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Report RECEIVED DEC172012 CITY OFTIGARD BUILDING DIVISION r GEODESIGN? r I r r REPORT OF GEOTECHNICAL ENGINEERING SERVICES City Bible Church West Expansion Tigard, Oregon l5P2d Cr2a3-fit City of Tigard r Ap•roved Plans By .t.•. Date 1 1 1 OFFICE COPY r For Foundation Real Estate Development, Inc. October 3, 2005 GeoDesign Project: FoundRED-2-01 likamirL j Engineers I Geologists I Environmental Consultants i , GEODESIGN? I I1 October 3, 2005 II IFoundation Real Estate Development 1000 SW Broadway Street, Suite 960 Portland, Oregon 97205 I i Attention: Mr. Adam Matar and Mr. Bruce Wood I Report of Geotechnical Engineering Services City Bible Church West Expansion Ii Tigard, Oregon GeoDesign Project: FoundRED-2-01 111 GeoDesign, Inc. is pleased to submit our report for the proposed City Bible Church West Expansion and retail development located northeast of the intersection of State Highway 217 and I State Highway 99 in Tigard,Oregon. Our services for this project were conducted in accordance with our proposal dated July 29, 2005. IWe appreciate the opportunity to be of service to you. Please call if you have questions regarding this report. Sincerely, IGeoDesign, Inc. �--- 1; 7 I Scott V. Mills, P.E., G.E. Principal Engineer I EJS:TCM:SVM:kt Attachments I Two copies submitted Document ID:FoundRED-2-01.100305-geor.doc ©2005 GeoDesign,Inc. All rights reserved. I 1 C c75 cw cP(111nia C4uni-Cairn inn I Portland OA 47774 i f1N Sni 4FR R7R7 ■ Fav SCR QM 10 R \ ITABLE OF CONTENTS PAGE NO. I1.0 INTRODUCTION 1 2.0 PURPOSE AND SCOPE 1 3.0 SITE CONDITIONS 2 I3.1 Surface Conditions 2 3.2 Geologic Setting 2 I 3.3 Subsurface Conditions 3 4.0 CONCLUSIONS AND RECOMMENDATIONS 4 4.1 General 4 I 4.2 Erosion Control 4 4.3 Site Preparation 4 4.4 Construction Considerations 5 I 4.5 Trench Excavation 6 4.6 Structural Fill 6 4.7 Permanent Slopes 8 I 4.8 Foundation Support 9 4.9 Floor Slabs 10 4.10 Retaining Structures 10 I 4.11 Seismic Design Criteria 12 4.12 Pavement 13 5.0 OBSERVATION OF CONSTRUCTION 13 1 6.0 LIMITATIONS 14 FIGURES IVicinity Map, Figure 1 Site Plan Figure 2 IAPPENDICES Appendix A I Field Explorations A-1 Laboratory Testing A-2 • Key to Test Pit and Boring Log Symbols Table A-1 I Soil Classification System and Guidelines A-2 Boring Logs Figure A-1 Appendix B I Prior Geotechnical Engineering Report-GeoDesign, Inc. 2001 B-1 Key to Test Pit and Boring Log Symbols Soil Classification System and Guidelines I Boring Logs Acronyms I I IG FO DESIGNY FoundRED2-01:1 00305 I 1.0 INTRODUCTION ' This report presents the results of GeoDesign's geotechnical engineering evaluation for the proposed City Bible Church West Expansion and retail development located northeast of the intersection of State Highway 217 and State Highway 99 in Tigard, Oregon, as shown on ' Figure 1. For your reference, definitions of all acronyms used are attached at the end of this document. ' Project plans are preliminary at this time; however, we understand the project may include construction of a new, single-story church building and paved parking areas in the southern ' portion of the site. The building will be structurally connected to the southwestern portion of the existing structure. It is our understanding that the project may also consist of constructing two approximately 35,000-square-foot two-story commercial structures and associated paved ' parking areas on the northern portion of the site. Site grading has not been determined, but we have assumed site cuts and fills will not exceed 4 feet. GeoDesign previously conducted a geotechnical investigation at the site for a different configuration of office buildings in 2001 ' (GeoDesign, Report of Geotechnical Engineering Services, Pacific Crest Corporate Office Buildings, Tigard, Oregon, dated March 8, 2001). Structural loadings were not available at the time of our report. Based on our previous experience with similar structures, we have assumed that the buildings will be steel-frame structures with estimated column loads of 100 to 200 kips, wall loads of up 4 kips per lineal foot, and maximum floor slab loads of 100 to 200 psf. 2.0 PURPOSE AND SCOPE ' The purpose of our work is to supplement our previous 2001 investigation for the proposed development, explore site subsurface conditions, and provide geotechnical engineering recommendations for use in design and construction of the proposed development. Specifically, we completed the following scope of services: ' • Coordinate and manage the field investigation, including utility checks, site access authorizations, access preparation, and scheduling of subcontractors and GeoDesign field I staff. • Explore subsurface conditions by drilling two borings to a depth of 31 .5 feet BGS. • Obtain soil samples for laboratory testing and maintain a detailed log of subsurface conditions. • Perform a laboratory testing program,which consisted of the following: • Eleven moisture-content determinations on selected soil samples in general accordance with ASTM D 2216 • Three dry density tests in general accordance with ASTM D 2937 • One consolidation test in general accordance with ASTM D 2435 • Provide recommendations for site preparation, grading and drainage, compaction criteria for both on-site and imported materials, fill type for imported materials,and procedures for use of on-site soils and wet weather earthwork. I GEODESIC N_ 1 FoundRED2-01:100305 i j , i • Ill • Evaluate groundwater conditions at the site and provide general recommendations for dewatering during construction and subsurface drainage, if required. I 1 •• Provide recommendations for the use of on-site, native and fill materials for support of floor slabs and pavements. • Provide recommendations for preferred foundation type. We anticipate that the structure can be supported on shallow foundations. Our recommendations will include allowable bearing I capacity and settlement and lateral resistance. • Provide recommendations for use in the design of conventional retaining walls, including Ibackfill and drainage requirements and lateral earth pressures. • Provide recommendations for AC pavement design sections and pavement subgrade 1 preparation. • Provide a discussion of seismic activity near the site, liquefaction potential and anticipated deformations, and recommendations for seismic design factors in accordance with the 'i procedures outlined in the 2004 SOSSC. 1 • Prepare a report of our explorations, findings, conclusions, and recommendations. I i I 3.0 SITE CONDITIONS 3.I SURFACE CONDITIONS The site is currently occupied by the GM Training Center that has been converted into the I existing City Bible Church; a single-story, masonry structure situated near the center of the site. Paved parking encompasses the areas immediately adjacent to the structure on the north, east, I and west. Grass and landscaping cover the slope that rises gradually from SW Pacific Highway to the south side of the building. A grass field and a former orchard cover the slope north of the building along SW Pfaffle Street. The site is bounded by SW Pacific Highway on the south, ISW Pfaff le Street on the north, and developed parcels to the east and west. 3.2 GEOLOGIC SETTING IThe site is located in the Tualatin Basin of the Puget Sound-Willamette Valley physiographic province, a tectonically active lowland located along the convergent Cascadia margin (Orr and Orr, 1999). The Tualatin Basin is formed between the uplifted Coast Ranges to the west, the IChehalem Mountains to the south, and the Tualatin Mountains to the north and east. The Tualatin Mountains have been uplifted along northwesterly oriented faults, including the steeply Idipping Portland Hills Fault located along the eastern flank of the mountains. The near-surface geologic unit mapped at the site is the fine-grained facies of the Missoula flood I deposits (Madin, 1990). The unit consists of unconsolidated silt and sand deposited by catastrophic floods associated with the sudden release of waters from glacial Lake Missoula during the late Pleistocene Age (15,500 and 12,500 years ago). Thickness of the Missoula flood Ideposits is estimated to be approximately 30 feet thick near the site(Madin, 1990). Underlying the Quaternary flood deposits are thick accumulations of moderately to poorly I lithified mudstone (Sandy River Mudstone equivalent) and volcanic flows of the Boring Lavas (Madin, 1990). These are estimated to be approximately 400 feet thick near the site and are underlain by basement rock. Basement rocks in the site vicinity consist of the Miocene CRBs, I iGEODESIGN= 2 FoundRED2-01:100305 emplaced approximately 17 to 6 million years ago in the Portland area (Madin, 1990). The CRBs consist of thick flows of basalt and are exposed in the Tualatin Mountains and in the mountains ' southwest of the site, including Cooper Mountain and Bull Mountain. ' 3.3 SUBSURFACE CONDITIONS We explored subsurface conditions by advancing five borings (B-1 through B-5)to depths of up to 41.5 feet BGS during our previous 2001 investigation. Borings B-1 through B-3 were ' completed to a depth of 41.5 feet BGS through the existing AC around the structure. Borings B-4 and B-5 were completed to a depth of up to 11.5 feet BGS on the grass-covered slope north of the building. Borings B-6 and B-7 were completed to a depth of 31.5 feet BGS as part of our ' recent 2005 investigation. Boring B-6 was completed in the southern portion of the site within the footprint of the proposed church, and boring B-7 was completed at the northeastern portion of the site in the vicinity of the proposed commercial buildings. The approximate locations of ' the borings are shown on Figure 2. A description of the field explorations and the exploration logs are presented in the Appendices A and B. ' 3.3.1 Southern Site- Existing Structure In general, the subsurface conditions surrounding the existing structure consist of approximately 3 inches of AC with up to approximately 14 inches of base rock, underlain by stiff to hard silt ' with variable amounts of sand and clay. Medium dense to dense sand interbeds (roughly 3 to 5 feet thick) were encountered in B-1 and B-6 at a depth of 23 feet BGS and in B-3 at depths of 10 and 29 feet BGS. ' 3.3.2 Northern Site-Vegetated Slope Subsurface conditions on the vegetated slope generally consist of silt fill overlying native silt and ' sand. We observed an approximately 4-to 6-inch-thick root zone in this area. Borings B-4 and B-5 were located on the grass-covered slope, which descends north of the existing building and pavement area down to the orchard. Fill consisted of medium stiff to very stiff silt. A layer of sand fill approximately 12 inches thick was encountered in B-4 at 4.5 feet BGS. Fill soils were encountered to the maximum depth explored in B-4 (1 1 .5 feet BGS)and to approximately 8 feet BGS in B-5 overlying native, stiff silt. Boring B-7 was located near the orchard at the base of the grass-covered slope. Fill soils consisted of approximately 2 feet of medium stiff silt and loose, silty gravel. The fill was underlain by medium stiff to stiff, native silt to a depth of approximately 18.5 feet BGS,then by medium dense, silty and clayey sand to a depth of approximately 30.3 feet BGS. The sand layer overlies very stiff silt and clay, which was encountered to the maximum depth explored (31.5 feet BGS). 3.3.3 Groundwater We were unable to measure the depth to groundwater in the 2001 borings due to the drilling methods incorporated. Groundwater was encountered at 7.5 feet BGS in boring B-7 at the northern end of the site and was not encountered to the total depth explored in boring B-6 on II G EODESIGNz 3 FoundRED2-01:100305 1 the southern portion of the site. However, seasonal perched groundwater is expected to occur within a few feet of the ground surface during the wet season. The sand fill layer encountered in tB-5 was generally wet. 4.0 CONCLUSIONS AND RECOMMENDATIONS 4.1 GENERAL ' It is our opinion that the proposed structure, with the assumed building loads as previously stated, can be supported on spread footings bearing on the medium stiff to hard silt or on structural fill that is properly installed during construction. The silt fill and native, silty soils are sensitive to small changes in moisture content and difficult, if not impossible, to adequately compact during wet weather. If construction is planned for the ' wet season, the project budget should reflect the recommendations for wet weather contained in this report. A more detailed discussion is presented in the "Construction Considerations"and "Structural Fill"sections of this report. Our specific recommendations for site development are presented in the following sections of the report. 4.2 EROSION CONTROL ' The soil at this site is eroded easily by wind and water; therefore, erosion control measures should be planned carefully and be in place before construction begins. Silt fences, hay bales, buffer zones of natural growth, sedimentation ponds, and granular haul roads should be used as required to reduce sediment transport during construction to acceptable levels. Measures to reduce erosion should be implemented in accordance with Oregon Administrative Rules 340-41- 006 and 340-41-455, the City of Tigard,and Washington County. 4.3 SITE PREPARATION Trees should be removed from all building and paved areas. In addition, root balls should be grubbed out to the depth of the roots, which could exceed 2 feet BGS. Depending on the methods used to remove the root balls, considerable disturbance and loosening of the subgrade could occur during site grubbing. We recommend that soil disturbed during grubbing operations be removed to expose firm, undisturbed subgrade. The resulting excavations should be backfilled with structural fill. If grubbing activities disturb less than a 12-inch depth of soil and the earthwork is being completed in the drier summer period,the material can be scarified, moisture conditioned, and compacted in place. The existing AC should be stripped from all proposed building and pavement areas and for a 5- foot margin around such areas. If fill will be placed on existing paved areas, it will be necessary to break the asphalt into pieces no larger than approximately 6 inches. Stripped materials, excluding removed AC and base rock, should be disposed of off site or used in landscaping areas. Removed AC and base rock can be used as structural fill, provided it conforms to the recommendations for imported granular material. In the grass-covered slope and former orchard areas, located on the north side of the existing building, stripping may be required to remove the thick root zone, root balls, or localized zones of loose or organic soil. The actual stripping requirement should be based on field observations GEODESIGN? 4 FoundRED2-01:100305 at the time of construction. Stripped material should be transported off site for disposal or used in landscaped areas. If filling will be completed in this area, it may be necessary to dry and re- ' compact the surface material after stripping. ' After site preparations have been completed, we recommend proofrolling the subgrade with a fully loaded dump truck or similar-size, rubber-tire construction equipment to identify areas of excessive yielding. The proofrolling should be observed by a member of our geotechnical staff, ' who will evaluate the subgrade. If areas of excessive yielding are identified, the material should be excavated and replaced with compacted materials recommended for structural fill. Areas that appear to be too wet and soft to support proofrolling equipment should be prepared in t accordance with the recommendations for wet weather construction presented in the following section of this report. 4.4 CONSTRUCTION CONSIDERATIONS Trafficability on exposed silt subgrades may be difficult during the rainy season or after extended wet periods or when the moisture content of the surface soil is more than a few ' percentage points above optimum. Fine-grained soils are easily disturbed when wet and typically provide inadequate support for construction equipment. Proofrolling of the subgrade should not be performed during wet weather or if wet ground conditions exist. Instead, the subgrade should be evaluated by probing. Soils that have been disturbed during site preparation activities, or soft or loose zones identified during probing, should be removed and replaced with compacted structural fill. ' The use of granular haul roads or staging areas will be necessary for support of construction traffic. A 12-to 18-inch thickness of imported granular material generally should be sufficient ' for light staging areas and the basic building pad, but is generally not expected to be adequate to support heavy equipment or truck traffic. Haul roads and areas with repeated heavy construction traffic should be constructed with 18 to 24 inches of imported granular material. The imported granular material should consist of crushed rock that has a maximum particle size of 4 inches, is well graded, and has less than 5 percent by weight passing the U.S. Standard No. 200 Sieve. Additionally,we recommend that a geotextile be placed as a barrier between the subgrade and imported granular material in areas of repeated construction traffic. The geotextile should have a minimum Mullen burst strength of 250 psi for puncture resistance and an AOS between an U.S. Standard No. 70 and No. 100 Sieve. 4.4.1 Cement Amendment ' As an alternative to placing 12 to 24 inches of granular material for working pads and haul roads, the contractor can elect to stabilize the subgrade using cement amendment. If this approach is used, the thickness of granular material in staging areas and along haul roads can be reduced to 6 inches. This recommendation is based on an assumed minimum unconfined compressive strength of 100 psi. We recommend a minimum treatment depth of 12 inches. Cement amendment is addressed in the "Soil Amendment" section of this report. - I I G EO DESIG N= 5 FoundRED2.01:100305 4.5 TRENCH EXCAVATION 4.5.1 Trench Cuts and Shoring Trench cuts should stand vertical to a depth of approximately 4 feet, provided no groundwater seepage is observed in the trench walls. Open excavation techniques may be used to excavate ' trenches with depths between 4 and 12 feet, provided the walls of the excavation are cut at a slope of 1 H:l V,groundwater seepage is not present, and with the understanding that some sloughing may occur. If excessive sloughing occurs, the trenches should be flattened to 1 YYH:1 V ' or 2H:1 V Use of a trench box or other approved temporary shoring is recommended for cuts that extend ' below groundwater seepage. 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 OSHA and state regulations. 4.52 Dewatering t Shallow groundwater occurs at the site during winter and extended wet periods. Positive control of groundwater will be required to maintain stable trench sides and base. Because of the instability of saturated sand and sandy silt, sloughing and "running sand"conditions can occur if ' the excavation extends below the groundwater seepage levels. The proposed dewatering plan should be capable of maintaining groundwater levels at least 2 feet below the base of the trench excavation (including the depth required for trench bedding and stabilization material). Flow rates for dewatering are likely to vary depending on location, soil type, and the season in which the excavation occurs. The dewatering systems should be capable of adapting to variable flows. 4.6 STRUCTURAL FILL Fills should only be placed over a subgrade that has been prepared in conformance with the "Site Preparation" section of this report. All material used as structural fill should be free of organic matter or other unsuitable materials. The material should meet the specifications provided in ODOT SS 00330, depending on the application. All structural fill should have a maximum particle size of 4 inches. A brief characterization of some of the acceptable materials and our recommendations for their use as structural fill is provided below. 4.6.1 Native Soil The silt materials on the site are suitable for use as structural fill if they meet the requirements set forth in ODOT SS 00330.12 - Borrow Material. Based on laboratory test results, the moisture content of the on-site silty soil is between 23 and 38 percent. Based on our experience, we estimate the optimum moisture content for compaction to be approximately 15 to 1 7 percent for the on-site silt; therefore, significant moisture conditioning (drying)will be required to use on- 1111 site silty soil for structural fill. Accordingly, extended dry weather will be required to adequately condition the soils for use as structural fill. When used as structural fill, the on-site silty soil should be placed in lifts with a maximum uncompacted thickness of 8 inches and be compacted to not less than 92 percent of the maximum dry density, as determined by ASTM D 1557. N GEODE fGN= 6 FoundRED2-01:100305 4.6.2 Imported Granular Material Imported granular material used for structural fill should be pit or quarry run rock, crushed rock, or crushed gravel and sand and should meet the requirements set forth in ODOT SS 00330.14 and 00330.15. Imported granular material should be fairly well graded between coarse and fine material and have less than 5 percent by weight passing the U.S. Standard No. 200 Sieve. The material should be placed in lifts with a maximum uncompacted thickness of 12 inches and compacted to not less than 95 percent of the maximum dry density, as determined by ASTM ' D 1 557. During the wet season or when wet subgrade conditions exists, the initial lift should be approximately 18 inches in uncompacted thickness and should be compacted by rolling with a smooth- drum roller without use of a drum vibrator. ' 4.6.3 Aggregate Base Rock Imported granular material used as base rock for building floor slabs and pavements should consist of 3/4- or 1%z-inch-minus material meeting the requirements in ODOT SS 00541 - Aggregate Subbase, Base, and Shoulders Base Aggregate, with the exception that the aggregate has less than 5 percent passing a U.S. Standard No. 200 Sieve. The base aggregate should be compacted to not less than 95 percent of the maximum dry density, as determined by ASTM D 1557. 4.6.4 Trench Backfill Trench backfill for the utility pipe base and pipe zone should consist of well-graded granular material with a maximum particle size of 1 inch and less than 5 percent by weight passing the U.S. Standard No. 200 Sieve and should meet ODOT SS 00405.14 - Class B Backfill. The material should be free of roots, organic matter, and other unsuitable materials. Backfill for the pipe base and pipe zone should be compacted to at least 90 percent of the maximum dry density, as determined by ASTM D 1557, or as recommended by the pipe manufacturer. Within building, pavement, and other structural areas, trench backfill placed above the pipe zone ' should consist of imported granular material as specified above. The backfill should be compacted to at least 92 percent of ASTM D 1 557 at depths greater than 2 feet below the ' finished subgrade and 95 percent of ASTM D 1557 within 2 feet of finished subgrade. In all other areas, trench backfill above the pipe zone should be compacted to at least 92 percent of the maximum dry density, as determined by ASTM D 1557. ' 4.6.5 Trench Stabilization Material Trench stabilization material should consist of pit or quarry run rock, crushed rock, or crushed gravel and sand and should meet the requirements set forth in ODOT SS 00330.14 and 00330.1 5, with a minimum particle size of 4 inches and less than 5 percent passing the U.S. Standard No. 4 Sieve. The material should be free of organic matter and other deleterious material. Trench stabilization material should be placed in one lift and compacted to a firm condition. 1 G EODESIGN= 7 FoundRED2-01:100305 I4.6.6 Drain Rock Drain rock should consist of angular, granular material with a maximum particle size of 2 inches ' and should meet ODOT SS 00430.1 1 - Granular Drain Backfill Material. The material should be free of roots, organic matter, and other unsuitable materials and have less than 2 percent passing the U.S. Standard No. 200 Sieve (washed analysis). 4.6.7 Soil Amendment ' As an alternative to the use of imported granular material during wet conditions, an experienced contractor may be able to amend the on-site soils with portland cement to obtain suitable support properties. It is generally less costly to amend on-site soils than to remove and replace soft soils with granular material. Based on the moisture contents, soil types,and processing speed, cement amendment would be more suitable at this site than lime amendment. The permeability of cement-amended soil is extremely low. Because of the low permeability, cement amendment should not be completed in landscape areas or the cement-amended material should be removed from landscape areas prior to planting. In addition, there is a risk that rainwater can perch within the slab rock over the cement-amended soil during wet weather, resulting in trapped water under the floor slab. Trapped water can result in excessive floor slab moisture and possible damage to floor coverings. Accordingly, the cement-amended subgrade in the building area should be sloped to drain at a minimum of 6 percent, with the water collected at the perimeters of the building and routed to a suitable area and discharged away from building. Successful use of soil amendment depends on use of correct techniques and equipment, soil moisture content, and the amount of cement added to the soil. The recommended percentage of cement is based on soil moisture content at the time of placing the structural fill. Based on our experience, 4 percent cement by weight of dry soil is generally satisfactory when the soil moisture content does not exceed approximately 20 percent. If the soil moisture content is in the range of 25 to 35 percent, 4 to 7 percent by weight of dry soil is recommended. It is difficult to accurately predict field performance due to the variability in soil response to cement ' amendment. The amount of cement added to the soil may need to be adjusted based on field observations and performance. For preliminary design purposes, we recommend a minimum of 5 percent cement. It is not possible to amend soils during heavy or continuous rainfall. Work should be completed during suitable conditions. Ii4.7 PERMANENT SLOPES Permanent cut and fill slopes should not exceed 2H:1 V. Buildings,access roads, and pavements Ii should be located at least 5 feet from the top of cut and fill slopes. The slopes should be planted with appropriate vegetation to provide 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. GEODESIGN= 8 FoundRED2-01:100305 r 4.8 FOUNDATION SUPPORT 4.8.1 General ' Based on the foundation loads as previously stated, and assuming the site is prepared as recommended in the preceding sections, it is our opinion the proposed structures can be supported on conventional spread footings. However, foundation elements should not be supported on undocumented fill or till zone materials. If present, undocumented fill or till zone materials should be removed and replaced with structural fill. The structural fill can consist of ' on-site material; however, it may be more appropriate to support the foundation on granular pads. Granular pads should extend 6 inches beyond the margins of the footings for every foot excavated below the footings base grade. The granular pads should consist of imported granular material, as defined in the"Structural Fill"section of this report. The imported granular material should be compacted to not less than 95 percent of the maximum dry density, as determined by ASTM D 1557, or as determined by one of our geotechnical staff, until well-keyed. We recommend that a member of our geotechnical staff observe the prepared footing subgrade. 4.8.2 Dimensions and Capacities Continuous wall and isolated spread d 16 , • respectively. The bottom of exterior footings footings should shoul be be at at least least 18 inches and 20 below inches the wide lowest adjacent exterior grade. The bottom of interior footings should be established at least 12 inches below the base of the slab. Footings founded as recommended should be proportioned for a maximum allowable soil bearing pressure of 3,500 psf. This bearing pressure is a net bearing pressure and applies to the total of dead and long-term live loads and may be increased to 7,000 psf when considering earthquake or wind loads. The weight of the footing and overlying backfill can be ignored in calculating footing loads. For a 3,500-psf design bearing pressure, total settlement of footings is anticipated to be less than 1 inch. Differential settlements are not expected to exceed %2 inch. 4.8.3 Resistance to Sliding ' Lateral loads on footings can be resisted by passive earth pressure on the sides of the structures and by friction on the base of the footings. ' Our analysis indicates that the available passive earth pressure for footings confined by native soils and structural fills is 350 pcf modeled as an equivalent fluid pressure. Typically,the movement required to develop the available passive resistance may be relatively large. ' Therefore,we recommend using a reduced passive pressure of 250 pcf equivalent fluid pressure. Adjacent floor slabs, pavements, or the upper 12-inch depth of adjacent, unpaved areas should not be considered when calculating passive resistance. Additionally, in order to rely upon ' passive resistance a minimum of 10 feet of horizontal clearance must exist between the face of the footings and any adjacent down slopes. 1 GEODESIC N? 9 FoundRED2-01:100305 1 4.8 FOUNDATION SUPPORT 4.8.1 General Based on the foundation loads as previously stated, and assuming the site is prepared as recommended in the preceding sections, it is our opinion the proposed structures can be supported on conventional spread footings. However, foundation elements should not be ' supported on undocumented fill or till zone materials. If present, undocumented fill or till zone materials should be removed and replaced with structural fill. The structural fill can consist of on-site material; however, it may be more appropriate to support the foundation on granular pads. Granular pads should extend 6 inches beyond the margins of the footings for every foot excavated below the footings base grade. The granular pads should consist of imported granular material, as defined in the "Structural Fill"section of this report. The imported granular material should be compacted to not less than 95 percent of the maximum dry density, as determined by ASTM D 1557, or as determined by one of our geotechnical staff, until well-keyed. We recommend that a member of our geotechnical staff observe the prepared footing subgrade. 4.8.2 Dimensions and Capacities Continuous wall and isolated spread footings should be at least 16 and 20 inches wide, ' respectively. The bottom of exterior footings should be at least 18 inches below the lowest adjacent exterior grade. The bottom of interior footings should be established at least 12 inches below the base of the slab. Footings founded as recommended should be proportioned for a maximum allowable soil bearing pressure of 3,500 psf. This bearing pressure is a net bearing pressure and applies to the total of dead and long-term live loads and may be increased to 7,000 psf when considering earthquake or wind loads. The weight of the footing and overlying backfill can be ignored in calculating footing loads. For a 3,500-psf design bearing pressure, total settlement of footings is anticipated to be less than 1 inch. Differential settlements are not expected to exceed 14 inch. 4.8.3 Resistance to Sliding ' Lateral loads on footings can be resisted by passive earth pressure on the sides of the structures and by friction on the base of the footings. ' Our analysis indicates that the available passive earth pressure for footings confined by native soils and structural fills is 350 pcf modeled as an equivalent fluid pressure. Typically, the movement required to develop the available passive resistance may be relatively large. ' Therefore, we recommend using a reduced passive pressure of 250 pcf equivalent fluid pressure. Adjacent floor slabs, pavements, or the upper 12-inch depth of adjacent, unpaved areas should not be considered when calculating passive resistance. Additionally, in order to rely upon ' passive resistance a minimum of 10 feet of horizontal clearance must exist between the face of the footings and any adjacent down slopes. G EODESIGN= 9 FoundRED2-01:100305 For footings in contact with native soil, a coefficient of friction equal to 0.35 may be used when calculating resistance to sliding. 4.8.4 Construction Considerations All footing and floor subgrades should be evaluated by the project geotechnical engineer or their ' representative to confirm suitable bearing conditions. Observations should also confirm that all loose or soft material, organics, unsuitable fill, prior topsoil zones, and softened subgrades (if present) have been removed. Localized deepening of footing excavations may be required to penetrate any deleterious materials. ' If construction is undertaken during periods of rain, then we recommend a 2-to 4-inch-thick layer of compacted, crushed rock be placed over the footing subgrades and excavation bases to help protect them from disturbance due to the elements and foot traffic. ' 4.9 FLOOR SLABS Slabs should be reinforced according to their proposed use and per the structural engineer's ' recommendations. Load-bearing concrete slabs may be designed assuming a modulus of subgrade reaction, k, of 250 pounds per square inch per inch. ' We recommend a minimum 6-inch-thick layer of imported granular material be placed and compacted over the prepared soil subgrade. Imported granular material placed beneath building floor slabs should meet the requirements for floor slab base rock, as described in the"Structural Fill"section of this report. The imported granular material should be placed in one lift and compacted to not less than 95 percent of the maximum dry density, as determined by ASTM D 1557. ' Flooring manufacturers often require vapor barriers to protect flooring and flooring adhesives. Many flooring manufacturers will warrant their product only if a vapor barrier is installed according to their recommendations. Selection and design of an appropriate vapor barrier, if needed, should be based on discussions among members of the design team. If moisture- sensitive flooring is proposed, we recommend using Stego Wrap vapor barrier. The recommended procedures for installing Stego Wrap are to pour the floor slab concrete directly over the vapor barrier. We recommend that the structural engineer be contacted to determine if the mix design for the concrete should be modified assuming the above-referenced construction sequence. ' 4.10 RETAINING STRUCTURES 4.10.1 Assumptions Our retaining wall design recommendations are based on the following assumptions: (1)the ' walls consist of conventional, cantilevered retaining walls; (2)the walls are less than 10 feet in height; (3) the backfill is drained and consists of imported granular materials; and (4) the backfill has a slope flatter than 4H:1 V. Re-evaluation of our recommendations will be required if the retaining wall design criteria for the project varies from these assumptions. 1 - G EODESIGN? 10 FoundRED2-01:1 00305 4.10.2 Wall Design Parameters For unrestrained retaining walls, an active pressure of 35 pcf equivalent fluid pressure should be ' used for design. For the embedded building walls, a superimposed seismic lateral force should be calculated based on a dynamic force of 6H2 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. Where retaining walls ' are restrained from rotation prior to being backfilled, a pressure of 55 pcf equivalent fluid pressure should be used for design. ' If any surcharges (e.g., retained slopes, building foundations, vehicles, steep slopes terraced walls, etc.) are located within a horizontal distance from the back of a wall equal to twice the ' height of the wall, then additional pressures will need to be accounted for in the wall design. Our office should be contacted for appropriate wall surcharges based upon the actual magnitude and configuration of the applied loads. ' The base of the wall footing excavations should extend a minimum of 18 inches below lowest adjacent grade. Then, the footing excavations should be lined with a minimum 6-inch-thick layer ' of compacted, imported granular material, as described in the "Structural Fill" section of this report. ' The wall footings should be designed in accordance with the guidelines provided in the appropriate portion of the"Foundation Support"section of this report. ' 4.10.3 Wall Drainage and Backfill The above design parameters have been provided assuming that back-of-wall drains will be installed to prevent build-up of hydrostatic pressures behind all walls. If a drainage system is not ' installed, then our office should be contacted for revised design forces. Backfill material placed behind retaining walls and extending a horizontal distance of%H, where H is the height of the retaining wall, should consist of well-graded sand or gravel, with not more than 5 percent by weight passing the U.S. Standard No. 200 Sieve and meeting ODOT SS ' 00510.12 -Granular Wall Backfill. We recommend the select granular wall backfill be separated from general fill, native soil, and/or topsoil using a geotextile fabric that meets the requirements provided in ODOT SS 350 and 2320 for drainage geotextiles. Alternatively, the on-site soils can be used as backfill material provided a minimum 2-foot-wide column of angular drain rock wrapped in a geotextile is placed against the wall and the on-site ' soils can be adequately moisture conditioned for compaction. The rock column should extend from the perforated drainpipe or foundation drains to within approximately 1 foot of the ground surface. The angular drain rock should meet the requirements provided in the "Structural Fill" ' section of this report. 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 a retaining wall should only be compacted to approximately 90 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(such as GEODESIGN? 11 FoundRED2-01:100305 I jumping jack or vibratory plate compactors). If flat work (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. Perforated collector pipes should be placed at the base of the granular backfill behind the walls. The pipe should be embedded in a minimum 2-foot-wide zone of angular drain rock. The drain rock should meet specifications provided in the "Structural Fill" section of this report. The drain rock should be wrapped in a geotextile fabric that meets the specifications provided in ODOT SS 350 and 2320 for drainage geotextiles. The collector pipes should discharge at an appropriate location away from the base of the wall. Unless measures are taken to prevent backflow into the wall's drainage system, the discharge pipe should not be tied directly into stormwater drain systems. Settlements of up to 1 percent of the wall height commonly occur immediately adjacent to the wall as the wall rotates and develops active lateral earth pressures. Consequently,we recommend that construction of flat work adjacent to retaining walls be postponed at least 4 weeks after backfilling of the wall, unless survey data indicates that settlement is complete prior to that time. 4.1 1 SEISMIC DESIGN CRITERIA 4.1 1.1 IBC Parameters Seismic design criteria in accordance with the 2003 IBC are presented in Table 1 . Table 1. IBC Parameters Parameter Short Period 1 Second Period (TS =02 second) (T, = 1.0 second) Maximum Credible Earthquake Spectral = 1.068 S =0.37 g Acceleration, S Site Class D Site Coefficient, F F = 1 .08 F = 1.66 Adjusted Spectral Acceleration, S. S = 1.15 g SM = 0.61 g Design Spectral Response S�= 0.76 g So =0.41 g Acceleration Parameters, SD Design PGA, S 0.31 g 4.11.2 Liquefaction Liquefaction can be defined as the sudden loss of shear strength in a soil due to an excessive buildup of pore water pressure. Liquefied soil layers generally follow a path of least resistance to dissipate pore pressures, often resulting in sudden surface settlement, sand boils or ejections, and/or lateral spreading in extreme cases. Clean, loose, uniform or silty, fine-grained, saturated sands are particularly susceptible to liquefaction. Lateral spreading is a liquefaction-related Gi EODESIGW. 12 FoundRED2-01:100305 1 seismic hazard. Areas subject to lateral spreading are typically gently sloping or flat sites underlain by liquefiable sediments adjacent to an open face, such as riverbanks. Liquefied soils adjacent to open faces may"flow" in that direction, resulting in lateral displacement and surface cracking. Based on the results of our evaluation, the near-surface soils at this site are not susceptible to significant liquefaction or liquefaction-induced lateral spreading. 4.12 PAVEMENT The pavement subgrade should be prepared in accordance with the previously described "Site Preparation," "Construction Considerations,"and "Structural Fill" recommendations. We do not have specific information on the frequency and type of vehicles that will use the area; however, we have assumed that traffic conditions will consist of fewer than five heavy trucks per day. A pavement section consisting of at least 3.0 inches of AC over at least 8.0 inches of crushed base rock course should be appropriate in areas where truck traffic is expected. If parking areas are limited to passenger automobiles only, the pavement section can be reduced to 2.5 inches of AC over 6 inches of crushed base rock. Our pavement section recommendations are based on a resilient modulus of 7,500 psi and the assumption that construction will be completed during a period of extended dry weather. An increased thickness of granular base course will be required if construction occurs during wet weather conditions. I The AC should be Level 2, 12.5-mm, dense HMAC according to ODOT SS 00745 and be compacted to 91 percent of Rice Density of the mix as determined in accordance with ASTM D 2041. Minimum lift thickness for 12.5-mm HMAC is 1.5 inches. Asphalt binder should be performance graded and conform to PG 70-16. The base rock should meet the specifications for aggregate base rock provided in the"Structural Fill" section of this report. The pavement subgrade should be prepared in accordance with the "Site Preparation" and "Structural Fill" sections of this report. The top 12 inches of subgrade below the pavement should be compacted to at least 92 percent of its maximum dry density, as determined in accordance with ASTM D 1557, or until proofrolling with a fully loaded dump or water truck indicates an unyielding, non-pumping subgrade is present. Construction traffic should be limited to non-building unpaved portions of the site or haul roads. Construction traffic should not be allowed on new pavements. If 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. 5.0 OBSERVATION OF CONSTRUCTION Satisfactory foundation and earthwork performance depends to a large degree on quality of construction. Sufficient monitoring of the contractor's activities is a key part of determining that the work is completed in accordance with the construction drawings and specifications. Subsurface conditions observed during construction should be compared with those encountered during the subsurface exploration. Recognition of changed conditions often G EODESIGN= 13 FoundRED2-01:100305 I requires experience; therefore, qualified personnel should visit the site with sufficient frequency to detect whether subsurface conditions change significantly from those anticipated. We recommend that a qualified geotechnical engineer be retained to monitor construction at the site to confirm that subsurface conditions are consistent with the site explorations and to confirm that the intent of project plans and specifications relating to earthwork and foundation construction are being met. 6.0 LIMITATIONS We have prepared this report for use by Foundation Real Estate Development, LLC and its consultants in the design and construction of the City Bible Church and proposed retail development in Tigard, Oregon. The data and report can be used for bidding or estimating purposes, but our report, conclusions, and interpretations should not be construed as a warranty of the subsurface conditions and are not applicable to other sites. Explorations indicate soil conditions only at specific locations and only to the depths penetrated. They do not necessarily reflect soil strata or water level variations that may exist between exploration locations. If subsurface conditions differing from those described are noted during the course of excavation and construction, re-evaluation will be necessary. The site development plans and design details were preliminary at the time this report was prepared. When the design has been finalized and if there are changes in the site grades or location, configuration, design loads or type of construction for the building, the conclusions and recommendations presented may not be applicable. If design changes are made,we should be retained to review our conclusions and recommendations and to provide a written evaluation or modification. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. Within the limitations of scope, schedule, and budget, our services have been executed in accordance with the generally accepted practices in this area at the time this report was prepared. No warranty or other conditions, expressed or implied, should be understood. I I G EODESIGN= 14 FoundRED2-01:100305 1 We appreciate the opportunity to be of continued service to you. Please call if you have questions concerning this report or if we can provide additional services. rSincerely, GeoDesign, Inc. / I I I prof acia C. 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GE0DEsiGNY FOUNDRED-2-01 VICINITY MAP , 15575 SW StuJo a Parkway Suitt 100 I rii Portland OR 97224 e Of/SO3 968 6787 Fax SO3 96R 306/1 O" OCTOBER 2005 CITY BIBLE CHURCH D WEST EXPANSION N TIGAR ,OR FIGURE 1 .,.,..?,allir.:4`.,, ... . ',-t.,=,. '..,!fts. EMI BIErt.,wt. 1111•711010.. met III•L immi ow NNE =Nu Im; Imiu mom am . ".4 , < #t t'.' -.1:,-;:•,,..--;',..,, s.. . S, '' . 'I. .' ii!! Mme! 1 , J • . \ � - Ilii ! ( , Iirni I � I ! I �(I ll�lli(� { ili ! { I ! f ! �__\__.__.r I i i { I : 1 I 1 j4W.i ! 144 1 I , ,..... I C .t yam,ZS ItI �-i• -_.l-/_. �I _ —.-'^-'�'""' ^ 17 ,�113�. li■iir� r..S -W 1 Z 111 , — . t .. -z_ _ �.,a 1`�r1 i I !11 ��' , ! _ ( y it I_ �r,�L 1 _ , e3 i .r 'i' - .. 9-'7)I III I !III '6 lII<-.wiw. w , C� .4 z' ;'�f� {t, J l I� B-5 4t '�tIR ,42.1 S,4. .i 111$J I V •, --. -. 2.Lk 5 :: R •F --- _ -- -7 1 1 I I� .ur• i ' III ( ; I _ /\ N 0 100 200 1 1 I EXPLANATION: (IN FEET) B-1 0 BORING (FEBRUARY 2001) SITE PLAN BASED ON DRAWING PROVIDED BY FLETCHER FARR B-6 ® BORING (SEPTEMBER 2005) AYOTTE, P.C. G EoDESIGN? FOUNDRED-2-01 SITE PLAN 15575 5W Sevuela PolimPy-5wR t I O Portland at 9727e OCTOBER 2005 CITY BIBLE CHURCH WEST EXPANSION Off 5 3.96e.e767 Fax SO3.968.300 TIGARD,OR FIGURE 2 ' APPENDIX A FIELD EXPLORATIONS GENERAL We explored subsurface conditions at the site by advancing two borings at the approximate locations shown On Figure 2. Geo-Tech Explorations of Tualatin, Oregon, drilled the borings on September 2, 2005. Borings B-6 through B-7 were completed using hollow-stem augers. Our explorations were completed to a depth of up to 31.5 feet BGS. ' We chose the boring locations based on a preliminary site plan provided by Fletcher Farr Ayotte, P.C. The locations of the explorations were determined in the field by pacing from surveyed existing site features. This information should be considered accurate only to the degree implied by the methods used. A member of our geotechnical staff observed and logged the borings. We obtained representative samples of the various soils encountered in the explorations for geotechnical laboratory testing. Classifications and sampling intervals are shown on the exploration logs included in this appendix. SOIL SAMPLING Soil samples were obtained from the borings using one of the following methods: 1. SPTs were performed in general conformance with ASTM D 1 586. The sampler was driven with a 140-pound hammer free-falling 30 inches. The number of blows required to drive the sampler 1 foot, or as otherwise indicated, into the soils is shown adjacent to the sample symbols on the exploration logs. Disturbed samples were obtained from the split barrel for subsequent classification and index testing. 2. Relatively undisturbed samples were obtained using a Dames &Moore Type-U sampler. The sampler was driven using a 300-pound hammer free-falling 30 inches and the penetration resistance was recorded for general correlation with the SPT results. Samples retained from the split barrel consist of up to six 1-inch-high by 2.48-inch-diameter brass rings. Disturbed rings were retained in sealed plastic bags. 3. Relatively undisturbed samples were obtained using a standard Shelby tube in general accordance with guidelines presented in ASTM D 1587, the Standard Practice for Thin- walled Tube Sampling of Soils. SOIL CLASSIFICATION The soil samples were classified in accordance with the "Key to Test Pit and Boring Logs Symbols" ' (Table A-1) and"Soil Classification System and Guidelines"(Table A-2), which are included in this appendix. The exploration logs indicate the depths at which the soils or their characteristics change, although the change actually could be gradual. A horizontal line between soil types indicates an observed (visual or drill action) change. If the change occurred between sample G EO DESIG N? A-1 FoundRED2-01 100305 • locations and was not observed or obvious, the depth was interpreted and the change is indicated using a dashed line. Classifications and sampling intervals are shown on the ' exploration logs included in this appendix. ' LABORATORY TESTING CLASSIFICATION ' The soil samples were classified in the laboratory to confirm field classifications. The laboratory classifications are included on the exploration logs if those classifications differed from the field classifications. ' MOISTURE CONTENT We determined the natural moisture content of selected soil samples in general accordance with ' ASTM ID 2216. The natural moisture content is a ratio of the weight of the water to soil in a test sample and is expressed as a percentage. The values are included on the exploration logs. DRY DENSITY We determined the in-situ dry density of nine soil samples in general accordance with ASTM D 2937. The dry density is the ratio between the mass of the soil (not including water) and the volume of the intact sample. The density is expressed in units of pcf. The test values are shown on the appropriate exploration logs. CONSOLIDATION TESTING A one-dimensional consolidation test was completed on relatively undisturbed soil samples obtained from the borings. The test was conducted in general accordance with ASTM D 2435. The test measures the volume change (consolidation) of a soil sample under predetermined loads. The results of the consolidation testing are included in this appendix. • I 1 1 I I GEODESIGNa A-1 FoundRED2-01:100305 IKEY TO TEST PIT AND BORING LOG SYMBOLS ISYMBOL SOIL DESCRIPTION r illLocation of sample obtained in general accordance with ASTM D 158G Standard Penetration Test Iwith recovery S Location of sample obtained using thin wall, shelby tube, or Geoprobe® sampler in general accordance with ASTM D 1 587 with recovery II Location of sample obtained using Dames & Moore sampler and 300-pound hammer or pushed with recovery ILocation of sample obtained using Dames & Moore sampler and 140-pound hammer or pushed with recovery Graphic Log of Soil and Rock Types I N Location of grab sample Observed contact • between soil or rock units 1.,` '. (at depth indicated) II Rock coring interval Inferred contact between soil or rock units Water level during drilling _ (at approximate depths . ' indicated) I1 Water level taken on date shown GEOTECHNICAL TESTING EXPLANATIONS IPP Pocket Penetrometer DD Dry Density TOR Torvane ATT Atterberg Limits ICON Consolidation CBR California Bearing Ratio DS Direct Shear OC Organic Content IP200 Percent Passing U.S. Standard No. 200 P Pushed Sample Sieve RES Resilient Modulus I HYD Hydrometer Gradation VS Vane Shear e UC Unconfined Compressive Strength kPa kiloPascal SIEV Sieve Gradation 0 ENVIRONMENTAL TESTING EXPLANATIONS CA Sample Submitted for Chemical Analysis ND Not Detected 0 PID Photoionization Detector Headspace NS No Visible Sheen II Analysis a SS Slight Sheen p pm Parts Per Million P Pushed Sample MS Moderate Sheen HS Heavy Sheen J J 15 EO DESyG N? E t 5575 SW Sequoia v+rla.w Suite 100 KEY TO TEST PIT AND BORING LOG SYMBOLS TABLE A-1 I Z Portland OR 97224 • A OA 503 968.6787 Fax 503 968 3068 iZ SOIL CLASSIFICATION SYSTEM CONSISTENCY -COARSE-GRAINED SOILS Relative Density Standard Penetration Dames& Moore Sampler Dames&Moore Sampler Resistance (140-pound hammer) (300-pound hammer) Very Loose 0 - 4 0- 11 0 -4 I Loose 4 10 1 1 25 4 10 Medium Dense 10- 30 26 74 10 - 30 Dense 30- 50 74 - 120 _ 30-47 I Very Dense _ More than 50 More than 120 More than 47 CONSISTENCY- FINE-GRAINED SOILS Consistency Standard Penetration Dames & Moore Sampler Dames&Moore Sampler Unconfined Compressive Resistance (140-pound hammer) (300 pound hammer) Strength(tsf) Very Soft Less than 2 Less than 3 Less than 2 Less than 0.25 Soft 2 -4 3 -6 2 - 5 0.25 -0.50 Medium Stiff 4 8 6 12 5 9 0.50 - 1.0 II Stiff 8 15 12 25 9- 19 1.0-2.0 Very Stiff 15 30 25 65 19-31 2.0-4.0 Hard - More than 30 _ More than 65 More than 31 _ More than 4.0 ISOIL CLASSIFICATION NAME Name and Modifier Terms Constituent Percentage II GRAVEL,SAND >SO% sandy, gravelly 30-50% silty, clayey 15 -Coarse-grained some(gravel, sand) 15 - 30% 11 some(silt, clay) 5 - 15% trace(gravel, sand) trace(silt,clay) <5% II CLAY,SILT >50% silty,clayey sandy,gravelly 30 50% Fine-grained some(sand,gravel) 15 -30% II some(silt,clay) trace(sand, gravel) 5 - 15% trace (silt,clay) II PEAT 50- 100% Organic organic(soil name) 15 - 50% (soil name)with some organics 5 - 15% MOISTURE CLASSIFICATION Term Field Test o dry very low moisture, dry to touch moist damp,without visible moisture o wet visible free water, usually saturated 1 GRAIN SIZE CLASSIFICATION III F Description Sieve* Observed Size 8 boulders >12" cobbles - 3"- 12" rg gravel coarse• 0.75" 3" 0 75" 3" 3 fine #4-'0.75" 0.19"-0.75" coarse #10 #4 0.079"-0.19" a sand medium #40-#10 0.017"-0.079" fine #200 -#40 00029"-0.017" fines <#200 <0.0029" *Use of#200 field sieve encouraged ll _ry. GEODESIGN? E 155754,,.seo,b,,,a,,o,.a .s,,,,e,o0 SOIL CLASSIFICATION SYSTEM AND GUIDELINES TABLE A-2 i Portland OR 97224 I ,„ Off 503.968.8787 Pax 503.968 3068 LL _ INSTALLATION AND I o u W •BLOW COUNT DEPTH u w Z o- •MOISTURE CONTENT% COMMENTS MATERIAL DESCRIPTION JIa I FEET a w O w N ® RQD% V CORE REC% u 0 50 100 0 "°-11LTOPSOIL(3 inch thick root zone). r 0.3 /11 - Stiff, brown SILT with light gray-brown mottles, some fine sand, and trace clay; moist, low plasticity, sand is micaceous. A3 • 5`" 441 Rock blocked sampler shoe (quartzite-glacial erratic?)at 5.5 feet _ grades with decreased fine sand and CON 4. DDS 96 pcf without mottles at 7.5 feet DD i � 10 J becomes clayey with trace fine sand at . - 10.0 feet • I • I 15 grades to very stiff and brown-yellow �� with abundant orange banding and staining at 1 5.0 feet I - 20J becomes light brown-gray, sandy, and 4,9 I = clayey with orange banding at 20.0 feet • .:':, Medium dense, orange-brown, fine to - 23.0 IIII --X1.7':, coarse, silty SAND with trace to some -" fine gravel and occasional red and black 25--%:,:;:-. banding; moist to wet. .e4 Hard, light gray, clayey SILT with some 26.0 - fine sand; moist, sand is micaceous. ill t _ 30— grades with less sand and orange A. -)%\banding at 30.0 feet f 30.8 IE ,.; J 'Hard, light gray, silty CLAY with orange f f 31.5 • 111 0- o mottles; moist. i Boring completed at 31.5 feet. a • I • _ ~ 35-- r 0 o • Z o - O _ V A m 40 0 `0 100 C i,I Yv 6 DRILLED BY:Gaa-Tech Explorations,Inc. LOGGED BY: EJS COMPLETED:OVUM c 0 BORING METHOD: hollow-stem auger(see report text) BORING BIT DIAMETER 8-inch III 2 o2u GEO DES IGN? FOUNDRED-2.01 BORING B-6 E• tssrsswseeeo.v.rbm,•5se oc CITY BIBLE CHURCH WEST EXPANSION II 40 O Portland f. S2. OCTOBER 2005 oe scasssera v.. orsee.3oee TIGARD, OR FIGURE A-1 • I _ INSTALLATION AND O CJ ty • BLOW COUNT DEPTH u w Z a • MOISTURE CONTENT% COMMENTS I = MATERIAL DESCRIPTION tZ I-- FEET w u w a]:0 ®CORE REC% V ~ 0 s0 100 o :••- Medium stiff, brown SILT with some fine I °-•- sand. d fill 4-inch-thick root zone). c 1.0 * Loose, brown, silty GRAVEL with some sand; dry to moist(fill). f 2.0 .5 Stiff, brown SILT with gray mottles, some W * fine sand, and trace clay; moist, sand is w 1 micaceous- 5 DD-95 pcf v DO 1 AO Ugrades to medium stiff and light gray with orange mottles; wet at 7.5 feet I to grades to gray, orange, and brown with 11 AB black mottles at 10.5 feet I f 15 DID.19 pd becomes gray and clayey with orange DD X70 • • mottles at 15.5 feet Iti:r:, Medium dense, gray, fine, silty and 18.5 clayey SAND with blue-gray and green- 20 brown mottles: moist. � ,::-..: C ,s 111 I 25 , `: . grades to gray with orange mottles at Al2 • 25.0 feet I ' . m 30 >.• 1, Very stiff, gray, clayey Sill with orange r 30.3 X22 - banding moist. / 30.E I W Very stiff, gray, silty CLAY with orange 31.5 mottles; moist. J — Boring completed at 31.5 feet. I d u 3s Z u g 0 1 o s u m 40 0 50 100 N W DRILLED BY. Cso-Tech Explorations,Inc. LOGGED BY: EJS COMPLETED:09102/05 0 2 BORING METHOD: hollow-stem auger(see report text) BORING Brr DIAMETER: 6-incl u. 2 o KG v FOUNDRED 2 O1 ` GEODESNY BORING B-7 K 1 5575 SW Sequoia Parkway•oft.f DD 68.8787O/972J OCTOBER 2005 CITY BIBLE CHURCH WEST EXPANSION Off 503.96tland Fax 503.965.3060 FIGURE A 2 TIGARD, OR I - 0.000 I I 0.025 — — I I • _ 0.050 -- — Iu z C VI W I Iz z Q re II-- 0.07 S ----------. ----------- —.. I • I 0.100 -- -- — — — ii I 1 0.125 - a 100 1000 10000 100000 V PRESSURE (PSF) S 4 N _. Z EXPLORATION SAMPLE MOISTURE DRY KEY NUMBER DEPTH CONTENT DENS TTY SOIL DESCRIPTION (FEET) (PERCENT) (PCF) F. Brown SILT with some fine sand and _ —.-- B-6 7.5 25.6 98.0 trace clay 4 G EODESIGNz FOUNDRED-2-01 CONSOLIDATION TEST RESULTS N 1 5575 SW Sequoi Partway•Suite 100 Portland OCTOBER 2005 FIGURE A-3 o CITY BIBLE CHURCH WEST EXPANSIO I N Of}503.96dl7E7 Fall 503-%5-3066 TIGARD,OR o. APPENDIX B PRIOR GEOTECHNICAL ENGINEERING REPORT-GEODESIGN, INC. 2001 ill Subsurface explorations were completed at the site by GeoDesign, Inc. in February 2001, with the results presented in our March 8, 2001 report. The report provides the results of four borings (B-1 through B-5) on the subject property. The approximate locations of the explorations are shown on Figure 2. Copies of the explorations logs are included in this appendix. Pil! I p OE5IGN B-1 FoundRED2-01:100305 IKEY TO TEST PIT AND BORING LOG SYMBOLS ISYMBOL SOIL DESCRIPTION I E Location of sample obtained in general accordance with ASTM D 1 586 Standard Penetration Test Location of SPT sampling attempt with no sample recovery I ,.... Location of sample obtained using thin wall, shelby tube, or Geoprobe• sampler in general accordance with ASTM D 1587 rN Location of thin wall, shelby tube, or Geoprobe• sampling attempt with no sample recovery I I Location of sample obtained using Dames and Moore sampler and 300 pound hammer or pushed 111 M Location of Dames and Moore sampling attempt(300 pound hammer or pushed)with no sample recovery NLocation of grab sample 1 Rock Coring Interval 1 Water level GEOTECHNICAL TESTING EXPLANATIONS IPP Pocket Penetrometer LL Liquid Limit TOR Torvane P1 Plasticity Index ICONSOL Consolidation PCF Pounds Per Cubic Foot DS Direct Shear PSF Pounds Per Square Foot IP200 Percent Passing U.S. No. 200 Sieve TSF Tons Per Square Foot I W Moisture Content P Pushed Sample DD Dry Density OC Organic Content ENVIRONMENTAL TESTING EXPLANATIONS 1 CA Sample Submitted for Chemical Analysis ND Not Detected RD Photoionization Detector Headspace Analysis NS No Visible Sheen Y SS Slight Sheen PPM Parts Per Million MS Moderate Sheen MG/KG Milligrams Per Kilogram HS Heavy Sheen IP Pushed Sample i u KEY TO TEST PIT AND G EODESIGN BORING LOG SYMBOLS ITABLE A-1 SOIL CLASSIFICATION SYSTEM IMAJOR DIVISIONS SYMBOL NAME Gravel GW Well graded, fine to coarse I More than 50%of Clean Gravel gravel Coarse Grained coarse fraction GP Poorly graded gravel Soils retained on GM Silty gravel No. 4 Sieve Gravel with Fines GC Clayey gravel More than 50% Well graded, fine to coarse retained on No. 200 Sand Clean Sand SW More than 50%of sand I Sieve coarse fraction SP Poorly graded sand passes No. 4 Sieve Sand with Fines SM Silty sand SC Clayey sand Silt and Clay Inorganic ML Low plasticity silt Fine Grained Soils Liquid Limit CL Low plasticity clay less than 50% Organic OL Organic silt, organic clay More than 50%passes Silt and Clay MH High plasticity silt No. 200 Sieve Inorganic Liquid Limit CH High plasticity clay, fat clay I greater than 50% Organic OH Organic clay, organic silt Highly Organic Soils PT Peat ISOIL CLASSIFICATION GUIDELINES GRANULAR SOILS COHESIVE SOILS I Standard Standard Unconfined Relative Density Penetration Consistency Penetration Compressive Resistance Resistance Strength (tsf) IVery Loose _ 0 4 Very Soft Less than 2 Less than 0.25 Loose 4 - 10 Soft 2 4 0.25 - 0.50 Medium Dense 10 - 30 Medium Stiff 4 - 8 0.50 - 1.0 1 Dense 30 - 50 Stiff 8 . 15 1.0 - 2.0 Very Dense More than 50 Very Stiff 15 - 30 2.0 -4.0 I _ Hard More than 30 More than 4.0 GRAIN SIZE CLASSIFICATION IBoulders 12 36 inches Subclassifications Cobbles 3 12 inches Percentage of other material in sample I Gravel 3/4 - 3 inches (coarse) Clean 0 - 2 '/. % inches (fine) Trace 2 - 10 Sand No. 10-No. 4 Sieve (coarse) Some 10 - 30 INo. 10 - No. 40 Sieve (medium) Sandy, Silty, Clayey, etc. 30 50 No. 40- No. 200 Sieve (fine) I Dry=very low moisture, dry to the touch; Moist=damp, without visible moisture; Wet=saturated, with visible free water. I SOIL CLASSIFICATION SYSTEM GEODESIGNU AND GUIDELINES ITABLE A-2 I • N-VALUE DEPTH GRAPHIC MATERIAL DESCRIPTION c- ADDITIONAL FEET LOG Q • MOISTURE CONTENT,% TESTING 1 —o h 0 50 loo AC ASPHALT CONCRETE(3.5-inch thick). 1 • ..9,e'-, GW GRAVEL base rock(14.5-inch thick). ML Very stiff, brown SILT with trace to some fine sand and trace organics; AS imoist. I s P • CDNSOL becomes hard with trace clay, CO=O PCF weathered rock fragments and fine • :2 sand at 7.0 feet 1 13 E ♦8• _. I 1 15 _ becomes light brown with some fine • Isand at 17.0 feet P 20- _ I ML Hard, orange mottled, brown SILT with some fine sand; moist. Mb SM Dense,orange-brown, silty, medium SAND; moist. 25 • 1 with occasional gravel at 26.5 feet .3d 11 ML Hard, light brown SILT with trace to some clay; moist. 1 30 • .58 I 1 1 E • .a1 I 40 I0 !ROD RECDV132Y 100 i GEODESIGN BORING B-1 PANATTONI 7 MARCH 2001 FIGURE A-1 I • N-VALUE u., DEPTH GRAPHIC MATERIAL DESCRIPTION ADDITIONAL•FEET LOG < MOISTURE CONTENT,% TESTING v) 0 50 100 -40 [ 1 1 I 1 1 1 1 Illii ii : illki• Boring completed at 41.5 feet on 1 IIIIi l ; 1 ill February 20, 2001. I il ' WI ' il 11111 0 • . 111 $ 111 lIllli II 1 ow iiirillli III Hiwil ill 'ill il 1111 : • 111 ! Wii 11 50 lirlli : 1 ! ; 1 I $ 1 : 1 , ! : il , , i ' Ili II 1 ! ! II ? 1 • ! illi .iii ! ii : it i : Iiiiiil ; ; , : iii • . • ! ' , ! ! 11 1 , 1 • 1 , ii ; II 55 ' • Iiii . ' ir 111 . ; , : t ; ii • 1 111 ! ; 111 , 111ii iii : T lilwill Liiii : 60 ttiiii ! ii ; : 1 ; -; } : : S II ii .. ! ii 1 , i ! iil tl , ; 1 1 : li Hlt; Iii ! I S. 11111 .1011 .11 -it :ill: II 65 itjl ! : 1 : j .-" Il ' 111111 . IIIIIIIII1 1; ; ; : l I I ; 1 1 ' WO tiiHilli . 1111 • 1 I I I 1 ; 1 1 1 L;; ; ; ;; ; ; ; I. • 1 1 ! : ; ; , ; ; •I ! ' 11 ■ ; . 11 70 IIII ! lit 1 . ' 1 ` WI ' I • i • I -' i i ' il 1 ill Ill ! 1 Itl Ili . ,• • 1111 iii HI 1 i i : 1 • t ; 1 ; 1 i ; • • i I `r ; • , I ' , 1 I • i : ' . . I 1 ill 1 ; ; : • .. 75 ! ' , I I . t ' ■ • i : 1 ! i ; i ill ! il ll 1 80 . 01 0 7 IGO • 50 7 RECOVERY 100 el GEODESIGN`_±'. . BORING B-1 (CONT.) PANATTONI-7 MARCH 2001 FIGURE A-1 N • N-V ALUE DEPTH GRAPHIC MATERIAL DESCRIPTION ADDITIONAL IFEET LOG N • MOISTURE CONTENT,% TESTING —0 0 50 100 I �^-- AC ASPHALT CONCRETE(3-inch thick). I - CW GRAVEL base rock(9-inch thick). ML Very stiff, gray-brown SILT with trace fine sand; moist. I] X24- 5— becomes stiff with trace to some - organics at 5.0 feet U �4 • - becomes very stiff, brown with trace - clay at 8.0 feet IJ A i I 10- - P •• I is becomes stiff, with trace to some I] -- sand; wet at 15.0 feet A. • 20— 1 - i P ML , w to d •3 • I some Stiff clay orange and occasional bown SILT ith weatheretrace 2s— rock fragments; moist. becomes very stiff with occasional I •7 • gravel at 26.5 feet 1 with some sand at 31.0 feet E 22 ML Medium stiff to stiff, light brown SILT • • of silty sand; moist. I 35 E 2 • 1 40 0 _ROD 50 RECOVHtY 100 GEODESIGN BORING B-2 PANATTONI-7 MARCH 2001 FIGURE A-2 I E • N-VALUE DEPTH GRAPHIC MATERIAL DESCRIPTION ADDITIONAL FEET LOG ,Q • MOISTURE CONTENT,% TESTING —40 0 50 100 becomes very stiff at 40.0 feet ♦ • Boring completed at 41.5 feet on February 20, 2001. I I 50 I I 6C _ 1 65 I 70 - I 75 80 I 0 ROD RECOVERY 100 • GEODESJGN BORING B-2 (CONT.) PANATTONI-7 MARCH 2001 FIGURE A-2 1 I `_i • N-VALUE DEPTH GRAPHIC MATERIAL DESCRIPTION 1. ADDITIONAL IFEET LOG ,Q • MOISTURE CONTENT.% TESTING —0 - 5o i o0 AC ASPHALT CONCRETE(3-inch thick). I N_'o �a' GW GRAVEL base rock(14-inch thick). ML Very stiff, brown SILT with trace to some clay; moist. E :6 • I5 becomes stiff at 5.0 feet E •2 •I 10 SM Medium dense, orange-brown, silty SAND; moist. P • CONSOL DD-85 PCF IML Stiff, light brown SILT with trace clay 16 and occasional sand lenses; moist. • • I 15 Al2 • I 20 It :4 • 1111. ML Very stiff, light brown SILT with occasional sand lenses; moist. .5 I I30 SP Medium dense, gray, fine SAND with _ trace to some silt; moist. E :6 • I MH Stiff, gray SILT with some clay; moist. I . I] •10 • I 50 40 I0 ROD RECOVERY 100 G Eo DES i G N2 BORING B-3 PANATTONI-7 MARCH 2001 FIGURE A-3 II Lu • N-VALUE I DEPTH GRAPHIC MATERIAL DESCRIPTION ADDITIONAL FEET LOG ,`,C, • MOISTURE CONTENT,% TESTING — 0 so too 1111 becomes very stiff at 40.0 feet •21 • Boring completed at 41.5 feet on February 20, 2001. I I I Iso 55 60 1111 65 /11 70 75 I 80 ROD 50 - RECOVERY 100 111 GEODESIGN BORING B-3 (CONT.) PANATTONI-7 MARCH 2001 FIGURE A-3 I `Li • N-VALUE DEPTH GRAPHIC MATERIAL DESCRIPTION t ADDITIONAL IFEET LOG N • MOISTURE CONTENT,% TESTING -0 0 50 100 ML- Medium stiff, brown SILT FILL with IFILL trace fine sand; moist. I 5 SP- Medium dense, poorly graded SAND FILL FILL; moist to wet. E :2 ML- Stiff, gray-brown SILT FILL; moist. I FILL ML- Soft, gray SILT FILL with trace to some I10 FILL sand; moist. n 3 'i �j Boring completed at 1 1.5 feet on IFebruary 21, 2001. I 15 _ I 20 i 1 25 I I 3 I I S0 50 100 . - __RQD RfCOVP?Y GEODESIGN BORIN G B-4 I . PANATTONI-7 MARCH 2001 FIGURE A-4 I -9 • N-VALUE CEPIH GRAPHIC MATERIAL DESCRIPTION ADDITIONAL FEET LOG Q • MOISTURE CONTENT,% TESTING ...__0 0 50 100 ML- Very stiff, brown SILT FILL; moist. FILL s ��� ML Medium stiff, gray SILT FILL with U A 1 FILL occasional brick fragments; moist. �f ML Stiff, brown SILT; moist. 10— _ [ 12 Boring completed at 1 1.5 feet on February 2l, 2001. • 15- 2 iT 25 50 I ao RQD _ RECOVERY 100 ER GEODESIGN BORING B-S PANATTONI-7 MARCH 2001 FIGURE A-5 I