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Home My WebLink AboutBLD2001-00657 Geotechnical Report Sent By: Krazan; 360 598 2127; May-14-99 10:38AM; Page 3/23 GEOTECHNICAL ENGINEERING INVESTIGATION PROPOSED RESIDENTIAL STRUCTURE RHODODENDRON ROAD QUILICENE,WASHINGTON PROJECT NO.062-99058 APRIL 9, 1999 Prepared for: RICHARD ALLEN P.O.Box 10446 BAINBRIDGE ISLAND,WASHINGTON 98110 Prepared by: KRAZAN&ASSOCIATES,INC. GEOTECHNICAL ENGINEERING DIVISION 383 NORTHWEST EQUESTRIAN DRIVE POULSBO, WASHINGTON 98370 (360)598-2126 Sent By: Krazan; 360 598 2127; May-14-99 10:38AM; Page 4/23 r3 & ASSOCIATES , INC . GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION April 9, 1999 KA Project No.062-99058 Mr. Richard Allen P. O. Box 10446 Bainbridge Island, Washington 98110 RE: Residential Structure Rhododendron Road Quilicene, Washington Dear Mr.Allen: In accordance with your request, we have completed a Limited Geotechnical Engineering Investigation for the referenced site. This geotechnical investigation was performed in accordance with our proposal dated February 24, 1999 and signed by yourself on March 12, 1999. The results of our investigation are presented in the attached report. If you have any questions or if we can be of further assistance,please do not hesitate to contact our office. Respectfully submitted, KRAZAN AND ASSOCL4TES,INC. Shawn E. Williams Senior Environmental Geologist DA:kcp Ten Offices Serving The Western United States 383 Northwest Equestrian[hive,Poulsbo, Washington 98370•(360)598-2126•Fax:(360)598-2127 Sent Sy: Krazan; 360 598 2127; May-14-99 10:38AM; Page 5/23 4gr ""laZZ & ASSOCIA TES , INC . GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION TABLE OF CONTENTS INTRODUCTION PURPOSE AND SCOPE ... l PROPOSED CONSTRUCTION 2 SITE LOCATION AND SITE DESCRIPTION_._ GEOLOGIC SETTING„............ ».,.„...,,.,. 2 FIELD AND LABORATORY INVESTIGATIONS».»....„»».....„„ 3 „»....„.„»..„» SOIL PROFILE AND SUBSURFACE CONDITIONS.......„....„,....,„,,,,„,.,......... GROUNDWATER...............»............„.»»„.....»........„. CONCLUSIONS AND RECOMMENDATIONS..............»........„»..„„......... Administrative Summary 4 Groundwater Influence on Structures/Construction 4 Site Preparation 5 Engineered Fill 6 Drainage and Landscaping 6 Utility Trench Backfill 6 Foundations 7 Floor Slabs and Exterior Flatwork 8 Lateral Earth Pressures and Retaining Walls 8 Pavement Design 8 Compacted Material Acceptance 9 Testing and Inspection 9 LIMITATIONS...._.. ....».... „....„..........„.....»»...„.......„.........._.. .......». .»...».....„....».I VICINITY MAP 12 SITEPLAN...............„............„.,.„........................»„......„............».__.........».._._................» „»...„.» 13 LOGS OF TEST PITS(1 and 2) .„ .......„..,......„....,.,»,.-.„,..,..,.,,».,.,,.,„,,,Appendix A GENERAL EARTHWORK SPECIFICATIONS»........., ._, Appendix B GENERAL PAVING SPECIFICATIONS..............»....,........„..„»,,,,,,,..,.„„,,,.»,,,,,,,».»...,,,..._ Appendix C Ten Offices Serving The Western United Sties 383 Northwest Equestrian Drive•Poulsbo, Washington 98370.(360)598-2126•Fax:(360)598-2127 062990511 Sent By: Krazan; 360 598 2127; May-14-99 10:39AM; Page 6/23 ffair s �an & ASSOCIATES , INC . GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION April 9, 1999 KA Project No. 062-99058 LIMITED GEOTECHNICAL ENGINEERING INVESTIGATION PROPOSED RESIDENTIAL HOME QUILICENE,WASHLNGTON INTRODUCTION This report presents the results of our Limited Geotechnica! Engineering Investigation for the proposed residence to be located on Rhododendron Road in Quilicene, Washington. Discussions regarding site conditions are presented herein, together with conclusions and recommendations pertaining to site preparation, Engineered Fill, utility trench backfill, drainage and landscaping, foundations, concrete floor slabs and exterior flatwork,retaining walls,and pavement. A site plan showing the approximate test pit locations is presented following the text of this report. A description of the field investigation, test pit logs, and the test pit log legend are presented in Appendix A. Appendix A contains a description of laboratory testing phase of this study;along with laboratory test results. Appendices B and C contain guides to earthwork and pavement specifications. When conflicts in the text of the report occur with the general specifications in the appendices, the recommendations in the text of the report have precedence. PURPOSE AND SCOPE This investigation was conducted to evaluate the soil and groundwater conditions at the site, to make geotechnical engineering recommendations for use in design of specific construction elements, and to provide criteria for site preparation and Engineered Fill construction. Our scope of services was outlined as follows: • A site reconnaissance by a member of our engineering staff to evaluate the surface conditions at the project site. • A field investigation consisting of excavating 2 exploratory test pits within the building footprint of the proposed residence. The test pits ranged in depth from 9 to 10 feet. A field investigation was performed to evaluate the subsurface soil conditions at the project site. • During the field investigation an additional 4 exploratory test pits for the proposed septic system were observed. Ten Offices Serving The Western United States 383 Northwest Equestrian Drive•Poulsbo, Washington 98370•(360)598-2126•Fax:(360)598-2127 uolvyosx Sent By: Krazan; 350 598 2127; May-14-99 10:40AM; Page 7/23 KA No.062-99058 Page No.2 • Performing laboratory tests on representative soil samples obtained from the test pits to evaluate the physical and index properties of the subsurface soils. • Evaluation of the data obtained from the investigation and an engineering analysis to provide recommendations for use in the project design and preparation of construction specifications. • Preparation of this report summarizing the results,conclusions,recommendations and findings of our investigation. PROPOSED CONSTRUCTION We understand that design of the proposed development is currently underway; structural load information and other final details pertaining to the structures are unavailable. On a preliminary basis, it is understood that the proposed development will consist of a single-family residence with a daylight basement. Due to the natural slope conditions of the site it is anticipated that at least two of the walls will be designed as retaining walls. Depending on the final building design and siting,moderate to substantial amounts of grading may be required. A driveway and landscaping are also planned. Footing loads are anticipated to be light to moderate. In the event these structural or grading details are inconsistent with the final design criteria, the Soils Engineer should be notified so that we may update this writing as applicable. SITE LOCATION AND SITE DESCRIPTION The proposed site for the residential structure encompasses approximately 5.0 acres. The site is denoted as Assessor's Parcel Number 601-031-008 which is part of the Dabob Cove Tracts which are located in the northwest quadrant of Section 3,Township 26 North,Range I West. The site for the proposed development is currently undeveloped and vacant. The site is generally in a natural condition except where there has been some slope filling associated with the grading of road access to the lot. It is our understanding that the grading took place approximately 15 years ago. At the time of the site investigation, the area of the fill slope plateau was relatively cleared of vegetation. The eastern portion of the site was covered with trees. The western portion of the site had been partially cleared of trees on the immediate slope face with tree cover on the remainder of the site. The subject property is bordered to the north and west by forested areas with scattered residential homes beyond and to the south and east by fore . The sites slopes to the east with a 35 to 45 percent slope GEOLOGIC SETTING The subject site lies within the central Puget Lowland. The lowland is part of a regional north-south trending trough that extends from southwestern British Columbia to near Eugene, Oregon. North of Olympia Washington,this lowland is glacially carved,with a depositional and erosional history including at least four separate glacial advance/retreats. The Puget Lowland is bounded on the west by the Olympic Mountains and Krazan&Associates,Inc. Ten Offices Serving The Western United States o629oss Sent By: Krazan; 360 598 2127; May-14-99 10:41AM; Page 8123 KA No.062-99058 Page No.3 on the east by the Cascade Range. The lowland is filled with glacial and nonglacial sediments consisting of interbedded gravel, sand, silt,till,and peat lenses. Geologic maps indicate that the property is located in an area that is*predominant! r r ;x �� M,: . oil OSlts d_Of�tly oxt �,- ,�• . ; . �, t��twn ga�tei"aud:sand gb gray �,e-moderatit -to-welLso )y' �mvvtt to si'~acid cl y tied, well it Conversation Service mapping identifies the site soils asmclairvelly sandy loam ty 3 %i1lopes& The su is not in an area which has been identified as .��i'tT .' --� Birdsey197S) recent landslides ,Therg,was ncl tsual evi> a"of` on or Ole failui tfie t iID i�T i FIELD AND LABORATORY INVESTIGATIONS Subsurface soils conditions explored by excavating 2 test pits ranging in depth from 8 to 9 feet below existing site grade. The approximate test pit locations are shown on the site map. The soils encountered were continuously examined and visually classified in accordance with the Unified Soil Classification System. A more detailed description of the field investigation is presented in Appendix A. In addition, four test pits were observed being excavated for the proposed septic system. Laboratory tests were performed on selected soil samples to evaluate their physical characteristics and engineering properties. The laboratory testing program was formulated with emphasis on the evaluation of natural moisture, and gradation of the materials encountered. Details of the laboratory test program and the results of laboratory test are summarized in Appendix A. This information,along with the field observations, was used to prepare the final test pit logs in Appendix A. SOIL PROFILE AND SUBSURFACE.CONDITIONS Based on our findings, the subsurface conditions encountered appear typical of those found in this geologic region of the site. In general, the upper soils within the site consisted of 6 to 12 inches of very loose silty sands with scattered gravel. These soils are disturbed, have low strength characteristics, and are highly compressible when saturated. Below the very loose surface soils,approximately 1 to 2 feet of loose silty sand was encountered. These soils appear to be moderately strong and potentially compressible. Below 2 to 3 feet,the sand became medium. Moisture contents ranged 12.1 to 22.5 percent. For additional information about the soils encountered,please refer to the logs of test pits in Appendix A. GROUNDWATER Test pit locations were checked for the presence of groundwater during and immediately following the excavation operations. No free groundwater was encountered in the test pits at the time of the site visit. Water seepage was noted in test pit TP-2 at a depth of approximately 5 feet. Krazan&Associates,Inc. Ten Offices Serving The Western United Slips 06299056 Sent By: Krazan; 360 598 212,7; May-14-99 10:42AM; Page 9123 KA No.062-99058 Page No.4 It should be recognized that water table elevations may fluctuate with time, being dependent upon seasonal precipitation, irrigation, land use, and climatic conditions as well as other factors. Therefore, water level observations at the time of the field investigation may vary from those encountered during the construction phase of the project. The evaluation of such factors is beyond the scope of this report. CONCLUSIONS AND RECOMMENDATIONS Based on the findings of our field and laboratory investigations, along with previous geotechnical experience in the project area, the following is a summary of our evaluations, conclusions and recommendations. Administrative Summary In brief,th site and, oil conditions,with the exception of the loose surface soils,moderate slope,and fill • -I taldiApr to be gonduc oih develop .meat of the:Project and should not sigqificantlYim J1ze` ! ornatural slope. !P att Up to 3 feet of loose silty sand was encountered within the proposed building footprint. The soils appear to be moderately compressible. Therefore, it is recommended that these soils be removed and/or recompacted. The fill material will be suitable for reuse as non-expansive Engineered Fill provided it is cleansed of excessive organics and debris. The site is located within sloping ground. It is recommended that proposed cut and fill slopes be constructed to 2 horizontal to 1 vertical. In lieu of these slopes, a retaining wall may be used. Cut and fill slopes for the building pads should not exceed 2 horizontal to 1 vertical. Cut and fill slopes may be revised as recommended by the Soils Engineer,upon his review of a more definitive site plan. Trees were encountered at the site. If not utilized for the proposed development,the trees should be removed and the resulting excavation should be backfilled with Engineered Fill. Tree removal operations should include roots greater than 1 inch in diameter. The resulting excavations should be backfilled with Engineered Fill. Sandy soil conditions were encountered throughout the site. These cohesionless soils have a tendency to cave in trench wall excavations. Shoring or sloping back trench sidewalls may be required within these soils. After completion of the recommended site preparation, the site should be suitable for shallow footing support The proposed structure footings may be designed utilizing an allowable bearing pressure of 2,000 psf, for dead-plus-live loadv„e ,IS Groundwater Influence on Structures/Construction Based on our findings, ground : .yA • .t depths ranging from approximately 3'/ to 8 feet below the surface. Therefore, °.. "i • ._d/or • • , Alereqp r.,,• ,., +' e - belov '.this I roundwater is encountered, our firm should be consulted prior o dewatering the site. Installation of a standpipe piezometer is suggested prior to construction should groundwater levels be a concern. Krazan&Associates,inc. Ten Offices Serving The Western United States douse Sent By: Krazan; 350 598 2127; May-14-99 10:42AM; Page 10/23 KA No. 062-99058 Page No.5 In addition to the groundwater level, if earthwork is performed during or soon after periods of precipitation, the subgrade soils may become saturated, "pump," or not respond to densification techniques. Typical remedial measures include: discing and aerating the soil during dry weather; mixing the soil with dryer materials;removing and replacing the soil with an approved fill material; or mixing the soil with an approved lime or cement product. Our firm should be consulted prior to implementing remedial measures to observe the unstable subgrade conditions and provide appropriate recommendations. Site Preparation General site clearing should include removal of vegetation, existing utilities, structures including foundations, basement walls and floors, existing stockpiled soil, trees and associated root systems, rubble, rubbish and any loose and/or saturated materials. Site stripping should extend to a minimum depth of two to four inches, or until all organics in excess of 3 percent by volume are removed. Deeper stripping may be required in localized areas. These materials will not be suitable for use as Engineered Fill. However, stripped topsoil may be stockpiled and reused in landscape or non-structural areas. Up to 3 feet of loose silty sand was located within the proposed building area. These soils appear to be moderately compressible. Therefore, it is recommended that the upper 3 feet of soil within the proposed building area and 5 feet beyond should be removed and/or recompacted. The loose materials should be compacted to a minimum of 95 percent of maximum dry density based on the ASTM Test Method D1557. Within the proposed pavement areas, at a minimum, it is recommended that the upper 12 inches of subgrade soil be moisture conditioned to a near optimum moisture and recompacted to a minimum of 95 percent of maximum density based on ASTM Test Method D1557. It is recommended that slopes be constructed to 2 horizontal to 1 vertical_ In lieu of recommended slopes, a retaining wall may be used. Trees were encountered at the site. If not utilized for the proposed development,the trees should be removed and the resulting excavation should be backfilled with Engineered Fill. Tree removal operations should include roots greater than 1-inch in diameter. The upper soils, during wet winter months, become very moist due to the absorption characteristics of the soil. Earthwork operations performed during winter months may encounter very moist unstable soils, which may require removal to grade a stable building foundation. Project site winterization consisting of placement of aggregate base and protecting exposed soils during the construction phase should be performed. Any buried structures encountered during construction should be properly removed and backfilled. Excavations, depressions, or soft and pliant areas extending below planned finish subgrade level should be cleaned to firm undisturbed soil, and backfilled with Engineered Fill. In general,any septic tanks, debris pits, cesspools, or similar structures should be entirely removed. Concrete footings should be removed to an equivalent depth of at least 3 feet below proposed footing elevations or as recommended by the Soils Engineer. Any other buried structures should be removed in accordance with the recommendations of the Soils Engineer. Resulting excavations should be backfilled with Engineered Fill. Krazan&Associates,Inc. - — Ten Offices Serving The Western United States 06299065 Sent By: Krazan; 3B0 598 2127; May 14-99 10:43AM; Page 11 /23 KA No.062-99058 Page No.6 A representative of our firm should be present during all site clearing and grading operations to test and observe earthwork construction. This testing and observation is an integral part of our service as acceptance of earthwork construction is dependent upon compaction of the material and the stability of the material. The Soils Engineer may reject any material that does not meet compaction and stability requirements. Further recommendations of this report are predicated upon the assumption that earthwork construction will conform to recommendations set forth in this section and the Engineered Fill section. Engineered Fill The organic-free on-site soils are predominantly silty sand and sand. These soils are occasionally interbedded with scattered gravel and cobbles. These soils will be suitable for reuse as non-expansive Engineered Fill provided it is cleansed of any excessive organics and or debris. Imported Fill material should be predominantly non-expansive granular material with a plasticity index less than 10 and a UBC Expansion Index less than 15. Imported Fill should be free from rocks and lumps greater than 4 inches in diameter. All Import Fill material should be submitted for approval to the Soils Engineer at least 48 hours prior to delivery to the site. Fill soils should be placed in lifts approximately 6 inches thick, moisture-conditioned as necessary and compacted to 95 percent of the maximum density based on ASTM Test Method D1557. Additional lifts should not be placed if the previous lift did not meet the required dry density or if soil conditions are not stable. Drainage and Landscaping The ground surface should slope away from building pad and pavement areas toward appropriate drop inlets or other surface drainage devices. it is recommended that adjacent exterior grades be sloped a minimum of 2 percent for a minimum distance of 5 feet away from structures. Subgrade soils in pavement areas should be sloped a minimum of 1 percent and drainage gradients maintained to carry all surface water to collection facilities and off site.These grades should be maintained for the life of the project. Utility Trench Backfill Utility trenches should be excavated according to accepted engineering practice following OSHA (Occupational Safety and Health Administration) standards by a contractor experienced in such work. The responsibility for the safety of open trenches should be borne by the contractor. Traffic and vibration adjacent to trench walls should be minimized and cyclic wetting and drying of excavation side slopes should be avoided. Depending upon the location and depth of some utility trenches, groundwater flow into open excavations could be experienced,especially during or shortly following periods of precipitation. Sandy soil conditions were encountered throughout the site. These cohesionless soils have a tendency to cave in trench wall excavations. _ •'' - " F:". ., -. .. clnr Krazan&Associates,Inc. Ten Offices Serving The Western United States %299058 Sent By: Krazan; 360 598 2127; May-14-99 10:44AM; Page 12/23 KA No.062-99058 Page No.7 Utility trench backfill placed in or adjacent to buildings and exterior slabs should be compacted to at least 95 percent of the maximum dry density(ASTM D1557). The upper two feet of the utility trench backfill placed in pavement areas should be compacted to at least 95 percent of the maximum dry density(ASTM D1557). Pipe bedding should be in accordance with pipe manufacturer's recommendations. The contractor is responsible for removing all water sensitive soils from the trench regardless of the backfill location and compaction requirements. The contractor should use appropriate equipment and methods to avoid damage to the utilities and/or structures during fill placement and compaction. Foundations The proposed structures may be supported on a shallow foundation system bearing on Engineered Fill. Spread and continuous footings can be designed for the following maximum allowable soil bearing pressures: Load I Allowable Loading Dead Load Only 1,500 psf Dead-Plus-Live Load 2,000 psf Total Load, including wind or seismic 1 loads 2,660 psf Ezagiaor foohn s should bbg (Soil ki e) r adjacent „),tadera mum dopttt } exterior grade,`whichever is lower. Ulterior n t a riifiTttimum depth-of 12 icinkes..,bek ,pad subgrade(soil grade)or adjacent exterior grade,whichever is lower. Footings should have!; , 4.. ;:_ I#Iakt*:regafdless of load. The total settlement is not expected to exceed linch. Differential settlement, along a 20-foot exterior wall footing,or between adjoining column footings,should be less than '/2 inch, producing an angular distortion of 0.002. Most of the settlement is expected to occur during construction, as the loads are applied. However, additional post-construction settlement may occur if the foundation soils are flooded or saturated. P 3tik*inment ;tea li d raitlfall, water rlm-old ate wateringpractice of trees nd landscaping areas, a ,.. Pr'g�Inn n�,die proptsaT'buildmg,'ahouid: ,..A.::door `Is°at n$s'and consequently produce additio ilIiOst-constnicfon settlement. Resistance to lateral footing displacement can be computed using an allowable friction factor of 0.40 acting between the base of foundations and the supporting subgrade. Lateral resistance for footings can alternatively be developed using an allowable equivalent fluid passive pressure of 350 pounds per cubic foot acting against the appropriate vertical footing faces. The frictional and passive resistance of the soil may be combined without reduction in determining the total lateral resistance. A 1/3 increase in the above value may be used for short duration,wind or seismic loads. Kraun&Associates,Inc. Ten Offices Serving The Western United States 06299058 Sent By: Krazan; 360 598 2127,; May-14-99 10:46AM; Page 13/23 KA No. 062-99058 Page No.8 Floor Slabs and Exterior Flatwork Both wood floors and floor slab construction should be appropriate for this project. Slab-on-grade construction should have a moisture barrier incorporated into the floor slab design. Interior slab-on-grade should have at least 2 inches of clean free-draining concrete sand placed below the floor slab. The sand should conform to ASTM Test Method C33 requirements for fine aggregate. An impervious membrane (vapor barrier) should be placed under the 2 inches of sand. This system of 2 inches of sand and a vapor should be underlain by an additional 2 inches of clean concrete sand to prevent capillary moisturize. Prior to pouring concrete,the sand should be thoroughly consolidated. _ The exterior floors should be poured separately in order to act independently of the walls and foundations system. Exterior finish grades should be sloped a minimum of 1 to 1'24 percent away from all interior slab areas to preclude ponding of water adjacent to the structures. All fills required to bring the building pads to grade should be Engineered Fills. Lateral Earth Pressures and Retaining Walls Walls retaining horizontal backfill and capable of deflecting a minimum of 0.1 percent of its height at the top may be designed using an equivalent fluid active pressure of 31 pounds per square foot per foot of depth. Walls incapable of this deflection or are fully constrained walls against deflection may be designed for an equivalent fluid at-rest pressure of 52 pounds per square foot per foot of depth. Expansive soils should not be used for backfill against walls. The wedge of non-expansive backfill material should extend from the bottom of each retaining wall outward and upward at a slope of 2:1, horizontal to vertical, or flatter. The stated lateral earth pressures do not include the effects of hydrostatic water pressures generated by infiltrating surface water that may accumulate behind the retaining walls; or loads imposed by construction equipment, foundations or roadways. During grading and backfilling operations adjacent to any walls, heavy equipment should not be allowed to operate within a lateral distance of 5 feet from the wall, or within a lateral distance equal to the wall height, whichever is greater, to avoid developing excessive lateral pressures. Within this zone, only hand operated equipment ("whackers", vibratory plates, or pneumatic compactors) should be used to compact the backfill soils. Pavement Design The near surface subgrade soils generally consist of a clean fine to coarse grained sand. Sand is rated as a good subgrade material with an assumed R-value of 40. The following table shows the recommended pavement sections for light duty and heavy duty. ASPHALTIC CONCRETE PAVEMENT LIGHT DUTY Traffic Index Asphaltic Concrete Aggregate Base* Compacted Subgrade* 4.5 J 2.5" 4.0" 12.0" Krazan do Associates,Inc. Ten Offices Serving The Western United States uolWuns Sent By: Krazan; 360 598 2127,; May-14-99 10:47AM; Page 14/23 KA No.062-99058 Page No.9 HEAVY DUTY Traffic Index Asphaltic Concrete Aggregate Base* Compacted Subgrade* 7.0 4.0" 7.0" 12.0" * 95%compaction based on ASTM Test Method Di557 The following recommendations are for light-duty and heavy-duty Portland Cement Concrete pavement sections. PORTLAND CEMENT PAVEMENT LIGHT DUTY Traffic Index Portland Cement Aggregate Base* Compacted Concrete Subgrade* 4.5 5.0" -- 12.0" HEAVY DUTY Traffic Index Portland Cement Aggregate Base* Compacted Concrete Subgrade* 7.0 6.5" -- 12.0" 95%compaction based on ASTM D1557 **Minimum compressive strength of 3000 psi Compacted Material Acceptance Compaction specifications are not the only criteria for acceptance of the site grading or other such activities. The compaction test is the most universally recognized test method for assessing the performance of the Grading Contractor. However,the numerical test results from the compaction test cannot be used to predict the engineering performance of the compacted material. Therefore, the acceptance of compacted materials will also be dependent on the stability of that material. The Soils Engineer has the option of rejecting any compacted material regardless of the degree of compaction if that material is considered to be unstable or if future instability is suspected. A specific example of rejection of fill material passing the required percent compaction is a fill which has been compacted with an in-situ moisture content significantly less than optimum moisture. This type of dry fill(brittle fill) is susceptible to future settlement if it becomes saturated or flooded. Testing and Inspection A representative of Krazan &Associates, Inc., should be present at the site during the earthwork activities to confirm that actual subsurface conditions are consistent with the exploratory field work. This activity is an integral part of our services as acceptance of earthwork construction is dependent upon compaction testing and stability of the material. This representative can also verify that the intent of these recommendations is Krazan&Associates,Inc. Ten Offices Serving The Western United States C6299038 Sent By: Krazan; 360 598 2127; May-14.99 10:48AM; Page 15/23 KA No. 062-99058 Page No. 10 incorporated into the project design and construction. Krazan &Associates, Inc., will not be responsible for grades or staking,since this is the responsibility of the Prime Contractor. LIMITATIONS Soils Engineering is one of the newest divisions of Civil Engineering. This branch of Civil Engineering is constantly improving as new technologies and understanding of earth sciences improve. Although your site was analyzed using the most appropriate current techniques and methods, undoubtedly there will be substantial future improvements in this branch of engineering. In addition to improvements in the field of Soils Engineering, physical changes in the site either due to excavation or fill placement, new agency regulations or possible changes in the proposed structure after the time of completion of the soils report may require the soils report to be professionally reviewed. In light of this,the Owner should be aware that there is a practical limit to the usefulness of this report without critical review. Although the time limit for this review is strictly arbitrary,it is suggested that two years be considered a reasonable time for the usefulness of this report. Foundation and earthwork construction is characterized by the presence of a calculated risk that soil and groundwater conditions have been fully revealed by the original foundation investigation. This risk is derived from the practical necessity of basing interpretations and design conclusions on limited sampling of the earth. The recommendations made in this report are based on the assumption that soil conditions do not vary significantly from those disclosed during our field investigation. If any variations or undesirable conditions are encountered during construction, the Soils Engineer should be notified so that supplemental recommendations can be made. The conclusions of this report are based on the information provided regarding the proposed construction. If the proposed construction is relocated or redesigned, the conclusions in this report may not be valid. The Soils Engineer should be notified of any changes so the recommendations can be reviewed and reevaluated. This report is a geotechnical engineering investigation with the purpose of evaluating the soil conditions in terms of foundation design. The scope of our services did not include any environmental site assessment for the presence or absence of hazardous and/or toxic materials in the soil, groundwater or atmosphere, or the presence of wetlands. Any statements, or absence of statements, in this report or on any boring log regarding odors, unusual or suspicious items, or conditions observed are strictly for descriptive purposed and are not intended to convey engineering judgment regarding potential hazardous and/or toxic assessment. The geotechnical data presented herewith is based upon professional interpretation utilizing standard engineering practices and a degree of conservatism deemed proper for this project. It is not warranted that such data and interpretation cannot be superseded by future geotechnical developments. We emphasize that this report is valid for this project as outlined above,and should not be used for any other site. Krazan& Associates,Inc. Ten Offices Serving The Western United States (*twos Sent By: Krazan; 380 598 2127; May-14-99 10:48AM; Page 16/23 KA No.062-99058 Page No. I 1 If you have any questions,or if we may be of further assistance, please do not hesitate to contact our office at (360)598-2126. - Respectfully submitted, KRAZAN&ASSOCIATES,INC. Shawn E. Williams �LEX Project Geologist 414 L 0 -�dp ,p a a. (74i • ° Dean Alexander • . 'J` t r -raf,•' ; l Principal Engineer -6",ssloNAt. G`+l • r'` RPE No. 30508 SEW/DA:kcp l Ey.,pigES. Krazan&Associates,Inc. Ten Offices Serving The Western United States 0629908 ::::e.`,1 59E :-2 ; 4 -.. M ". ' : .f:,"‘.':-..! ' : ..96,14; oage 17123 Sen: By: -".. -1::-; %. ....-s:,*,• (•- * 111104o.„-,,i k f....,Id! t L ,-:,Apih, . I y)‘.0.' .....r.--..-.. .......!!:-..... -,,,.....„... '"7.-'', . ' ..,--._?....7-1 . t;ittpr. 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Mar aciap-.ed i'-..or.-. I.'St._;-..(: •.:' n„uilicenc. V.A. Quadranaie 1 I FIGURE I-VICINITY MAP 1 } i 7 A !- 6, AS4-1-)ciATES: i NC.• I 191 v(11 F.:QTRIAN DRIVE 1 Location: Quilicene. Washington poi•i_•_---.11:-) %\A 9837C- I Job No. : 062-99058 360-598-21 2t• 1 Client: Mr. DICE.Alien I Date: 3-30-99 Sent y: Krazan; 360 598 2127; May-14-99 10:57AM; Page 18/23 ....—• r--i 11 ,- ,-\ N '--''2. . ii• • ... ,- „-, 7. • - /- 1 ,, „„•-• .--,„c„. ,, , (,,--- ..-- --(,) •••',/.--'7.--4 -• .\ . 06. 1.0' , co Gal E-, -5;....4.0i7c... 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Sent By: Krazan; 360 598 2127; May-14-99 10:58AM; Page 19/23 • Appendix A Page A.1 APPENDIX A FIELD AND LABORATORY INVESTIGATIONS Field Investigation The field investigation consisted of a surface reconnaissance and a subsurface exploratory program. Six exploratory test pits were excavated.The test pit locations are shown on the site plan. The soils encountered were logged in the field during the exploration and,with supplementary laboratory test data,are described in accordance with the Unified Soil Classification System. Soil samples were obtained from the test pit sidewalls or from the back-hoe bucket. All samples were returned to our Poulsbo laboratory for evaluation. Laboratory Investigation The laboratory investigation was programmed to determine the physical and mechanical properties of the foundation soil underlying the site. Test results were used as criteria for determining the engineering suitability of the surface and subsurface materials encountered. in-situ moisture content, and sieve analysis tests were determined for the undisturbed samples representative of the subsurface material. These tests, supplemented by visual observation, comprised the basis for our evaluation of the site material. The logs of the exploratory test pits and laboratory determinations are presented in this Appendix. Krazan&Associates,Inc. Ten Offices Serving The Western United States 062990311 Sent By: Krazan; 380 598 2127; May-14-99 10:56AM; Page 20/23 Project: Rhododendron Drive Property Project No:062-99058 Client: Richard Allen Figure No.:A-1 Log of Test Pit 1 Location: Rhododendron Drive Logged By: Shawn Williams Depth to Water> Not Encountered Initial: N/A At Completion:N/A I SUBSURFACE PROFILE I SAMPLE — , Qe _ Water Content Percolation Rate o Description m ? @ ° .E (min/in) (%) QL Q � 'CO 8 U � Wp 1---Q-1 WI p cn o a 2 a CI a C 20 1 60 i 100 20 40 0 Ground Surface TOPSOIL Loose with GRASS ROOTLETS;black, gs easily /"4- "*".11\ci 12.1 * n . 2. SILTY SAND(SM) Loose to medium dense,fine to medium \grained with GRAVEL;moist, reddish tan, I 13.3 a • digs easily to moderately 4 SILTY SAND(SM) . Medium dense,fine to medium grained 14.8 with GRAVEL;moist to wet,mottled tan and reddish tan,digs moderately,becomes \more dense at 4 feet / 18.1 a SILTY SAND(SM) - Medium dense,fine to medium grained 8 with GRAVEL; moist to wet,gray-grayish/ '\brown,digs moderately End of Test Pit 10- . 12. . . 14- . . 16- • 18- . • 20-, Method: Backhoe Krazan and Associates Excavation Date: 3-12-99 Backhoe/Excavator: Backhoe 215 W. Dakota Ave Pit Size: Operator: Ed Thompson Clovis, Ca 93612 Sheet: 1 of 1 sent By: Krazan; 360 598 2127; May-14-99 10:59AM; Page 21/23 Project: Rhododendron Drive Property Project No: 062-99058 Client: Richard Allen Log of Test Pit 2 Figure No.: A-1 Location: Rhododendron Drive Logged By: Shawn Williams Depth to Water> Water Seepage at 5 feet Initial: 5 feet At Completion:5 feet SUBSURFACE PROFILE SAMPLE Water Content e c o .E Percolation Rate o Description ro (min/in) (%) a E CI �' 8a ° m WPI--0 -IWI n up o Q 2 a 0 a C 20 l SO 1 100 20 40 , r 0 Ground Surface TOPSOIL - -\Loose with TREE ROOTLETS;black,digs easily 2-, SILTY SAND(SM) Loose to medium dense,fine to medium grained with; moist to wet,grayish brown, digs easily to moderately 4-. Water Seepage at 5 feet 22,5 ■ SILTY SAND(SM) 6.........„..xd Medium dense,fine tot medium grained; moist to wet, mottled tan and reddish tan, 20.0 ♦ ■ iqs moderately - SILTY SAND(SM) 8-, Medium dense,fine to medium grained; moist to wet,tan,digs moderately - End of Test Pit 10.. . 12.. . 14- r . 16.. . 18- r . 20- Method: Backhoe Krazan and Associates Excavation Date: 3-12-99 Backhoe/Excavator: Backhoe 215 W. Dakota Ave Pit Size: Operator: Ed Thompson Clovis, Ca 93612 Sheet: 1 of 1 Sent 8y: Krazan; 360 598 2127; May-14-99 10:59AM; Page 22/23 GRAIN SIZE DISTRIBUTION TEST DATA Client: DICK ALLEN Project: RHODODENDRON DRIVE, QUILCENE Project Number: 062-99058 Sample Data Source: TEST PIT 1, SAMPLE 2 Sample No. : P490B. 02, REPORT #1147 Elev. or Depth: 3 ' Sample Length (in./cm.) : Location: RHODODENDRON ROAD, QUILCENE, WA. Description: TEST PIT 1, SAMPLE #2 . Liquid Limit: Plastic Limit: USCS Classification: AASHTO Classification:^ Testing Remarks: SAMPLE #P490B. 02 REPORT #1174 DATE: 3/12/99 Mechanical Analysis Data Initial After wash Dry sample and tare= 47 . 00 40.50 Tare = 0. 00 0.00 Dry sample weight = 47 . 00 40.50 Minus #200 from wash= 13. 8 % Tare for cumulative weight retained= . 00 Sieve Cumul. Wt. Percent retained finer # 4 0. 00 100.0 * 8 0.10 99.8 # 16 0.40 99.2 30 1.10 97.7 # 50 7. 90 83.2 * 100 29. 30 37 .7 200 39.20 16. 6 Fractional Components Gravel/Sand based on #4 Sand/Fines based on #200 % COBBLES = , % GRAVEL = % SAND = 83.4 FINES = 16. 6 D85= 0 . 31 D60= 0 .21 D50= 0. 18 D30= 0. 13 ERMAN & ASSOCIATES, INC. Sent By: Krazan; 360 598 2127; May-14-99 11 :00AM; Page 23/23 Particle Size Distribution Report < C 9 < < gg QQ �+ o n w 5 A . is i i Y ; f i i 100 , I I i Il j I � I iI I [ I I t II. ! (i i t I I i I , II III I I I 1 ; I ' 1{ I i ji ; { ; — : II I Ifil I _ ; I jl i so � I ' I , I1 11 i I ill II i II i I iI 1 , ; , 70 1_— ! I ' I i II I I i l II W60 .-_�� i 1 ail . I { i 1 II z l I I I i1 I _� Z50 II .1 j-I . .. . ; - - ; . I u1 II I IIix II I I 1 U I a 40---- i , !I I ' I I I I ! I i 30 I I i I I I t 11 ' 1 1 7 ! i I II ; I I ; .. 1 I : I i I IjI .III IIi I I, I I i i 0 1 i I I I i. IIi _L1 l I- ,z i I l i t III f I 200 100 10 1 0.1 0.01 - 0.001 GRAIN SIZE-mm %COBBLES %GRAVEL %SAND %SILT I CLAY 0.0 0.0 83.4 16.6 ►4 LL PL D86 D80 _ D50 D30 D15 , D10 Cc Cu 0.312 0.210 0.182 0.127 MATERIAL DESCRIPTION USCS AASHTO TEST PIT I,SAMPLE#2. Project No. 062-99058 Client DICK ALLEN Remarks: 1 Project: RHODODENDRON DRIVE,QUILCENE :,SAMPLE#P490B.02 REPORT#I 1 74 Location:RHODODENDRON ROAD,QUILCENE,WA. DATE:3/12199 F.M.=0.82 i I Particle Size Distribution Report KRAZAN & ASSOCIATES INC. Plate