearing pressures\of 2,5u psf for the proposed building addition. ► Construct isolated column footings �vith a minimum �vidth of 2 feet and continuous footings with a minimum �vidth of 1-1/2 feet. Place the base of footings at least 18 inches belo�v the lo�vest adjacent finished grade. Service Linen Supply P2ge 5 J-7163-01 . ► Allo�v an increase in the allo�,vable soil bearing pressure of up to one-third for loads of short duration, such as those caused by�vind or seismic forces. ► Found footings outside of an imaginary (1 H:1 V) plane projected upward from the bottom edge of adjacent footings or utility trenches. , ► Estimate resistance to lateral movement by using an allowable equivalent II� passive fluid �veight equal to 300 pcf and an allowable coefficient of friction of 0.35. Foundation Seftlemenf We expect the foundation soils to behave primarily elastically with settlements occurring quickly. The settlements are expected to occur as the loads are applied. Assuming proper subgrade preparation and preliminary column loads typical of one-to t�vo-story buildings, we expect footings to experience total post-construction settlements of less than 1 inch. Maximum differential settlements are estimated to be one-half to two-thirds of the total settlements. Differential settlements will vary based both on construction procedures anc' varying loads. Hart Cro�vser should review the final foundation layout to asst�� footing interaction and to re�iew our settlement estimates once the actual ', column loads and layout are available. �' Foundatfon Consfruction The foundation settlements given herein assume careful preparation and protection of the exposed subgrade will occur prior to concrete placement. An� loosening of the materials during construction could result in larger settlements than those estimated. lt is important that foundation excavations be cleaned of loose or disturbed soil prior to placing any concrete and that there be no standing �vater in the foundation excavation. We recommend removing any existing asphalt pavement and proof-rolling the subgrade prior to the placement the footings. The depth of overexcavation can be adjusted based on the results of proof-rolling. We recommend that a representative of Hart Cro�vser be present to obser��e each foundation excavation prior to placement of any concrete. Floor S/ab Desi_qn W'e recommend overexcavating at (east 1? inches of(oose sand and replacing it �vith structural backfill prior to the placement of floor slabs. Ser;ice Linen Supply Pdge 6 )-;163-01 In addition, the floor slabs should be underlain by a minimum 4-inch thickness of clean drainage fill. This layer serves as a capillary break and is intended to reduce the potential build-up of hydrostatic pressures beneath the slab (see Drainage Considerations section). Following excavation and footing construction it is likely that some loosening of the soil near the surface �vill occur. Loose areas should be recompacted or removed to provide a dense, non-yielding surface for the placement of drainage fill or for slab construction. Excavafions and Filling Open Cut Excavations We expect that excavations can be open cut. Cut slopes should be properly protected and should be no steeper than 1.5H:1 V. The actual temporary sfopes are the contractor's responsibility. The temporary slopes may need plastic sheeting or more substantial protection from loosening caused by precipitation and excessive drying. Construction equipment, workers, and materials should be kept at least 5 feet back from the top of slopes. We anticipate that excavation can be completed using conventional heavy equipment such as large bulldozers and backhoes. The top of temporary cut slope shoufd be at least 5 feet a�vay from any footings of the existing buildings. If this minimum setback distance cannot be maintained, temporary shoring should be installed to facilitate the excavation. Because of probable precipitation runoff during excavation, the contractor should be prepared to provide temporary drainage, such as sumps, to maintain the excavation in a�vorkable condition. Permanent Fill Slopes Permanent slopes constructed �vith compacted structural fill should stand with side sfopes of 2H:1 V or flatter. To reduce susceptibi{ity to erosion and increase stability, plant and maintain vegetation on the permanent slope surfaces. Structural Fill The suitability of excavated site soils for compacted structural fill �vill depend upon the gradation and moisture content of the soil �vhen it is placed. As the !i amo�mt of fines (that portion passing the �'�o. ?00 sievej increases the soil I Se�vice Linen Sapp!` Pd�e �'lb3-01 . becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult to achieve. Soil containing more than about five percent fines cannot be consistently compacted to a dense non- yielding condition when the water content is more than about two percent above or below optimum. The near-surface site soils generally contain a moderate percentage of fines {12 to 30 percent), making them sensitive to small changes in moisture content. We expect that, in general, the site soils will be near their optimum water content coming from the cut, and compaction should be possible with limited moisture conditioning assuming the soil stockpiles are protected with visqueen and favorable �veather. Because of their moisture-sensitivity, most site soils should be excavated and placed as structural fill during an extended dry weather period. We expect most fill used at the site �vill need to be imported. We recommend importing high quality, pit-run sand or sand and gravel �vith a maximum size of 4 inches and a maximum fines content of 5 percent. This will allow the broadest use of the material at the site. We make the follo�ving recommendations concerning structural fill: ► Place all fill beneath footings, slabs-on-grade, pavement areas, or behind basement walls as structural fill; ► Place structural fill in lifts not exceeding 8 inches loose thickness and compact to a minimum of 9� percent of the modified Proctor maximum dry density as determined by ASTM D 1557; ► ff the impact of vibration to the existing buildings becomes a concern during construction, we recommend using static rollers and small lift thickness (such as 4 inches in loose thickness) unless the contractor can demonstrate achieving the desired compaction effort; ► Within 2 feet of rigid concrete subgrade walls and deeper than 3 feet beneath pavement sections, compact structural fill to 92 percent of the maximum ASTM D 1557 value. Adjacent to concrete walls and existing buildings, use small hand-operated equipment to avoid subjecting the �vall to excessi��e lateral pressures resulting from "overcompaction"; ► If fill is placed during�vet�veather, use an imported clean, �vell-graded sand and gravel �vith less than 5 percent by weight passing the No. 200 sieve (based on the minus 3,�4-inch fraction); Service Linen Supply Page 8 )-7163-01 � ► Use well-graded sand and gravel with a fines content of less than 3 percent (based on the minus 3/4-inch fraction) within 4 inches of slabs-on-grade (drainage layer), 18 inches of backfilled subgrade walls, and around all drains; ► Before structural fill pfacement, remove, recompact, or dry all disturbed, loose, or wet subgrade areas; and ► Remove all organic surface materials before structural fill placement. Before fill control can begin, the compaction characteristics must be determined from representative samples of the structural fill. Samples should be obtained from the site or import borrow area as soon as work begins. A study of the compaction characteristics should include determination of optimum and natural moisture contents of these soils at the time of placement. Drainage Consideraiions Ground�vater seepage was observed in three of our four explorations. However, it was encountered relatively deep at 19+ feet belo�v grade. Significant ground�vater seepage is not anticipated for shallo�v excavations. No temporary de�vatering other than ditches and sumps should be needed at the site. Regardless of whether significant�vater is encountered during the construction phase, it is a proper precaution to provide some type of permanent drainage system and pressure relief behind all subgrade �valls. The follo�ving recommendations for a drainage system belo�v slabs and behind subgrade �valls are general and intended to protect the walls and floors from the detrimental effects of�vater. Floor Slab Capillary Break. As a precaution, �ve recommend that all slabs be underlain directly, everywhere, by a 4inch-thick capillary break consisting of a , clean (less than 3 percent fines based on that portion passing a 3/4-inch sieve), evell-graded sand and gravel. Backfilled Wall Drainage. Walls with soil backfilled on onl one side will re uire I Y q drainage, or must be designed for full hydrostatic pressures. To provide drainage, �ve recommend: ► Backfill �vithin 18 inches of any backfilled retaining or subgrade walls �vith clean (less than 3 percent fines based on the minus 3/4-inch fraction), �vell- graded sand and gravel; Service Linen Supply Page 9 )-7163•O1 ► Instail drains behind and at the base of any backfilled subgrade walls; and ► Envelop the drains behind the wall with the drainage r ''. The drains (with cleanouts) should consist of 4inch-diameter perforated pipe placed on a bed of, and surrounded by, 6 inches of clean (less than 3 percent fines based on the minus 3/4-inch fraction), well-graded sand and gravel. The drains should be sloped to carry the �vater to a sump or other suitable discharge location. Alternatively, the drains can be replaced by weep holes at the base of the �-vall. Water behind the wall �vill encounter the drainage backfill and then flow through the wall onto the ground. Nevertheless, the perforated pipe drains should be provided for all below-grade backfill wall and column footings. Waterproofing. Note that the described subslab and wall drainage system is designed to prevent a damaging build-up of hydrostatic pressure.The recommended systems may not result in a totally dry subgrade wall or slaF�. If waterproofing is required below grade, we recommend placement of a heavy �I plastic liner against the walls coupled with full coverage of a drainage medium ' such as miradrain. Alternatively, Volday panels may be used. Slope pavement and sidewalks to drain away from the building and provide adequate runoff disposal. Do not tie the roof drains to any of the subgrade �va�l drainage pipes. Laieral Pressures on Permanent Backfilled Walls We do not know at the time of this writing how the subgrade �valls and footings will be configured. If footings or other foundation components are founded j inside of an imaginary 1 H:1 V plane projected upward from the bottom edge of I the subgrade wall, then a lateral surcharge �vill influence that wall. For Hart Cro�vser to evaluate these types of conditions, we must kno�v the foundation sizes, loads, elevations, and locations �vith respect to subgrade �valls. We make the following recommendations: ► Design �valls backfilled on one side with structural fill, to 4vithstand active or at rest lateral pressures using an equi�alent fluid 4veight for the soil equal to 35 and 50 pcf, respectively; SeR-ice Linen Supply Pdg2 �0 )-;t 63-o t ► Add a surcharge component to the lateral pressures to represent loading from other foundation elements, if applicable. Simple area surcharges can be estimated by taking the applied load within the influence area and multipfying it by 30 or 50 percent for the lateral pressure increase under active or at rest conditions, respectively; ► Add a seismic earth pressure component that acts over the entire back or the �vall and vary�vith the back slope inclination, the seismic acceleration, and the wall height. Based on a design acceleration coefficient of 0.30 and a wall height of"H"feet, �ve recommend that these seismic loadings be modeled as a uniform active and at rest pressures of 5H psf and l OH psf, respectively; and ► An appropriate passive resistance would be based on an equivalent fluid weight of 300 pcf(including a factor of safety of at least 1.5). Note that the use of active and passive pressure is appropriate if the subgrade wall is allowed to yield a minimum 0.001 times its height. For a non-yielding or restrained �vall use at rest conditions. Sliding friction bet�veen the footings and slabs and subgrade may be determined using an allo�vable (FS >_ 1.5) coefficient of friction of about 0.3�. Pavemenf Sections We recommend that all pavement sections be constructed over a subgrade surface consisting of either non-yielding compacted native soils or compacted structu�al fill. It has been our experience that proof-rolling with overexcavation of near-surface soft soils prior to pavernent construction works well. As an alternative, however, at least 2 feet of fill soils containing organics should be overexcavated and replaced with well-compacted structural fill. This would reduce the potential for long-term settlement and pavement distress associated �i- +i, �+=I. ,t to confirm that a firm and non-yielding surface exists for pavement support. � Given the on-site sub rade conditions, tive recommend the following pavement I g sections: ► Car Parking Areas. Three inches of Class B asphalt concrete over four inches crushed rock base course. Service Linen Supply Pdge � � j-?163-01 ► Driveway and Truck Traffic Areas. Four inches of Class B asphalt concrete over six inches crushed rock base course. RECOMMENDED ADDITIONAL GEOTECHNICAL SERVICES Before construction begins, we recommend that Hart Crowser: ► Continue to meet with the design team periodically as the design plans I become more camplete; ► Re-address the expected foundation settlements on the basis of the actual foundation plan when it is developed; ► Review any surcharge conditions on subgrade walls, if applicable; and ► Review the final foundation and excae�ation design plans and specifications to see that the geotechnica) engineering recommendations are properly interpreted and implemented into the design. During the construction phase of the project, we recommend that Hart Crowser ' observe the following activities: ' ► Excavation to foundation elevation to confirm subgrade conditions; ► Preparation of foundation, slabs-on-grade, and pavement subgrades; ► Placement and compaction of all structural fill; I ► Installation of subslab and �vall drainage; and ► Other geotechnical considerations that may arise during the cour5e of construction. The purpose of these observations is to observe compliance �vith the design concepts, specifications, or recommendations and to allow design changes or evaluation of appropriate construction measures in the event that subsurface conditions difter from those anticipated prior to the start of construction. Serv�ice Lin��r��Fp'�, P��;e 1 = I-'1�;'s-n' THE USE OF THIS REPORT ' Our report is for the exciusive use of the Sen-ice Linen Supply and their design consultants for specific application to the subject project and site. We completed this study in accordance with generally accepted geotechnical practices for the nature and conditions of the work completed in the same or similar localities, at the time the work was performed. We make no other warranty, express or implied. We appreciate this opportunity to provide you �vith geotechnical consulting services on this project. We trust that this report meets your needs. Please call if you have questions or if we may be of further assistance. Sincerely, HART CROWSER, INC. �Y s. c'�c� �Q' w.`�ti 'L '�'c _ S/f�a o ' x � � � 34053 ,.i� ��`t� � � _"�• sr`-�sr��' G� ��Uh�E� s5%p • �' '�:4L �t::�ir2�5 09-09 —2.de I DOUGLAS D. LINDQUIST BARRY S. CHEN� PH.D., P.E. Staff Geotechnical Engineer Senior Associate F:\Docs��obs\716301\GeotechEngDS(rpt�.doc Senice linen Supply Page 13 )-;163-01 I r,vo siiioo �is.�orn��i�� .. . . _ . . ,... : .. . 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Site and Exploration Plan SOUTH 4TH STREET Existing Building I� � � � � o ' z � � B-4• � � m z > � � i c m Q I � Li ' O J C � � Proposed Addition ' _ � •B-1 ' � e-2• r I � - - - - - - - - � I Platform Area � � Loading and Truck � Parking Area � � � - - - - - B-3•_ �J Parking N o so ��vo Scale in Feet � �B-1 8oring Location and Number � m t� c Note Exis;ing floor elevatic•n to be maintained.This will =� ^ required some fill.Preliminary note to city mentiened � Washington State Certiiied C�uarry Spauls 1-1/4-inch �I�l�/1�A/C�D � compacted to 95'o density. �1VII�Y1 � J-7163-01 5/00 � � Figure 2 I " APPENDIX A FIELD EXPLORATIONS METHODS AND ANALYSIS i _ � Hart Crowser �i� }7163-01 I _ � APPENDIX A FIELD EXPLORATIONS METHODS AND ANALYSIS This appendix documents the processes Hart Crowser uses in determining the nature of the soils underlying the project site addressed by this report. The discussion includes information on the follo�ving subjects: ► Expforations and Their Location; ► The Use of Auger Borings; and ► Standard Penetration Test fSPTj Procedures. Explorations and Their Locafion Subsurface explorations for this project include three hollo4v-stem auger borings. The exploration logs within this appendix show our interpretation of the drillin� (or excavation), sampling, and testing data. They indicate the depth �.vhere thr soils change. Note that the change may be gradual. In the field, we classified tf � samples taken from the explorations according to the methods presented on Figure A-1 - Key to Exploration Logs. This figure also provides a legend explain n� the symbols and abbreviations used in the lo_.�. Location of Explorations. Figure 2 shows the I�c��,;on or cxNl�r ic��.; � _:t . : . . hand taping or pacing from existing physical features. The ground s��-;.:,_ elevations at these locations w�ere not determined at the time of o�:r exploratior , . ,. ..,,,.. .... , . .J_, ..:� , ..y.. With depths ranging from 19.5 to 34.5 feet below the ground surface, four hollow-stem auger borings, designated B-1 through B-4, �vere drilled on April 18, 2000. The borings used a 3-3/8-inch inside diameter hollow-stem auger and �vere advanced with a truck-mounted drill rig subcontracted by Hart Cro�,vser. The drilling�vas continuously observed by an engineering geologist irom Hart Cro4vser. Detailed field logs �vere prepared of each boring. Using the Standard Penetration Test (SPT) and thin-�valled Shelby tubes, �ve obtained samples at 2-1/2-to 5-foot-depth inter��als. The borings logs are presented on Figures A-2 through A-5 at the end of this appendix. Hart Crowser Page A-1 )-7163-01 Sfandard Penetration Test (SPT) Procedures This test is an approximate measure of soii densiry and consistency. To be us: r.:l the results must be used with engineering judgment in conjunction with oth- tests. The SPT (as described in ASTM D 1587) was used to obtain disturb� ; samples. This test employs a standard 2-inch outside diameter split-spoon sampler. Using a 140-pound hammer, free-falling 30 inches, the sampler is d: into the soil for 18 inches. The number of blo�vs required to drive the sampler the last 12 inches onlv is the Standard Penetration Resistance. This resistance, o blow count, measures the relative density of granular soils and the consistency of cohesive soils. The blo�v counts are plotted on the boring logs at their respective sample depths. Soil samples are recovered from the split-barrel sampler, field classified, and placed into �vater tight jars.They are then taken to Hart Cro�vser's laboratory for further testing. In ihe Event of Hard Drivinq Occasionally very dense materials preclude driving the total 18-inch sample. When this happens, the penetration resistance is entered on logs as follows: Penetration less than six inches. The log indicates the total number of blo�vs over the number of inches of penetration. Penetration greater than six inches. The blow� count noted on the log is the sum of the total number of blo4vs completed after the first six inches of penetration. This sum is expressed over the number of inches driven that exceed the first 6 inches. The number of blows needed to drive the first six inches are not reported. For exarnple, a blo�v count series of 12 blo�vs for 6 inches, 30 blo�vs for 6 inches, and 50 (the maximum number of blo�vs counted �vithin a b-inch increment for SPT) for 3 inches �vould be recorded as 80/9. f:•�Docs�,Jobs�716301\GeotechEngDS(rpt).doc Hart Cro•.vser Page A-� )-'t 63-o t Key to Exploration Logs Sample Description Clas=_i`ic�tior. of scils fn this report is bosed on visuol fie:a crd , ..� �[ory cbserv�:,cns .vr cr� , ,. ,,,, _ns;ty%c:� rno�st�re cordit�cn, groin size, and plasticity es:;motes ord sho�id not be corstrued to imp�y `ieldJ norJloborctor•: -._ unless presented 'nerein. Visuai–mcnua� clossificatior me!hods of .45TM D 2488 were us=d os c „e^t�`�r c� �, :_ Scil Cescr�pt�ons consist of the follow�ng: Density/consis�ency, moisture, color, minor constituents, MAJOR CONS'ITUtNT, odditional remcr'<- _----- - Density/Consistency , So�� density/censistency in bcri�gs is re!ated pr:morily to the Star.dord Penetration Res�stonce. �' Soil density/cans:stency in test pi;s is estimated based on visuel cbserve:ien cr,d is present=d perenthe!icolly on the .est p�t ioos �i Standard Standcrd Apprcxfmate SAND cr GRA'JE� Penecraticn S�L? or CLAY Fenetrotion Shear Resistcoce (N) Resistonce (N) S:renqth Density �n 9�ows/Foot Consis.ency in Blows/Foot in TSF ' Very loose 0 – 4 Very soit 0 – 2 <0.125 � Loese 4 – 1� So`t 2 – 4 C.?25– C.25 i Medium dense 10 – 3D Medium stif` 4 – 8 C.25 – C.S Cerse 30 – 50 Stiff 8 – 15 C.5 – t.G Very dense >50 Very stiff 15 – 3Q 1.0 – 2.G Hcrd >30 >�.� MOIStUf@ MI�IOf Constituents _stimo!ea =ercertcgz Dry Litt e percep:b�e mcfstu�e N�: ;centir ed :n desc�ip±ion 0 – 5 ' p��p Some perceptib e �rc�s:�r=. pr�oebly below aot:m�m i Slign?ly (cioyey, silty, e�:.j 5 – 12 I j Moist Probobly nea� optimum �r.asture content � Clayey, s�lty, serdy, grcvelly '2 – 30 I � YJet Mucti perceptib'e To s".ure, prebecly ebc�e optimum i 'Jery ;�_layey, silty, etc.) 3� – 50 Legends Test Symbols Sampling Test Symbols GS Groin S�ze Clossi�icction BORi\�" SA.MFLES CN Consolidat on � � UU l.nconsoi�dated Undro;ned Trcx e� Sp�it Spocn i CU Co�sci:dote� Undroined Tr�ax'�I � Snelby Tube � i CD Cc�so�da:=d Dremec 7rioxiai � Cuttings � OD Uncorfned Cemoressian ! � Ccre R�❑ � CS D�rec; Shear ! K Permea��it, �c No Semple Recove.ry I � P Tube Pusned, Nct Drven PP P�cket Penetror+�e:er Aporoximcte Ccmpress�ve SU�^gth in ?SF � TEST PIT SAMPLES � � ?V Torvane � Grab (Jar) ± �pproxim�te Shecr Strengt� in TSF � C6R Califoraic Becr'nc Rctio � a�9 � MG �to�st�re �e^si:y Re ot�c^.sh;p � � She by Tu�� A� At:�,be•q L mits �—a—� �tia:er Cor.tert ir Perc=nt L Liq�ic Llm�t Groundwater Observations i � Npturpl ' Plcst c _imit � � 5urfa�= Seoi P;p Phctoior�zat:or Detector Recding � CGl ��A Ch=miccl Analysis 3� �; �; �' Grounewater Level cn Cate pT !n Si!��le�sity Test I �i ; � (ATD; A; Time of Drii:Irg _—i �z I `_ t� �� Observotier �lJe�l "�p or S'etted Sec:�on `r iQ Gro�ndwcter Seeeoce �F�/.Uil`./iO�� ;,'' � (Test F�ts; I J-7163-01 5/00 Figure A-1 . Boring L og B-1 _ - _ -. �,._ _ ._ _ . . ---- - . _ -__ - �� ___ _ Cep�h Sam �le , _� _ in �22t � • Blows p?! Foct �� 1 Z 5 �0 20 50 IOG 3 irches o� A�phait over ven� !oose to � loose, moisi, brown, very siity SAND. � � �i � S-I ' ' 5 ' � I � �,� j / ��' i ' ' � I � ' i r i;! I ' S-2 � i �'I I � i �; i � � � �) I iC f' � i � I I� , , � � � Medium stifr, mn;;t, Crown. very sand;: � � � � � SiL?. � � I I S-3 K � �I -r� 15 \ i � I � � � � ? , ! Medium dense, moist, G�ay, s��ty sc,r�o. � ; � i � , i ,� ' ! � i � � / � �\'{� � � S-4 � I � � • � 11� Dense. .��, brown, very sandy �RA'JE�. Aip � � � � � � � Bottcm o` Borinc at 19.5 Feet. �r I , � I Ccmolete� 4!18100. � I j I { � i � I i i � i �5 � I I I i I ; I � i I � + � � I � ! � f � : � . �� r ` ; ( I v � ; i , i � � i � i i I ; , ; I,� r � � i � ; k k � � � ' � � � , � I i ! ; � ! ; � � , � I � � ! � � ! � i; i ' ' ' ' ± � ;,-., , � � � i� , I - � - :0 5� IGO • ,e_=-=' - � - -, �_ �err t! 1. Refer te Ficure �-1 `or exGlora'ion cr ��escr�pi c��s � ard �•:m�c!s. �. Soil descri�.•>.io�s and sha:un line� are interp-e�:;s �//.�/i/�.I�VII�� a!1�j �CtUB� �ha�aes maV �`JP �fo�UB�. �_ "�s:.n� �,at=r ie�.el. �f �rd�catAd, is a•: hme e= or�'�I:r J-71B3-01 4/DO ,�'_, o• ��, �at� sp=� f ed Le._� n�y dary �, , _ _ Figu�e A-2 a Borin9 L og B-2 PEPd�TRi.�TION R�SiSTaiJCE ; ,�� I Descr,ptic^,s peptn � '=�T- I �� Feet Samp�e • 3�o�s per Fo�t �I � I � 5 t0 �0 50 IOU ' Loose, m;is;, brcwn. Silt�; 5A?JD. I � �� iI ! ' � � � � j 1 ' I � I ' � � s-; � i , 1 5 ' , ' i '�� I ' � ; i � Grades to very �ilty. I � ; I I I �-2 � i I �� ' � I t� I I I � ! j � , ' � ti�edium =ti", wet, oray. san�y 5IL? � ; � �,� � � ��,� i s-� ,1 ; � �;:� �5 , i � j i � i i�',�` i 1 � i � ! Mediu,n d?nse, wet, g'a•✓, slightly s�lt/, � j ' i gravel�y, catiC. I � \ � j j-- /`� � ; � I f � I � � I ^U � � � ; Dense io ve-y den�e, we>., brcwn, � , � � � graveny saND. ;, • , 1 � � � � � ( ; � I A7p i � � j j � � I � � 1 I i I i ' S—G I/� � � � �,� � � j i � I ` i I i I ''- I �� ! I ' CJ � I � � � � I ; � r i � � i � �� ; � � , �, E � � s-e ;/�, � i { ,i � i � I �� i � I � i � i, � � I �- � ' ' I � j � � � � ; � i I � 5-- i;r'; ' + � � j j j �o'.'om cf Eenry a' 3-.� r��•. I �5 I � I i i 'I i � I; � Comp eted 4,%18i'0�. I � � � I , � ' � �� + � ; � � � � ; i ; � ! �� ; ; � , ; �; � � , � ; I � i j ; � i � , i 'i , , , � � � � � - � � �' � � � � _ ; � � i � � � � � I --- , _ 5 n ��n �D �00 � .N�'�' _��'C�[ ..'1 ��,_��f'.i � 1. �t� �� . ly!� _ A-1 ?O! F'r.riof'.a`i�� . �` '.iE=C!p',�f�.5 � J`�S.Imh�,s .. � � � �0=1 aFscriptlons ar,d stra:um lines a!� inte�pretive ��s'� � a�!u�l c^�nee> may be �radual. _. '=•.,��, � vr�'�. I�vF', if rd:r�?Pd. s =t "m= �' _'�I'i`�� J�1��0� 4�00 _ � �r f _�'e �� `e �_.=I R�a rar�, �. �h t��,r-�. Fi�e A-3 . 8oring L o9 B-3 PENETR.ATIO�d RESISTANCE L.^.B Soil Descr�pt:ons Deptn TESTj �n Feet Sa`�G�'` • Btows per Fcot C I Z 5 10 20 50 1!'0 Loose, moist, Crown, sligh!ly sitty, � gravelly SAND. (FILL1 r i i ! � � S-I I � ' 5 ^ ' ( �� loose, moist, brown, s�l,y �AND with I ! i i � I interbe�ded si't la;ers. , � S-2 i � � to � � � ; � � � ► i I I � + � � , � , �edium dens�, mo;;t t� wai. brewn, •;erv S-3 ;� i i i`� I I r�velly SAI;C. 15 � I � � I ,1, I { 1 � I I + ( i �' � I \ I S'4 ! � ! � i ; t i l.l � i I i ` � � ' � i i � are 1 ( j i � � � li � I � � , � � �+ '�, � i s-s �` � �j, ��. ��, � ' \ � I ; �5 i I Ij I ' 1 ` ii t � � � � VPry tl�r�;e, we? to Tois`., gray `.o br�wr, � I I I � i ; >I ghtly gravel!;�, very siity cAP,G- S-6 j�\ I ;• }is�;,Q i ! ( � � I 3� i ; i � ij I ' I!, ��y d�n;�, mo�;t, qray and orange, � i j ' � Slr�htly S:I'v SA�iC�. ' � I - 5-' j !�I • , I � *c�;5 � �o'.t��m of 3or;�.� a! 3� a reF{, i � � � i �omp�e'ed a.'i?r00. I'j ; �= � � � ��i ; i �j � i � �� ' � � ; j � � � � �i � �� I �� f� � ; , � � , , � i i � ,i ! � i � ' ' �'- � ' �' — ' _ I;; 'r; 50 " • :;3t� -.`r'a�- .r �=_ _cnt �1 1. Fefer to F:gure :i-1 `or c:rpl,:r.ation of descr��,��s � anC svmbol:. 2. Scil �esc.riptions an;� stratum lines are in;erpret,,= /./pp�'n�1u/r� P ^ra��l. IY.Y\t�./�VII.7 anc ac'ual chan�yes ma:. b_ � _ �f7ilfi�� wd'!" ��F•i=�. , �f��ir3'P.�. S 3t '.iT._ 0' �i�.��:�..= ��11V�� 4�� iATr� �� fc� �a�� _,.__:r��,_ Le._ �a, :a �,�tr :r,� Figure A-4 . Boring L og B-4 �_ _�_ � _,��,� _ -__- Ge�:r: Sdm��e I�� ir. Feet • �iows per �oot � I 2 5 �G 2G Su 100 L�ose to very loose, moist, brewn, silty � i to very slty SAND. � I, ' i � � �� 5-I �!� I ' i � i � i � � j I I �I I I I I � � I S-2 � i � ��. I� I �,O � \ � � ' , r � \, Ij` j ' j � � I � ! i � I ' Medi;im ��e'�s_, nois,, brnwn. siightly I ' ' i��'� ' � grave!ly SAND. � ' ' 'Y; i � S-3 ��1 � � I � ! I .� i i I i � I i I � I ; ^ i i i � �I� I I � Loese, me st, broNr, very s'ii•,� �AN_. i I "' i I i ' ; � � � � 1� � � _ �-a � ,5 i ' ; ,i ; 20 ' ; I ' {i ` ; i b'ery cense, moist, !an an� oranoe, ; �) �,, ' Slighily Sii'; 5.4ND. �� --� 'X � Ij • i �.i i0�c Bcticm ;f Bor�nu at 24.0 =�e�. r i ji j ' I � G�J � � �� I Compieted 4/18/00. � i r � � � I 1 i ! � ! � ' I � , � I � ; j + j ; � , �I i i I I � I 3� � � '� � ' � � � i� I � � � i II I I i i I ' � � i i � I i , � ; i . r ; ; � , � 3 5 � !' � ! � � � �� I � �i I 1 � i ,, � ' i ,, � , i � � � i � ii � 1 I ; i � i , i ;,'� -t-::;J � r - � _ -_--_� I _ , �0 ?f 5fJ ,, � �iV='Cf I_•_�I�=�i� I�"� -_.,��1� � t. Refer lC r qur= A-; fo' exp'ano�iCn �f C��crip'.i�n= � and symbels. ��.�• 2. Soii Ces�riptions and strab�m 'ines are inter�ret :�= t7/.�/II�.�IIJ� an•7 a��ual chang�s m�y be gradual. �. ��-�� ,�a�A� �P�:P�, �� -��.�t=a. �� a� t�P ,r ��-�,�� J-7/e3-01 4/00 , _ _. 10! �ctP 5.^�E.,��, ?.7. _=.=1 :'Ic, ';�'�, ,vI'h IIT.=. 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' k t ' Y�...' ��' '� �r + � '� .,�y i w i�,��'." ��+7 �'� " � P p�y� „ � .I.....,.."W,o-. ,lJ�M�I:;M_-.44M'��ARIUFS��.. ��fN..a:P. _ '',W�fNn .�OA��. ..:4W_.. . .. , .G�w..J.Y.e?.w ��Wdh:+n.�..�C;G��i�Fl��...,-.�.1 �.�y.,,�.�. ,.�...,. :�, 7.iHP+��N�:?Y .Y.��.I-.�..MIW'Y4 T�..ltl� . � ..�.d ,..� ��'L..S. ,.,'3f . ,....«...� ......... ,.�'�.. ......... . APPENDIX B LABORATORY TESTING PROGRAM A laboratory testing program �,vas performed for this study to evaluate the basic index and geotechnical engineering properties of the site soils. Both disturbed and relatively undisturbed samples�vere tested. The tests performed and the procedures followed are outlined below. Soil Classification Field Observation and Laboratory Analysis. Soil samples from the explorations were visually classified in the field and then taken to our laboratory where the classifications were verified in a relatively controlled laboratory environment. Field and laboratory observations include density/consistency, moisture condition, and grain size and plasticity estimates. The classifications of selected samples were checked by laboratory tests such as Atterberg limits determinations and grain size analyses. Classifications �vere I made in general accordance with the Unified Soil Classification (USC) System, ASTM D 2487, as presented on Figure B-1. Waier Confenf Deferminations Water contents �vere determined for most samples recovered in the explorations in general accordance �vith ASTM D 2216, as soon as possible follo�ving their arrival in our laboratory. Water contents were not determined for very small samples nor samples 4vhere large gravel contents would result in values considered unrepresentative. The results of these tests are plotted at the respective sample depth on the exploration logs. In addition, water contents are routinely determined for samples subjected to other testing. These are also presented on the exploration logs. Atterberg Limifs (AL) VVe determined Atterberg limits for selected fine-grained soil samples. The liquid limit and plastic limit�ti•ere determined in general accordance �vith ASTh1 D 4318-84. The results of the Atterberg limits analyses and the plasticity characteristics are summarized in the Liquid and Plastic Limits Test Report, Figures B-?. This relates the plasticity index (liquid limit minus the plastic limit) to the liquid limit. The results of the Atterberg limits tests are sho�vn graphically on the boring logs as �vell as �;vhere applicable on figures presenting various other test results. Hart Cro�vser Page B-1 �-'��-o i Grain Size Anal ysis (GS� Grain size d,�tni;ut�or� ��,��as ar��a�y�cu un rCNi�cSentati�� san�pics in ��er�� accordance with ASTM D 422. Wet sieve analysis was used to determine t!. size distribution greater than the U.S. No. 200 mesh sieve. The size distributiu�� for particles smaller than the No. 200 mesh sieve was determined by the hydrometer method for a selected number of samples. The results of the tests are presented as curves on Figure B-3 plotting percent finer by �veight versus grain size. F:\DocsUobs\716301\GeotechEngDS(rpt).doc Hart Crotvser Page B-� 1-'163-01 . � y' Unified Soil Ctassification (USC) Sysfem Soil Grain Size Number of Mesh per Inch � i 'Size of Opening In Inches � (US Standard) Grain Size in Milfimetres ^ , ��; � � o 0 0 0 0 8 � Q � N � � � g � o t0 c N T � c7�� c7 v N c c0 N O O C O C O O O C O � � � �. i i . � . � , I �I , I i . �. ! : � I � - � , � � . . i � � i '� ! i '� I I � ! � ! ' ! � � I i I ! j ' f ' I ' I ' � � I j p O O O O O O O�co�t0 c c7 N ,— c0 cD Q c� N � c0 t0 � v c�J N cD t0 c M N � o o w � a :n a � o 0 0 o a � o o g o o g Grain Size in Millimetres I COBBLES GRAVEL i SAND SILT and CLAY � ,� � Coarse-Grained Soils Fine-Grained Soils � Coarse-Grained Soits , , ' GW GP ; GM � GC � SW SP : SM S-C i Clean GRAVEL <59'o fines *� GRAVEL with>12°a fines i Ciean SAND <5°6 fines ,* SANO with >12°�f;res I � GRAVEL>50°/a coarse frac:ion larger than No.4 SAND >50%coarse fraction smailer than No.4 Coarse-Grained Soils >50%larger than No.200 sieve L----- — — ' � 2 ,'D�`�,>4 for G W j(D�) G W and S W ;— &1<; �; <3 G P and S P C�ean GRAVEL or SAND not meeting �,\D,o,'>6 for S W - �,p�o X p6�,� - requirements for G W and S W G M and S M Atterberg limits below A line with PI <4 G C and S C Atterberg limits above A Line with PI >7 *Coarse-grained soils with percentage of fines between 5 and 12 are considered borderline cases required use of dual symbcls. D,o, D30,and D60 are the particles diameter of which 10, 30, and 60 percent, respectively, of!he soil weight are finec Fine-Grained Soi/s ML CL ; OL MH CH OH Pt ' SILT CLAY ; Organic SILT CLAY Organic High(y ' Organic Soils�vith Liquid Limit <5G% j Soils with Liquid Limit>50�a SOiIS � F�ne-Grained Soils>50°o smailer than No 200 sieve 60 60 50 �p CH a�i 40 4� � C L �re .� 30 P►� 3p ,I .� � 2o M H or O H 20 � 1a — C � - ML M L - 1a or O L � 0 � 6 10 20 30 40 50 6Q 70 8G 90 100� � Liquid Limit �� , �/ i H/.Ii�TCROWSCR � � J-7163-01 5/00 Figure B-1 � .. � LIQUID AND PLASTiC LIMITS TEST REPORT � , Dashed line indicates the approximate �� upper limit boundary for natural soils ; , ' 50 I / ,� O� � , � ; �� ! ; �' � � 40 I X / � w I Z / / i / � v 30 � 5 ( i�/ � �. � ' I 20 ' � Q`' ' i i ; �t ( ' + �, I ' � I � G � ° I � �o �, � �, � i I I , � , � � ' � �i � � . , 4 - �' �'%%%��; ,.�-% ; ML or OL � MH or OH I � , � � ; � ' ' ' I � 10 ao so �o sa iie LIQUID LIMIT Location+ Description LL PL PI -200 USCS � Source:B-2 Sample No.: S-3 SII.T 35 28 7 ;vII. Remarks: Project: Sen'ice Linen � Cllertt: Service Linen Supply Location: Renton,Washington !� L� J-7163-01 4/27i2000 R/Y�r�Qws� Figare No. B-2 _ _ � ' v ♦ PARTICLE SIZE DISTRIBUTION TEST REPORT 5 s s s o 0 g 8 : � m � � C s .� r � i i � i �� I � i I , � ;, : i � �: � � ' 80 ' ` ' ' : � ' ' � :� � �o ; � . � z i : :I i � : � � i � I �i � z � w � ; � i ; � I I ; i j Q40 , {'i � , i i r. i � i� � ' I � � I � � l. � ' � � 30 � I• � � `; � ; I � , i : ! � i � ;I j i i ' �; i � i I � :i � ; � zo � � , :� ; � � � ;. � :! � � I , ; ; � � ; ; 10 ! � � � I ' � I II , i � : � � i � � I i ; , �: ;; � ; ; ', 0 � I I � �� I � i:� I :i i ' � � 200 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm I a�,+3�� % GRAVEL % SAND °/, FINES ' CRS. FINE CRS. MEDIUM FINE SILT CLAY � � 0.0 0.0 0.7 0.9 2.7 �11.0 S�l 7 '� ❑ 0.0 0.0 0.0 0.0 0.1 50.8 49.1 LL PI �85 �60 �50 �30 �15 �10 Cc Cu � 0.248 0.111 ❑ 0.1 S 1 0.0981 0.0767 I MATERIAL DESCRIPTION USCS NAT. MOIST. I c Very sandy SILT MI. 30% �I ❑ Very silty,fine SAI�'D SM 29% i Remarks: Project: Sen�ce Linen , O � Client: Service Linen Supply ' c Sou�ce:B-1 Sample No.: S-3 ❑ Source: B-t Sample No.: S-1 A V J-7163-01 4;27/2000 /7/Y�TVi�ws� Figure No. B-3