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Report p BS • RECEIVED DEC 1 5 2006 CITY OF TIGARD BUILDING DIVISOR GeotechnicalInvesti Investigation on Deport Proposed Goodwill Industries Outlet Tigard, Oregon Prepared for. Goodwill Industries of the Columbia Willamette 1943 SE Sixth Street Portland, Oregon 97214 • August 2006 ! 1310 Main Street • Project # 72283.000 ; 360190.4331 I e OFFICE COPY , 360396.9064 m INGINttRINd AND'tNVIRONMINTAI www.plpswnr,c q l ay I* • Geotechnical Investigation Report Proposed Goodwill Industries Outlet Tigard, Oregon Goodwill Industries of the Columbia Willamette Attn: Mr. Peter Collins 1943 SE Sixth Avenue Portland, Oregon 97214 develo report s for exclusive use of the client for design of the P in our proposal for this particular and is not to be relied upon by other and photographed, pho� i Parties. It is not to be P e , or similarly reproduced in total or in part without the expressed written consent of the client and PBS. Prepared by: PBS Engineering and Environmental 1310 Main Street Vancouver Washington 98660 36 0.690.4331 PBS Project No: 72283.000 August 2006 Geotechnical Investigation Report Goodwill Industries Outlet In. ��: . • lumb:a W. 1, TABLE OF CONTENTS 1.0 INTRODUCTION ................ ». ........................ 1.1 Proposed Construction.......... »"' 1 1.2 Field ........................ .............. ....... ....... Exploration and Testing esting .................. ..... ............................... 2.0 SITE AND SUBSURFACE CONDITIONS 1 2.1 ITIONS ......... ». Site Location and Description.. .... ................ .................. ......... ............. ............... ............................... 2.2 Subsurf ace Conditions ....... .... .................... 3.0 .............................. CRNICAL DESIGN C RITERIA ... ». .. ».. »... ».. ». .»..». .. »... » ...... »... ».. »... » »... 2 3.1 Foundation Design. 3.2 Floor Slabs ........ ............................... ................ ............................... 2 .......... ............................... ....... ...... ............................... 3 3.3 Retaining Structures ............ 3.4 Sei ........................... ............ ............................... 4 smic ign Criteria ............................. ............................... 3.5 Pavement Design 5 ................. 4.0 CONSTRUCTION RECOMMENDATIONS .. ».,» 4.1 Site ... » » »....... »..».» ».. » »..... » ...7 4.2 Preparation .................... ............................... 4.2.1 �W t Weather Conditions»....... » ............................................... ............................... 7 .. »..»..».. . ».. ».. »... ».. »... » ....... ».. »» .7 4 4.3 Excavation. ...................................................................................................................... 8 .4 Structural Fill s ......................................... . .................... .. . ............................... ......... Soils .................. ...... ............................... 8 4.4.1 Native ....................... ................ ............................... 4.4.2 Imported Granular Fills 4.4.3 Trench Bac ........................................................................................... 9 ... ............................... 4.4.4 Retaining Wall B ................... 9 4.4.5 g ac 1 .............. 10 ..................... Trench Drain and • • .................... Reta 10 4.4.6 Floor Slab Base and Footing Wall Drain Bacltfill 4.4.7 Pavement Base A g Aggregate Aggregate ................ 10 4.4.8 ..... ............................... Recycled Concrete, and B .................. 4.5 Pe halt Base Rock rmanent Slopes . ............................... 11 4.6 Drainage Considerations .. ............................... 4.6.1 Surface ns ..................... and Subsurface Drainage Requirements 11 4.6.2 Foundation e9 wrements ......... ............................... ......11 Draws .............. .... 5.0 CONSTRUCTION OBSERVATIONS ........ 6.0 LIMITATIONS ... 12 PBS t Report Date: August, 2006 Project #: 72283.000 Geotechnical Investigation Report Goodwill Industries Outlet G '11 • the bia Wiliam SUPPORTING DATA Appendix A — Figures Figure 1 Site Location Map Figure 2 Boring Location Plan Appendix B — Boring Logs B -1 to B-4 Borings B -1 through B-4 • • • Report Date: August, 2006 Project #: 72283.000 PBS 1v • Geotechnical Investigation Report Goodwill Industries Outlet wil Indus of him is Willamette 1.0 INTRODUCTION PBS Engineering and Environmental (PBS) has completed the geotechnical investigation for the proposed construction of a new Goodwill Outlet Store in Tigard, Oregon (Appendix A, Figure 1 — Site Location Map). The purpose of this report locations within the site, and provide otechnical d design criteria and constructi specific recommendations for earthwork, foundations, and pavements. on 1.1 Proposed Construction The proposed facility is single -story retail building, approximate) 21 653 The construction will be typical on -grade slab with concrete tilt im y square o ee s are not known at this time. We have up panels. Building loads a loads n not known kips and kip per linear maximum column and perimeter footing near foot. The building will be located at 13880 Southwest Pacific Highway in Tigard, Oregon. At this point in time, the scope of grading work is unknown. The owner is Goodwill Industries of the Columbia Willamette, 1943 SE 6th Avenue, Portland, Oregon. Parking area miscellaneous improvements will be made as part of this pro��' utilities and other 1.2 Field Exploration and Testing A total of four (4) borings were drilled to depths of 16.5 and 26.5 feet below ground surface on July 28, 2006 using hollow stem auger completed the borings. drilling techniques. Geotech/Boart Longyear of Tualatin, Oregon, co � g plan of the approximate boring locations is shown in Appendix A of this report (Appendix A, Figure 2 — Boring Locations Plan). The subsurface materials encountered were logged and field classified in accordance with the Manual - Visual Classification Method AS tests (SPT, ASTM D 158 were rformed ate D 2488). In -situ standard penetration and 5.0 -foot intervals there after. isturbed soil 2.5 intervals to a depth of 15 feet locations using a split -spoon sampler and packaged in moisture -ri t � at these test p were backfilled with bentonite chips after �8• The so samp les completion of soil log gags, The samp les were re- examined in the laboratory to v les presented in Appendix B Y field classifications. Borehole logs are 2.0 SITE AND SUBSURFACE CONDITIONS 2.1 Site Location and Description The site is located at 13880 Southwest Pacific Highway in Tigard, Oregon. The site was previously a 24 -Hour Fitness location. It includes a single -story structure and asphalt concrete paved parking area. Access to the prope is from McDonald Street through a temporary construction gate or from SW Pacific Highway through the adjacent parking lot. The site is bordered on the north by SW Pacific Highway (99W) and a Chevron Station, on the west by McDonald Street, on the east by Nelson's Tire Warehouse, and on the south by a residential fence. PBS 1 Report Date: August, 2006 Project #: 72283.000 Geotechnical Investigation Report Goodwill Industries Outlet G *II In ' of lum • W'11 2.2 Subsurface Conditions The subsurface stratigraphy was observed in four (4) borings excavated using hollow stem auger drilling techniques on July 28, 2006. The site is covered with a parking lot and an abandoned building. The pavement section consists of a two-inch layer of asphalt concrete over a four -inch layer of aggregate base rock underlain by very soft to very stiff silt, with trace to some sand to the depth of exploration (26.5 feet). The soil was wet below 7.5 feet below ground level. The subsurface stratigraphy, as observed in four (4) bore holes, is summarized as follows: STRATUM 1: Asphalt pavement, consists of 2- inches asphalt concrete over fl- inches of aggregate base rock STRATUM 2: Very soft to very stiff, gray, SILT with some fine to medium sand Damp 7 feet thick STRATUM 3: Very soft to very stiff, brown, SILT with trace fine to medium sand Wet Extends to an unknown depth Groundwater: Groundwater seepage was observed at a depth ground surface at the time of exploration. of 7.5 feet below 3.0 GEOTECHNICAL DESIGN CRITERIA 3.1 Foundation Design Based on our investigation and experience with similar soils, it is our opinion that the proposed building can be supported on conventional spread footin be supported on firm undisturbed native soils or structural fill.' footings should Continuous wall and isolated spread footings should be at least 18 and 24 inches wide, respectively. The bottom of exterior footings should be at least 24 inches below the lowest adjacent exterior grade. The bottom of interior footings should be established at least 18 inches below the base of the floor slab. Footings bearing on firm native subgrade or structural fill should be sized for an allowable bearing capacity of 2,000 pounds per square foot s pressure. The weight of the footing and overlying backfill can be ignored in calculla n g footing sizes. The recommended allowable bearing plus long -term live loads and may be doubled for short -term loads such as those resulting from wind or seismic forces. Report PBS 2 t Date: August, 2006 Project #: 72283.000 Geotechnical Investigation Report Goodwill Industries Outlet G willIndustri of the W'llam Based on our analysis the total post- construction settlement is calculated to be less than 1 inch, with post - construction differential settlement of less than %: inch over a 50 -foot span for maximum column and perimeter footing loads of less than 100 kips and 4.5 kips per linear foot. Lateral loads on footings can be resisted by passive earth pressure on the sides of the structures and by friction at the base of the footings. An allowable passive earth pressure of 200 pounds per cubic foot (pcf) may be used for footings confined by native soils and new structural fills. Adjacent floor slabs, pavements, or the upper 12 -inch depth of adjacent, unpaved areas should not be considered when calculating passive resistance. For footings in contact with native soils, a coefficient of friction equal to 0.30 may be used when calculating resistance to sliding. A qualified geotechnical engineer or their representative to confirm suitable bearing conditions should evaluate all footing subgrades. Observations should also confirm that loose or soft material, organics, unsuitable Localized d fill, old topsoil zones, has been removed. materials eepening of footing excavations may be required to penetrate any deleterious If construction is undertaken during wet weather, we recommend a thin layer of compacted, crushed rock be placed over the footing subgrades to help protect them from disturbance due to the elements and foot traffic. The footings should be founded below an the base of any adjacent, parallel utility imaginary line projecting at a 1:1 slope from there is a minimum of 10 feet of horizontal distance be the must t 000tingss and any adjacent, parallel slope. footings Floor Slabs Satisfactory subgrade support for building floor slabs can be obtained from the native subgrade prepared in accordance with our recommendations presented below. A 6 -inch- thick layer of imported granular material should be placed and compacted over the prepared subgrade. Imported granular material should be crushed rock or crushed gravel that is fairly well graded between coarse and fine, contains no deleterious materials, have a maximum particle size of 1 inch, have less than 5 percent Standard No. 200 Sieve, and meet OSSC 02630.10 Dense Graded Aggregate 1"-0" The imported granular material should be placed in 6- inch -thick lifts and compacted to at least 95 percent of the maximum dry density as determined by American Society for Testing and Materials (ASTM) D 1557. A subgrade modulus of 125 pounds per cubic inch (pci) may be used to design the floor slab. 3 Report Date: August, 2006 PBS Project #: 72283.000 • Geotechnical Investigation Report Goodwill Industries Outlet G. ' 111.1_14 . . •.bia Will. While groundwater is unlikely to be encountered within native soils are fine the slab subgrade materials, the grained and will tend to maintain high moisture content. The installation of a vapor barrier may be warranted in order to reduce the potential for moisture transmission through, and efflorescence o flooring manufacturers often r � � on, the floor slabs. Additionally, adhesives and will warrant equire vapor barriers to protect flooring and flooring arrant their product only if a vapor barrier is installed according to their recommendations. Actual selection and design of an needed, should be based on discussions among members appropriate vapor barrier, if g bens of the design team. 3.3 Retaining Structures Our retaining wall design recommendations are based on the following assumptions: the walls consist of conventional, cantilevered retaining wall (2) the walls are less than 8 feet in height; (3) the backfill is drained; and (4) the backfill has a slope flatter than 4H: 1V. Re -evaluation of our recommendations will be required if the retaining wall desi criteria for the project varies from these assumptions. gn Unrestrained site walls that retain native soils should be designed to resist active pressures of 40 pcf where supporting slopes flatter than 4H: 1V. For embedded building walls, a su seismic lateral force should be calculated based on a dynamic force of 6H pounds per lineal foot of wall, where H is the height of the wall in feet, and applied at 0.6H from the base of the wall. If retaining walls are restrained from rotation prior to bein g bac pressure shall be increased to 55 pcf. If other surcharges e. ��' the active earth foundations, vehicles, etc.) are located within a horizontal distance from the back f wall equal to twice the height of the wall, accounted for in the wall desi then additional pressures will need to be surcharges based upon the actualcn Our office should be contacted for appropriate wall magnitude and configuration of the applied loads. The wall footing should be a minimum of 24 inches below lowest ad the footing excavations should be lined with a l 8 Then, minimum 6 -inch -thick layer of compacted, imported granular material. The granular materials should meet the imported granular material requirements provided in the " Structural Fill" section of this placed in one lift, and compacted to at least 92 percent of the �° should be determined by ASTM D 1557. The wall footings should be designed dry density t as the guidelines provided in the "Foundation Design" accordanc with gn" section of this report. These design parameters have been provided assuming installed to prevent buildup of hydrostatic pressures behind all walls. If a drainage system will is not installed, then our office should be contacted for revised design forces. The backfill material placed behind the walls and extending a horizontal distance equal to at least half of the height of the retaining wall should consist of granular retaining wall backfill as specified in the "Structural Fill" section of this report. PBS 4 Report Date: August, 2006 Project #: 72283.000 Geotechnical Investigation Report Goodwill Industries Outlet • o the . , bia W' s. The wall backfill should be compacted to a minimum of 95 percent of the maximum dry density, as determined by ASTM D 1557. However, backfill located within a horizontal distance of 3 feet from the retaining walls should only be compacted to approximately 92 percent of the maximum dry density, as determined by ASTM D 1557. Backfill placed within 3 feet of the wall should be compacted in lifts less than 6 inches thick using hand - operated tamping equipment (e.g., jumping jack or vibratory plate compactors). If flat work (e.g., sidewalks or pavements) will be placed atop the wall backfill, we recommend that the upper 2 feet of material be compacted to 95 percent of the maximum dry density, as determined by ASTM D 1557. A minimum 12- inch -wide zone of drain rock, extending from the base of the wall to within 6 inches of finished grade, should be placed against the back of all retaining walls. Perforated collector pipes should be embedded at the base of the drain rock. The drain rock should meet the requirements provided in the "Structural Fill" section of this report. The perforated collector pipes should discharge at an a appropriate location away from the base of the wall. The discharge pipe(s) should not be tied directly into storm water drain systems, unless measures are taken to prevent backflow into the wall's drainage system. Settlements of up to 1 percent of the wall height commonly occur to the wall as the wall rotates and develops active lateral earth pressures. Co s quently, we recommend that construction of flat work adjacent to retaining walls be s tpo a at least 4 weeks after bacl�lling of the wall, unless survey data indicates that settlement at complete prior to that time. 3.4 Seismic Design Criteria We understand that the seismic design criteria for this project is based on the 2003 IBC, Section 1615. The seismic design criteria, in accordance with the 2003 IBC, are summarized in Table 1. Table 1: IBC 2003 Seismic Design Parameters Short Period 1 Second Maximum Credible Earthquake Spectral Acceleration S, = 0.94 g SI = 0.34 g Site Class D Site Coefficient F, = 1.12 F,, = 1.7 Adjusted Spectral Acceleration S,,s =1.06g S MI =0.58g Design Spectral Response Acceleration Parameters Sp = 0.71 g SDI = 0.39 g Design Spectral Peak Ground Acceleration 0.28 g PBS 5 Report Date: August, 2006 Project #: 72283.000 Geotechnical Investigation Report Goodwill Industries Outlet will Indus. ' , o the • himbia Willamette 3.5 Pavement Design Our pavement recommendations are based on the following assumptions: • A resilient modulus of 4,500 psi was assumed for the native site soils. • A resilient modulus of 20,000 psi was estimated for the base rock. • Initial and terminal serviceability • • Reliability and standard deviation 85 percent 0.45 respectively rr pctiv. y Structural coefficient of 0.42 and 0.10 for the asphalt and baseerock, lrespectively. • We have assumed the following Equivalent Single apply to the two proposed streets at the site: Axle Loads ( ESALs) values o Parking Lots — 10,000 ESALs o Driveways — 50,000 ESALs If any of these assumptions are incorrect, our office should be contacted with the appropriate information so that the pavement designs can be revised. Our pavement design recommendations are summarized in Table 2. Table 2: Minimum Pavement Sections Traffic Loading AC Ad Base Rock inches inches 10,000 3.0 50,000 8.0 4.0 8.0 The thicknesses shown in Table 2 are intended to be minimum acceptable values. The asphalt cement binder should be PG 70-22 Performance according to OSSC 00744.11 — Grade Asphalt Cement according hot mix C 074 The Asphalt Cement and Additives. The AC should consist of should conform to OSCC 00744.13 an thicknesses Should be 2.0 inches. The AC mpacted to Density of the mix, as determined in accordance with ASTM D 2041 91 percent of Rice The pavement subgrade should be prepared in accordance with the "Site Pr "Structural Fill" sections of this report. eparation" and Construction traffic should be limited to non - building, unpaved rtions site or haul roads. Construction traffic should not be allowed on new paveem en� eIf construction traffic is to be allowed on newly constructed road sections, an allowance for this additional traffic will need to be made in the design pavement section. PBS 6 Report Date: August, 2006 Project #: 72283.000 Geotechnical Investigation Report Goodwill Industries Outlet I In • th bia Wilmette If moist soil conditions make it difficult to properly moisture condition and compact the roadway subgrade, then the use of cement amendment should be considered as alternative to moisture conditioning and compaction. The use of cement amendment will allow for construction of the pavement sections without disturbing the sensitive soil subgrade. If this method is chosen, our office should be contacted for additional recommendations and alternative pavement sections. 4.0 CONSTRUCTION RECOMMENDATIONS 4.1 Site Preparation The site is covered with asphalt parking lot and an old abandoned building. Site preparation will include demolition of the building, and removal of asphalt in the areas of new building and parking lot areas. Demolition should include removal of existing improvements throughout the project site. Underground utility lines, vaults, basement walls, or tanks should be removed or grouted full if left in place. The voids resulting from removal of footings, buried tanks, etc or loose soil in utility lines should be backfilled with compacted structural fill. The base of these excavations should be excavated to firm subgrade before filling with sides sloped at a minimum of 1H: IV to allow for uniform compaction. Materials generated during demolition of existing site or stockpiled in areas designated g improvements should be transported off el site stockpiled be gnated by the owner. Asphalt, concrete, and base rock may crushed and recycled for use as general fill. Such recycled materials should meet the criteria described in the "Structural Fill" section of this report. 4.2 Proof Rolling Following stripping and prior to placing fill, pavement, or buildin exposed subgrade should be evaluated by proof rolling. The subgrade sh gun sh et the f rolled with a fully loaded g ould be proof to identify soft, loose, or unsuitable areas. similar heavy our o °S�ction equipment observe the proof rolling. Soft or loose zones identified during the field evaluation should be compacted to an unyielding condition or be excavated and replaced with structural fill, as discussed in the "Structural Fill" section of this report. 4.2.1 Wet Weather Conditions Trafficability on the near - surface soils may be difficult during or after extended wet periods or when the moisture content of the surface soil is more than a few percentage points above optimum. Soils that have been disturbed during site preparation activities, or soft or loose zones identified during probing or proof rolling, should be removed and replaced with compacted structural fill. PBS 7 Report Date: August, 2006 Project #: 72283.000 Geotechnical Investigation Report Goodwill Industries Outlet Industri th lumbia Willamette Track - mounted excavating equipment may be required during wet - weather. The thickness of the granular material for haul roads and staging the amount and type of construction traffic. A 12- to areas 8-- 18-inch-thick mat mat of imported granular material is sufficient for light staging areas. The granular mat for haul roads and areas with repeated heavy construction traffic typically needs to be increased to between 18- to 24- inches. The actual thickness of haul roads and staging areas should be based on the contractor ' s development and the amount and approach to site granular material should be placed type one lift over the tr affic. The imported subgrade and compacted using a smooth prepared, undisturbed a geotextile fabric should be placed smooth- drum, non - vibratory roller. Additionally, P barrier between the subgrade and imported granular material in areas of repeated construction traffic. As an alternative to placing thick rock sections to support construction traffic, the subgrade can be stabilized using cement amendment. The depth of treatment and percentage of cement required depends on the site conditions at the time of construction. Additional recommendations will be provided during constructio if this approach is used. 43 Excavation Subsurface conditions at the project site show predominately fine - depth explored. Excavations in these soils may be readily � s to the fi wi conventional earthwork equipment. n'°mplised� Trench cuts should stand vertical to a depth of approximate) 4 fee groundwater seepage is present in the trench walls. y provided no excavate trenches with depths between 4 and 8 feet, with walls of the eexcavat cut at a slope of 1 H:1 V, groundwater seepage is not present, and with the understanding that some sloughing may occur. The trenches should be flattened to 1 %H: l V if excessive sloughing occurs or seepage is present. Use of a trench shield or other approved temporary, shoring is recommended for cuts that extend below groundwater seepage or if vertical walls are desired for cuts deeper than 4 feet. If shoring is used, we recommend that the type and design of the shoring system be the responsibility of the contractor, who is in the best position to choose a system that fits the overall plan of operation. All excavations should be made in accordance with applicable Occupational Safety and Health Administration and state regulations. 4.4 Structural Fills Fills should be placed over subgrade that has been prepared in conformance with the Section 4.1 of this report. Material used as structural fill should be free of organic matter or other unsuitable materials and should meet specifications provided in Oregon Standard Specifications for Construction, Oregon Department of T depending upon the application. These materials are discussed beloow tiOn, 2002 (OSSC), PBS 8 Report Date: August, 2006 Project #: 72283.000 Geotechnical Investigation Report Goodwill Industries Outlet will In . es th lumb'a W 'llam 4.4.1 Native Soils The native soils are suitable for use as general fill, provided it is properly moisture conditioned and meets the requirements of OSSC 00330.14 and 00330.15 — Borrow Material. Laboratory testing indicates that the moisture content of the near- surface silts is greater than the soil's optimum moisture content required for satisfactory compaction. In order to adequately compact the soil, it may be necessary to moisture condition the soil to within a 2 to 3 percentage points of the optimum moisture content. Moisture conditioning will be difficult due to the fine- grained nature of the soil. The native soils should be placed in lifts with a thickness of 6 to 8 inches and compacted to at least 92 percent of the maximum dry density, as determined by ASTM D 1557. 4.4.2 Imported Granular Fills Imported granular material should be pit or quarry run rock, crushed rock, or crushed gravel and sand and should meet the specifications provided in OSSC 00330.12 — Borrow Material, and OSSC 00330.13 — Selected General Backfill. The 1 mported granular material should be fairly well fine material and have less than 5 � graded between coarse and No. 200 Sieve. percent by weight passing the U.S. Standard Imported granular material should be placed in lifts with a maximum non- compacted thickness of 8 to 12 inches and be compacted to at least 95 of the maximum d by ASTM D 1557ry density, as determined b ge et grade conditions or when wet sub 1557. During percent wet ns exist, the initial lift should be approximately 18 inches in non - compacted thickness and should be compacted with a smooth-drum roller without using vibratory action. Where 1m ported granular material is placed over wet or soft soil sub d recommend a geotextile be placed as a barrier between the sub imported we granular material. The geotextile should meet OSSC 2320.10 fforsoil sep and/or stabilization. The geotextile should be installed in conformance with OSSC 00350.40 — Geosynthetic Construction. 4.4.3 Trench Backfill Trench backfrll placed beneath, adjacent to, and for at least 2 feet above utility lines (i.e., the pipe zone) should consist of well-grad maximum particle size of 1' /2 inches, have less than 1 percent y we ght pas the U.S. Standard No. 200 Sieve, and meet OSSC 405.12 - Pipe Zone Bedding. The pipe zone backfill should be compacted to at least 90 percent of the maximum dry density, as determined by ASTM D 1557 or as required by the pipe manufacturer or local building department. 9 Report Date: August, 2006 PBS Project #: 72283.000 Geotechnical Investigation Report Goodwill Industries Outlet 11 In of the o bia Wi lamette Within roadway alignments or beneath building pads, the remainder of the trench backfill should consist of well - graded, granular material with a maximum particle size of 2Y2 inches, have less than 10 percent by weight passing the U.S. Standard No. 200 Sieve, and meet OSSC 405.14 - Trench Backfill, Class A or B. This material should be compacted to at least 92 percent of the maximum dry density as determined by ASTM D 1557, or as required by the pipe manufacturer or local building department The upper 2 -feet of the trench backfill should be compacted to at least 95 percent of the maximum dry density as determined by ASTM D 1557. Outside of structural improvement areas e. pads) trench backfill � g•, roadway alignments or building placed above the pipe zone may consist of general fill materials that are free of organics and materials over 6 inches in size, and meet OSSC 00330.12 — Borrow Material and OSSC 405.14 - Trench Backfill, Class C, D or E. This general trench backfill should be compacted to at least 90 the maximum dry density, as determined by ASTM D 1557 or as percent of Y pipe manufacturer or local building 1equirrd by the � �P�rent. 4.4.4 Retaining Wall Back88ll Backfill material placed behind retaining walls distance of Y211, where H is the height of the retaining wal , s a consist of select granular material meeting OSSC 510.12 — Granular Wall Backfill. We recommend the select granular wall backfill be separated from enera! soil, and/or topsoil using a geotextile fabric that meets the g native in OSSC 2320.10 for drainage geotextiles. The geotextile should be installed in conformance with OSSC 00350.40 — Geosynthetic Construction. 4.45 Trench Drain and Retaining Wall Drain Backfill Backfill for subsurface trench drains and fora minimum _ the back of retaining walls should consist of drain rock meeting the zone against provided in OSSC 00430.11 — Granular Drain Backfill Material. A pr c fabrica ed drain board can be substituted for the wrapped in a geotextile fabric meetin � n rock. The drain rock should be g specifications provided in OSSC 2320.10 for soil separation and/or stabilizatio The geotextile should be installed in conformance with OSSC 00350.40 — Geosynthetic Construction. • 4.4.6 Floor Slab Base and Footing Base Aggregate Base aggregate for floor slabs should be clean, The base aggregate should contain no deleterious materials, meet sp cifica provided in OSSC 02630.10 — Dense Graded Aggregate 1 " -0 ", and have less than 5 percent by weight passing the U.S. Standard No. 200 Sieve. The imported granular material should be placed in one lift and compacted to at least 95 percent of the maximum dry density, as determined by ASTM D 1557. Report PBS 10: August, 2006 Project #: 72283.000 • Geotechnical Investigation Report Goodwill Industries Outlet a+i • , on - o the a bia W'll. , tte 4.4.7 Pavement Base Aggregate Imported base aggregate for roads and parking lots should be cl or crushed gravel. The base aggregate should meet the �' crushed rock 02630.10 — Dense Graded Aggregate 1"-0", with the exception ce t that the in should have less than 5 percent passing a U.S. Standard No. 200 Sieve. The base aggregate should be compacted to at least 95 percent of the maximum dry density, as determined by ASTM D 1 557. 4.4.8 Recycled Concrete, Asphalt and Base Rock Asphalt pavement, concrete, and base rock from the existing site improvements can be used in general structural fills, provided no articles p greater than 6 inches are present. It also must be thoroughly are no voids between the fragments. mixed �� soil, sand, or gravel such that ments. The recycled materials should meet the requirements set forth in OSSC 00744.03 — Reclaimed Asphalt Pavement (RAP) Material. 4.5 Permanent Slopes Permanent cut and fill slopes should not exceed a gradient of 2H:1V for a maximum height of 8 feet. Taller slopes or steeper slope gradients should be evaluated on a case -by- case basis. Fill slopes should be over -built by at least 12 inches and trimmed back to the required slope to maintain a firm face. Slopes should be planted with appropriate vegetation to rovide P protection against erosion as soon as possible after grading. Surface water runoff should be collected and directed away from slopes to prevent water from running down the face of the slope. 4.6 Drainage Considerations 4.6.1 Surface and Subsurface Drainage Requirements The Contractor shall be made responsible for temporary groundwater as necessary to prevent ater andlo r erosion at water standing the working surface. We recommend removing only the foliage necessary for construction to help minimize erosion. The ground surface around the structures should be sloped to create a minimum gradient of 2% away from the building foundations for a distance of at least 5 feet. Surface water should be directed away from all buildings into drainage swales or into a storm drainage system. "Trapped" planting areas should not be created next to any building without providing means for drainage. The roof downspouts should discharge onto splash blocks or paving that direct water away from the buildings, or into smooth -walled underground drain lines that carry the water to appropriate discharge locations at least 10 feet away from any buildings. PBS Report Date: August, 2006 Project #: 72283.000 Geotechnical Investigation Report Goodwill Industries Outlet Goodwill Industries of the Columbia Willamette 4.6.2 Foundation Drains We recommend foundation drains around the perimeter foundations of all structures, including building and tanks. The foundation drains should be at least 12 inches below the base of the slab. The foundation drain should consist of perforated collector pipes embedded in a minimum drain rock. The drain rock should meet specifications provided ed the "Structural Fill" section of this report. The drain rock should be fabric. The collector pipes should discharge at an appropriate location away from the base of the footings. Unless measures are taken to prevent backflow into the wall's drainage system, the discharge pipe should not be tied directly into storm water drain system. 5.0 CONSTRUCTION OBSERVATIONS Satisfactory pavement and earthwork performance depends monitoring of the contractor's activities is a key part the quality t t the work is � specifications. We recommend that completed in accordance with the construction drawings y P o o f determining that construct work t a geotechnical engineer from PBS Engineering stripping, fill placement, footing subgrades, be retained to observe general excavation, g grades, and subgrades and base rock for floor slabs and pavements. Subsurface conditions observed during construction should be compared with those encountered during the subsurface explorations. Recognition of changed conditions requires experience; therefore, qualified personnel should visit the site with sufficient frequency to detect whether subsurface conditions change significantly from those anticipated. 6.0 LIMITATIONS This report has been prepared for the exclusive use of the addressee, and their architects and engineers for aiding in the design and construction of the proposed development. It is the addressee's responsibility to provide this report to the appropriate design professionals officials, and contractors to ensure correct implementation of the recommendations. 'building The opinions, comments and conclusions presented in this report were based upon information derived from our literature review, field investigation, and laboratory testing. Conditions between, or beyond, our exploratory borings may vary from those encountered. Unanticipated soil conditions and seasonal soil moisture variations are commonly encountered and cannot be fully determined by merely taking soil samples or soil borings. Such variations may result in changes to our recommendations and may require that additional expenditures be made to attain a properly constructed project. Therefore, some contingency fund is recommended to accommodate such potential extra costs. PBS 12 Report Date: August, 2006 Project #: 72283.000 a , Geotechnical Investigation Report Goodwill Industries Outlet Goodwill Industries of the Columbia Willamette If there is a substantial lapse of time between the submission of this report and the start of work at the site; if conditions have changed due to •natural causes or construction operations at, or adjacent to, the site; or, if the basic project scheme is significantly modified from that assumed, it is recommended this report be reviewed to determine the applicability of the conclusions and recommendations. 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