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h1: Inform r To Information Engineering On Engineering • Consulting • Testing GEOTECHNICAL EVALUATION & SITE SPECIFIC SEISMIC REPORT RECEIVED For the NEW GYMNASIUM& FUTURE MAR 2 5 2013 IMPROVEMENTS SAINT ANTHONY'S CHURCH & SCHOOL CITY OF TIGARD 9905 S.W. MCKINLEY STREET BUILDING DIVISION TIGARD, OREGON Prepared for SAINT ANTHONY'S CHURCH & SCHOOL 9905 S.W. MCKINLEY STREET TIGARD, OREGON Prepared by Professional Service Industries. Inc. 6032 N. Cutter Circle, Suite 480 Portland. Oregon 97217 Telephone(503) 289-1778 PSI REPORT NUMBER 704-25153-1 October 7. 2002 Apnrm..d [ ] P 104 — aitg 4.c1Pb 1. OFFICE COPY jaiInformation Build On Engineering•Consulting• Testing October 7, 2002 PSI Report Number 704-25153-1 Pastor Leslie M. Sieg Saint Anthony's Church & School 9905 S.W. Mckenzie Street Tigard, Oregon 97223 Subject: Geotechnical Evaluation & Site Specific Seismic Report New Gymnasium & Future Improvements Saint Anthony's Church & School 9905 S.W. Mckenzie Street Tigard, Oregon Dear Pastor Sieg: Professional Service Industries, Inc. (PSI) is pleased to submit our Geotechnical Evaluation & Site Specific Seismic Report for the above-referenced project. The purpose of our report is to assist you, the architect, and the engineer in designing foundations, and preparing plans and specifications for construction of the new gymnasium & future improvements. The report was completed in general accordance with PSI Proposal Number 704-02-P107 dated August 29, 2002. You provided written authorization for our services on September 20, 2002. Please refer to the attached report for a detailed summary of our analyses and recommendations. If we can provide additional assistance, or observation and testing services during construction, please do not hesitate to contact David Holt at (503) 289-1778 or (800) 783-6985. Sincerely, Professional Service Industries, Inc. ftt i 4 4 David P. Holt, P.E. Charles R. Lane, P.E. Project Geotechnical Engineer Senior Geotechnical Engineer dph:dph Attachment: Geotechnical Evaluation & Site Specific Seismic Report cc: Mr. Rene Gonzales, DPR Construction, 520 S.W. Yamhill Street, Suite 800. Portland, Oregon 97204 Mr. Steve Miller, R.F. Sterns, 1800 Blankenship Road, West Linn, Oregon 97068 Mr. Drew Rocker, Ankrom Moisan Architects, 6720 S.W. Macadam Street, Suite 100, Portland. Oregon 97219 s:\groups1704tprojects12002 projects1251531saintanthonygeoreport Professional Service Industries,Inc.•6032 N.Cutter Circle,Suite 480.P.O.Box 17126•Portland,OR 97217•Phone 501'289-1778•Fax 503:289-1918 Table of Contents 1.0 Introduction 1 2.0 Proposed Construction 1 3.0 Scope of Work 2 3.1 Subsurface Exploration 2 3.2 Laboratory Testing 2 3.3 Engineering Analyses 3 4.0 Surface and Subsurface Features 3 4.1 Site Description 3 4.2 Soils and Geology 3 4.3 Groundwater 4 5.0 Seismic Site Hazard Study 5 5.1 Tectonic Setting 5 5.1.1 CSZ or Interface Earthquakes 5 5.1.2 Intraslab Earthquakes 6 5.1.3 Crustal Earthquakes 6 5.2 Regional and Local Faulting 6 5.3 Historical Seismicity 8 • 5.4 Seismic Design Parameters 8 5.5 Fault Rupture Hazard 9 5.6 Liquefaction and Lateral Spread Hazards 9 5.7 Landslide Hazard • 10 5.8 Tsunami and Seiche Hazards 10 5.9 Seismic Considerations 10 6.0 Conclusions and Recommendations 10 6.1 Site Preparation 10 6.1.1 Site Preparation During Dry Weather Construction 11 6.1.2 Site Preparation During Wet Weather Construction 12 6.2 Excavations - 12 6.2.1 Construction Dewatering 12 6.2.2 Excavations/Slopes 12 6.3 Foundation Support 13 6.4 Retaining Walls 14 6.5 Drainage Considerations 15 6.6 Floor Slab Support 15 6.7 Construction Monitoring 16 7.0 General 16 7,1 Use of Report 16 7.2 Level of Care 16 Attachments: References Site Location Map, Figure 1 Soil Boring Location Diagram, Figure 2 • Boring Logs Soil Classification Chart General Notes Seismic Sources, Figure 3 Regional Fault Map Within A 50 KM Radius Of The Site, Figure 4 Liquefy2 Results For M6.5, M7.5, And M8.5 October 7, 2002 PSI Report Number 704-25153-1 Geotechnical Evaluation & Site Specific Seismic Report Proposed New Gymnasium & Future Improvements Saint Anthony's Church & School 9905 S.W. Mckenzie Street Tigard, Oregon 1.0 Introduction Professional Service Industries, Inc. (PSI) has completed a Geotechnical Evaluation & Site Specific Seismic Report for the above-referenced project site. The report was completed in general accordance with PSI Proposal Number 704-02-P107 dated August 29, 2002. Pastor Leslie M. Sieg of Saint Anthony's Church & School provided written authorization for our services on September 20, 2002. 2.0 Proposed Construction Construction proposed at this site is anticipated to consist of a single-story, slab-on-grade, concrete-tilt-up, gymnasium located on the south side of the existing middle school (Kelly Center). The gymnasium is somewhat rectangular in shape, and fits within an approximate 100- foot by 120-foot envelope. According to Mr. Jim Kncpf of VLMK Consulting Engineers, maximum continuous wall and column loads are on the order of 4.3 kips per lineal foot and 30 kips, respectively. In speaking with Mr. Drew Rocker of Ankrom Moisan Architects, PSI understands that the finished floor elevation of the gymnasium will be approximately 9 inches higher than that of the Kelly Center, which is about 170 feet according to the Topographic Survey by Johnson Land Surveying dated November 28, 1998. This puts the finished floor elevation of the gymnasium at approximately 170.75 feet. Based on the referenced survey, this will require maximum cuts on the order of approximately 6 feet. The location of the site is shown on the attached Site Location Map, Figure 1. Future development at the site may include: 1. Sanctuary improvements within the existing church located on the west side of the site. 2. An assembly building located west of the softball field. 3. An elementary school located east of the Kelly Center. Saint Anthony's Church &School PSI Report Number 704-25153 October 7, 2002 Page 2 Details of the future development regarding structure type, size, etc. are not presently known. Therefore, the conclusions and recommendations contained in this report should be used only for the design and construction of the gymnasium. When details of the future development become available, PSI should be notified so that the conclusions and recommendations contained in this report can be verified and/or modified to fit the needs of the development. 3.0 Scope of Work The purpose of our evaluation was to assess the subsurface soil conditions at the site in order to provide appropriate recommendations for site preparation and foundation design. In general, our evaluation included the following authorized scope of work items: 3.1 Subsurface Exploration In order to ascertain soil conditions at the site, seven Standard Penetration Test soil borings (B- 1 through B-7) were performed using a truck-mounted, hollow-stem, power auger. Soil boring locations are shown on the attached Soil Boring Location Diagram, Figure 2. Borings were located in the field by personnel from PSI using a measuring wheel, and measuring off distances from existing features shown on Figure 2. Logs of the borings are also attached. Elevations shown on the boring logs were interpolated to the nearest '/-foot from grade lines shown on the Topographic Survey by Johnson Land Surveying dated November 28, 1998. The Standard Penetration Test is performed by driving a 2-inch, O.D., split-spoon sampler into the undisturbed formation located at the bottom of the advanced auger with repeated blows of a 140-pound, pin-guided, automatic hammer falling a vertical distance of 30 inches. The number of blows required to drive the sampler one foot is a measure of the soil consistency. It should be noted that automatic hammers generally produce lower standard penetration test values than those obtained using a traditional safety hammer. Studies have generally indicated that penetration resistances may vary by a factor of 1.5 to 2 between the two methods. We have considered this drilling and testing methodology in our evaluation of soil strength and compressibility. Soil samples were taken via split-spoon samplers in the borings at 2.5-foot intervals for the first 10 feet, and then at 5-foot intervals to the termination depths of the borings. Samples were identified in the field, placed in sealed containers, and transported to the laboratory for further classification and testing. 3.2 Laboratory Testing Selected samples of the subsurface soils encountered were returned to our laboratory for further evaluation to aid in classification of the materials, and to help assess their strength and compressibility characteristics. The laboratory evaluation consisted of visual and textural examinations, moisture content tests, and percent passing the No. 200 sieve (P-200) tests. Results of the tests are shown on the attached boring logs. Saint Anthony's Church & School PSI Report Number 704-25153 October 7, 2002 Page 3 3.3 Engineering Analyses Engineering analyses and recommendations regarding general foundation design including an allowable soil bearing pressure, minimum footing depth requirements, and estimates of foundation settlement are included in this report. In addition, recommendations were developed addressing site preparation, placement and compaction of fill materials, and site preparation of the floor slab area. The geotechnical recommendations presented in this report are based solely on the available project information, building locations, and the subsurface materials described in this report. If any of the noted information is incorrect, please inform us in writing so that we may amend the recommendations presented in this report, if appropriate and if desired by the client. PSI will not be responsible for the implementation of it's recommendations when it is not notified of changes in the project. 4.0 Surface and Subsurface Features • 4.1 Site Description The site for the new gymnasium is located on the south side of the Kelly Center. At the time of our field services, surface vegetation consisted of grass, wood chips, and scattered deciduous trees. According to the Topographic Survey by Johnson Land Surveying dated November 28, 1998, a row of pine trees was formerly located along the east side of the proposed gymnasium. This is supported with the findings of B-7, where roots to 1/2-inch in diameter were encountered to a depth of about 61/2 feet below ground surface, suggesting that the root balls of the trees were not removed. Surface drainage of the site was to the north, with about 6 feet of elevation drop occurring across the proposed building pad. The sites for the future improvements were generally partially grass covered and asphalt paved, and were relatively level, with the exception of the elementary school area which descended to the north with about 3 feet of elevation drop. 4.2 Soils and Geology According to available geologic mapping of the area, near-surface soils within the project site consist of Pleistocene-age, fine-grained, lacustrine deposits of silt and sand derived from catastrophic, periglacial flooding of the Columbia and Willamette Basins within the Willamette Valley (Burns and others, 1990). These fine-grained deposits may be up to 60 feet in thickness, and are most likely underlain by mudstone, sandstone, or conglomerates of the Pliocene-Age Troutdale Formation to depths of between 300 to 450 feet below ground surface. At the 300 to 450-foot depths, contact is made with Miocene-Age, Columbia River Basalt (Madin, 1990). Specific soil units encountered within the explorations are briefly discussed below. Saint Anthony's Church &School PSI Report Number 704-25153 October 7, 2002 Page 4 FILL — Encountered to depths of 2 feet below ground surface in the borings. The fill typically consisted of a brown to gray brown, dry to moist, firm to stiff silt with trace gravel in some borings. The top 6 inches of the fill was either rooted or consisted of wood chips. SILT TO SANDY SILT — Encountered beneath the fill stratum to depths ranging from 5 to 13 feet below ground surface in the borings. These soils were typically brown to gray brown, slightly moist to wet, and firm to stiff. In B-7, where pine trees were previously located, roots to 1/2-inch in diameter were encountered to a depth of about 61/2 feet below ground surface. SILTY SAND — Encountered beneath the silt to sandy silt stratum to the maximum depths of exploration of 16% to 511/2 feet below ground surface in the borings. These soils were typically brown to gray brown to gray, moist to wet, and very loose to medium dense. The above subsurface descriptions are of a generalized nature to highlight the major subsurface stratification features, and material characteristics. The attached boring logs should be reviewed for specific information at individual boring locations regarding soil descriptions, stratification lines, penetration resistances, locations of samples, and laboratory test data. The stratification lines shown on the boring logs are approximate, and the actual transition between materials may be gradual. Variations in stratification depth may occur, and should be expected between boring locations. 4.3 Ground Water Ground water was encountered in the following borings at the specified depths noted in the table below. In B-1 through B-6, the measurements were taken approximately 10 minutes after the completion of drilling. In B-7, the noted measurement was taken about 4 hours after the completion of drilling. Table 1. Ground water depths observed in the borings. Boring Number Boring Depth Below Ground water Depth Below Date Ground Surface Ground Surface(feet) (feet) B-1 161/2 11 9/24/02 B-2 16% 9% 9/23/02 B-3 16% 10 9/24/02 B-4 16% 9 9/24/02 B-5 16% 12 9/24/02 B-6 16% 12 9/24/02 B-7 j 51% 11 9/23/02 Saint Anthony's Church & School PSI Report Number 704-25153 October 7, 2002 Page 5 We anticipate that ground water levels may rise during months of peak runoff. Variations in ground water levels should be expected seasonally, annually, and from location to location. The contractor for this project should anticipate surface and subsurface seepage into any subsurface excavations performed during high moisture periods of the year. 5.0 Seismic Site Hazard Study As required by the 1998 State of Oregon Structural Specialty Code (SOSSC), including all amendments effective through October 1, 2001, we have completed a Seismic Site Hazard Study in accordance with Section 1804.2.1. 5.1 Tectonic Setting Oregon's position at the western margin of the North American Plate, and it's position relative to the Pacific and Juan de Fuca Plates has had a major impact on the geologic development of the state. The interaction of the three plates has created a complex set of stress regimes that influence the tectonic activity of the state. The western part of Oregon is heavily impacted by the influence of the active subduction zone formed by the Juan de Fuca Oceanic Plate converging upon and subducting beneath the North American Continental Plate off the Oregon coastline, reference the attached Seismic Sources, Figure 3. In Oregon, three principal types of earthquakes characterize tectonic earthquake source mechanisms. The three principal types of earthquakes are: 1. Cascadia Subduction Zone (CSZ), or "Interface" Earthquakes - Occur on the seismogenic part of the interface between the Juan de Fuca Plate and the North American Plate as a result of convergence of the two plates. 2. "Intraslab" Earthquakes —Are relatively deep, and occur 30 to 50 kilometers beneath the surface within the seismogenic part of the subducting Juan de Fuca Plate. 3. "Crustal" Earthquakes — Are relatively shallow, and occur within 10 to 20 kilometers of the surface of the North American Plate. 5.1.1 CSZ or Interface Earthquakes The Cascadia Subduction Zone, located approximately 100 kilometers off of the Oregon and Washington coasts, is a potential source of earthquakes large enough to cause significant ground shaking at the subject site. Research over the last several years has shown that this offshore fault zone has repeatedly produced large earthquakes every 300 to 700 years. It is . generally understood that the last great CSZ earthquake occurred about 300 years ago, in 1700AD. Saint Anthony's Church& School PSI Report Number 704-25153 October 7, 2002 Page 6 Although researchers do not agree on the likely magnitude, it is widely believed that earthquakes of at least moment magnitude (Mw) 8.5 to 9.5 are possible. The duration of strong ground shaking is estimated to be about 1 minute, with minor shaking lasting several minutes. 5.1.2 Intraslab Earthquakes Intraslab earthquakes originate from within the subducting Juan de Fuca Oceanic Plate. These earthquakes occur no less than 30 kilometers beneath the surface, and are not usually associated with visible faults. It has only been possible to distinguish intraslab earthquakes in western Oregon for the past few decades. Numerous small intraslab earthquakes have been recorded beneath western Oregon beneath the Coast Range. An estimated magnitude 6.7 earthquake near the coastal town of Port Orford in 1873 was probably Oregon's largest intraslab earthquake (Madin, 1993). The February 28, 2001, Magnitude 6.8 Nisqually Earthquake, located approximately 11 miles northeast of Olympia, Washington, was likely an Intraslab earthquake with a hypocenter approximately 50 kilometers (30 miles) below ground surface. The frequency of large events has not been determined due to the short period of records available. The scenario for an intraslab earthquake could include a magnitude 7 to 7.5 event, with severe ground shaking lasting a couple of minutes. 5.1.3 Crustal Earthquakes Crustal earthquakes are relatively shallow, occurring within 10 to 20 kilometers of the surface. Oregon has experienced at least two significant crustal earthquakes in the past decade - the Scotts Mills Earthquake (Mw 5.6) on March 25, 1993, and the Klamath Falls Earthquake (Mw 5.9) on September 20, 1993. The Scotts Mills Earthquake, while not mapped directly on the Mount Angel Fault, is believed to have occurred as a result of Mount Angel Fault activity. Based on the limited data available, it would be reasonable to assume a Mw 6.0 to 6.5 crustal earthquake may occur in Oregon every 500 years (recurrence rate of 10% in 50 years). 5.2 Regional and Local Faulting There are currently no known mapped faults that travel through the project site. However, there are multiple faults that are mapped within a 50-kilometer radius of the site. Significant regional faults that are considered potentially active, having exhibited Quaternary Age (1.8 million years ago to present) movement, are listed in the table below with the likely probability of activity. On the probability of activity scale, 0 is not considered to be active, and 1 is considered the highest probability of being active. The attached Regional Fault Map Within A 50-Kilometer Radius Of The Site, Figure 4, shows the locations of these faults with relation to the project site. Saint Anthony's Church & School PSI Report Number 704-25153 October 7, 2002 Page 7 Table 2. Identified regional faults within a 50-kilometer radius of the site. Fault Name(Fault Number) Slip Rate(mmlyear)' - Probability of Activity Weight Portland Hills-Model A(20) 0.05' (0.3)Z 0.7 0.1 (0.4) 0.2 (0.3) Portland Hills-Model B (20) 0.1 (0.3) 0.7 0.3(0.4) 0.5(0.3) Frontal(21) Not Applicable 0 Lackamas Creek(22) 0.05 (0.2) 0.5 0.1 (0.6) 0.2 (0.2) Sandy River(23) 0.01 (0.4) 0.1 0.05 (0.4) 0.1 (0.2) Grant Butte(24) 0.01 (0.2) 0.5 0.05(0.6) 0.01 (0.2) Damascus-Tickle Creek(24) 0.02 (0.2) 0.5 0.05 (0.6) 0.01 (0.2) Beaverton (25) Not Applicable 0 Sherwood (26) Not Applicable 0 Bolton (27) 0.005(0.3) 0.2 0.01 (0.5) 0.05(0.2) Helvetia (28) 0.005 (0.3) 0.2 0.01 (0.5) 0.05(0.2) Mount Angel(29) 0.01 (0.3) 0.6 0.05 (0.6) 0.1 (0.1) Newberg (30) 0.005(0.3) 0.2 0.01 (0.5) 0.05(0.2) Gales Creek(31) 0.005(0.3) 0.2 0.02 (0.5) 0.05(0.2) Source:Geomatrix Consultants, 1995 Saint Anthony's Church &School PSI Report Number 704-25153 October 7, 2002 Page 8 5.3 Historical Seismicity From 1961 to present, at least 28 earthquakes greater than magnitude 3.0 have been recorded within an approximate 50-kilometer radius of the site (USGS National Earthquake Information_ Center (NEIC) Database (Johnson et. al, 1994)). Significant earthquake events with a magnitude greater than 5.0 within an approximate 50-kilometer radius of the site are as follows: Table 3. Earthquakes with magnitude greater than 5.0 within an approximate 50-kilometer radius of the site. Date Approximate Magnitude Location October 12, 1877 Portland, Oregon 5.5 November 6, 1962 Portland, Oregon 5.2 October 1, 1964 Sauvie Island, OR 5.3 March 25, 1993 10 miles east of 5.7 Silverton, OR 5.4 Seismic Design Parameters As required by Section 1804.2.1.1 of the SOSSC, the following seismic design parameters are recommended: Table 4. Recommended seismic design parameters. Earthquake Assumed Design Estimated Estimated Mean Peak Source Magnitude Focal Depth Epicentral Bedrock (km) Distance(km) Acceleration (g) Crustal 6.5 10 10 0.29' CSZ Intraslab 7.5 40 60 0.212 CSZ Interface 8.5 20 135 0.103 Random Crustal per 6.0 0.304 SOSSC Notes: All four earthquake sources are associated with a 500-year cycle used by the 1998 SOSSC, effective October 1, 2001. The intraslab location is approximate due to the lack of intraslab earthquake information for this region. ' Determined from Figure 3-3(Geomatrix, 1995) 2 Determined from Figure 3-18(Geomatrix, 1995) 3 Determined from Figure 3-14(Geomatrix, 1995) 4 Determined from Table 16-I of the SOSSC for Seismic Zone 3 Saint Anthony's Church & School PSI Report Number 704-25153 October 7, 2002 Page 9 5.5 Fault Rupture Hazard Based on our review of the geologic literature and geologic maps, there are no known potentially active faults that travel through the project site. Therefore, we consider fault rupture hazard for the site to be low. It should be noted that new faults can occur as branches off of existing faults, or as new fractures. 5.6 Liquefaction and Lateral Spread Hazards Liquefaction occurs when saturated deposits of loose, fine-grained soils (generally sands, and sand-silt mixtures) are subjected to strong earthquake shaking. If these deposits are saturated, and cannot drain rapidly, there will be an increase in the pore water pressure. With increasing oscillation, the pore water pressure can increase to the value of the overburden pressure. The shear strength of a cohesionless soil is directly proportional to the effective stress, which is equal to the difference between the overburden pressure and the pore water pressure. Therefore, when the pore water pressure increases to the value of overburden pressure, the shear strength of the soil reduces to zero, and the soil deposit turns into a liquefied state. Data reported by Seed and Others (1983), and Tokimatsu and Yoshimi (1984) indicate that certain fine-grained soils are generally not susceptible to liquefaction. The following parameters were used to designate non-liquefiable, fine-grained (clayey) soils: 1. Fines content (percent passing the#200 sieve) greater than 80 percent. 2. Clay content (particle size less than 0.005 mm) exceeding 20 percent. 3. Liquid limit greater than 35. 4. Water content less than 90 percent of the liquid limit. Estimated total dynamic and differential settlements due to soil liquefaction for the following earthquake scenarios were computed for the site using methods outlined by Tokimatsu and Seed (1987): Table 5. Estimated total dynamic & differential settlements due to soil liquefaction. Earthquake Earthquake Peak Ground Estimated Total Estimated Source Magnitude Acceleration (g) Dynamic Differential Settlement (inches) Settlement(inches) Crustal 6.5 0.29 2.1 % of total CSZ Intraslab 7.5 0.21 1.3 1/2 of total CSZ Interface 8.5 0.10 Negligible Negligible Because there are no open face channels near the site, lateral spread is not considered to be a hazard at this site. Saint Anthony's Church&School PSI Report Number 70425153 October 7, 2002 Page 10 5.7 Landslide Hazard We consider the risk of earthquake-induced, landslide hazard at this site to be low, primarily due to a lack of steep slopes at or adjacent the site. 5.8 Tsunami and Seiche Hazards A tsunami, or seismic sea wave, is produced when a fault under the ocean floor shifts vertically, displacing the seawater above it. A seiche is a periodic oscillation of a body of water that results in a change of water levels. We consider tsunami and seiche not to be hazards at this site because the site is not near the coast, and there are no adjacent, large bodies of water. 5.9 Seismic Considerations The site falls within seismic Zone 3 with a seismic zone factor of 0.30 as classified by Figure 16- 2, and Table 16-I of the SOSSC. Based on the local geology, and the soil conditions encountered, we recommend a soil profile type of So (stiff soil profile) with site coefficients of Ca = 0.36, and C, = 0.54 in accordance with Section 1636, and Tables 16-J, 16-Q, and 16-R of the SOSSC. The soil profile type recommendation reflects the estimated average soil properties for the top 100 feet of the subsurface profile. 6.0 Conclusions and Recommendations Based on the results of our field work, laboratory evaluation, and engineering analyses, it is our opinion that the site is suitable for the proposed structure provided the following recommendations are incorporated into the design and construction of the project. 6.1 Site Preparation In general, we recommend that all structural improvement areas be drained of surface water, and stripped of surface vegetation, topsoil materials, highly saturated or disturbed soil, and any other deleterious materials encountered at the time of construction. We envision that initial site preparation will consist of topsoil and wood chip stripping, and the removal and grubbing of trees, where applicable. We anticipate that topsoil and wood chip stripping of the surface soils to a depth of about 6 inches may be required. Grubbing of trees should include the removal of the root ball, and any roots greater than '/z-inch in diameter. Additional site preparation will depend upon the proposed site grades and building features. Prior to backfilling any excavations with structural fill, the area should be observed to ensure that the above items have been properly removed, and the exposed subgrade is ready for fill placement. Saint Anthony's Church &School PSI Report Number 704-25153 October 7, 2002 Page 11 All required structural fill materials placed in the building area should be moisture conditioned to within ± 2 percent of optimum moisture content, and compacted to a minimum of 95 percent of the material's maximum dry density as determined in accordance with ASTM D 1557 (Modified Proctor). Fill materials should be placed in layers that, when compacted, do not exceed about 8 inches. 6.1.1 Site Preparation During Dry Weather Construction During the dry season, prior to the placement of any fills, all exposed subgrade surfaces should be proofrolled with a fully loaded dump truck. Areas found to be soft, deflecting/rutting more than 1-inch under the weight of the truck, should be overexcavated and replaced with structural fill. The on-site, fine-grained, silt to silty sand soils could be considered for re-use as structural fill provided they are free of organic material, and debris. Moisture conditioning of the on-site soils in order to facilitate compaction should be anticipated. In order to accelerate drying of the on- site soils, when overly saturated and air drying of the soils is not feasible, treating of the soils with Portland Cement may be considered. Recommendations for this process would consist of the following: 1. Cement stabilization should not be performed immediately after or during wet weather. 2. Each lift of fine-grained soil should be thoroughly mixed with Portland Cement to create a homogeneous mixture. Typically, a 6 percent admixture, as determined by the dry unit weight of the soil, of Type I Portland Cement will produce a suitable soil-cement mixture. This should be verified in the laboratory by performing a mix design using the on-site soils that will be stabilized. 3. For best mixing results, use an apparatus, such as a pug mill, that picks up the soil, thoroughly mixes the cement into the soil, and then places the mixture on grade. 4. Within 4 hours after the soil-cement mixture is thoroughly mixed, compaction should be performed using a sheepsfoot roller, followed by a steel drum for a smooth, finished grade. Selected samples of the materials to be used for structural fill should be submitted to our laboratory in order to evaluate the maximum density, optimum moisture content, and suitability of the soils for use as fill. Should wet weather grading be anticipated, use of the on-site soils as structural fill may be difficult. Saint Anthony's Church & School PSI Report Number 704-25153 October 7, 2002 Page 12 6.1.2 Site Preparation During Wet Weather Construction Placement of crushed rock should follow immediately after site grading in order to provide protection of the sensitive, fine-grained, subgrade soils during construction activities. Crushed rock should consist of a well-graded, 11/2-inch to 3/<-inch-minus aggregate having less than 5 percent material passing the No. 200 sieve. In traffic areas, the placement of a one-foot-thick, granular, working base is generally recommended with thicker sections and/or geotextile fabrics recommended in heavily traveled areas. Generally, three to six inches of crushed rock is sufficient in foot traffic areas. The on-site, fine-grained, silt to silty sand soils are highly moisture sensitive, and thus will not be suitable for re-use as structural fill during wet weather construction. Additional fill material, if needed, during wet weather construction should consist of a well-graded, 1%-inch to 3h-inch- minus, crushed rock having less than 5 percent material passing the No. 200 sieve. During wet weather grading operations, all excavations should be performed using a smooth- bladed, tracked backhoe working from areas where material has yet to be removed, or from the already placed structural fill. Subgrade areas should be cleanly cut to firm undisturbed soil. Proofrolling of excavation bottoms is likely not appropriate during wet weather grading in order to avoid disturbance of moisture-sensitive soils. Should construction take place during wet weather, we recommend that a PSI representative be present to observe the subgrade in order to evaluate whether additional preparation is indicated. 6.2 Excavations Excavation and construction operations may expose the on-site soils to inclement weather conditions. The stability of exposed soils may rapidly deteriorate due to precipitation, or the action of heavy or repeated construction traffic. Accordingly, foundation and pavement area excavations should be adequately protected from the elements, and from the action of repetitive or heavy construction loadings. 6.2.1 Construction Dewatering Water seepage in excavations should be anticipated during the wet season of the year. For most of the excavations for this project, pumping from sumps outside the limits of the excavation should control water seepage and surface water ponding. 6.2.2 Excavations/Slopes Temporary earth slopes may be cut near-vertical to heights of 4 feet. Excavations deeper than 4 feet should be performed in accordance with Department of Labor Occupational Safety and Health Administration (OSHA) guidelines. Job site safety is the responsibility of the project contractor. Saint Anthony's Church &School PSI Report Number 704-25153 October 7, 2002 Page 13 In Federal Register, Volume 54, No. 209 (October 1989), the United States Department of Labor, Occupational Safety and Health Administration (OSHA) amended its "Construction Standards for Excavations, 29 CFR, Part 1926, Subpart P. This document was issued to better insure the safety of personnel entering trenches or excavations. It is mandated by this federal regulation that excavations, whether they be utility trenches, basement excavations, or footing excavations, be constructed in accordance with the new OSHA guidelines. It is our understanding that these regulations are being strictly enforced and, if they are not closely followed, the owner and the contractor could be liable for substantial penalties. The contractor is solely responsible for designing and constructing stable, temporary excavations and should shore, slope, or bench the sides of the excavations as required to maintain stability of both the excavation sides and bottom. The contractor's "responsible person", as defined in 29 CFR Part 1926, should evaluate the soil exposed in the excavations as part of the contractor's safety procedures. In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, state, and federal state regulations. We are providing this information solely as a service to our client. PSI does not assume responsibility for construction site safety or the contractor's or other parties' compliance with local, state, and federal safety or other regulations. 6.3 Foundation Support In order to provide a suitable bearing surface on which to support foundations, it is recommended that footings be supported on the native, firm, undisturbed, silt to sandy silt stratum, or on an engineered structural fill placed on this stratum. For foundation bearing surfaces constructed as recommended above, it is our opinion that the proposed building can be supported on conventional shallow spread footings designed for an allowable soil bearing pressure of 2,500 pounds per square foot (psf) Continuous footings should extend a minimum depth of 12 inches beneath the lowest, adjacent, exterior grade in order to provide frost protection. The allowable soil bearing pressure of 2,500 psf is intended for dead loads and sustained live loads, and can be increased by one-third for the total of all loads, including short-term wind or seismic loads. Allowable lateral frictional resistance between the base of footings and the subgrade can be expressed as the applied vertical load multiplied by a coefficient of friction of 0.35. In addition, lateral loads may be resisted by passive earth pressures based on an equivalent fluid density of 250 pounds per cubic foot (pcf) for footings poured "neat" against in-situ soils, or properly backfilled with structural fill. The recommended equivalent fluid density value includes a factor of safety of approximately 1.5, which is appropriate due to the amount of movement required to develop full passive resistance. Saint Anthony's Church & School PSI Report Number 704-25153 October 7, 2002 Page 14 We estimate that foundations designed and constructed in accordance with the above recommendations will experience total settlements generally less than 1-inch, with differential settlements generally less than 1/2-inch. In addition to the above, dynamic settlements up to 2 inches may occur at the site due to soil liquefaction, please refer to section 5.6 Liquefaction and Lateral Spread Hazards. If footings are constructed during wet weather, it may be necessary to protect the foundation excavation bottoms from disturbance during construction activities. In this regard, we recommend that a 3 to 4-inch thickness of crushed rock be placed at the bottom of the footing excavations immediately after the excavation is completed. If footings are constructed during the drier summer months, this crushed rock layer should not be required. 6.4 Retaining Walls Retaining wall footings should be designed in general accordance with the recommendations contained in Section 6.3 Foundation Support above. Lateral earth pressures on walls which are not restrained at the top may be calculated on the basis of an equivalent fluid pressure of 35 pcf for level backfill, and 60 pcf for steeply sloping backfill with a maximum 2H:1V slope. Lateral earth pressures on walls that are restrained from yielding at the top may be calculated on the basis of an equivalent fluid pressure of 55 pcf for level backfill, and 90 pcf for steeply sloping backfill with a maximum 2H:1V slope. The stated equivalent fluid pressures do not include surcharge loads, such as foundation, vehicle, equipment, etc., adjacent to walls, or hydrostatic pressure buildup. Lateral loads may be resisted by frictional resistance between the base of the retaining wall footing and the subgrade, and can be expressed as the applied vertical load multiplied by a coefficient of friction of 0.35. In addition, lateral loads may be resisted by passive earth pressures based on an equivalent fluid density of 250 pounds per cubic foot (pcf) for footings poured "neat" against in-situ soils, or properly backfilled with structural fill. The recommended equivalent fluid density value includes a factor of safety of approximately 1.5, which is appropriate due to the amount of movement required to develop full passive resistance. All backfill for retaining walls should consist of select granular material, such as 11/2-inch to %- inch-minus, crushed rock, having less than 5 percent material passing the No. 200 sieve. We anticipate that the on-site, native soils will not be suitable for this purpose, and that it will be necessary to import material to the project for structure backfill. On-site soils can be used for the last 18 to 24 inches of backfill, thus acting as a seal to the granular backfill. All backfill behind retaining walls should be moisture conditioned to within ± 2 percent of optimum moisture content, and compacted to a minimum of 90 percent of the material's maximum dry density as determined in accordance with ASTM D 1557 (Modified Proctor). Fill materials should be placed in layers that, when compacted, do not exceed about 6 inches. Care in the placement and compaction of fill behind retaining walls must be taken in order to insure that undue lateral loads are not placed on the walls. Saint Anthony's Church &School PSI Report Number 704-25153 October 7, 2002 Page 15 6.5 Drainage Considerations Surface water should not be allowed to collect in foundation excavations, on floor slab areas, or on prepared subgrades during or after construction. Any areas of the proposed structure, which are to be developed below the exterior site grade, must be provided with a well-designed, drainage system in order to control hydrostatic pressures against walls, seepage of water through walls, etc. Under no circumstances should surface runoff water be led into foundation drains. Foundation drains should be placed at the base of footings in order to prevent surface, and shallow perched water from migrating beneath the footings. 6.6 Floor Slab Support The proposed slab-on-grade may be supported on structural fills placed over the on-site, native soils (silt to silty sand) after the site has been stripped, and the exposed soils have been proofrolled with a fully loaded dump truck in order to confirm their firmness. Areas found to be soft, deflecting/rutting more than 1-inch under the weight of the truck, should be overexcavated and replaced with structural fill. In order to provide uniform subgrade reaction beneath any proposed slab-on-grade, we recommend that floor slabs be underlain by a minimum of 6 inches of base course. Base course material should consist of a well-graded, 1%-inch to 3A-inch-minus, crushed rock having less than 5 percent material passing the No. 200 sieve. Base course material should be moisture conditioned to within ± 2 percent of optimum moisture content, and compacted to a minimum of 95 percent of the material's maximum dry density as determined in accordance with ASTM D 1557 (Modified Proctor). Fill materials should be placed in layers that, when compacted, do not exceed about 8 inches. Base course material should provide a capillary break to limit migration of moisture through the slab. If additional protection against moisture vapor is desired, a vapor retarding membrane may also be incorporated into the design. Factors such as cost, special considerations for construction, and the floor coverings suggest that decisions on the use of vapor retarding membranes be made by the architect and owner. Saint Anthony's Church & School PSI Report Number 704-25153 October 7, 2002 Page 16 6.7 Construction Monitoring It is recommended that PSI be retained to examine and identify soil exposures created during project excavations in order to verify that soil conditions are as anticipated. We further recommend that the structural fills be continuously observed and tested by our representative in order to evaluate the thoroughness and uniformity of their compaction. If possible, samples of fill materials should be submitted to our laboratory for evaluation prior to placement on site. Costs for the recommended observations during construction are beyond the scope of this current consultation. Such future services would be at an additional charge. 7.0 General Our conclusions and recommendations described in this report are subject to the following general conditions: 7.1 Use of Report This report is for the exclusive use of the addressee and their representative to use to design the proposed structure described herein, and prepare construction documents. The data, analyses, and recommendations may not be appropriate for other structures or purposes. We recommend that parties contemplating other structures or purposes contact us. In the absence of our written approval, we make no representation, and assume no responsibility to other parties regarding this report. 7.2 Level of Care The recommendations contained in this report are based on the available subsurface information obtained by PSI, and design details furnished for the proposed project. if there are any revisions to the plans for this project, or if deviations from the subsurface conditions noted in this report are encountered during construction, PSI should be notified immediately to determine if changes in the foundation recommendations are required. If PSI is not retained to perform these functions, PSI will not be responsible for the impact of those conditions on the project. Saint Anthony's Church & School PSI Report Number 704-25153 October 7, 2002 Page 17 Services performed by the geotechnical engineer for this project have been conducted with that level of care and skill ordinarily exercised by members of the profession currently practicing in this area. No warranty, expressed or implied, is made. Sincerely, Professional Service Industries, Inc. K-61 EO 0f£s \,��� �PROFF �o *1 5944 W oa37� '9 a t�aQ ORISON OREGONg4 0 <Y 14 ,90 rr13, t y,Q � • Pt0" (ES R. David P. Holt, P.E. Charles R. Lane, P.E. Project Geotechnical Engineer Senior Geotechnical Engineer dph:dph Attachments: References Site Location Map, Figure 1 Soil Boring Location Diagram, Figure 2 Boring Logs Soil Classification Chart General Notes Seismic Sources, Figure 3 Regional Fault Map Within A 50 KM Radius Of The Site, Figure 3 Liquefy2 Results For M6.5, M7.5, And M8.5 cc: Mr. Rene Gonzales, DPR Construction, 520 S.W. Yamhill Street, Suite 800, Portland, Oregon 97204 Mr. Steve Miller, R.F. Sterns, 1800 Blankenship Road, West Linn, Oregon 97068 Mr. Drew Rocker, Ankrom Moisan Architects, 6720 S.W. Macadam Street, Suite 100, Portland, Oregon 97219 s:\groups\704\projects\2002 projects\25153\saintanthonygeoreport REFERENCES Burns, S.F., 1998, "Geologic and Physiographic Provinces of Oregon" in Burns, S.F., ed., " Environmental, Groundwater and Engineering Applications from Oregon", Star Publishing Company. Burns, S.F., and others, 1997, Map Showing Faults, Bedrock Geology, and Sediment Thickness of the Western Half of the Oregon City 1:100,000 Quadrangle, Washington, Multnomah, Clackamas, and Marion Counties, Oregon, Interpretive Map Series 4, Oregon Department of Geology and Mineral Industries. Geomatrix Consultants, Inc., 1995, Seismic Design Mapping State of Oregon, prepared for Oregon Department of Transportation. Goter, S.K., 1994, Earthquakes in Washington and Oregon, 1872-1993, U.S. Department of the Interior U.S. Geological Survey Open File Report 94-226A. International Conference of Building Officials, 1997, Uniform Building Code, Vol. 2. Madin, I.P., 1990, Earthquake Hazard Geology Maps of the Portland Metropolitan Area, Oregon, Open File Report 0-90-2, Oregon Department of Geology and Mineral Industries. Madin, I.P., 1993, Earthquake Hazards in the Pacific Northwest, EERI Pacific Northwest Regional Seminar on Seismic Engineering Issues, Proceedings. Madin, I.P., and Mabey, M.A., 1995, Relative Earthquake Hazard Map of the Beaverton Quadrangle, Washington County, Oregon, Geological Map Series 90, Oregon Department of Geology and Mineral Industries. Madin, I.P., and Scofield, D.H., 1994, Earthquake Database for Oregon, 1833-1993, Open File Report 0-94-04, Oregon Department of Geology and Mineral Industries. Oregon Building Codes Division, 2001, State of Oregon Structural Specialty Code, Vol. 2. Seed and others, 1983, Evaluation of Liquefaction Potential Using Field Performance Data, Journal of the Geotechnical Engineering Division, American Society of Civil Engineers, Vol. 109, No. 3. Tokimatsu, K. and Yoshimi, Y., 1984, Criteria of Soil Liquefaction with SPT and Fines Content, Proceedings, Eighth World Conference on Earthquake Engineering, San Francisco, Vol. III, Pp. 255-262. REFERENCES CONTINUED Tokimatsu, Kohiji, and Seed, 1987, Evaluation of Settlement of Sands due to Earthquake Shaking, Journal of Geotechnical Engineering Division, American Society of Civil Engineers, Vol. 113, No. 8, Pp. 861-878. Walker, G.W. and MacLeod, N.S., 1991, Geologic Map of Oregon, U.S. Department of the Interior U.S. Geological Survey. Yeats, R.S., Graven, E.P., Werner, K.S., Goldfinger, C., and Popowski, T.A., 1996, "Tectonics of the Willamette Valley, Oregon" in Assessing Earthquake Hazards and Reducing Risk in the Pacific Northwest, U.S. Geologic Survey Professional Paper 1560 Zoback, M.L. and Zoback, M.D., 1989. Tectonic Stress Field of the Continental United States - in Pakiser, L.C. and Mooney, W.D., Geophysical Framework of the Continental United States, Geological Society of America Memoir 172 "...1 A.............)c, TO \ 0 W ' 54.1 \slW: 'VE- •N TUALATIN 1 1:12 c• .•..'",. • I\ 0 si 0 ■• 4. 4, .-4- ev- sw ssTH SW 87 H Li ---1 5 J : • ) ••54°%a F.-: ....cci-..... co;7.1 o 0",•,,:, \ 0 1 \ '•—? *..--,c..1 v•i'. :—cd c4 H/99 MS et• H.ILII 6 SW 90TH i.0 , '0 • co—salau.ul S 91ST e- ,-,0 -;. if) 14 CS 1 , i OD 7 V ,. 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'C. „Ife ---v1..q-Ns. , -4,, . ,..,.. -....., , '',3- '4006 „....- „•;?. 0. r REGISTERED N • ,,,„,/ I pRorEssioNAL , / 5 •..,,4- ' '•••■iegfir - wsgxmf., ,, LAND SURVEYOR 4• - 111 1 ...,1•• ooa NCO' • '-.4 • '.Z..:"R;awIT",.7 . 03 coRsTauc WO • a. -1/4-...........,_.s.', I .- .4.= •.t,... . 7 i 1 , 'ft. , ;‘•• - ' -'-'-'-... - ----...- - -c A \->.., ; •1 . owo. 1 EuLT 23. 11196 .:•• .1'.. 't __. _,.. r . i • LOG OF TEST BORING NO. B-1 CLIENT: Saint Anthony's Church&School DATE OF EXPLORATION: 09/24/2002 PROJECT: New Gymnasium&Future Improvements EQUIPMENT: 3.25"I.D.Hollow Stem Auger LOCATION: 9905 S.W.Mckenzie Street LOGGED BY: David Holt PSI PROJECT NUMBER: 704-25153 BORING LOCATION: See Figure 2 SURF.ELEV.: 173.5 L. W a0 trim 5i=-: : " W y � > x a. SOIL DESCRIPTION U Q t-. w ¢ 3 U z Cl) rA REMARKS e FILL-Silt Trace Gravel,brown,moist,firm,top 6 44 FILL SPT inches rooted • 12 1/2/5 1 4+. SILT-Dark Brown,moist,firm ML SPT 23 2/5/3 2 Turns gray brown,trace sand - 5 SPT 25 1/2/3 3 SPT Turns stiff,increasing sand content 4 31 3/4/6 - 10 SPT Changes to sandy silt,turns firm 5 2/3/3 Wet at 11 feet below ground surface SILTY SAND-Brown,wet,medium dense SM - 15 SPT 2/4/7 6 Boring terminated at 16.5 feet below ground e surface. Ground water was encountered at 11 feet below ground surface on 9/24/02. o Hole backfilled with granular bentonite&cuttings e on 9/24/02. a , R 0 O Stratification lines/depths shown are approximate. a-20- Actual soil transitions/conditions encountered during construction may vary slightly from those O described above. a N g f a , J m II 6032 North Cutter Circle, Suite 480 ,ow,/ Portland,Oregon 97217-0126 t+a ■ (800)783-6985 LOG OF TEST BORING NO. B-2 CLIENT: Saint Anthony's Church&School DATE OF EXPLORATION: 09/23/2002 PROJECT: New Gymnasium&Future Improvements EQUIPMENT: 3.25"I.D.Hollow Stem Auger LOCATION: 9905 S.W. Mckenzie Street LOGGED BY: David Holt PSI PROJECT NUMBER: 704-25153 BORING LOCATION: See Figure 2 SURF.ELEV.: 167.0 SOIL DESCRIPTION vUi F a 3 cil 6 z F REMARKS w ¢ > �v Oz ? o o0. oa. o Q CA 20 zm a CV FILL-Silt,brown,dry,stiff,top 6 inches rooted ;:::$ FILL SPT ...�.� 8 2/5/7 ••• SANDY SILT-Gray Brown,moist,stiff , SPT 20 4/6/5 2 5 SPT 29 3/5/5 3 SILTY SAND-Gray Brown,very moist,very loose SM SPT 4 34 2/2/2 Q 10 Wet at 9.5 feet below ground surface �::.-:': SPT 5 • 1/2/2 •: -15 Turns gray,medium dense SPT 6 3/5/6 Boring terminated at 16.5 feet below ground surface. Ground water was encountered at 9.5 feet below ° ground surface on 9/23/02. o Hole backfilled with granular bentonite&cuttings on 9/23/02. cc 0 u Stratification lines/depths shown are approximate. a-20- Actual soil transitions/conditions encountered during construction may vary slightly from those Q. 0_ described above. N O O 0 g f d I � I m, i i 6032 North Cutter Circle,Suite 480 fqA■ Portland,Oregon 97217-0126 iQPt (800)783-6985 LOG OF TEST BORING NO. B-3 CLIENT: Saint Anthony's Church&School DATE OF EXPLORATION: 09/24/2002 PROJECT: New Gymnasium&Future Improvements EQUIPMENT: 3.25"I.D.Hollow Stem Auger LOCATION: 9905 S.W.Mckenzie Street LOGGED BY: David Holt PSI PROJECT NUMBER: 704-25153 BORING LOCATION: See Figure 2 SURF.ELEV.: 169.5 � ` i- H I� �, F- u. J O V1 �"" pa W cn l SOIL DESCRIPTION m cn3. �u . 3 U z ¢ o REMARKS Q aU � U za',"4 p' 0. e FILL-Silt Trace Sand,gray brown,dry,firm,top 6 .:*::. FILL SPT inches rooted .;.;.; 2/2/3 i •::.:: SILT TRACE SAND-Gray Brown,moist,firm ML SPT 24 2/2/3 2 - 5 SPT 2/3/4 3 SPT Changes to sandy silt 4 29 2/2/2 10 SILTY SAND-Gray Brown,wet,very loose SPT SM V 31 2/1/1 5 P-200=33 percent -15 SPT Turns loose 6 1/2/4 Boring terminated at 16.5 feet below ground Z' surface. Ground water was encountered at 10 feet below ground surface on 9/24/02. 8 Hole backfilled with granular bentonite&cuttings a on 9/24/02. cc 0 -I Stratification lines/depths shown are approximate. a-20- Actual soil transitions/conditions encountered during construction may vary slightly from those o described above. 2 - N H O O r 0 J r a m 6032 North Cutter Circle,Suite 480 riam, Portland,Oregon 97217-0126 MQp. (800)783-6985 LOG OF TEST BORING NO. B-4 CLIENT: Saint Anthony's Church&School DATE OF EXPLORATION: 09/24/2002 PROJECT: New Gymnasium&Future Improvements EQUIPMENT: 3.25"I.D.Hollow Stem Auger LOCATION: 9905 S.W.Mckenzie Street LOGGED BY: David Holt PSI PROJECT NUMBER: 704-25153 BORING LOCATION: See Figure 2 SURF.ELEV.: 172.0 ri p ui. H E—� F > E- SOIL DESCRIPTION via ,, H > 3 (. 2 ¢ c it REMARKS w v) �U O Z p a s a C] U •SPT FILL-Silt,brown,dry,stiff,top 6 inches rooted ::::$ FILL 1 ''i 4/8/9 i:: :.�.:. SANDY SILT-Brown,slightly moist,stiff ML SPT 5/7/7 2 - 5 SPT SILTY SAND-Gray Brown,moist,loose SM 23 2/4/5 3 P-200=38 percent SPT 3/3/3 4 Q Wet at 9 feet below ground surface - 10 SPT Turns very loose •' 34 2/1/3 5 P-200-46 percent 15 SPT Turns loose 6 2/2/4 Boring terminated at 16.5 feet below ground Q surface. Ground water was encountered at 9 feet below ground surface on 9/24/02. o Hole backfilled with granular bentonite&cuttings 0 on 9/24/02. cr 0 Stratification lines/depths shown are approximate. -20- Actual soil transitions/conditions encountered during construction may vary slightly from those D. 0 described above. m v - o r a m, 6032 North Cutter Circle,Suite 480 Nsoth Portland,Oregon 97217-0126 t+QP■ (800)783-6985 LOG OF TEST BORING NO. B-5 CLIENT: Saint Anthony's Church&School DATE OF EXPLORATION: 09/24/2002 PROJECT: New Gymnasium&Future Improvements EQUIPMENT: 3.25"I.D.Hollow Stem Auger LOCATION: 9905 S.W.Mckenzie Street LOGGED BY: David Holt PSI PROJECT NUMBER: 704-25153 BORING LOCATION: See Figure 2 SURF.ELEV.: 175.5 w Cl, p vi v) H � �` rFC > i SOIL DESCRIPTION °a •cl¢ Cl) ¢ 3 Li z Cl) � REMARKS a� Q > Vii; oz > o o � o¢.. a W C � o z -� °� oN (� U m \ x FILL-Silt Trace Gravel,brown,dry,stiff,top 6 44�: FILL SPT inches rooted :4+ 3/4/4 1 •❖. iiiIii SANDY SILT-Gray Brown,slightly moist,stiff III,, SPT 19 5/6/6 2 - 5 Turns moist SPT 25 4/5/7 3 SPT 28 4/4/6 4 SILTY SAND-Gray Brown,moist,loose SM - 10 SPT 4/5/4 5 • Si Wet at 12 feet below ground surface 15 SPT Turns medium dense 6 3/5/6 Boring terminated at 16.5 feet below ground surface. Ground water was encountered at 12 feet below ground surface on 9/24/02. 0 Hole backfilled with granular bentonite&cuttings 0 on 9/24/02. a. cc 0 u Stratification lines/depths shown are approximate. a-20- Actual soil transitions/conditions encountered ET. during construction may vary slightly from those O described above. M N SN - O 1- a J m 603Prt2 N C , 480 pa am oland orth,Oregon utter 97217-0Circle6 Suite 12 egg,/ (800)783-6985 F LOG OF TEST BORING NO. B-6 CLIENT: Saint Anthony's Church&School DATE OF EXPLORATION: 09/24/2002 PROJECT: New Gymnasium&Future Improvements EQUIPMENT: 3.25"I.D.Hollow Stem Auger LOCATION: 9905 S.W. Mckenzie Street LOGGED BY: David Holt PSI PROJECT NUMBER: 704-25153 BORING LOCATION: See Figure 2 SURF.ELEV.: 171.0 cxlo wF: C7w p "'uv�i tai - D �` w C �? F SOIL DESCRIPTION 3 U Q c REMARKS a. Q >" MV oz O) a°„ a, ao 0 O z m e FILL-Silt Trace Gravel,brown,dry to slightly ;:;:;: FILL SPT moist,stiff,top 6 inches consist of wood chips •.V 5/7/6 1 AV .❖00• .k - SANDY SILT-Gray Brown,moist,stiff ML SPT 15 7/12/12 2 - 5 SPT 17 5/7/8 3 SILTY SAND-Gray Brown,moist,loose SM SPT 4 26 5/4/4 - 10 SPT Turns gray 5 3/3/3 Wet at 12 feet below ground surface - 15 SPT 6 2/3/5 Boring terminated at 16.5 feet below ground surface. Ground water was encountered at 12 feet below ground surface on 9/24/02. 1- Hole backfilled with granular bentonite&cuttings 0 on 9/24/02. a x 0 _1 Stratification lines/depths shown are approximate. ii-20- Actual soil transitions/conditions encountered during construction may vary slightly from those 0. LI described above. ry a r 0. m - , rain);■ Po6032 rtlandNorth,Oregon Cutter 9Circle7217-0126 Suite 480 po�1 (800)783-6985 LOG OF TEST BORING NO. B-7 CLIENT: Saint Anthony's Church&School DATE OF EXPLORATION: 09/23/2002 PROJECT: New Gymnasium&Future Improvements EQUIPMENT: 3.25"I.D.Hollow Stem Auger LOCATION: 9905 S.W. Mckenzie Street LOGGED BY: David Holt PSI PROJECT NUMBER: 704-25153 BORING LOCATION: See Figure 2 SURF.ELEV.: 173.0 c7w w m 0 vi v) F= LOG OF TEST BORING NO. B-7 CLIENT: Saint Anthony's Church&School DATE OF EXPLORATION: 09/23/2002 PROJECT: New Gymnasium&Future Improvements EQUIPMENT: 3.25"I.D.Hollow Stem Auger LOCATION: 9905 S.W.Mckenzie Street LOGGED BY: David Holt PSI PROJECT NUMBER: 704-25153 BORING LOCATION: See Figure 2 � a E- �U. w ' iH w E' c > vn °• SOIL DESCRIPTION 1=13 vU Q esF- Q 3 U Z d o REMARKS aV< `A V � ' SPT SILTY SAND-Gray,wet,medium dense - SM 2/7/8 9 _ _ 35 SPT 29 2/8/6 10 . .. P-200=43 percent -40 SPT 11 4/7/8 if 45 SPT 2/4/8 12 -50 SPT 4/8/14 13 Boring terminated at 51.5 feet below ground surface. Ground water was encountered at 12 feet below e ground surface on 9/23/02. a Hole baclslled with granular bentonite&cuttings on 9/23/02. Q-557 a Stratification lines/depths shown are approximate. oActual soil transitions/conditions encountered during construction may vary slightly from those a descnbed above. a a 2 n r , n a —60- a is a t 6032 North Cutter Circle,Suite 480 pro: Portland,Oregon 97217-0126(800)783-6985 SOIL CLASSIFICATION CHART NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS MAJOR DIVISIONS SYMBOLS TYPICAL GRAPH I LETTER DESCRIPTIONS S •�� CLEAN •� WELL-GRADED GRAVELS,GRAVEL- GRAVEL GRAVELS •I I GW S N SMIXTURES,LITTLE OR NO AND GRAVELLY tt ,� Oo,a' POORLY-GRADED GRAVELS, SOILS (LITTLE OR NO FINES) o D�o GP GRAVEL-SAND MIXTURES,LITTLE .0 a°Q OR NO FINES COARSE ..el J° GRAINED GRAVELS WITH ; °1 SILTY GRAVELS,GRAVEL-SAND- SOILS MORE THAN 50% FINES o • CI GM SILT MIXTURES OF COARSE •O if 0 • FRACTION ? ' i • , RETAINED ON NO. ��r�9; 0 4 SIEVE (APPRECIABLE � % CLAYEY GRAVELS,GRAVEL-SAND- AMOUNT OF FINES) � �••• GC CLAY MIXTURES CLEAN SANDS ':j SW SANDS,�LITTLE OR NO FINES R GRAVELLY MORE THAN 50% SAND :i OF MATERIAL IS AND _ LARGER THAN SANDY NO.200 SIEVE SOILS POORLY-GRADED SANDS, SIZE (LITTLE OR NO FINES) -: SP GRAVELLY SAND, LITTLE OR NO FINES SANDS WITH SILTY SANDS, SAND-SILT MORE THAN 50% FINES SM MIXTURES OF COARSE • FRACTION PASSING ON NO. / 4 SIEVE (APPRECIABLE r CLAYEY SANDS,SAND-CLAY AMOUNT OF FINES) SC MIXTURES INORGANIC SILTS AND VERY FINE ML SANDS,ROCK FLOUR,SILTY OR CLAYEY FINE SANDS OR CLAYEY I SILTS WITH SLIGHT PLASTICITY SILTS INORGANIC CLAYS OF LOW TO AND FINE LIQUID LIMIT 'r// MEDIUM PLASTICITY,GRAVELLY LESS THAN 50 �V CL CLAYS, SANDY CLAYS,SILTY GRAINED CLAYS CLAYS, LEAN CLAYS / SOILS _ _ 3 OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MORE THAN 50% INORGANIC SILTS,MICACEOUS OR OF MATERIAL IS 1 MH DIATOMACEOUS FINE SAND OR SMALLER THAN SILTY SOILS NO.200 SIEVE SIZE SILTS LIQUID LIMIT INORGANIC CLAYS OF HIGH AND CLAYS GREATER THAN 50 C H PLASTICITY "�`~ � OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY.ORGANIC SILTS ww✓.rvw� . LL PEAT.HUMUS. SWAMP SOILS WITH HIGHLY ORGANIC SOILS PT HIGH ORGANIC CONTENTS ithiMi Professional Service Industries GENERAL NOTES SAMPLE IDENTIFICATION The Unified Soil Classificaton System is used to identify the soil unless otherwise noted. SOIL PROPERTY SYMBOLS N: Standard "N" penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2 inch O.D. split-spoon. Cu: Unconfined compressive strength, TSF. Op: Penetrometer value, unconfined compressive strength, TSF. Mc: Water content, %. LL: Liquid limit, %. PI: Plasticity index, %. 5d: Natural dry density, PCF. 1• Apparent groundwater level at time noted after completion of boring. DRILLING AND SAMPLING SYMBOLS SS: Split-Spoon - 1 3/8" I.D., 2" O.D., except where noted. ST: Shelby Tube - 3"O.D., except where noted. AU: Auger Sample. DB: Diamond Bit. C8: Carbide Bit. WS: Washed Sample. RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION TERM (NON-COHESIVE SOILS) STANDARD PENETRATION RESISTANCE Very Loose 0-4 Loose 4-10 Medium 10-30 Dense Very Dense 50 Ovver er 50 TERM (COHESIVE SOILS) Ou -(TSF) Very Soft 0 - 0.25 Soft 0.25 -0.50 Firm (Medium) 0.50- 1.00 Stiff 1.00- 2.00 Very Stiff 2.00-4.00 Hard 4.00+ PARTICLE SIZE Boulders 8 in.+ Coarse Sand 5mm-0.6mm Silt 0.074mm-0.005mm Cobbles 8 in.-3 in. Medium Sand 0.6mm-0.2mm Clay -0.005mm Gravel 3 in.-5mm Fine Sand 0.2mm-0.074mm PSI 0-100-9 (2) Coastline Coastal Range I Cascades 7 i I I T r I 121.5 124.0 123.5 1210 I 122.5 122 0 121.5 LONGITUDE I DISTANCE IN KM, Crustal faults 10. 30. 50. 70. 90. 110. 130. 150. I 70. 190. 210. 230 250. 270 290. + cmo to T „ f. I: : ..2 ' . 0 0 a c . :..•• • 0 0� 30. o `� '"•4' +.� oGD North America Plate E I Crustal interface ate seismicity - Jae'7 e _ 70. 90. eatrthquakes Inraslab I e R4ce A�te - 90. 110. i 110. 130. 130. I 150 150. I I t r 124.9 124.0 123.5 123.0 122.5 122.0 121.5 LONGITUDE REFERENCE: FROM FIGURE 2-2 (GEOMATRI.X, :995) vE s, r 7J._KCES PROPOSED N E it uYY:N 1J:,.TV '& E:..'., .E DRAWN BY: D.P.H. JOB NUMBER: 704-25153 ff� _�.i�_t�n'+ _"_._EN_ DATE: 10/04/2002 TZU SA:N-' `� '__v\1 'S RCI : S:-.77-'33' DRAWING NO: 1 OF 1 '' FIGURE NO: 3 9:3C5 S. „. VCKEN7_E STREET SCALE: N.T.S. ^+ten -r n^ nn .° {• ., o vet••• O ..• •• (----t . ' . ... ..'•__•7•:" •'' -o k •a.# .° '102• o ASTORIA opO ev°, re,C 8 �• t °BRIDGE• • o ot� jj�!C^• 1 • dj• l °e •' •°tAarts.. ..RS• ° r - MT. ADAM`. ' ASTORIA •..--- •o• •. ° �.o:b •° 0 .. 30 ,� :. • • lI L _4 T °S • la -- , •4• e °�• .40 �+ bC0L L - °.• . o . , � ° .°• \ ^ - di,. - • \\ ..\:: a - . - F NEHALEM BAY I • z,•• � , I ° • MBARIDGM • `\ w • oTILBAM00K {$ - d 1°1• �5 t o. . T 2,3 if _1 '\• • 12 • POI SITE ,>\-'• a H000.•�8I 24 ° 1 N\ o 1 1• 30. ° ° 40 �•• w • 1 O " 27 .\ o 0 d \ 0 I b • / R R •oo , .1 • c°• ate• \\� t o •� J.0 SILETZ ALE 32 . { ' t BAY P 0 L h � - ° `-i '� � i 11 ti 4 I 3 �YAoUINA BAY BMOC ° s\._ O `/ \_ _ ,,{y� f ..WPO.- OR ALLIS / . BANY 0 MT. --JEEFFERTTSON J YAOUINA BA CoR AL JS-LEBANON BR. L I •V V , \ 44 d1 .1• COL . - 35 ` ' • ° }1 L. ALSEA ° �, BAY ° • E : - T 6�_�_ \1>> ° ) NORTH SISTER t WILLAMETTE R. OXING MIDDLE SISTER • REFERENCE: NORTH AMERICAN PLATE CRUSTAL SEISMICITY Sc QUATERNARY FAULTS :N OREGON (GEOIIATRIXX, 1995)7 :\Vt --31--"--;?, Di�" .E s _7",..-7,..-R7 DRAWN BY: B.P.H. � ' �J J-i �= . ` _ 1 _. 1_ & J0B \L\BER: 704 — 25153 DATE: 10/04/2002 ___P O ; _^N7c= DRAWING \O: 1 OF 1 v -�. � C-_--I-SRC:: �-•-nom- FIGURE NO' 4 J_�_\.', _:\^__.;\ _ 'S .�._ iC. SCHOOL SCALE: N.T.S. 9C;35 s. ':. `. ...:_,\z__i � _ ._;'A YJ. DIRE :3\ Saint Anthon'y M6.5 ***************************** * * * L I Q U E F Y 2 * * * Version 1.50 * * ***************************** EMPIRICAL PREDICTION OF EARTHQUAKE-INDUCED LIQUEFACTION POTENTIAL JOB NUMBER: 70425153 DATE: 10-07-2002 JOB NAME: Saint Anthonys SOIL-PROFILE NAME: L65anthony.LDW BORING GROUNDWATER DEPTH: 10.00 ft CALCULATION GROUNDWATER DEPTH: 10.00 ft DESIGN EARTHQUAKE MAGNITUDE: 6.50 Mw SITE PEAK GROUND ACCELERATION: 0.290 g BOREHOLE DIAMETER CORRECTION FACTOR: 1.05 SAMPLER SIZE CORRECTION FACTOR: 1.00 N60 HAMMER CORRECTION FACTOR: 1.50 MAGNITUDE SCALING FACTOR METHOD: Idriss (1997, in press) Magnitude Scaling Factor: 1. 442 rd-CORRECTION METHOD: NCEER (1997) FIELD SPT N-VALUES ARE CORRECTED FOR THE LENGTH OF THE DRIVE RODS. Rod Stick-Up Above Ground: 3.0 ft CN NORMALIZATION FACTOR: 1.044 tsf MINIMUM CN VALUE: 0. 6 NCEER [1997] Method LIQUEFACTION ANALYSIS SUMMARY PAGE 1 Page 1 File Name: L65anthony.OUT CALC. I TOTALI EFF. ! FIELD I FC I I CORR. ILIQUE. I IINDUC. ILIQUE. SOIL! DEPTHISTRESSISTRESSI N ' DELTA' C I (N1) 60IRESISTI r ISTRESSISAFETY NO. (ft) I (tsf) I (tsf) 1 (B/ft) IN1 601 N I (B/ft) I RATIO) d I RATIOIFACTOR ----+ + + + + + + + + + + 1 0.25 0.013 0.013 7 * * * * * ** 1 0.75 0.039 0.039 7 * * * * * ** 1 1.25 0.066 0.066 7 * * * * * ** 1 1.75 0.092 0.092 7 - * * * * * ** 2 2.25 0. 118 0. 118 17 * * * * * ** 2 2.75 0. 144 0. 144 17 - * * * * * ** 2 3.25 0. 171 0. 171 17 - * * * * * ** 2 3.75 0. 197 0.197 17 - * * * * * ** 3 4.25 0.223 0.223 26 - * * * * * ** 3 4.75 0.249 0.249 26 - * * * * * ** 3 5.25 0.276 0.276 26 * * * * * ** 3 5.75 0.302 0.302 26 - * * * * * ** 3 6.25 0.328 0.328 26 - * * * * * ** 4 6.75 0.354 0.354 16 - * * * * * ** 4 7.25 0. 381 0.381 16 - * * * * * ** 4 7.75 0.407 0. 407 16 - * * * * * ** 4 8.25 0.433 0.433 16 - * * * * * ** 4 8.75 0.459 0.459 16 - * * * * * ** 4 9.25 0.486 0.486 16 - * * * * * ** 4 9.75 0.512 0.512 16 - * * * * * ** 5 10.25 0. 539 0.531 4 4 . 91 1.365 11.8 0. 128 0.976 0. 187 0. 99 5 10.75 0.566 0.543 4 4 . 91 1.365 11.8 0. 128 0. 975 0. 192 0.97 5 11.25 0.594 0.555 4 4 . 91 1.365 11.8 0. 128 0. 974 0.196 0. 94 5 11.75 0. 621 0.567 4 4 . 91 1.365 11.8 0. 128 0. 973 0.201 0.92 5 12.25 0. 649 0.579 4 4 . 91 1.365 11.8 0. 128 0.971 0.205 0.90 5 12.75 0. 676 0.590 4 4 . 91 1.365 11.8 0. 128 0.970 0.209 0.88 5 13.25 0 .704 0. 602 4 4 . 91 1.365 11. 8 0. 128 0. 969 0 .213 0.87 5 13.75 0. 731 0. 614 4 4 . 91 1.365 11.8 0. 128 0. 968 0.217 0.85 5 14 .25 0.759 0.626 4 4 . 91 1.365 11. 8 0. 128 0. 967 0.221 0.84 5 14.75 0.786 0.638 4 4 . 91 1.365 11. 8 0. 128 0. 966 0.224 0.83 _a, 15.25 0.814 0. 650 7 7.37 1.239 19.5 0.212 0.964 0.228 1.34 6 15.75 0. 841 0. 662 7 7 .37 1.239 19. 5 0.212 0. 963 0.231 1.33 6 16.25 0. 869 0.674 7 7.37 1.239 19. 5 0.212 0. 962 0.234 1.31 6 16.75 0.896 0. 686 7 7. 37 1.239 19. 5 0 .212 0. 961 0.237 1.29 6 17.25 0. 924 0. 698 7 7.37 1.239 19.5 0.212 0. 960 0.249 1.2UU. 6 17.75 0. 951 0.709 7 7 . 37 1.239 19.5 0.212 0. 959 0.242 1.26 6 18.25 0. 979 0.721 7 7.37 1.239 19.5 0.212 0.957 0.245 1.25 6 18.75 1.006 0.733 7 7 .37 1.239 19.5 0.212 0. 956 0.247 1.24 6 19.25 1.034 0.745 7 7 .37 1.239 19.5 0.212 0. 955 0.250 1.22 ...5. 19.75 1 .061 0.757 7 7 .37 1.239 19. 5 0.212 0.954 0.252 1.21 7 20.25 1.089 0.769 18 11.05 1. 143 41. 8 Infin 0. 953 0.254 NonLiq 7 20. 75 1. 116 0.781 18 11. 05 1. 143 41. 8 Infin 0. 952 0.256 NonLiq 7 21.25 1. 144 0. 793 18 11.05 1. 143 41. 8 Infin 0. 950 0.258 NonLiq NCEER [1997] Method LIQUEFACTION ANALYSIS SUMMARY PAGE 2 Page 2 Saint Anthon'y M6.5 File Name: L65anthony.OUT I CALC. I TOTAL' EFF. ' FIELD I FC I I CORR. ILIQUE. I IINDUC. ILIQUE. SOIL DEPTHISTRESSISTRESSI N IDELTAI C I (N1) 601RESISTI r ISTRESSISAFETY NO. (ft) I (tsf) I (tsf) I (B/ft) IN1_601 N I (B/ft) I RATIO' d 1 RATIOIFACTOR 7 21.75 1.171 0.805 18 11.05 1. 143 41.8 Infin 0. 949 0.260 NonLiq 7 22.25 1. 199 0.817 18 11 .05 1. 143 41. 8 Infin 0. 948 0.262 NonLiq 7 22.75 1 .226 0.828 18 11.05 1.143 41.8 Infin 0. 947 0.264 NonLiq 8 23.25 1 .254 0.841 12 8.91 1.062 28. 9 0.381 0. 946 0.266 2.07 8 23.75 1.283 0. 854 12 8.91 1.062 28. 9 0.381 0. 945 0.267 2.05 8 24 .25 1.312 0. 867 12 8. 91 1.062 28 . 9 0.381 0. 943 0.269 2.04 8 24 .75 1.341 0. 880 12 8. 91 1.062 28. 9 0.381 0. 942 0.270 2.03 8 25.25 1.369 0.894 12 8 . 91 1.062 28. 9 0.381 0. 941 0.272 2.02 8 25.75 1 .398 0. 907 12 8 . 91 1.062 28. 9 0.381 0. 940 0.273 2. 01 8 26.25 1. 427 0. 920 12 8. 91 1.062 28. 9 0.381 0. 939 0.274 2.00 8 26.75 1.456 0.933 12 8 .91 1.062 28. 9 0.381 0. 938 0.276 1. 99 8 27.25 1.484 0.946 12 8.91 1.062 28. 9 0.381 0.936 0.277 1. 98 8 27 .75 1.513 0. 959 12 8.91 1.062 28. 9 0.381 0. 935 0.278 1. 98 8 28.25 1.542 0. 972 12 8.91 1.062 28. 9 0.381 0. 934 0.279 1. 97 8 28 .75 1.571 0. 986 12 8 . 91 1.062 28 . 9 0.381 0. 933 0.280 1. 96 8 29.25 1 . 599 0 . 999 12 8.91 1.062 28. 9 0.381 0. 932 0.281 1. 95 8 29.75 1. 628 1.012 12 8. 91 1.062 28. 9 0.381 0. 931 0.282 1.95 9 30.25 1. 657 1.025 14 9.05 0.937 29.7 0.429 0. 928 0 .283 2.19 9 30.75 1. 686 1.038 14 9.05 0.937 29.7 0.429 0. 924 0.283 2.19 9 31.25 1.714 1.051 14 9.05 0.937 29.7 0.429 0. 920 0.283 2. 19 9 31.75 1.743 1. 065 14 9.05 0. 937 29.7 0.429 0. 916 0.283 2. 19 9 32.25 1.772 1.078 14 9.05 0. 937 29.7 0.429 0. 912 0.283 2. 19 9 32.75 1.801 1. 091 14 9.05 0.937 29.7 0.429 0. 907 0.282 2. 19 9 33.25 1 . 829 1. 104 14 9.05 0.937 29.7 0.429 0. 903 0.282 2.19 9 33.75 1. 858 1. 117 14 9.05 0. 937 29.7 0.429 0. 899 0.282 2. 19 9 34 .25 1.887 1. 130 14 9.05 0. 937 29.7 0.429 0.895 0.282 2.20 9 34 .75 1 . 916 1. 143 14 9.05 0. 937 29.7 0.429 0.891 0 .281 2.20 9 35.25 1. 944 1. 157 14 9.05 0.937 29.7 0.429 0. 887 0 .281 2.20 9 35.75 1. 973 1. 170 14 9.05 0. 937 29.7 0.429 0.883 0.281 2.20 9 36.25 2 .002 1. 183 14 9.05 0.937 29.7 0.429 0. 879 0.280 2.21 9 36.75 2.031 1. 196 14 9.05 0. 937 29.7 0.429 0.875 0.280 2.21 9 37.25 2 . 059 1.209 14 9.05 0. 937 29.7 0.429 0. 871 0.280 2.21 9 37 .75 2 . 088 1.222 14 9.05 0. 937 29.7 0.429 0.867 0 .279 2.22 9 38.25 2. 117 1.235 14 9.05 0. 937 29.7 0.429 0. 863 0.279 2 .22 9 38.75 2. 146 1.249 14 9.05 0.937 29.7 0.429 0. 859 0.278 2.22 9 39.25 2. 174 1.262 14 9.05 0. 937 29.7 0.429 0.855 0.278 2.23 9 39.75 2 .203 1. 275 14 9.05 0. 937 29.7 0.429 0.851 0.277 2.23 9 40.25 2.232 1.288 14 9. 05 0. 937 29.7 0.429 0.846 0. 276 2.24 9 40.75 2.261 1. 301 14 9.05 0. 937 29.7 0.429 0.842 0.276 2.24 9 41.25 2.289 1.314 14 9. 05 0. 937 29.7 0.429 0.838 0. 275 2.25 9 41.75 2 . 318 1.328 14 9.05 0. 937 29.7 0.429 0.834 0.275 2.25 9 42.25 2 . 347 1. 341 14 9.05 0.937 29.7 0.429 0.830 0.274 2.26 9 42.75 2 . 376 1.354 14 9.05 0.937 29.7 0.429 0.826 0.273 2.26 9 43.25 2.404 1.367 14 9.05 0. 937 29.7 0.429 0.822 0.273 2. 27 NCEER [1997] Method LIQUEFACTION ANALYSIS SUMMARY PAGE 3 Page 3 Saint Anthon'y M6.5 File Name: L65anthony.OUT I CALC. I TOTAL' EFF. ' FIELD I FC I I CORR. ILIQUE. I IINDUC. ILIQUE. SOIL DEPTHISTRESSISTRESSI N 'DELTA' C I (N1) 60IRESISTI r ISTRESSISAFETY NO. I (ft) I (tsf) (tsf) I (B/ft) IN1_601 N I (B/ft) I RATIO' d I RATIOIFACTOR ----+ + + + + + + + + + + 9 43.75 2.433 1. 380 14 9.05 0. 937 29.7 0.429 0.818 0.272 2.28 9 44.25 2.462 1.393 14 9.05 0. 937 29.7 0. 429 0.814 0.271 2.28 9 44 .75 2.491 1. 406 14 9.05 0. 937 29.7 0. 429 0.810 0.270 2.29 9 45.25 2.519 1. 420 14 9.05 0. 937 29.7 0.429 0.806 0.270 2.29 9 45.75 2.548 1.433 14 9.05 0. 937 29.7 0.429 0.802 0.269 2.30 9 46.25 2.577 1.446 14 9.05 0. 937 29.7 0. 429 0.798 0.268 2.31 10 46.75 2.606 1.459 22 10.52 0.812 38.7 Infin 0.794 0.267 NonLiq 10 47.25 2. 634 1.472 22 10.52 0.812 38.7 Infin 0.789 0.266 NonLiq 10 47.75 2. 663 1.485 22 10.52 0.812 38.7 Infin 0.785 0.265 NonLiq 10 48.25 2.692 1.498 22 10.52 0.812 38.7 Infin 0.781 0.265 NonLiq 10 48.75 2.721 1.512 22 10.52 0.812 38.7 Infin 0.777 0.264 NonLiq 10 49.25 2.749 1.525 22 10.52 0.812 38.7 Infin 0.773 0.263 NonLiq 10 49.75 2.778 1.538 22 10.52 0.812 38.7 Infin 0. 769 0.262 NonLiq 10 50.25 2.807 1.551 22 10.52 0.812 38.7 Infin 0. 765 0.261 NonLiq 10 50.75 2.836 1.564 22 10.52 0.812 38.7 Infin 0.761 0.260 NonLiq 10 51.25 2. 864 1.577 22 10.52 0.812 38.7 Infin 0.757 0.259 NonLiq Page 4 (N1 )6Ocs Saint Anthony M6.5 0 5 •` -10 -15 �- -20 -25 v �/ - • a) _ 0 -30 1 -35 • -40 -45 -54 hi _ � i � i I 0 10 20 30 40 50 60 70 N160 (bpf) Factor of Safety Saint Anthony M6.5 0 -5 -10 -_ 1 r -15 -20 -25 _ s _30 -_ -35 -40 -45 0.0 0.5 1 .0 1 . 5 2.0 F.S. ESTIMATED DYNAMIC SETTLEMENT Earthquake Scenario: M6.5, 0.27 g Groundwater© 10 feet Saint Anthony's Estimation based on Tokimatsu and Seed (1987) Layer H (in.) N N160 rd Induced Stress Ratio Delta H (%) Delta H (in.) 1 24 Non-liquefiable 0 0.0 2 24 Non-liquefiable 0 0.0 3 30 Non-liquefiable 0 0.0 4 42 Non-liquefiable 0 0.0 5 60 0.205 2.3 1.4 6 60 0.24 1.2 0.7 7 36 Non-liquefiable 0 0.0 8 84 Non-liquefiable 0 0.0 9 258 Non-liquefiable 0 I TOTAL= 2.1 I Saint Anthony's M7.5 ***************************** * * * L I Q U E F Y 2 * * * Version 1.50 * * ***************************** EMPIRICAL PREDICTION OF EARTHQUAKE-INDUCED LIQUEFACTION POTENTIAL JOB NUMBER: 70425153 DATE: 10-07-2002 JOB NAME: Saint Anthonys SOIL-PROFILE NAME: L75anthony.LDW BORING GROUNDWATER DEPTH: 10.00 ft CALCULATION GROUNDWATER DEPTH: 10.00 ft DESIGN EARTHQUAKE MAGNITUDE: 7.50 Mw SITE PEAK GROUND ACCELERATION: 0.210 g BOREHOLE DIAMETER CORRECTION FACTOR: 1.05 SAMPLER SIZE CORRECTION FACTOR: 1.00 N60 HAMMER CORRECTION FACTOR: 1.50 MAGNITUDE SCALING FACTOR METHOD: Idriss (1997, in press) Magnitude Scaling Factor: 1.000 rd-CORRECTION METHOD: NCEER (1997) FIELD SPT N-VALUES ARE CORRECTED FOR THE LENGTH OF THE DRIVE RODS. Rod Stick-Up Above Ground: 3.0 ft CN NORMALIZATION FACTOR: 1. 044 tsf MINIMUM CN VALUE: 0.6 NCEER [1997] Method LIQUEFACTION ANALYSIS SUMMARY PAGE 1 Page 1 File Name: L75anthony.OUT CALC. I TOTALI EFF. ( FIELD I FC I I CORR. ILIQUE. I IINDUC. ILIQUE. SOIL) DEPTHISTRESSISTRESSI N ' DELTA' C I (N1) 60IRESISTI r ISTRESSISAFETY NO. 1 (ft) I (tsf) I (tsf) I (B/ft) IN1_601 N I (B/ft) I RATIO( d I RATIOIFACTOR ----+ + + + + + + + + + + 1 0.25 0.013 0.013 7 - * * * * * ** 1 0.75 0.039 0.039 7 - * * * * * ** 1 1.25 0.066 0.066 7 - * * * * ** 1 1.75 0.092 0.092 7 - * * * * * ** 2 2.25 0. 118 0. 118 17 - * * * * * ** 2 2.75 0. 144 0. 144 17 - * * * * * ** 2 3.25 0.171 0. 171 17 - * * * * * ** 2 3.75 0.197 0. 197 17 - * * * * * ** 3 4 .25 0.223 0.223 26 - * * * * * ** 3 4 .75 0.249 0.249 26 - * * * * * ** 3 5.25 0.276 0.276 26 - * * * * * ** 3 5.75 0.302 0. 302 26 - * * * * * ** 3 6.25 0.328 0.328 26 - * * * * * ** 4 6.75 0.354 0.354 16 * * * * * ** 4 7.25 0.381 0. 381 16 - * * * * * ** 4 7.75 0.407 0. 407 16 - * * * * * ** 4 8.25 0.433 0. 433 16 - * * * * * ** 4 8.75 0.459 0.459 16 - * * * * * ** 4 9.25 0.486 0.486 16 - * * * * * ** 4 9.75 0.512 0.512 16 - * * * * * ** 5 10.25 0.539 0. 531 4 4 .91 1.365 11.8 0.128 0.976 0. 135 0. 95 5 10.75 0.566 0.543 4 4 .91 1.365 11. 8 0. 128 0.975 0.139 0. 92 5 11.25 0.594 0.555 4 4 . 91 1.365 11.8 0. 128 0. 974 0. 142 0. 90 5 11.75 0. 621 0. 567 4 4 . 91 1. 365 11. 8 0. 128 0. 973 0. 146 0. 88 5 12.25 0.649 0.579 4 4. 91 1.365 11.8 0.128 0.971 0.149 0.86 5 12.75 0. 676 0. 590 4 4 . 91 1.365 11.8 0. 128 0. 970 0. 152 0.85 5 13.25 0.704 0. 602 4 4 . 91 1.365 11. 8 0. 128 0. 969 0. 155 0.83 5 13.75 0.731 0. 614 4 4. 91 1.365 11.8 0. 128 0. 968 0. 157 0.82 5 14 .25 0 .759 0. 626 4 4 . 91 1. 365 11. 8 0. 128 0. 967 0. 160 0.80 _ 5 14.75 0.786 0. 638 4 4 . 91 1.365 11.8 0. 128 0. 966 0. 162 0.79 Cy 15.25 0.814 0. 650 7 7 .37 1.239 19. 5 0.212 0. 964 0. 165 1.29 6 15.75 0.841 0. 662 7 7.37 1.239 19.5 0.212 0. 963 0. 167 1.27 6 16.25 0.869 0. 674 7 7. 37 1.239 19.5 0.212 0. 962 0. 169 1.25 6 16.75 0.896 0. 686 7 7. 37 1.239 19.5 0.212 0. 961 0. 171 1.24 6 17.25 0.924 0. 698 7 7.37 1.239 19.5 0.212 0.960 0.173 1.22 6 17.75 0. 951 0.709 7 7.37 1.239 19.5 0.212 0. 959 0. 175 1.21 6 18 .25 0. 979 0.721 7 7 . 37 1.239 19.5 0.212 0.957 0. 177 1.20 6 18.75 1.006 0.733 7 7 .37 1.239 19.5 0.212 0. 956 0. 179 1. 18 6 19.25 1 . 034 0.745 7 7.37 1.239 19. 5 0.212 0. 955 0.181 1. 17 19.75 1 .061 0.757 7 7. 37 1.239 19. 5 0.212 0. 954 0. 183 1. 16 7 20.25 1.089 0.769 18 11.05 1. 143 41. 8 Infin 0. 953 0. 184 NonLiq 7 20.75 1 . 116 0.781 18 11.05 1. 143 41.8 Infin 0. 952 0. 186 NonLiq 7 21.25 1. 144 0.793 18 11.05 1. 143 41.8 Infin 0. 950 0. 187 NonLiq NCEER [1997] Method LIQUEFACTION ANALYSIS SUMMARY PAGE 2 Page 2 Saint Anthony's M7.5 File Name: L75anthony.OUT CALC. I TOTAL( EFF. ( FIELD I FC I I CORR. ILIQUE. I IINDUC. ILIQUE. SOIL( DEPTHISTRESSISTRESSI N IDELTAI C I (N1) 60IRESISTI r ISTRESSISAFETY NO. 1 (ft) I (tsf) I (tsf) I (B/ft) IN1_601 N I (B/ft) I RATI01 d I RATIOIFACTOR 7 21.75 1. 171 0.805 18 11.05 1.143 41.8 Infin 0. 949 0. 189 NonLiq 7 22.25 1 . 199 0.817 18 11.05 1. 143 41.8 Infin 0. 948 0. 190 NonLiq 7 22.75 1.226 0.828 18 11.05 1. 143 41.8 Infin 0. 947 0.191 NonLiq 8 23.25 1.254 0.841 12 8 .91 1.062 28. 9 0.381 0. 946 0. 193 1.98 8 23.75 1.283 0.854 12 8.91 1.062 28. 9 0.381 0. 945 0. 194 1.97 8 24 .25 1. 312 0.867 12 8.91 1.062 28 . 9 0.381 0. 943 0.195 1. 96 8 24.75 1. 341 0.880 12 8 .91 1.062 28 . 9 0.381 0. 942 0. 196 1. 95 8 25.25 1. 369 0.894 12 8. 91 1.062 28 . 9 0.381 0.941 0. 197 1. 94 8 25.75 1.398 0. 907 12 8 . 91 1.062 28. 9 0. 381 0. 940 0. 198 1. 93 8 26.25 1. 427 0. 920 12 8 . 91 1.062 28. 9 0.381 0.939 0. 199 1. 92 8 26.75 1.456 0. 933 12 8.91 1.062 28. 9 0.381 0. 938 0.200 1. 91 8 27.25 1.484 0. 946 12 8 .91 1.062 28 . 9 0.381 0. 936 0.201 1. 90 8 27.75 1.513 0. 959 12 8.91 1.062 28 . 9 0.381 0. 935 0.201 1.89 8 28.25 1. 542 0. 972 12 8.91 1.062 28 . 9 0.381 0. 934 0.202 1.88 8 28.75 1.571 0.986 12 8 . 91 1.062 28.9 0.381 0. 933 0.203 1.88 8 29.25 1.599 0. 999 12 8. 91 1.062 28 . 9 0.381 0. 932 0.204 1.87 8 29.75 1. 628 1.012 12 8 . 91 1.062 28.9 0.381 0. 931 0.204 1.86 9 30.25 1. 657 1.025 14 9.05 0.937 29.7 0.429 0. 928 0.205 2.09 9 30.75 1 . 686 1.038 14 9.05 0.937 29. 7 0.429 0. 924 0.205 2.09 9 31.25 1.714 1.051 14 9.05 0. 937 29.7 0.429 0. 920 0.205 2.09 9 31.75 1.743 1.065 14 9.05 0.937 29.7 0.429 0. 916 0.205 2.09 9 32.25 1 .772 1 .078 14 9. 05 0.937 29.7 0.429 0. 912 0.205 2 . 10 9 32.75 1.801 1.091 14 9.05 0. 937 29.7 0. 429 0. 907 0.204 2. 10 9 33.25 1.829 1. 104 14 9.05 0.937 29.7 0. 429 0. 903 0.204 2. 10 9 33.75 1.858 1. 117 14 9.05 0.937 29.7 0. 429 0.899 0.204 2.10 9 34.25 1. 887 1. 130 14 9.05 0. 937 29.7 0. 429 0 .895 0.204 2. 10 9 34 .75 1 . 916 1. 143 14 9.05 0. 937 29.7 0.429 0. 891 0.204 2. 10 9 35.25 1. 944 1. 157 14 9.05 0. 937 29.7 0.429 0. 887 0.204 2. 11 9 35.75 1. 973 1. 170 14 9.05 0. 937 29. 7 0.429 0. 883 0.203 2. 11 9 36.25 2.002 1. 183 14 9.05 0. 937 29.7 0.429 0.879 0.203 2. 11 9 36.75 2.031 1. 196 14 9.05 0. 937 29.7 0.429 0.875 0.203 2. 11 9 37.25 2.059 1.209 14 9.05 0. 937 29.7 0.429 0. 871 0.202 2. 12 9 37.75 2. 088 1.222 14 9.05 0. 937 29.7 0.429 0.867 0.202 2. 12 9 38.25 2. 117 1.235 14 9.05 0.937 29. 7 0.429 0.863 0.202 2. 12 9 38.75 2. 146 1.249 14 9. 05 0. 937 29.7 0.429 0.859 0.201 2.13 9 39.25 2 . 174 1 .262 14 9.05 0.937 29.7 0 .429 0.855 0.201 2. 13 9 39.75 2.203 1.275 14 9.05 0. 937 29.7 0.429 0.851 0.201 2. 14 9 40.25 2 .232 1.288 14 9.05 0. 937 29.7 0.429 0.846 0.200 2.14 9 40.75 2.261 1.301 14 9.05 0. 937 29.7 0.429 0. 842 0.200 2. 15 9 41.25 2.289 1.314 14 9. 05 0. 937 29.7 0.429 0. 838 0. 199 2. 15 9 41.75 2. 318 1.328 14 9.05 0. 937 29.7 0.429 0.834 0. 199 2.16 9 42.25 2. 347 1.341 14 9.05 0.937 29.7 0.429 0. 830 0. 198 2.16 9 42.75 2.376 1.354 14 9. 05 0.937 29.7 0.429 0. 826 0. 198 2. 17 9 43.25 2.404 1.367 14 9.05 0.937 29.7 0.429 0.822 0. 197 2. 17 NCEER [1997] Method LIQUEFACTION ANALYSIS SUMMARY PAGE 3 Page 3 Saint Anthony's M7.5 File Name: L75anthony.OUT I CALC. I TOTAL( EFF. ► FIELD I FC ( I CORR. ILIQUE. I IINDUC. ILIQUE. SOIL( DEPTHISTRESSISTRESSI N ' DELTA' C I (N1) 60IRESISTI r ISTRESSISAFETY NO. (ft) I (tsf) I (tsf) I (B/ft) IN1_601 N I (B/ft) I RATIO( d I RATIOIFACTOR ----+ + + + + + + + + + + 9 43.75 2. 433 1.380 14 9.05 0.937 29.7 0.429 0.818 0.197 2.18 9 44 .25 2.462 1.393 14 9.05 0.937 29.7 0.429 0.814 0.196 2. 18 9 44 .75 2.491 1.406 14 9.05 0.937 29.7 0.429 0.810 0.196 2.19 9 45.25 2.519 1.420 14 9.05 0.937 29.7 0. 429 0.806 0.195 2.20 9 45.75 2.548 1. 433 14 9.05 0.937 29.7 0.429 0.802 0.195 2.20 9 46.25 2.577 1.446 14 9.05 0.937 29.7 0.429 0.798 0. 194 2.21 10 46.75 2.606 1.459 22 10.52 0.812 38.7 Infin 0.794 0. 193 NonLiq 10 47.25 2. 634 1.472 22 10.52 0.812 38.7 Infin 0.789 0. 193 NonLiq 10 47.75 2. 663 1.485 22 10.52 0.812 38.7 Infin 0.785 0. 192 NonLiq 10 48.25 2. 692 1.498 22 10.52 0.812 38.7 Infin 0.781 0.192 NonLiq 10 48.75 2.721 1. 512 22 10.52 0.812 38.7 Infin 0.777 0. 191 NonLiq 10 49.25 2.749 1.525 22 10.52 0.812 38.7 Infin 0.773 0. 190 NonLiq 10 49.75 2. 778 1.538 22 10.52 0.812 38 .7 Infin 0.769 0. 190 NonLiq 10 50.25 2.807 1.551 22 10.52 0.812 38.7 Infin 0.765 0. 189 NonLiq 10 50.75 2.836 1.564 22 10.52 0.812 38.7 Infin 0.761 0. 188 NonLiq 10 51.25 2. 864 1.577 22 10.52 0.812 38.7 Infin 0. 757 0. 188 NonLiq Page 4 (N1 )6Ocs Saint Anthony M7.5 0 -5 • -10 -4 _15 _20 I_ -25 o -30 -35 -40 -45 \'\ -50 -iii ► iii ► iii iii iiii iii iii i 0 10 20 30 40 50 60 70 N160 (bpf) Factor of Safety Saint Anthony M7.5 0 -5 -10 �~ 15 _ r • r • _20 - -25 _ -30 -35 L -40 -45 -50 I I l I I I 0.0 0.5 1 .0 1 .5 2.0 F.S. ESTIMATED DYNAMIC SETTLEMENT Earthquake Scenario: M7.5, 0.21 g Groundwater @ 10 feet Saint Anthony's Estimation based on Tokimatsu and Seed (1987) Layer H (in.) N N160 rd Induced Stress Ratio Delta H (%) Delta H (in.) 1 24 Non-liquefiable 0 0.0 2 24 Non-liquefiable 0 0.0 3 30 Non-liquefiable 0 0.0 4 42 Non-liquefiable 0 0.0 5 60 0.149 2.1 1.3 6 60 0.173 0.1 0.1 7 36 Non-liquefiable 0 _ 0.0 8 84 Non-liquefiable 0 0.0 9 258 Non-liquefiable 0 TOTAL = 1.3 Saint Anthony's M8.5 ***************************** * * * L I Q U E F Y 2 * * * Version 1.50 * * ***************************** EMPIRICAL PREDICTION OF EARTHQUAKE-INDUCED LIQUEFACTION POTENTIAL JOB NUMBER: 70425153 DATE: 10-07-2002 JOB NAME: Saint Anthonys SOIL-PROFILE NAME: L85anthony.LDW BORING GROUNDWATER DEPTH: 10.00 ft CALCULATION GROUNDWATER DEPTH: 10.00 ft DESIGN EARTHQUAKE MAGNITUDE: 8.50 Mw SITE PEAK GROUND ACCELERATION: 0. 100 g BOREHOLE DIAMETER CORRECTION FACTOR: 1.05 SAMPLER SIZE CORRECTION FACTOR: 1.00 N60 HAMMER CORRECTION FACTOR: 1.50 MAGNITUDE SCALING FACTOR METHOD: Idriss (1997, in press) Magnitude Scaling Factor: 0.726 rd-CORRECTION METHOD: NCEER (1997) FIELD SPT N-VALUES ARE CORRECTED FOR THE LENGTH OF THE DRIVE RODS. Rod Stick-Up Above Ground: 3.0 ft CN NORMALIZATION FACTOR: 1.044 tsf MINIMUM CN VALUE: 0. 6 NCEER [1997] Method LIQUEFACTION ANALYSIS SUMMARY PAGE 1 Page 1 File Name: L85anthony.OUT I CALC. I TOTAL' EFF. ' FIELD I FC I I CORR. ILIQUE. I IINDUC. ILIQUE. SOILI DEPTHISTRESSISTRESSI N ' DELTA' C I (N1) 60IRESISTI r ISTRESSISAFETY NO. I (ft) I (tsf) I (tsf) I (B/ft) IN1_60 ' N I (B/ft) I RATIO' d I RATIOIFACTOR ---+ + + + + + + + + + + 1 0.25 0.013 0.013 7 - * * * * * ** 1 0.75 0.039 0.039 7 - * * * * * ** 1 1.25 0.066 0.066 7 - * * * * * ** 1 1.75 0.092 0.092 7 - * * * * * ** 2 2.25 0.118 0. 118 17 - * * * * * ** 2 2.75 0.144 0.144 17 * * * * * ** 2 3.25 0. 171 0. 171 17 - * * * * * ** 2 3.75 0. 197 0. 197 17 - * * * * * ** 3 4.25 0.223 0.223 26 * * * * * ** 3 4 .75 0.249 0.249 26 - * * * * * ** 3 5.25 0.276 0.276 26 - * * * * * ** 3 5.75 0.302 0.302 26 * * * * * ** 3 6.25 0.328 0.328 26 - * * * * * ** 4 6.75 0.354 0.354 16 * * * * * ** 4 7.25 0.381 0.381 16 - * * * * * ** 4 7.75 0.407 0.407 16 - * * * * * ** 4 8.25 0.433 0.433 16 - * * * * * ** 4 8.75 0.459 0.459 16 - * * * * * ** 4 9.25 0.486 0.486 16 - * * * * * ** 4 9.75 0.512 0.512 16 - * * * * * ** 5 10.25 0.539 0.531 4 4 . 91 1.365 11.8 0. 128 0. 976 0.064 1. 45 5 10.75 0. 566 0.543 4 4 .91 1.365 11.8 0. 128 0.975 0.066 1. 41 5 11.25 0.594 0.555 4 4 . 91 1.365 11.8 0. 128 0.974 0.068 1.38 5 i 11.75 0.621 0. 567 4 4 . 91 1.365 11.8 0.128 0.973 0.069 1.34 5 12.25 0. 649 0.579 4 4 . 91 1.365 11.8 0. 128 0.971 0.071 1.32 5 12.75 0. 676 0.590 4 4 . 91 1.365 11.8 0.128 0. 970 0.072 1.29 5 13.25 0.704 0. 602 4 4 . 91 1.365 11.8 0. 128 0. 969 0.074 1.27 5 13.75 0.731 0.614 4 4. 91 1.365 11.8 0. 128_ 0...9681_ 0,075 ' 1..24 5 14.25 0.759 0.626 4 4 . 91 1.365 11.8 0. 128 0. 967 0.076 1.22 r,a. 14.75 0.786 0. 638 4 4. 91 1.365 11. 8 0. 128 0.966 0.077 1.20 6 15.25 0.814 0. 650 7 7.37 1.239 19.5 0.212 0. 964 0. 078 1. 96 6 15.75 0.841 0. 662 7 7 . 37 1.239 19.5 0.212 0. 963 0.080 1. 93 6 16.25 0.869 0. 674 7 7 .37 1.239 19.5 0.212 0. 962 0. 081 1. 91 6 16.75 0.896 0. 686 7 7 . 37 1.239 19.5 0.212 0. 961 0. 082 1.89 6 17.25 0. 924 0. 698 7 7.37 1.239 19. 5 0.212 0. 960 0.083 1.86 6 17.75 0.951 0.709 7 7.37 1.239 19.5 0.212 0. 959 0.084 1.84 6 18.25 0. 979 0.721 7 7. 37 1.239 19.5 0.212 0.957 0.084 1.82 6 18.75 1.006 0.733 7 7.37 1.239 19. 5 0.212 0. 956 0.085 1.80 6 19.25 1.034 0.745 7 7 . 37 1.239 19.5 0.212 0.955 0.086 1.79 6 19.75 1.061 0.757 7 7 . 37 1.239 19.5 0.212 0. 954 0. 087 1.77 7 20.25 1.089 0.769 18 11.05 1. 143 41.8 Infin 0. 953 0.088 NonLiq 7 20.75 1.116 0.781 18 11.05 1.143 41. 8 Infin 0. 952 0.088 NonLiq 7 21.25 1. 144 0.793 18 11.05 1. 143 41. 8 Infin 0. 950 0. 089 NonLiq NCEER [1997] Method LIQUEFACTION ANALYSIS SUMMARY PAGE 2 Page 2 Saint Anthony's M8.5 File Name: L85anthony.OUT I CALC. I TOTALI EFF. (FIELD I FC I I CORR. ILIQUE. I IINDUC. ILIQUE. SOIL( DEPTHISTRESSISTRESSI N ' DELTA' C I (N1) 60IRESISTI r ISTRESSISAFETY NO. I (ft) 1 (tsf) I (tsf) I (B/ft) IN1_60I N I (B/ft) I RATIO( d I RATIOIFACTOR ----+ + + + + + + + + + + 7 21.75 1 . 171 0.805 18 11.05 1.143 41.8 Infin 0.949 0.090 NonLiq 7 22.25 1. 199 0.817 18 11.05 1. 143 41.8 Infin 0.948 0.090 NonLiq 7 22.75 1.226 0. 828 18 11.05 1.143 41.8 Infin 0. 947 0.091 NonLiq 8 23.25 1.254 0. 841 12 8. 91 1.062 28. 9 0.381 0. 946 0.092 3.02 8 23.75 1.283 0. 854 12 8.91 1.062 28. 9 0.381 0. 945 0.092 3. 00 8 24 .25 1. 312 0. 867 12 8.91 1.062 28. 9 0.381 0. 943 0.093 2. 98 8 24 .75 1.341 0. 880 12 8.91 1.062 28. 9 0.381 0. 942 0.093 2. 97 8 25.25 1.369 0.894 12 8.91 1.062 28. 9 0.381 0. 941 0.094 2.95 8 25.75 1.398 0. 907 12 8.91 1.062 28.9 0.381 0. 940 0.094 2. 94 8 26.25 1 .427 0. 920 12 8. 91 1.062 28. 9 0.381 0. 939 0.095 2. 92 8 26.75 1.456 0. 933 12 8.91 1.062 28. 9 0.381 0. 938 0.095 2. 91 8 27.25 1. 484 0. 946 12 8.91 1.062 28. 9 0.381 0. 936 0.095 2. 90 8 27.75 1.513 0. 959 12 8. 91 1.062 28. 9 0.381 0. 935 0.096 2.88 8 28.25 1.542 0.972 12 8. 91 1.062 28.9 0.381 0. 934 0.096 2.87 8 28 .75 1.571 0. 986 12 8.91 1.062 28. 9 0.381 0. 933 0.097 2.86 8 29.25 1.599 0. 999 12 8.91 1.062 28.9 0.381 0. 932 0.097 2.85 8 29.75 1. 628 1 .012 12 8.91 1.062 28. 9 0.381 0. 931 0.097 2.84 9 30.25 1. 657 1.025 14 9.05 0. 937 29.7 0.429 0. 928 0.097 3. 19 9 30.75 1. 686 1.038 14 9.05 0. 937 29.7 0.429 0. 924 0.097 3. 19 9 31.25 1.714 1 . 051 14 9.05 0. 937 29.7 0. 429 0 . 920 0.097 3. 19 9 31.75 1. 743 1.065 14 9.05 0.937 29.7 0.429 0. 916 0.097 3. 19 9 32.25 1.772 1.078 14 9.05 0.937 29.7 0.429 0. 912 0.097 3. 19 9 32.75 1. 801 1.091 14 9.05 0.937 29.7 0.429 0. 907 0.097 3.20 9 33.25 1.829 1. 104 14 9.05 0. 937 29.7 0.429 0. 903 0.097 3.20 9 33.75 1.858 1. 117 14 9.05 0. 937 29.7 0. 429 0.899 0.097 3.20 9 34 .25 1. 887 1. 130 14 9.05 0. 937 29.7 0. 429 0.895 0.097 3.20 9 34 .75 1 . 916 1. 143 14 9.05 0. 937 29.7 0. 429 0. 891 0.097 3.21 9 35.25 1. 944 1. 157 14 9.05 0. 937 29.7 0. 429 0.887 0.097 3.21 9 35.75 1. 973 1. 170 14 9. 05 0. 937 29.7 0.429 0.883 0.097 3.21 9 36.25 2.002 1. 183 14 9.05 0. 937 29.7 0.429 0. 879 0.097 3.22 9 36.75 2 . 031 1. 196 14 9.05 0. 937 29.7 0.429 0.875 0.097 3.22 9 37.25 2. 059 1.209 14 9.05 0. 937 29.7 0.429 0.871 0.096 3.23 9 37.75 2. 088 1.222 14 9.05 0. 937 29.7 0.429 0.867 0.096 3.23 9 38.25 2. 117 1 .235 14 9.05 0. 937 29.7 0.429 0.863 0.096 3.24 9 38.75 2. 146 1.249 14 9.05 0. 937 29.7 0.429 0.859 0.096 3.24 9 39.25 2. 174 1.262 14 9. 05 0. 937 29.7 0.429 0.855 0.096 3.25 9 39.75 2.203 1.275 14 9.05 0. 937 29.7 0.429 0.851 0.096 3.26 9 40.25 2.232 1.288 14 9.05 0. 937 29.7 0.429 0.846 0.095 3.26 9 40.75 2.261 1. 301 14 9. 05 0. 937 29. 7 0.429 0. 842 0.095 3.27 9 41.25 2.289 1.314 14 9.05 0. 937 29.7 0.429 0. 838 0.095 3.28 9 41.75 2.318 1.328 14 9.05 0. 937 29.7 0.429 0.834 0.095 3.29 9 42.25 2.347 1.341 14 9.05 0. 937 29.7 0.429 0. 830 0. 094 3.29 9 42.75 2.376 1.354 14 9.05 0. 937 29.7 0.429 0.826 0.094 3.30 9 43.25 2. 404 1. 367 14 9.05 0. 937 29.7 0.42910.822 0.094 3.31 NCEER [1997] Method LIQUEFACTION ANALYSIS SUMMARY PAGE 3 Page 3 Saint Anthony's M8 .5 File Name: L85anthony.OUT I CALC. I TOTAL' EFF. ' FIELD I FC I I CORR. ILIQUE. I IINDUC. ILIQUE. SOIL' DEPTHISTRESSISTRESSI N IDELTAI C I (N1) 60IRESISTI r ISTRESSISAFETY NO. 1 (ft) I (tsf) I (tsf) I (B/ft) IN1_601 N I (B/ft) I RATIOI d I RATIOIFACTOR =---+ + + + + + + + + + + 9 43.75 2. 433 1.380 14 9.05 0. 937 29.7 0.429 0. 818 0.094 3.32 9 44 .25 2.462 1.393 14 9. 05 0. 937 29.7 0.429 0. 814 0.093 3.33 9 44 .75 2. 491 1.406 14 9.05 0. 937 29.7 0.429 0. 810 0.093 3.34 9 45.25 2.519 1.420 14 9.05 0. 937 29.7 0.429 0.806 0.093 3.35 9 45.75 2.548 1.433 14 9.05 0.937 29.7 0.429 0.802 0.093 3.36 9 46.25 2. 577 1. 446 14 9.05 0. 937 29.7 0.429 0.798 0.092 3.37 10 46.75 2. 606 1. 459 22 10.52 0.812 38.7 Infin 0.794 0.092 NonLiq 10 47.25 2. 634 1.472 22 10.52 0.812 38.7 Infin 0.789 0.092 NonLiq 10 47.75 2. 663 1.485 22 10.52 0.812 38.7 Infin 0. 785 0.092 NonLiq 10 48.25 2. 692 1.498 22 10.52 0.812 38 .7 Infin 0.781 0.091 NonLiq 10 48.75 2. 721 1.512 22 10.52 0.812 38.7 Infin 0.777 0.091 NonLiq 10 49.25 2.749 1.525 22 10.52 0.812 38.7 Infin 0.773 0.091 NonLiq 10 49.75 2.778 1.538 22 10.52 0.812 38.7 Infin 0.769 0.090 NonLiq 10 50.25 2.807 1.551 22 10.52 0.812 38 .7 Infin 0.765 0.090 NonLiq 10 50.75 2.836 1.564 22 10.52 0.812 38.7 Infin 0.761 0.090 NonLiq 10 51.25 2.864 1.577 22 10.52 0.812 38.7 Infin 0.757 0.089 NonLiq Page 4 Factor of Safety Saint Anthony M8.5 0 -5 —10 _15 —_ 1 • —20 —n —25 —30 — —35 —40 —45 —50 — tint i i i i . < t i n t 0.0 0.5 1 .0 1 .5 2.0 F.S. (N1 )6Ocs Saint Anthony M8.5 0 •` -5 • -10 -15 -20 - 4 -25 � o 0 -30 -35 • -40 -45 -50 IIII Illl IIII 111L 1111 _ 1111 IIII I 0 10 20 30 40 50 60 70 N160 (bpf) ESTIMATED DYNAMIC SETTLEMENT Earthquake Scenario: M8.5, 0.10 g Groundwater c 10 feet Saint Anthony's Estimation based on Tokimatsu and Seed (1987) Layer H (in.) N N160 rd Induced Stress Ratio Delta H (%) Delta H (in.) 1 24 Non-liquefiable 0 0.0 2 24 Non-liquefiable 0 0.0 3 30 Non-liquefiable 0 0.0 4 42 Non-liquefiable 0 0.0 5A 30 Non-liquefiable 0 0.0 5B 30 0.075 0.1 0.0 6 60 Non-liquefiable 0 0.0 7 36 Non-liquefiable 0 0.0 8 84 Non-liquefiable 0 0.0 9 258 Non-liquefiable 0 TOTAL= 0.0