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Home My WebLink AboutPermit Correspondence 2005-7-12 PUBLiC WORKS DEPARTMENT ADMINISTRA TlON ENGINEERING t MAINTENANCE ENVIRONMENTAL SERVICES .. 225 FIFTH STREET ,~SPR7'E~' OR 97477 , ~ ~ ,r.~vl. ,)Y. .~~ ~^J ' ~\;r July 12,2005 Todd Powell Riga-Burkholder Associates, LLC PO Box 327 Springfield, OR 97477 , ' . Subject: LDP2005-001l8, Glacier View Subdivision, 736 'S42nd Street. Dear Mr. Powell: ' I received a letter from your office written by PSI to Mr. Sindt, dated July 6, 2005, regarding a Structural Fill Data Report for the Proposed Glacier View Subdivision. This was in response to my request for a geotechnical report. After reviewing the document, it was noted that several items need to be addressed within a geotechnical report to provide confirmation that the proposed site work will meet standards for future approval of building pads and permits. Additionally appropriate testing, observation and final acceptance by the engineer of record upon the completion of the placement of fill materials provide necessary documentation for further development of the lots. Please provide the following: 1. A geotechnical report prepared by the licensed geotechnical engineer of record. The geotechnical report shall include deslgn parameters for engineered fill. 2'. Specify the minimum bearing pressure that the fill must support for the building foundations, as well as the design and construction criteria to achieve the design bearing pressure. 3. Specify procedures for observing, monitoring, testing and acceptance/rejection of fill materials. 4. Detail certification and acceptance of site for future building and development. 5. The engineer of record shall submit an engineered structural fill design showing conformance with the geotechnical report and include detailed specifications for proposed structural fill material Prior to submitting design for City of Springfield. review, the geotechnical engineer shall review and approve the proposed structural fill design and procedures for conformance with his / her report and shall include a geotechnical conform':llce letter or stamp with submittal. Additionally, I will have revisions to the existing submitted plan set, but plan to wait until a geotechnical report is submitted so I can review the report in conjunction with the plan set. If you have any questions I can be reached by telephone at 541/726-5931 or via email at viurasevich(cl)ci.sDringfield.or.us . Sincerely, , . -V~~--~~ Virgini ~urasevich ' " Engineering Technician IV cc: 2J, LLC, 29404 Clearlake Road, Eugene, OR 97402 ADMINISTRATION / ENGINEERING (541) 726-3753 FAX (541) 726-3689 f\!iAINTENANCE (5.6.7) 726-3761 FAX (541) 726-3621 EN\!iFlONfviENTAL SEPViCES (541) 725-3694 ,cj;X (541) 726-2309 '~HIGA.BURKHOLDER . ~, y ; , 'l,ASSOCiATESJ LLC L.AJ?t~O. USE PLAt,,~N~NG ! Cr;j~~L Eii\jGITNEE;.t".:Hi\~G LETTER OF TRANS MITT AL City of Springfield DATE: FROM: 22-Jul-05 TO: Virginia Jurasevich Todd Powell, P.E, 225 Fifth Street RE: , Glacier View P30453 Springfield, OR 97477 WE ARE SENDING YOU [RJ, ATTACHED D UNDER SEP ARA TE COVER VIA THE FOLLOWING ITEMS: 1 Original Report from Geotechnical Engineer, dated 7/22/05 THESE ARE TRANSMITTED: D FOR APPROVAL ) D FOR YOUR INFORMA nON D AS REQUESTED [R] FOR REVIEW & COMMENT D FOR REVIEW, SIGNING & RETURNING [RJ. FOR SUBMITTAL COMMENTS: ::'-:~-~ ;~ \. I . .,~ ~J.---'. ~ JtJ'L ~ ~;, 2:005 EVERETT 111721 Hewitt Avenue I Suite 4011 Everett, Washington 8820111 (425] 252.2825 I fax: (425) 252-8551 ~ SPRINGFIELC II P.O, 80x 327 II Springfield, Oregon 87477 11(541] 988.1862 III fax: (fAY888-1 ~~~J::::.-L--=r I . , _ ____ .....! "~~--=-~i lnfonnation, 8To Build On Engineel1ng . Consulting · Testing ~.:.i,.:',;._~.:......:.;_-.:.:...--,:;~~w:;:~.-:,~ ~ Preliminary Geotechnical Subsurface Investigation Report F oOr the Proposed Glacier View Subdivision , 736 South 4Z'd Street Springfield, Oregon, 97477 Prepared for, Mr. Jeff A Sindt . General Contractor 2J LLC 29404 Clear Lake Road Eugene, Oregon, 97402 Prepared by Professional Service'Jndustries, Inc. 1040-A Shelley Street Springfield, Oregon 97477 " Telephone: 541.746.9649 July 22, 2005 ~"""h__ _.. ~, ......... ,~~~- PSI REPORT NUMBER: 722-55013-2 _ - ~.~ "~s:'i' Table of Contents. , r , l' II 0." J, ntro-d, u cti o-n .....,. ....,.."_.........,, ....... .... ....... ".,,"11 II"" III _.11 II.. ..... ....~, Ill... ... "..... .... ......... .,............,............ ...., .".., lit............ .., ........... 1 2.0 Project Descri,ption ................. ..... ,~....... ......;..,......~ .................................... ........... 1 3.0 Scope of Services ...........................,.. .......................,..........,.~........................ ..,........... .......... 2 3, 1 Su bsu rface Exploration....:...,.....,........,........,.................................:....,................ 2 . ' 3,2 Laboratory Evaluation .............",...,.,................ .:..'............ ..,..... .....,.....,.................2 3.3 Engineering Analysis.... .......,.... ............. ...,.... .......... ....... ........ ..............................2 4.0 Site and SubsurtaceFeatu res.. .................................. ........................................ 2 4,1 Geology..:..... ....... ...................' ...... ..... ..'................. .................... .......,....... .............2 4.2' So i Is.. . .... ..: .... .. . '. .. . . . .. .. .. .. . .. . .. , , . . . .. . . .. .. .. . :, .. .. .. .. , .. .. .. .. ", .. .. . .. .. .. .. .. ; .. ; .. . . .. .. .. : .. . .. . .. . .... 3 4.3 G rou ndwater .. ....... .:.. . .. . .. . .. .. . . . ..... . .... .... .. .... :. ......... :................ ... . ..... ..,.. . ... . , . . . . .. .... . 3 5.0. Conclusions and Recommendations .................................................................. 4 5.1 Seismic Considerations........... ,.....,.:.................................,..............,.,....".......... 4 , 5,2 Site Preparation/Structural Fill Placement............:............................................... 4 5.3 Site Preparation During, Wet Weather .......... .............. ...... .......................... ..........5 5.4 PreliminarY Foundation Recommendations....................; ....................... ,.............6 5,5 . Construction Dewatering and Drainage Considerations.......................:.............. 6 5,6 Excavations/Slopes.... ~......................................................... .............,.....,...........7 5. 7 Construction Mon itori ng .. .... . .. , , ..' .... .. , .. .. ..., . . ...... ... ... ..... ........ .. .: .. , ... .. , , ... .... .. , .... .. . 7 6.0 General........ ...,................................ ....: .... .......... ..........................................: .......... 7 Appendix: Site Location Map Test Pit Location Map Laboratory Analysis General Notes Soil Classification Chart ~.s July 22, 2005 Mr. Jeff A Sindt. General Contractor 2J LLC 29404 Clear Lake Road Eugene, OR 97402 Subject: Preliminary Geotechnical Subsurface Investigation Report Proposed Glacier View Subdivision 736 South 42nd Street Springfield, Oregon 97477 PSI Report No. 722-55013-2 Dear Mr. Sindt: . 1.0 Introduction Professional ,Service Industries, Inc. (PSI) is pleased to submit our Preliminary Geotechnical Subsurface Investigation Report for the above referenced site. This report is a follow up to our report 722-55013-1 entitled "Structural Fill Data Report, Proposed Glacier View Subdivision, 736 South 42nd Street, Springfield, Oregon, 9747T dated July 6, 2005, The purpose of these services was to assist you and the engineer in identifying the subsurface materials underlying the site to a depth of 10 to 12 feet or practical backhoe refusal, whichever occurred first, provide preliminary foundation recommendations for future homes whose design details are not known yet, and to provide compaction recommendations for the structural fill to be placed to raise the site, Our evaluation was completed in general accordance with our general agreement which you signed on July 1, 2005 .. ' 2.0 Project and Site Description Project information was provided by you during a visit to our office on June 28, 2005 and by Mr. =Todd Powell of HIGA Burkholder Associates, LLC during a telephone conversation on June 27, 2005" We were also provided a set of project plans' entitled "Land and Drainage Alteration Permit for Glacier View "dated June 16, 2005 prepared by HIGA Burkholder Associates, LLC. As per our conversations and site plans, the proposed subdivision consists of 14 single family residential lots. The subject site was located 736 South 42nd Street in Springfield, Oregon (reference the Site . Location Map in the appendix). At the time of our exploration, the site was relatively level and at or near adjacent street grades of 42nd Street except for the west one third of the site. At this location, approximately 8 feet of fill will be required to bring the site up to designed finished subgrade. At the time of our site visit, the site was covered with grass vegetation and three existing residential structures in the east half of the property. The site was bordered to the south and west by existing single family residential structures, the north by a 60 foot Southern Pacific Railroad Right of Way, and the east by 42nd Street. ,PSI Report No. 722-55013-2 July 22, 2005 l_~.IInfOT77'lCl1ion ,.,.... .To Build On , ~'.' ~... www.psiusa.com Page 1 of 8 3,0 Scope of Services The purpose of our study was to assess the subsurface soil conditions at the site in order to provide appropriate re'commendations for site preparation and preliminary foundation design. The scope of services did not include an environmental evaluation for determining the presence or absence of wetlands, or hazardous or toxic materials in. the soil, bedrock, surface water, groundwater, or air, on or below, or around this site. Please note that a site-specific ~eismic' evaluation was beyond the scope of work for this project. 3.1, Subsurface Exploration' , ' In order to characterize the general nature of soil and. groundwater conditions at the 'site, two test pits were conducted using a John Deere 310D backhoe with a 24-inch wide toothed bucket on July1, 2005. The test pit locations are shown on the attached Test Pit Location Plan in the Appendix, A log of the test pits are also attached in the Appendix. Bulk samples were identified in the field, placed in sealed containers, and transported to the laboratory for further classification and testing. Upon completion, the test pits were loosely backfilled with the excavated soils. ..., It should be noted that,only a limited number oUest pits were performed for this site and there is increased risk of differing conditions across the rest of the site. This risk can be reduced by retaining PSI during construction to observe the subgrade conditions and to .evaluate the conditions across the rest of the site are consistent with our test pits. The construction observations should include observing additional backhoe test pits. 3.2 Laboratory Evaluation Selected samples of the subsurface soils encountered were returned to our laboratory for further evaluation to aid in visual classification of the materials, and to help identify the materials for comparison to soil found in the previous report on the site; The Laboratory analysis was used to assess the soil strength and compressibility characteristics. The laboratory evaluation consisted . of visual and textural, examinations, moisture content tests (ASTM D4959-94), atterberg limits tests (ASTM D4318-00), and gradation tests (ASTM D422-98 and D 1140-00). These tests were used to classify the soil samples in accordance with the Unified Soil Classification System :(USCS), Results of the tests are shown in the Appendix. 3.3 Engineering Analysis The geotechnical recommendations presented in this report are based solely on the available project information, the proposed lot locations and, the subsurface materials described in this report, If any of the noted information is incorrect, please informus in writing so that we may amend the recommendations presented in this report, if appropriate and if desired by the client. P.SI will not be responsible for the implementation of its recommendations when it is not notified ' of the changes in the project. ' 4.0 Subsurface Features 4.1 Geology PSI Report No, 722-55013-2 July 22, 2005 l- ~.lInforrnalion. ,.,,;;;;;,. .70 Build On' , . _. Page 2 of 8 www.psiusQ.com c. The subject site lies within the southern portion of the Willamette Valley Geomo~phic Province, . east of the Coast Range and west of the Cascade Mountains Geomorphic Provinces" The Willamette Valley Province is a regional lowland that extends from just south of Eugene, Oregon to Vancouver, British Columbia. Within Oregon, this narrow alluvial plain is approximately 130 miles long and ranges from approximately 20 to 40 miles wide (Orr and Orr,1996). The province .is drained by the Willamette River, the longest north-flowing river in North America. Compressional forces attendant with uplift of the Cascade ,and Coast Range Mountain Ranges during the Miocene and Pliocene epochs depressed the Willamette Valley. The bedrock lithology of the Willamette Valley in the vicinity of the subject, site is the late Eocene aged (approx. 35 million years ago) Eugene Formation, a generally well consolidated to lithified, tuffaceous near-shore marine sedimentary rock that was gently folded during the geosynclinal compressional period described above (Yeats and others, 1991), 'Prior to deformation, low energy streams and lakes present within the southern Willamette Valley during the Pliocene epoch covered the Eugene Formation with fluvial arid lacustrine deposits of silts and clays to various depths. With the rapid uplift of the Cascade Mountains in the Pliocene epoch, steepened stream gradients resulted in increased erosion of the Cascades and 'rapid deposition of,thick gravel layers that incised the soft fluvial and lacustine deposits . overlying the Eugene Formation. Locally, fining upward sequences of rhythmite deposits from the Pleistocene aged Missoula Floods are preserved that record up to 30 advance and retreat cycles. of Lake Allison (Waitt, 1985), which filled the Willamette' Valley to a depth of approximately 350 feet with each flooding event (Allen and others, 1986). ' 4.2 Soils Based on the test pits and results of our laboratory analysis, the soil profile consisted of: Test Pit (TP-1) located at the northwest corner (see attached test pit location map): approximately three inches of red-brown fine sandy silt (topsoil) with organics, Below the three inches of topsoil was approximately 9 feet of red-brown, firm to stiff, fine sandy silt. This red-brown, firm to stiff fine , sandy silt material was underlain by a soft to firm, gray silty clay, The soft to firm, gray silty clay , was encountered to the maximum depth explored of 11 feet. ' , Moisture contents. of the red-brown, firm to stiff, fine sandy silt ranged from 36 percent at three feet to 53 percent at seven feet measured from our samples obtained in test pit TP-1. Test' Pit (TP-2) located at the southwest corner (see attached test pit location map): approximately three inches ~f fine sandy silt (topsoil) with organics. ,Below the three inches of topsoil was approximately 6 1/2 feet of red-brown, firm to stiff, fine sandy silt. This red-brown, firm to stiff, fine sandy silt material was underlain by a well graded gravel material with silt, sand and occasional cobble. This well graded gravel material was encountered to maximum depths explored of 10 feet. ' For more detail on the description of the soils encountered in our test pits, please reference the test pit logs located in the appendix. Upon completion, the test pits were loosely backfilled with the excavated soils, 4.3 Groundwater At the time of our exploration, static groundwater was encountered at approximately 8 feet below existing ground surface in both test pits, However, we anticipate that groundwater may , rise during months of peak runoff. Variations in groundwater levels should be expected seasonally" annuallY and from location to locati~n. The contractor for this project should PSI Report No, 722-55013-2 July 22, 2005 . L-~.l. Infornuition , ,.,,..,. .To Build On ~ .-Co 'Page 3 of 8 ' www.psiusa.com ' anticipate surface and subsurface seepage into any subsurface excavations performed during, high moisture periods of the year. We recommend the contractor verify groundwater levels at the time of construction. " 5.0 Conclusions and Recommendations Based on the results of our field work, laboratory evaluation, engineering analyses, it is our opinion that the site is suitable for the proposed construction provided that the following recommendations are incorporated into the design and construction of the project. 5.1 Seismic Considerations In accordance with Table 1615.1.1 of the 2004 State of Oregon Structural Specialty Code (SOSSC), an amendment to the 2003 International Building Code (IBC), we recommend a Site Class D (stiff soil profile) for this site when considering the average of the upper 100 feet of the site. According to the USGS probabilistic ground motion maps (htto://eaint.c.r.usas.oov/eo/coi- bin/find~ 11-2002-intreo.coi) the maximum considered earthquake (MCE) ground motions for the site are S5=0.630g and 81=0.295 (for Site Class B). In accordance with Tables 1615.1.2 (1) and 1615,1,2 (2), the Site CoeffiCients Fa and Fy are 1.30 and 1,81 respectively, for site Class D. Therefore the adjusted MCE ground motions are Sms=0.819 and Sm1=0.534 (for Site Class D). The return interval for these ground motions is 2 percent probability of exceedance in 50 years. 5.2 Site Preparation/Structural Fill Placement At the time of initial site preparation, loose backfill material in our test pits should be located and removed. The test. pits should be backfilled with structural fill and properly compacted, Backfilling of the test pits should be, observed and documented by a representative of PSI's Geotechnical Engineer. In general, we recommend that all structural improvement areas be drained of surface water (pumping from a sump hole, if necessary). All organic material, vegetation, soft soils and any residual construction debris should be stripped and wasted from all structural improved areas. Based' on our test pits, the depth of topsoil stripping is anticipated to average about three inches. Stripped organic and soft soils may be stockpiled for later use in landscaping areas or hauled off site. ' Based on' our knowledge of the area and a review of the soil observed in the test pits, we anticipate. that the, near surface fine grained soils will be extremely sensitive to construction equipment traffic (i.e. dump trucks, heavy tracked dozers), especially during wet weather. In order to reduce the risk of damaging the subgrade when stripping and filling the site, we. recommend that stripping be accomplished using a smooth bladed track hoe bucket working from areas yet to be stripped during dry weather, Prior to backfilling any excavations with structural fill, the area should be' observed by a representative of PSI's Geotechnical Engineer to verify that the organics have been removed andproofrolled to verify that the subgrade is ready for fill placement. Also the subgrade should be observed by a representative of PSI to ensure that the materials are similar to what was encountered during our site investigation. .After subgrade preparation and observation by the Geotechnical Engineer have been completed, fill placement may begin, The first layer of fill should be placed in a relatively uniform horizontal lift and be adequately keyed into the stripped subgrade soils, Fill materials PSI Report No, 722-55013-2 July 22, 2005 ' l- ~;lInforrnat.ion ,.,~. _70 Build On Page 4 of 8 .Ill.." www.psiusa.com should be a well-graded granular material free of organic of other deleterious materials, have a maximum particle size of less than 3 inches, and fines with a liquid limit less than 45 and plasticity index less than 20. The on-site soils are generally considered to be suitable for use as structural fill, although they may require moisture conditioning prior to placement. All structural fill materials placed in the building area should be moisture conditioned to within :t 2 percent of optimum moisture content and compacted by mechanical means to a minimum of 95 percent of the material's maximum dry density as determined in accordance with ASTM 01557 (Modified Proctor), Fill materials should be placed in layers that, when compacted, do not exceed about 8 inches: For all structural areas, the on-site native soils may be used as structural fill provided they are free of organics. If these soils are to be used, it will be necessary to condition the soil to uniform moisture content within the range of optimum to approximately 3 percent above optimum moisture content in order to facilitate compaction. Moisture conditioning of the on-site soils should be anticipated, as it appears some of the soils are above the optimum moisture content needed to achieve compaction. Should wet weather grading be anticipated, use of the on-site soils as structural fill will not be' feasible; imported granular .structural fill should be used. Selected samples of the materials to be used for structural fjll should be submitted to our laboratory in order to evaluate the maximum density, optimum moisture content, and suitability of the soil for use as fill. We also understand that in order to "level" the site, approximately 8 feet of fill will need to be placed in the West portion of the site. The source of that fill is supposed to come from adjacent utility trench excavations along 42nd Street. Selected samples of the materials to be used for structural fill should be submitted to our laboratory in order to evaluate the maximum density in accordance with ASTM 01557, optimum moisture content, and suitability of the soil for use as fill. Please note that excavation and construction operations may expose the on-site soils to . inclement weather conditions. The stability of exposed soils may rapidly deteriorate due to precipitation or the action of heavy or repeated construction traffic. Accordingly, foundation area excavations should be adequately protected from the elements, and from the action of repetitive or heavy construction loading. 5.3 Site Preparation During Wet Weather . Theon-site upper fine-grained soils are highly moisture sensitive and thus will not be suitable for use as structural fill during wet weather construction, Additional fill material; if needed, during wet weather construction should consist of an all-weather, clean, granular fill containing less than 5 percent material passing the U.S. #200 (0.075 mm) sieve, such as sand, crushed rock, or sand and gravel. During wet weather grading operations, all excavations should be performed using a smooth-bladed, tracked backhoe working from areas where material has yet to be removed or, if necessary, from the already placed structural fill. If excavation equipment does work on the, structural fill, care should be taken not to disturb (pump up) the underlying moisture sensitive native soils'. Should soils become disturbed, the soils should be removed and the areas excavated to firm native subgrade and replaced with structural fill in accordance with the Site Preparation section of this report. Proofrolling of excavation bottoms is likely not appropriate during wet weather grading in order to avoid disturbance of moisture-sensitive soils. Should construction take pJace during wet weather, we recommend that a representative of the geotechnical engineer be present to observe the subgrade in order to evaluate whether additional preparation is indicated, PSI Report No, 722-55013-2 July 22, 2005 , ' l_~;lInforrnalion ,.,.... _To Build On ~.. .,.c. _,.,....~ Page 5 of 8 www.psiusa.com 5.4 Preliminary Foundation Recommendations Construction' details for the future homes are not known at this time, our recommendations 'should be considered preliminary and PSI should be retained to review the house plans once they are known, . We anticipate the future homes can be supported on conventional spread footing foundations bearing directly on the native silty soils or on structural fill overlying these soils. . Spread footings for building columns and continuous wall footings can be designed using a maximum allowable bearing capacity of 1,500 pounds per square foot. Allowable soil bearing pressures are based on dead load plus design live load. A one-third increase is allowed for short-term wind and seismic loading, Minimum dimensions of 18 inches for column and 15 inches for continuous footings should be used in foundation design to reduce the possibility of a local bearing capacity' failure, A factor of safety of 3.0 has been used for allowable bearing capacities recommended herein,' ' Exterior footings should be located at a depth of at least 18 inches below the lowest adjacent exterior grade to provide frost protection. Interior footings can be located at nominal depths' compatible with ar~hitectural and structural considerations. Consolidation of the overburden resulting from the foundation loads will result in some foundation settlement. Based on the results of the field tests and the anticipated foundation loads, we estimate that foundation settlements should not exceed one inch. Differential settlement between two adjacent columns should not exceed 50 percent of the total settlement. Allowable lateral friction resistance between the base of footings' and the subgrade can be expressed as the applied vertical load multiplied by a coefficient of friction of 0.30 for the native silts, In addition, lateral loads may be resisted by a passive earth pressure based on equivalent fluid density of 250 pounds per, cubic foot (pet) for foundations cast against firm soils, These values incorporate a factor of safety of 1.5, which is appropriate due to the amount of movement required to develop full passive resistance. The foundation excavations should be observed by a representative of PSI prior to steel or concrete placement to assess that the foundation materials are capable of supporting the design loads and are consistent with the materials discussed iri this report. Soft or loose soil zones encountered at the bottom of the footing excavations should be removed to the level of firm soils free of deleterious materials or adequately compacted structural fill as directed by the geotechnical engineer,. Cavities formed as a result of excavation of soft or loose soil zones should. be backfilled with lean concrete' or dense, well-graded: compacted crushed rock. ' . ' ' 5,5 'Construction Dewatering and Drainage Considerations Water should not be allowed to collect in foundation excavations, on floor slab areas, or on prepared subgrades of the construction area either during or after construction. Excavated areas should be sloped toward one corner to facilitate removal of any collected rainwater, groundwater, or surface runoff. Positive site drainage should be provided to reduce infiltration of surface water around the perimeter of the building arid beneath the floor slabs. The grades should be sloped away from the building and surface drainage should be collected and discharged such that water is not permitted to infiltrate the backfill and floor slab areas of the building. Should excessive and uncontrolled amounts of seepage occur, the geotechnical engineer should be consulted. , PSI Report No, 722-55013-2 July 22, 2005 ' l_<<:'!!";ZInformatwn ,.,...,. _70 Build On . -..g .-~'" www.psiusa.com Page 6 of 8 5.6 Excavations/Slopes Temporary earth slopes may be cut near-vertical to heights of 4 feet. Excavations deeper than 4 feet should be performed in accordance with Department of Labor Occupational Safety and Health Administration (OSHA) guidelines. Job site safety is the responsibility of the project contractor. In Federal Register; Volume 54, No. 209 (October 1989), the' United States Department of ' Labor, Occupational Safety and Health Administration (OSHA) amended its "Construction Standards for Excavations; 29 CFR, Part 1926, Subpart p", This document was issued to better insure the safety of personnel entering trenches or excavations. It is mandated by this federal regulation that excavations, whether they be utility trenches, basement excavations, or footing excavations, be constructed in accordance with the new OSHA guidelines, It is our understanding~ that these regulations are being strictly enforced and, if they are not closely followed, the owner and the contractor could be liable for substantiai penalties. " ' 'The contractor is solely responsible for designing and constructing stable, temporary, excavations and should shore, slope, or bench the' sides of the excavations as required to maintain stability' of both the excavation sides and bottom. The contractor's "responsible person" ,as defined in 29 CFR Part 1926, should evaluate the soil exposed in the excavations as part of the contractor's safety procedures. In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, state, and federal state regulations. 'We are providing this information solely as a service to our client. PSI does not assume responsibility for construction site safety or the contractor's or other parties' compliance with local, state, and federal ~afety or other regulations. 5.7 Construction Monitoring, It is recommended that PSI be retained to examine and identify soil exposures created during project excavations in order to verify that soil conditions are as anticipated, We further recommend, that structural fills, if any, be continuously observed and tested by our representative in order to evaluate the thoroughness and uniformity of their compaction. If possible, samples of fill materials should be submitted to our laboratory for evaluation prior to placement of fills on site. Costs for the recommended observations during construction are beyond the scope of this current consultation. Such future services would be at an additional charge, 6.0 General This report is for the exclusive use of the addressee and their representative to design the proposed structure described herein and to prepare construction' documents: The data, analyses, and recommendations may not be appropriate for other structures or purposes. We recommend that parties contemplating other structures or purposes contact us. In the absence of our written approval, we make no representation and assume no responsibility to other parties regarding this report. The recommendations contained in this, report are based on the available subsurface information obtained by PSI, and design details furnished for the proposed project. If there are any revisiGlns to the plans for this project, or if deviations from the subsurface conditions noted in this report, are encountered during construction, PSI should be notified immediately to PSI Report No, 722~55013~2 July 22, 2005 'l- ~.l Inforrnazion ,.,..... .ToBuild On ..~.~ Page 7 of 8 www.psiusQ.com .. determine if changes in the foundation recommendations are required, If PSI is not retained to perform these functions, PSI will not be responsible for the impact of those conditions on the project. As directed by the client, PSI did not provide any service to investigate or detect the presence of moisture, mold or other biological contaminates in or around any structure, or any service that was designed or intended to prevent or lower the risk of the occurrence of the amplification of the same, Client acknowledges that mold is ubiquitous to 'the environment with mold amplification occurring when building materials are impacted by moisture. Client further acknowledges that site conditions are outside of PSI's control; and that mold amplification will likely occur, or continue to occur, in the presence of moisture. As such, PSI cannot and shall not be held responsible for the occurrence or recurrence of mold amplification. Services performed by the ge'otechnical engineer for this project have been' conducted with that level of care and skill ordinarily exercised by members of the profession currently practicing in this area. No warranty, expressed,or implied, is made. " Respectfully Submitted, Professional Service Industries, Inc. , ~p ~~> Raymond V: Aliperti Project Manager . , Troy M. Hull, P.E. ~egional Geotechnical Engineer RVA:rva Cc: HIGA Burkholder Associates, LtC PSI Report No, 722-55013-2 July 22, 2005 l- ~ ;1 Inforrnation , "...,. .To Build On ' Page 8 of 8 www.psiusa.col/1 APPENDIX ^ ~ :1 "'f'-+.4,.;;~:':-'_:;:-::.';;i:"',:"': -: ~O\Ji:~'h_:'li) ,.... _'....." 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E ~\ .}~~/ ./'" "\,,~j~""""'"-'~''''"";:;;::--li~~ ~,,_\.,,_ .~-o... w' ~~I ~. ~.F -.......""~'._~ l..(< i .=-.---.' i i I i --- ,3,PQm '90,Off s: .~';;;:: , Camellia , ,01 , S; ','-' .~, .1..,_ 'J6f;.--.- '.1-..,( , %' i ....., H' ~rl11"n I - .....-=w:.......,y.::...:.....,. .;.II .., L-lI'I ~."'"';. ~,:i"'....\. ! y-'--'" ........-. i 1 f~,..t~:~'f "'~"~"-' ""- \~..~~~~. '*i.?z.~qCE' C ~ 2005 MilPQuest.eom, 'nc.; '!;J:24;lQS l~je AD!!.. '"'~ .~"'lc C1tll3fwatsl Ln Source: Mapquest 2005, Iproject Proposed Glacier View Subdivision 736 South 42nd Street Springfield, Oregon 97477 SITE LOCATION MAP Project No. Date 722-55013-2 July 22,2005 Professional Service Industries -1040-A Shelley Street- Springfield, Oregon 97477 - Phone (541) 748-9649 - Fax (541) 748-7163 -- -, I I , I L_ ^ ~~ I ~I Ii ! , ' NW 1/4 UECT1D1\ I, TOWNSHIP 11 B. 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II ~II II 'l un. IKllCI.P~1OQ l.O1' .10.91 "AD-IUOl Scale: 1" = 3D' Source: ,HIGA Burkholder Assoc., LLC dated 06/16/05 Project TEST PIT LOCATION MAP Proposed Glacier View Subdivision 736 South 42nd Street Springfield, Oregon 97477 Project No. Date 722-55013-2 July 22, 2005 ProfeSSional Service Industries - 1040-A Shelley Street. springfield, Oregon 97477 . Phone (541) 746-9649 - Faxl€J4{)746:7163-' , J CLIENT: 2J, LLC PROJECT: Glacier View Subdivision LOCATION: 736 S 42nd St., Springfield, OR 97477 PSI PROJECT NUMBER: 722-55013-2 SURF. ELEV.: LOG OF TEST ,PIT NO. TY-l 'DAlE OF EXPLORATION: 7/112005 EQUIPMENT: John Deere 310D Backhoe w/24" wide LOGGED BY: Ray A1ip~thed bucket BORING LOCATION: See Attached Test Pit Location Map E-< u:l ~ ~ :If ...:l E-< ~ po; ~ << Ci u:l -1 ':"2, -3 -4 -5 - -6 -7 -8 ' (J-RAlI 2 -9 -10 . (J-RAli 3 -11 -12 -13 -14 ~ -15"" N ~ b -16 Cl a: a: 8 -17, Cii Cl. ~ -18 M o '" ~ -19 N .... o ~ -20 - z a: Cl. (f) Cl. ... son.. DESCRIPTION . (J<ll'i.E SANDY 51l.T t:-ed bn:mu, or)' to mQi<<+, preanics, thick erass on surface f3" thick) ,.1<ll'i.E SANDY SILT-red-brown, moist, firm (J-RAJ : 1 Becomes wetter and softer with depth at about 7 feet " ., CLAY- gray, wet, soft Test pit terminated at 11 feet below existing site grade, The test pit was loosely backfilled with excavation spoils at the conclusion of our ' : exploration. ' Groundwater was encountered at8 feet below existing grade at 1he time of our exploration, Stratification lines/depths shown are approximate, Actual soil conditions encountered during construction may vary from those described above. lp~j , 1000A Shelly Street D~.. Springfield, Oregon 97477 II.. ... (541) 746-9649 , . ..... ,-.. ,-.. ,-.. c"....., Q) 0 cr.iu:l Q)'$. "d~ .~e .-';f( tlIl> E-<C 'u:l ~~ u '-' ,S.~ ~~ ~ ~<< ..... '-' ..0 x ::l..... .s'~ O"~ '" Q) ~u:l u:l...:l ..... Q) ;::So po;. ' .,-0 CllO uz ;:;u ~g ;S:::,S 0...0 o~ u:l ..... ..... C'l' 0...0.... U ML 36 41 29 70 1.0 12 53 89 0.5 .~ ICL I 0,5 .. CLIENT: 2J, LLC PROJECT: Glacier View Subdivision LOG OF TEST PIT NO. TP-2. DATE OF EXPLORATION: 7/1/2005 LOCATION: 736 S 42nd St., Springfield, OR 97477 PSI PROJECT NUMBER: 722-55013-2 SURF. ELEV.: EQUIPMENT: John Deere 310D Backhoe w/24" wide LOGGED BY: Ray AlipJRi'thed bucket BORING LOCATION: See Attached Test Pit Location Map ~ tZl ~ ~ :i ~ E-< t:l-. ~ <C Cl tZl -1 -2 -3 -4 -5 - -6 -7 -8 -9 -10- -11 -12 -13 -14 ~ -15 - C! .... b -16 Cl n: '" 0 () -17 Ie -, ~ -18 ..; (; '" :z -19 N .... o -' 15 -20- z '" n. CI) n. f- SOll., DESCRIPTION .....l '"' '"' o;R .0'"' Q), 0 tr.itZl Q)'$. "O'$. .-'Cf:. 01);> E-<C' 'tZl .8';:' o.::l e-, Co) '-' ,S'~ ~~ ~ ~<C .- '-' .~ ~ ",I: g.- ~'~ g'itZl CI.l.....l ,- Q) ;:i :~ <0"0 <00 g~ ~C) 0...... t:l-.. -I: ~8 .....l t:l-........ t:l-.O tZl .....l N t:l-.t:l-. C) I -...----.- :ML \ I'.Il'I.E SMWv c;,:~, T r.eQ br""\U, elr)' to lUoi.t, \Ore-amcs L'i.L~.E SANDY SILT-red-brovvn, moist, finn 1.0 SANDY (BAR RUN) GRA VELS-gmy, moist, ,.., GW' medium dense, subrounded to rounded gravels and ;,. cobbles, well graded with silt and sand -.' , , .,. ~ , ,. , .,. ~.. .. T est pit terminated at 10 feet below existing site grade, The test pit was loosely backfilled with excavation spoils at the conclusion of our exploration, Groundwater was not encountered during our exploration, Stratification lines/depths shown are approximate, Actual soil conditions encountered during construction may vary from those described above. L;l::r11040A Shelly Street D~.. Springfield, Oregon 97477 _.. .... (541) 746-9649 , .. . ,. .... . '.,"", _"" ..... ,~_,._.....___1I&Ilii HYDROMETER U,S. SIEVE NUMBERS i 6 8101416 20 30 '40 5060 100140200 hT~ 11_''',ll I i , , "\ \ , I I ' I :. ! : , I I Ii 0,1 0.01 0,001 GRAIN SIZE IN MILLIMETERS SAND coarse I medium I SILT OR CLAY , fine Specimen Identification . TP1 3' Classification ASTM 02487-00 RED-BROWN SANDY SILT (ML) LL 41 PL 29 PI 12 Cc Cu A,s Rp.cp.ivp.r1 Moisture 35 fi% <n ~ Specimen Identification :. TP1 3' w l'J cL 0::, o <.) u; CL .., CL l'J .( '" ~, .;, o W N u; Z <( 0:: l'J (f) ::J-- D100 4.75 060 030 010 %Gravel %Sand 0.0 30.0 %Silt I %Clay 70.0 I GRAIN SIZE DISTRIBUTION Client: 2J LLC Project: Glacier View Subdivision , Location: Springfield, Oregon Number: 722-55013 Lab No 05-163A -:> r.:. 65 I S:2 ,60 w S >- 5:- aJ . 0:: w 50 z LL I- 4:- z w . ,~ 40 w 0- 3S 100 ~~ 90 8: 80 75 70 ----,- 301 2:: 201 1S 10 US SIEVE OPENING IN INCHES 6 4 3 2. ,5 1 3/4 1/23/8 3 4 I I I I I S o COBBLES : 100 , Specimen Identification . TP1 8' '" ~ Specimen Identification ;::. TP1 8' f- C. <.9 0.: 0.. o U Vi 0.. -, 0.. <.9 ~ <'1 to ,;, o ill N Vi Z << a: <.9 ,(/) -, GRAVEL coarse I fine 10 U,S. SIEVE NUMBERS 6 810 1416 20 30 40 50 60 100140200 I- II I . '........ I I I : . . ~ .~ .,. .', ,,,,.,-... _. "'."'.'.".'-'-"'''---'-'-91 HYDROMETER ' . I --.;. - - 0.1 0,01 0,001 . .a,. If ~..,. GRAIN SIZE IN MilLIMETERS coarse I SAND medium I fine SILT OR CLAY Classification A'::!J I M U::!4~~.UU LL Cc Cu PL PI RFD.RROWN SANDY SILT {MJ ~ 0100 2 As Keceived MOisture 5::!.7% 060 D30 010 %Gravell %Sand 0.0 11.0 %Silt, I %Clay 89;0 GRAIN SIZE DISTRIBUTION Client: 2J LLC Project: Glacier View Subdivision Location: Springfield, Oregon . Number: 722-55013 Lab No 05-163B " professional Servica Industries , " I GENERAL NOTES SAMPLE IDENTIFICATION " The U,nified Sail Classification System is used to identify the soil ~nless otherwise noted. ' SOIL PROPERT( SYMBOLS, " N: Standard UN" penetration: 'Blows per foot of a 140 pound hammer falling 30 inches an a 2-Jnch O.D., split-spoon. " Unconfined Compressive Strength, TSF. Penetrometer value, unconfined compressive strength, TSF. Water Content, %. , Liquid Limit, %. ' Plasticity Index, %. Natural Dry Density, PCF. \ \, ,! Apparent Groundwater l.evel at time noted after completion of boring. DRILUNG AND SAMPLlNG SYMBOLS ss: Split-Spoon -1 3/8" I.D., 2" a.D., except where noted. ST: Shelby Tube - 3" 0.0., except where noted. AU: Auger Sample. ' DB: Diamond Bit C8: Carbide Bit. ws: Washed Sample~ I t:t<.M (NON- . , COHESiVE SOILS) STANDARD PENETRATION , RESISTANCE (SAFETY HAMMER) 0-4 4-10 1 0-30 30-50 , Over 50 STANDARD PENETRATION RESISTANCE , (AUTOMATIC HAMMER) 0-3 3-7 7-20 I ' 20-33 Over 33 I Very Loose I Loose I , I Medium I. Dense I Very Dense TERM (COHESIVE SOILS) Very Soft Soft Firm (Medium) Stiff Very Stiff , Hard Qu - (TSF) , 0-0'.25 0.25-0'.50 0.50-1.00 1,00-2.00 2.00-4.0'0 4.00+ P ARTICLE SIZE Boulders Cobbles Gravel 8in.+ 8 in.-3 in. 3 in. -5mm Coarse Sand 5mm-O.6mm Medium Sand O.6mm-O.2mm' Fine Sand 0.2mm-O.074mm Silt 0.074mm-O.OO'Smm Clay -O.005mm . ,. SOIL CLASSIFJCATiONCHART NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERUNE SOIL CLA.SSIFlCATlqNS SYMBOLS GRAPH I LeI,) J::J"( i l:'~':'~ ., ~. ,.., .GW ~. . .4. I "a . .... ~......tvo-"";\"j QUo GoUa J (UTILE OR NO FINES) a D <::)" Dc.. G P JOOoOO /"\~" ("\rr o....J \U' a '.- U GRAVFEINLESSWITH bUcF3 j~c..GM JO QJ a 0 /"\. " MAJOR DIVISIONS COARSE GRAINED SOilS MORE THAN 50% OF MA TERlAL IS l.AIRGER THAN NO. 200 SIEVE SIZE F1NE GRAINED SOilS MORE THAN 50% OF MATERIAL IS SIIIIAUER THAN NO. 200 SIEVE SIZE IDSil GRAVEL AND GRA VEU Y SOilS MORE THAN 50% OF COARSE FRACTION, , RETAINED ON NO.. 4 SIEVE SAND AND SANDY SOilS I\1ORE THAN 50% , OF COARSE , FRACTION PASSING ON NO. 4 SIEVE SILTS AND CLA.YS SILTS AND CLA.YS HIGHLY ORGANIC SOilS CLEAN GRAVELS (APPRECIABLE AMOUNT OF FINES) CLEAN SANDS (UTILE OR NO FINES) SANDS WITH FINES (APPRECIABLE AMOUNT OF FINES) UQUID UMIT LESS THAN 50 WOUlD WMIT GREATER THAN 50 ~ ~' . .. .. .. .. .. .. .. .. ......... .......... .. .. .. .. .. .. .. .. .. .......... .. .. .. .. .. .. .. .. .. .........' .. .. .. .. .. .. .. .. .. ........., ......... .........,. ......... .......... 7!7:),:"/,:} ~ ". .'. ..' :'. .'. ..' ... " . ..... . ...... . .' .. '. . :. ...... :. " .'. '. . . . . . . . .::::..:..:::..:::':':::::::::': ..... . ..... . '.. . '. .-.. '. .-.... . . . . . . . . . .. . . ... . - . - .. . ,.......,. .....::..:.: :::.:.:....: .':':",'.:."- . '. .... '. ..-.. . . . . .' . . '. . ..... . .. .. . " ..... ...... ...... . . -' .. , .. .. .. .. . . ... ..:....:.:.: :.:":'" :.~ '.:::':.::- . .-... ~ ---~ - --- --- - --- --- ~- -- --- --- --- I ~; ill;' ;; I: [ i , ' , I"" . . - . :: ; : ~ . ~:~ ,!.: ~ I , , , " ~,,'.,' u. ' . ' 1 I 1 I . 'I , I , I I I 1 " I 1'1 I I ] I ") I....A~\..' . J 4J ~ I',~.'j ~I', '\~-r, \~. ---- I, \\1, ,II, ,'IF' r-- -' I~~~~ GC sw SP SM sc ML CL OL MH CH OH PT :TYPICAL DESCRIPTiONS WB.L-GRADc!J GRAVELS. GRAVEl- SAND MIXTURES. LlTi1..E OR NO FlNES ' POORL Y-GRADED GRAvaS. GRAVEL - SAND MIXTURES, UTILE OR NO FINES SILTY GRAVELS, GRAVEL-SAND- SILT MIXTURES CtA YEY GRAVELS. GRA VB. - SAND - CtAY MIXTURES WELL-GRAOED SANDS, GRAVEllY SANDS. LJ1TLE OR NO FINES POORLY -GRADED SANDS, GRAVELLY SAND, UTILE OR NO F1NES SILTf SANDS, SAND - SILT MIXTURES CtAYEY SANDS. SAND - CLAY MIXTURES INORGANIC SILTS AND VERY FINE SANDS, ROCK FlOUR. SILTf OR CL4YEY FlNE SANDS.OR CUlYEY SILTS WITH SUGHTPLASTlcrrr INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CtAYS, SANDY CLAYS. SILTf CtA YS, LEAN CtA YS I ORGANIC 51 L T~:r AND ORGANIC SILTf ClAYS OF LOW PLASTlCITY INORGANIC SILFif MICACEOUS OR o IATOMACEO u::f FINE SAND OR SILTY SOILS INORGANIC CUl, YS OF HIGH PLA.STlCITf ORGANIC CU- YS OF MEDIUM TO HIGH PLA.STlCITY, ORGANIC SILTS PEAT, HUMUS,. SWAMP SOILS WI11-l HIGH ORGANIC CONTENTS