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Report aFFICE COPY RECEIVED n/1/(11/3-COOL 0 APR 11 2023 + /'/Ingo&Minors 35 T' (,Qryg; YEARS Gectechnical&Environmental Sciences Consultants CI 1 I QF TI`^'`RD �; 4 BUILDING DIVISION February 28, 2023 Project No. 800242001 Mr. Mike Nasland Nasland Engineering 910 Main Street, Suite 314 Boise, Idaho 83702 Subject: Addendum to Geotechnical Evaluation Cone Penetrometer Test (CPT) Results Walmart Store No. 5935 Expansion 7600 SW Dartmouth Street Tigard, Oregon References: Ninyo & Moore report titled, "Geotechnical Evaluation, Walmart Store No. 5935 Expansion, 7600 SW Dartmouth Street. Tigard, Oregon," dated January 6, 2023. American Society of Civil Engineers (ASCE), 2022, Minimum Design Loads for Building and Other Structures, Standard 7-22. Dear Mr. Nasland: At your request, Ninyo & Moore is pleased to provide this addendum to the referenced geotechnical evaluation report for the subject project. The purpose of this addendum is to provide additional subsurface information, including cone penetrometer test (CPT) results, for the proposed project. ADDITIONAL SUBSURFACE EXPLORATION To aid in evaluation of potential liquefaction and the need for rammed aggregate pier ground improvement techniques, we performed a CPT exploration to assess subsurface soil conditions at the site to a depth of approximately 99 feet. The results of the CPT exploration are provided in the attached report. The following provides a description of the additional CPT exploration that was performed: CPT-01 Cone Penetrometer Test CPT-01 was performed in the area of the proposed expansion as shown in the attached CPT report. The asphalt concrete pavement was cored in order to provide access to the underlying subgrade soils in this area. The asphalt concrete was approximately 3 inches thick in the core.A 23-ton truck-mounted CPT rig was used for this exploration.At this location, refusal was 871 Robinson Drive I North Salt Lake, Utah 84054 I p. 801 973 2500 I www.ninvoandmoore.com A encountered in very dense sandy and clayey soils due to significant resistance at a depth of approximately 99 feet below the ground surface. FINDINGS AND CONCLUSIONS Based on the results of our subsurface investigation provided in the referenced geotechnical evaluation report (Ninyo & Moore, 2023) and the supplemental CPT testing, our analysis of liquefaction potential indicates that the subsurface soils at the project site are generally susceptible to liquefaction during the design seismic event to a depth of approximately 30 feet below the ground surface. Settlement due to liquefaction is anticipated to be on the order of 1 to 1.5 inches. Our analysis indicates dynamic differential settlement of approximately 0.5 to 0.75 inches over 30 feet. Provided the structural design can accommodate these movements, liquefaction mitigation will not be needed for these conditions per ASCE 7-22, Table 12.13-3 (ASCE, 2022). Accordingly, we recommended that shallow spread foundations be founded on medium dense to very dense native granular soils, on stiff to hard native fine-grained soils, or on a zone of adequately placed, and compacted structural fill (reworked on-site soils or import soils). The excavated on-site soils may be used as structural fill and backfill provided they comply with the recommendations presented in the referenced geotechnical report. Prior to grading, areas of proposed structures, and improvements should be cleared of any surface obstructions, pavement, debris, topsoil, vegetation, undocumented fill, and other deleterious material. In our previous referenced report, recommendations included a ground improvement system to mitigate potential excessive liquefaction settlement. However, as this mitigation is not needed, the following provides our revised foundation recommendations, which supersede those provided in the referenced report. We recommend the proposed structure be supported by conventional spread foundations utilizing an allowable bearing capacity of 1,500 pounds per square foot (psf). Spread footings should be founded on medium dense to very dense native granular soils, on stiff to hard native fine-grained soils, or on a zone of adequately placed, and compacted structural fill (reworked on-site soils or import soils). Continuous and isolated footings should have an embedment depth of 18 inches or more below adjacent finished grade and a width of 12 inches or more. Due to the potential for excessive settlement, footings should be limited in width to no more than 5 feet. If footings greater than 5 feet are anticipated, Ninyo & Moore should be contacted for additional recommendations. The allowable bearing capacity, which was developed considering a factor of safety of 2.5, may be increased by one-third for short duration loads, such as wind or seismic. Seismic parameters and lateral resistance for footings are presented in the referenced geotechnical report. Foundations Ninyo&Moore I Waimea Store No.5935 Expansion.7600 SW Dartmouth Street,Tigard,Oregon 1800242001 L I February 28.2023 2 A I should be designed and constructed in accordance with the recommendations of a qualified structural engineer. From a geotechnical standpoint, we recommend that footings be reinforced with two No. 4 or larger reinforcing bars, one placed near the top, and one near the bottom of the footings. Additional reinforcement may be recommended by the structural engineer. LIMITATIONS This addendum expands on the information provided in the previously submitted geotechnical evaluation report (Ninyo & Moore, 2023), it is not intended by itself to provide specific engineering, and construction information for the referenced project. Consequently, this addendum cannot be considered an independent document as it does not contain sufficient background information. Thus, this addendum is directed solely to the persons with detailed knowledge of the referenced project. Our professional services have been performed using that degree of care and skill ordinarily exercised under similar circumstances by reputable engineering and geology consultants practicing in this or similar localities. No other warranty, either express or implied, is made as to the professional advice included or intended in this letter. We appreciate the opportunity to be of continued service to you on this project. Sincerely, + ' NINYO & MOORE �' � �4 Robert E. Gambrell, PE GA Eric D. Elison, PE Senior Project Engineer 2/28a3 Principal Engineer REG/EDE/kgg Attachment: ConeTec report titled, `Presentation of Site Investigation Results, Tigard Walmart," dated February 13, 2023. Ninyo&Moore Walmart Store No.5935 Expansion.7600 SW Dartmouth Street,Tigard,Oregon 800242001 L February 28,2023 3 f PRESENTATION OF SITE INVESTIGATION RESULTS Tigard Walmart Prepared for: Ninyo and Moore Geotechnical and Environmental Sciences Consultants ConeTecJob No:23-59 25354 Project Start Date:09-FEB-2023 Project End Date:09-FEB-2023 Report Date: 13-FEB-2023 ^-^ ci « 4 ' d t.L✓ yC.yb'; m � 'ram � r: ' ,�': L l ' ..`ea 3'R -y '.7. ..; Z k Tt b 'F5 q"n"' §.45 fi Y k °� m y$ `?r':,,,,, ,'. y^ rbfiY.yp k ysv : F .', {yx i�p iy, a 1 x a £ CnHe • g meow - ' 's3 F .- 'r;:'"v , "�'O'.' > Prepared by: ConeTec Inc. 3530 NW St Helens Rd Portland,OR 97210 Tel:(253)397-4861 ConeTecWA@conetec.com www.conetec.com www.co n etecdatas ervices.com CONETEC Enter Project Title Introduction The enclosed report presents the results of the site investigation program conducted by ConeTec Inc. for Ninyo and Moore Geotechnical and Environmental Sciences Consultants at 7600 5W Dartmouth St,Tigard, OR 97223. The program consisted of one (1) seismic cone penetration test. Project Information Project Client Ninyo and Moore Geotechnical and Environmental Sciences Consultants Project Tigard Walmart ConeTec project number 23-59-25354 An aerial overview from Google Earth including the CPTu test locations is presented below. .. . r aim Tigard Walmart & `i +^ 11: r Lsp<na k�7 A K f .. n^ '''I'Zf4'k �u CFT Suua,tt- M ly - R : „V' =' ) ' 71 Zit'-'-":-..., i ,•,,W�'aa R9 ,',,,,,,,t ,L, 'da a pie �s x j.... . ..iis� ;`1 1. '� :.�. 7,fi ,, 0, N ; za° 4" ;-i"` ,:y '�'IP L" i 4t i ��At. e .i �d-. i ' ror ea I r yg I>- . s d +Nx a 7 N'w iix .s y wr .#' • 9f - I� fig) InlI 5; I' t 1"j y , tiW 'k' ( w '1"4 l( i6r` 1k,iq17.YZ : :'°'.y .: K .p f 1 Iu nil i so �g t. r' y a f-I $" .; i s ��- #:,�; -.n' ,i; :. g .c. III III i� i .: !i I!: w' _z y k .t ak'{ .':'1 i .A6 n" dam" �p s ' 0,C H n I I�- ?" ram' `da3 ,,r'E- ,i, a �` P ., d: ' � I 5 um 'm� i -saw ;+a'r`'. :E. $� r 4 n��" rt ry w.. 35. xn`"Y .r ,:t S x �, A ex 6 �Sw', s 1 'h� 1a, a{=ems. -' �f a-- '<* a F` - -w ` m rae '` :-, € �`. • ... {i `'' tip '-r tV ea y..:K'6'•v*"' g :.s s ,Y S' w ' I '' `{.' yam, a y '�xY > ` r 'k, • - '' ' ` 'm 'a tn.tg ti. ., Lys' .'i., o r�' " '*S r` a At F Rig Description Deployment System Test Type CO2-023_25-Ton Truck Rig Integrated Push Cylinders CPTu CoNETEC Enter Project Title Coordinates Test Type Collection Method EPSG Number CPTu Consumer grade GPS 4326 Cone Penetrometers Used for this Project Cross Sleeve Tip Sleeve Pore Pressure Cone Cone Description Sectional Area Capacity Capacity Capacity Number Area(cm?) (cm2) (bar) (bar) (bar) 870:T1500F15U35 870 15 225 1500 15 35 Cone 870 was used for all CPTu soundings Cone Penetration Test(CPTu) Depths are referenced to the existing ground surface at the time of each Depth reference test. 0.1 meter Tip and sleeve data offset This has been accounted for in the CPT data files. • Normalized plots with Qtn and Norm: Fr(%) • Advanced plots with Ic,Su(Nkt)/Su(Ndu), Phi and N(60)/N1(60) Additional plots • Soil Behaviour Type(SBT)scatter plots • Seismic shear wave(Vs)plots • Seismic shear wave(Vs)Wave Trace plots Calculated Geotechnical Parameter Tables The Normalized Soil Behaviour Type Chart based on Qt. (SBT Qt.) (Robertson, 2009)was used to classify the soil for this project. A detailed set of calculated CPTu parameters have been generated and are provided in Excel format files in the release folder. The CPTu parameter calculations are based on values of corrected tip resistance(qt)sleeve friction(ff)and pore pressure(uz). Effective stresses are calculated based on unit weights that have been assigned Additional information to the individual soil behaviour type zones and the assumed equilibrium pore pressure profile. Soils were classified as either drained or undrained based on the Om Normalized Soil Behaviour Type Chart (Robertson, 2009).Calculations for both drained and undrained parameters were included for materials that classified as silt mixtures (zone 4). Limitations CONETEC Enter Project Title This report has been prepared for the exclusive use of Ninyo and Moore Geotechnical and Environmental Sciences Consultants (Client)for the project titled "Tigard Walmart". The report's contents may not be relied upon by any other party without the express written permission of ConeTec Inc. (ConeTec). ConeTec has provided site investigation services, prepared the factual data reporting and provided geotechnical parameter calculations consistent with current best practices. No other warranty,expressed or implied, is made. The information presented in the report document and the accompanying data set pertain to the specific project,site conditions and objectives described to ConeTec by the Client. In orderto properly understand the factual data, assumptions and calculations, reference must be made to the documents provided and their accompanying data sets, in their entirety. CONETEC CONE PENETRATION TEST-eSeries Cone penetration tests(CPTu) are conducted using an integrated electronic piezocone penetrometer and data acquisition system manufactured by Adara Systems Ltd., a subsidiary of ConeTec. ConeTec's piezocone penetrometers are compression type designs in which the tip and friction sleeve load cells are independent and have separate load capacities. The piezocones use strain gauged load cells for tip and sleeve friction and a strain gauged diaphragm type transducer for recording pore pressure. The piezocones also have a platinum resistive temperature device(RTD)for monitoring the temperature of the sensors, an accelerometer type dual axis inclinometer and two geophone sensors for recording seismic signals. All signals are amplified and measured with minimum sixteen-bit resolution down hole within the cone body, and the signals are sent to the surface using a high bandwidth, error corrected digital interface through a shielded cable. ConeTec penetrometers are manufactured with various tip,friction and pore pressure capacities in both 10 cm2 and 15 cm2 tip base area configurations in order to maximize signal resolution for various soil conditions. The specific piezocone used for each test is described in the CPT summary table presented in the first appendix. The 15 cm2 penetrometers do not require friction reducers as they have a diameter larger than the deployment rods. The 10 cm2 piezocones use a friction reducer consisting of a rod adapter extension behind the main cone body with an enlarged cross sectional area (typically 44 millimeters diameter over a length of 32 millimeters with tapered leading and trailing edges) located at a distance of 585 millimeters above the cone tip. The penetrometers are designed with equal end area friction sleeves,a net end area ratio of 0.8 and cone tips with a 60 degree apex angle. All ConeTec piezocones can record pore pressure at various locations. Unless otherwise noted,the pore pressure filter is located directly behind the cone tip in the "u2" position (ASTM Type 2). The filter is six millimeters thick, made of porous plastic(polyethylene) having an average pore size of 125 microns (90- 160 microns). The function of the filter is to allow rapid movements of extremely small volumes of water needed to activate the pressure transducer while preventing soil ingress or blockage. The piezocone penetrometers are manufactured with dimensions,tolerances and sensor characteristics that are in general accordance with the current ASTM D5778 standard. ConeTec's calibration criteria also meets or exceeds those of the current ASTM D5778 standard. An illustration of the piezocone penetrometer is presented in Figure CPTu. CONETEC CONE PENETRATION TEST-eSeries i X and Y inclinometer location Geophone location (V,and Vy) Tip and friction load cell locations *- Friction sleeve(fs) Resistive temperature device(RTD)location Pore pressure transducer location Porous filter element Cone tip(qd ' (u2 position) Figure CPTu. Piezocone Penetrometer(15 cm2) The ConeTec data acquisition systems consist of a Windows based computer and a signal interface box and power supply. The signal interface combines depth increment signals,seismic trigger signals and the downhole digital data. This combined data is then sent to the Windows based computer for collection and presentation. The data is recorded at fixed depth increments using a depth wheel attached to the push cylinders or by using a spring loaded rubber depth wheel that is held against the cone rods. The typical recording interval is 2.5 centimeters;custom recording intervals are possible. The system displays the CPTu data in real time and records the following parameters to a storage media during penetration: • Depth • Uncorrected tip resistance(qc) • Sleeve friction (fs) • Dynamic pore pressure(u) • Additional sensors such as resistivity, passive gamma, ultra violet induced fluorescence, if applicable CONETEC CONE PENETRATION TEST-eSeries All testing is performed in accordance to ConeTec's CPTu operating procedures which are in general accordance with the current ASTM D5778 standard. Prior to the start of a CPTu sounding a suitable cone is selected,the cone and data acquisition system are powered on,the pore pressure system is saturated with silicone oil and the baseline readings are recorded with the cone hanging freely in a vertical position. The CPTu is conducted at a steady rate of two centimeters per second, within acceptable tolerances. Typically one meter length rods with an outer diameter of 1.5 inches (38.1 millimeters) are added to advance the cone to the sounding termination depth. After cone retraction final baselines are recorded. Additional information pertaining to ConeTec's cone penetration testing procedures: • Each filter is saturated in silicone oil under vacuum pressure prior to use • Baseline readings are compared to previous readings • Soundings are terminated at the client's target depth or at a depth where an obstruction is encountered, excessive rod flex occurs, excessive inclination occurs, equipment damage is likely to take place,or a dangerous working environment arises • Differences between initial and final baselines are calculated to ensure zero load offsets have not occurred and to ensure compliance with ASTM standards The interpretation of piezocone data for this report is based on the corrected tip resistance (qt), sleeve friction (fs) and pore water pressure (u). The interpretation of soil type is based on the correlations developed by Robertson et al. (1986)and Robertson (1990,2009). It should be noted that it is not always possible to accurately identify a soil behavior type based on these parameters. In these situations, experience,judgment and an assessment of other parameters may be used to infer soil behavior type. The recorded tip resistance(qc)is the total force acting on the piezocone tip divided by its base area. The tip resistance is corrected for pore pressure effects and termed corrected tip resistance (qt)according to the following expression presented in Robertson et al. (1986): qt=qs+ (1-a) • u2 where: qt is the corrected tip resistance qc is the recorded tip resistance u2 is the recorded dynamic pore pressure behind the tip(u2 position) a is the Net Area Ratio for the piezocone(0.8 for ConeTec probes) The sleeve friction (f,) is the frictional force on the sleeve divided by its surface area. As all ConeTec piezocones have equal end area friction sleeves, pore pressure corrections to the sleeve data are not required. The dynamic pore pressure(u) is a measure of the pore pressures generated during cone penetration. To record equilibrium pore pressure,the penetration must be stopped to allow the dynamic pore pressures to stabilize. The rate at which this occurs is predominantly a function of the permeability of the soil and the diameter of the cone. CONETEC CONE PENETRATION TEST-eSeries The friction ratio (Fir) is a calculated parameter. It is defined as the ratio of sleeve friction to the tip resistance expressed as a percentage. Generally, saturated cohesive soils have low tip resistance, high friction ratios and generate large excess pore water pressures. Cohesionless soils have higher tip resistances, lower friction ratios and do not generate significant excess pore water pressure. A summary of the CPTu soundings along with test details and individual plots are provided in the appendices. A set of files with calculated geotechnical parameters were generated for each sounding based on published correlations and are provided in Excel format in the data release folder. Information regarding the methods used is also included in the data release folder. For additional information on CPTu interpretations and calculated geotechnical parameters, refer to Robertson et al. (1986), Lunne et al. (1997), Robertson (2009), Mayne (2013, 2014) and Mayne and Peuchen (2012). CONETEC SEISMIC CONE PENETRATION TEST-eSeries Shear wave velocity(Vs)testing is performed in conjunction with the piezocone penetration test (SCPTu) in order to collect interval velocities. For some projects seismic compression wave velocity(Vp)testing is also performed. ConeTec's piezocone penetrometers are manufactured with one horizontally active geophone (28 hertz) and one vertically active geophone (28 hertz). Both geophones are rigidly mounted in the body of the cone penetrometer,0.2 meters behind the cone tip. The vertically mounted geophone is more sensitive to compression waves. Shear waves are typically generated by using an impact hammer horizontally striking a beam that is held in place by a normal load. In some instances, an auger source or an imbedded impulsive source may be used for both shear waves and compression waves. The hammer and beam act as a contact trigger that initiates the recording of the seismic wave traces. For impulsive devices an accelerometer trigger may be used. The traces are recorded in the memory of the cone using a fast analog to digital converter. The seismic trace is then transmitted digitally uphole to a Windows based computer through a signal interface box for recording and analysis. An illustration of the shear wave testing configuration is presented in Figure SCPTu-1. Polarized Shear Wave - Trace Hammer Digital Souk Normal Force Oscilloscope ...,11 ... 1_. Ss 'o Figure SCPTu-1.Illustration of the SCPTu system All testing is performed in accordance to ConeTec's SCPTu operating procedures which are in general accordance with the current ASTM D5778 and ASTM D7400 standards. Prior to the start of a SCPTu sounding,the procedures described in the Cone Penetration Test section are followed. In addition,the active axis of the geophone is aligned parallel to the beam (or source) and the horizontal offset between the cone and the source is measured and recorded. Prior to recording seismic waves at each test depth, cone penetration is stopped and the rods are decoupled from the rig to avoid transmission of rig energy down the rods. Typically,five wave traces for CONETEC SEISMIC CONE PENETRATION TEST-eSeries each orientation are recorded for quality control and uncertainty analysis purposes. After reviewing wave traces for consistency the cone is pushed to the next test depth (typically one meter intervals or as requested by the client). Figure SCPTu-2 presents an illustration of a SCPTu test. For additional information on seismic cone penetration testing refer to Robertson et al. (1986). Source Offset . Shear Source I • Assumed straight travel paths L,and Lr G, Li to geophone depths G,and G, a 02 2 L2 Times to subsequent nharauer eeo trace features T and T T2 Cone tip at depths D,and D,for Va = subsequent seismic tests T2_T, Figure SCPTu-2.Illustration of a seismic cone penetration test Calculation of the interval velocities are performed by visually picking a common feature (e.g. the first characteristic peak,trough,or crossover)on all of the recorded wave sets and taking the difference in ray path divided by the time difference between subsequent features. Ray path is defined as the straight line distance from the seismic source to the geophone, accounting for beam offset, source depth and geophone offset from the cone tip. For all SCPTu soundings that have achieved a depth of at least 100 feet (30 meters), the average shear wave velocity to a depth of 100 feet (vs) has been calculated and provided for all applicable soundings using the following equation presented in ASCE (2010). n =1 di vs= [nldi GG si where: vs =average shear wave velocity ft/s(m/s) di =the thickness of any layer between 0 and 100 ft (30 m) vs, =the shear wave velocity in ft/s (m/s) E"1 di =the total thickness of all layers between 0 and 100 ft(30 m) Average shear wave velocity,vs is also referenced to V,1oo or V:30. CONETEC SEISMIC CONE PENETRATION TEST-eSeries The layer travel times refers to the travel times propagating in the vertical direction, not the measured travel times from an offset source. Tabular results and SCPTu plots are presented in the relevant appendix. CONETEC PORE PRESSURE DISSIPATION TEST The cone penetration test is halted at specific depths to carry out pore pressure dissipation (PPD) tests, shown in Figure PPD-1. For each dissipation test the cone and rods are decoupled from the rig and the data acquisition system measures and records the variation of the pore pressure(u)with time (t). L. Ground . ,` - - Surface --- u 1 Ira „' � yp at yyXX' " .� " ' ' y�b j� Nl--i Donne iNaterTabie Hyvater `` Donne -Cone tip depth __,!`,__.------ Hwater-Head of water Dwater-Depth to water table 77 Donne -Hwater Figure PPD-1.Pore pressure dissipation test setup Pore pressure dissipation data can be interpreted to provide estimates of ground water conditions, permeability,consolidation characteristics and soil behavior. The typical shapes of dissipation curves shown in Figure PPD-2 are very useful in assessing soil type, drainage, in situ pore pressure and soil properties. A flat curve that stabilizes quickly is typical of a freely draining sand. Undrained soils such as clays will typically show positive excess pore pressure and have long dissipation times. Dilative soils will often exhibit dynamic pore pressures below equilibrium that then rise over time. Overconsolidated fine-grained soils will often exhibit an initial dilatory response where there is an initial rise in pore pressure before reaching a peak and dissipating. Dissipation in Sand Ideal Dissipation in NC Clay Dissipation n Dense Sant.Dilative Typical Initial Dilative Response Silt and Heavily OC Clay U u u u tie — — ua De tie U.-wooltbrium pore pressure tie-equilibrium pore pressure It D D Uo"equi'brm pare pressure lie-e9uililxium pore pressure 0 0 time time time time Figure PPD-2. Pore pressure dissipation curve examples 11111111111111111111111111111111 CONETEC rlenr PORE PRESSURE DISSIPATION TEST In order to interpret the equilibrium pore pressure (ueq) and the apparent phreatic surface, the pore pressure should be monitored until such time as there is no variation in pore pressure with time as shown for each curve in Figure PPD-2. In fine grained deposits the point at which 100%of the excess pore pressure has dissipated is known as tioo. In some cases this can take an excessive amount of time and it may be impractical to take the dissipation to ti00. A theoretical analysis of pore pressure dissipations by Teh and Houlsby(1991)showed that a single curve relating degree of dissipation versus theoretical time factor (T*) may be used to calculate the coefficient of consolidation (ch)at various degrees of dissipation resulting in the expression for ch shown below. T*•a2 it Ch= Where: T* is the dimensionless time factor(Table Time Factor) a is the radius of the cone Ir is the rigidity index t is the time at the degree of consolidation Table Time Factor. T*versus degree of dissipation(Teh and Houlsby(1991)) Degree of 20 30 40 50 60 70 80 Dissipation(%) T*(u2) 0.038 0.078 0.142 0.245 0.439 0.804 1.60 The coefficient of consolidation is typically analyzed using the time (tso) corresponding to a degree of dissipation of 50% (uso). In order to determine tso,dissipation tests must be taken to a pressure less than uso. The uso value is half way between the initial maximum pore pressure and the equilibrium pore pressure value, known as uioo. To estimate uso, both the initial maximum pore pressure and uloo must be known or estimated. Other degrees of dissipations may be considered, particularly for extremely long dissipations. At any specific degree of dissipation the equilibrium pore pressure (u at tioo) must be estimated at the depth of interest.The equilibrium value may be determined from one or more sources such as measuring the value directly(usoo), estimating it from other dissipations in the same profile,estimating the phreatic surface and assuming hydrostatic conditions, from nearby soundings, from client provided information, from site observations and/or past experience,or from other site instrumentation. For calculations of ch (Teh and Houlsby (1991)), tso values are estimated from the corresponding pore pressure dissipation curve and a rigidity index(l,)is assumed. For curves having an initial dilatory response in which an initial rise in pore pressure occurs before reaching a peak, the relative time from the peak value is used in determining tso. In cases where the time to peak is excessive,tsovalues are not calculated. Due to possible inherent uncertainties in estimating Ir,the equilibrium pore pressure and the effect of an initial dilatory response on calculating tso,other methods should be applied to confirm the results for ch. CONETEC PORE PRESSURE DISSIPATION TEST Additional published methods for estimating the coefficient of consolidation from a piezocone test are described in Burns and Mayne (1998, 2002),Jones and Van Zyl (1981), Robertson et al. (1992) and Sully et al. (1999). A summary of the pore pressure dissipation tests and dissipation plots are presented in the relevant appendix. CONETEC} REFERENCES • American Society of Civil Engineers (ASCE), 2010, "Minimum Design Loads for Buildings and Other Structures", Standard ASCE/SEI 7-10, American Society of Civil Engineers, ISBN 978-0-7844-1085-1, Reston,Virginia. DOI: 10.1061/9780784412916. ASTM D5778-12, 2012, "Standard Test Method for Performing Electronic Friction Cone and Piezocone Penetration Testing of Soils",ASTM International,West Conshohocken, PA. DOI: 10.1520/D5778-12. ASTM D7400/D7400M-19, 2019, "Standard Test Methods for Downhole Seismic Testing", ASTM International,West Conshohocken, PA. DOI: 10.1520/D7400_D7400M-19. Burns,S.E.and Mayne,P.W., 1998,"Monotonic and dilatory pore pressure decay during piezocone tests", Canadian Geotechnical Journal 26(4): 1063-1073. DOI: 1063-1073/T98-062. Burns, S.E. and Mayne, P.W., 2002, "Analytical cavity expansion-critical state model cone dissipation in fine-grained soils",Soils&Foundations,Vol.42(2): 131-137. Jones, G.A. and Van Zyl, D.J.A., 1981, "The piezometer probe: a useful investigation tool", Proceedings, 10th International Conference on Soil Mechanics and Foundation Engineering,Vol.3,Stockholm:489-495. Lunne,T., Robertson,P.K.and Powell,J.J. M., 1997,"Cone Penetration Testing in Geotechnical Practice", Blackie Academic and Professional. Mayne, P.W., 2013, "Evaluating yield stress of soils from laboratory consolidation and in-situ cone penetration tests", Sound Geotechnical Research to Practice (Holtz Volume) GSP 230, ASCE, Reston/VA: 406-420. DOI: 10.1061/9780784412770.027. Mayne, P.W. and Peuchen, J., 2012, "Unit weight trends with cone resistance in soft to firm clays", Geotechnical and Geophysical Site Characterization 4, Vol. 1 (Proc. ISC-4, Pernambuco), CRC Press, London: 903-910. Mayne, P.W., 2014, "Interpretation of geotechnical parameters from seismic piezocone tests", CPT'14 Keynote Address, Las Vegas, NV, May 2014. Robertson, P.K., Campanella, R.G., Gillespie, D. and Greig, J., 1986, "Use of Piezometer Cone Data", Proceedings of InSitu 86,ASCE Specialty Conference, Blacksburg,Virginia. Robertson, P.K., Campanella, R.G., Gillespie D and Rice, A., 1986, "Seismic CPT to Measure In-Situ Shear Wave Velocity", Journal of Geotechnical Engineering ASCE, Vol. 112, No. 8: 791-803. DOI: 10.1061/(ASCE)0733-9410(1986)112:8(791). Robertson, P.K., 1990, "Soil Classification Using the Cone Penetration Test", Canadian Geotechnical Journal,Volume 27: 151-158. DOI: 10.1139/190-014. Robertson, P.K., Sully, J.P., Woeller, D.1., Lunne, T., Powell, J.J.M. and Gillespie, D.G., 1992, "Estimating coefficient of consolidation from piezocone tests", Canadian Geotechnical Journal, 29(4): 539-550. DOI: 10.1139/T92-061. CONETEC REFERENCES Robertson, P.K., 2009, "Interpretation of cone penetration tests — a unified approach", Canadian Geotechnical Journal,Volume 46: 1337-1355. DOI: 10.1139/T09-065. Sully,J.P., Robertson, P.K., Campanella, R.G. and Woeller, D.J., 1999, "An approach to evaluation of field CPTU dissipation data in overconsolidated fine-grained soils",Canadian Geotechnical Journal, 36(2):369- 381. DOI: 10.1139/T98-105. Teh,C.I.,and Houlsby,G.T.,1991,"An analytical study of the cone penetration test in clay",Geotechnique, 41(1): 17-34. DOI: 10.1680/geot.1991.41.1.17. inimmommo CONETEC APPENDICES The appendices listed below are included in the report: • Cone Penetration Test Summary and Standard Cone Penetration Test Plots • Normalized Cone Penetration Test Plots • Advanced Cone Penetration Test Plots with Ic,Su(Nkt)vs Su(Ndu), Phi and N(60)vs N1(60) • Seismic Cone Penetration Test Plots • Seismic Cone Penetration Test Shear Wave(Vs)Tabular Results • Seismic Cone Penetration Test Shear Wave(Vs)Traces • Soil Behavior Type(SBT)Scatter Plots • Pore Pressure Dissipation Summary and Pore Pressure Dissipation Plots CONETEC Cone Penetration Test Summary and Standard Cone Penetration Test Plots CONETEC 1111111111111011111111111111 Job No: 23-59-25354 CcNETEC Client: Ninyo and Moore Geotechnical and Environmental Sciences Consultants Project: Tigard Walmart Start Date: 09-Feb-2023 End Date: 09-Feb-2023 CONE PENETRATION TEST SUMMARY Assumed' Final Shear Wave Sounding ID File Name Date Cone Phreatic Depth Velocity LatitudeZ ongitudeZ Surface (deg) (deg) (ft) (ft) Tests SCPT-01 23-59-25354_SP01 09-Feh-2023 870:T1500F15U35 5.8 99.2 31 45.43202 -122.75429 Totals 1 soundings 99.2 31 1. Phreatic surface based on pore pressure dissipation test unless otherwise noted. Hydrostatic profile applied to interpretation tables 2.Coordinates were collected consumer grade GPS-WGS 84 Lat/Long Sheet 1 of 1 Job No: 23-59-25354 Sounding: SCPT-01 CONETEC Ninyo and Moore Date: 2023-02-09 11:02 Cone: 870:T1500F15U35 Site: Tigard Walmart qt(tsf) fs(tsf) Rf(%) u(ft) SBT Qtn 0 100 200 300 400 0.0 1.0 2.0 3.0 4.0 0.0 2.5 5.0 7.5 0 400 800 1200 0 3 6 9 0 I I-fe :Liner I ' s --. --:rC Ar' ' arsn ____lid I I Undefined -�"'' ' - Ueq(ft) ° 5 -,, Stindan yeysend --- Sand Mixtures _. < _. -. - Sand Mixtures.... la Clays 10 - --- --- --- < -_ t - Sand Mixtures r) SendMixture5 15 g - Sand Mixtures s - Clays ay I = Sand Mixtures 20 = . - Silt Mixtures --- -' - Clays ixt ,a- . rF - Clays 25 1 = Sands _... _..... 416 _.. .1 8. Sends Silt Mixtures 30 �_ Sill Mixtures > _ .claysMixtures 35 cSilti.Mixtures clays ay. 40 Clays _._ _ -.__. .. .... .. __ Silt Mixtures — Clays 45 ► Clays +� 7 clays: - I Sin Mixtures ---- - - s Silt Mixtures o .... _. ..._. _......._. ........ - Sand Mixtures -... _--_.Sill Mixtures - ......... -C 0 55 - Sand Mixtures .'77 _._ ....__...... __. �. Silt Mixtures 60 - < I r - Send MixturesMVO 1 -- - --- _ Sand Mixtures 65 sin Mixtures ° — r - Sand Matures ° -- - Sill Mixtures -- 70 - Send Mixtures _ -- "- ------ -. - SandMi5lures Sand Mixtures --- ---- 75 ---- t, a,., = Sand Mixtures -- -- - Silt Mixtures Sand Mixtures 80 a Silt Mixtures _. _...__ --.... __... _. digmll - Silt Mxtures —_SII Mlxturds 85 f=' _ sat Mixtures `""* -_-.. -_.......- _.- goguei g, - Sill Mixtures __. ... —...SandMixtures... -... ii _ Silt Mixtures . - sandd Mixtures Sand Mixtures Sand Mixtures 95 Silt Mixtures 100 Refusal IL Sand Mixtures Refusal Refusal Refusal — — 105 - Max Depth: 30.250 m/99.24 ft File: 23-59-25354_SP01.COR SBT: Robertson,2009 and 2010 Depth Inc: 0.025 m/0.082 ft Unit Wt: SBTOtn(PKR2009) Coords: Lat:45.43201 Long:-122.75429 Avg Int: Every Point 0 Equilibrium Pore Pressure(Ueq) p Assumed Ueq < Dissipation,Uegachieved I Dissipation,Ueg not achieved Hydrostatic Line The reported coordinates were acquired from hand-held GPS equipment and are only approximate locations.The coordinates should not be used for design purposes. Normalized Cone Penetration Test Plots C©NETEC Job No: 23-59-25354 Sounding: SCPT-01 CONETEC Ninyo and Moore Date: 2023-02-09 11:02 Cone: 870:T1500F15U35 Site: Tigard Walmart Qtn(PKR 2009) fs(tsf) Norm: Fr(%) u(ft) SBT Qtn 0 100 200 300 400 0.0 1.0 2.0 3.0 4.0 0.0 2.5 5.0 7.5 0 400 800 1200 0 3 6 9 0 I i - uneli I �.]�-if111L111• �f[�r711rLtlr1_ i - - i 1 '" Undefined 5 =u, y�--�..... inirsa: Ueq(ry) ��_ lv= StitlSandto Clayey Sand __. ,,.,,_ _ Sand Mixtures _ Sand Mixtures a ^i.r ' Clays la 10 L, It— i - Sand Mixtures --`-Sand Mixtures _ - Sand Mixtures 15 I. -- Clays Owe- I Clays - Sand Matures l w� _ Siff Mixtures 20 ; m,x ClayS Clays xtures u _ - Clays 25 UMW = Sands ®> __ _ Sands res 1B 9 -. --Sends ., i = Silt Mures 30 -- -- C - Silt Mixtures .Sill Mixtures .......... - Clays Sill Mixtures 35 . _.__clays Ai - Clays _... _. _....... : - Silt Mixtures _... ri ... ..Gays in, _-... 45 Cl —. Silt Mixtures _ _ _ ays 15 _ fill Mixtures and Mixtures Lk v -- _ Sand Mixtures o- 55 L- Silt Mixtures _.. ... ..... .... _. Silt Mixtures _.... 0 Sand Mixtures 60 4- _ Sand Matures IV ..., _ Sill Mixtures 65 Sand Matures err y.,.^....,_ _- Sand Mixtures aae, .`. Mixtures 70 s - Sand Mixtures -- ---- .,u - Sand Mixtures 75_ Sand Mix ores Sill Matare Sand Mixtures - Silt Mixtures 80 - Silt Mixtures annt r - Silt Mixtures Silt Mixtures 85 Silt Mi ores ____ Sandxatures..-..... - Silt Mixtures - Sand Matures m Sand Mixtures - Sand Mixtures 95 : Silt Mixtures - Silt Mixtures .......... Silt Mixtures .. r Sand Mixtures 100— _ ...... -- Clays Refusal Refusal Refusal Refusal — 105 Max Depth: 30.250 m/99.24 ft File: 23-59-25354 SP01.COR SBT: Robertson,2009 and 2010 Depth Inc: 0.025 m/0.082 ft Unit Wt: SBTQtn(PKR2009) Coords: Lat:45.43201 Long:-122.75429 Avg Int: Every Point O Equilibrium Pore Pressure(Ueq) 5 Assumed Ueq < Dissipation,Ueq achieved A Dissipation,lieq not achieved HydrostaticLine The reported coordinates were acquired from hand-held GPS equipment and are only approximate locations.The coordinates should riot be used for design purposes. Advanced Cone Penetration Test Plots with Ic, Su(Nkt) vs Su(Ndu), Phi and N(60) vs N1(60) CONETEC Job No: 23-59-25354 Sounding: SCPT-01 CONETEC Ninyo and Moore Date: 2023-02-09 11:02 Cone: 870:T1500F15U35 iiiiiiiinaffilli Site: Tigard Walmart qt(tsf) u(ft) lc(PKR 2009) Su(Nkt)(tsf) Phi(deg) N60(lc RW1998)(bpf) 0 100 200 300 400 0 400 800 1200 1.0 2.0 3.0 4.0 0.0 2.0 4.0 6.0 20 30 40 50 0 10 20 30 40 50 0 I i-F�' Jlitli I, ' Fiva Uegut) l�rc�rlrr�� - rlr4-t uho t m:eagadi..ta�� 5 10 - < ,r 15 -s ` b. k - S 20 " 25 t smut O 18.9 �m� c mm z 30 T c.. = — -- 35 • hi 2 i I ' 50 55 s. t 0- a 0 IV - -4-,,,, ..--- 65 w$ noto I �� 70 _ "> .- 75 � - 80 ate. 85 , 4 95 100- Refusal Refusal Rel sal - Refusal Refusal Refusal 105 - Su(Ndu) N1(60)(bpf) Max Depth: 30.250 m/99.24 ft File: 23-59-25354 SP01.COR SBT: Robertson,2009 and 2010 Depth Inc: 0.025 m/0.082 ft Unit Wt: SBTQtn(PKR2009) Coords: Late 45.43201 Long:-122.75429 Avg Int: Every Point Su Nkt/Ndu: 15.0/ 8.0 0 Equilibrium Pore Pressure(Ueq) a Assumed Ueq 4 Dissipation Ueq achieved A Dissipation,Ueq not achieved Hydrostatic Line The reported coordinates were acquired from hand-held GPS equipment and are only approximate locations.The coordinates should not be used for design purposes. Seismic Cone Penetration Test Plots CONETEC g1i_ b Job No: 23-59-25354 Sounding: SCPT-01 CONETEC Ninyo and Moore Date: 2023-02-09 11:02 Cone: 870:T1500F15U35 . Site: Tigard Walmart qt(tsf) fs(tsf) u(ft) Vs (ft/s) 0 100 200 300 400 0.0 1.0 2.0 3.0 4.0 0 400 800 1200 0 400 800 1200 1600 0 ' I l � Fire- �1ch ® ��� I rrr-pLnCn I I r6- u icri I I I .. , Ueq(ft) -.._ 5 . Vs100=862 10 15 II-n- - 20 25 YI < 18.s 30 35 _ — • • 40 45 0 55 l 60 65 70 - 75 80 • 85 90 95 _ • 100 Refusal Refusal Refusal — Refusal 105 Max Depth: 30.250 m/99.24 ft File: 23-59-25354 SP01.COR SBT: Robertson,2009 and 2010 Depth Inc: 0.025 m/0.082 ft Unit Wt: SBTQtn(PKR2009) Coords: Lat:45.43201 Long:-122.75429 Avg Int: Every Point o Equilibrium Pore Pressure(Ueq) AssumedUeq Q Dissipation,Uegachieved < Dissipation,Ueg not achieved Hydrostatic Line The reported coordinates were acquired from hand-held GPS equipment and are only approximate locations.The coordinates should not be used for design purposes. Seismic Cone Penetration Test Shear Wave (Vs) Tabular Results CONETEC IMIIIMINNIMI Job No: 23-59-25354 CONETEC Client: Ninyo and Moore Geotechnical and Environmental Sciences Consultants Project: Tigard Walmart Sounding ID: SCPT-01 Date: 09-Feb-2023 Seismic Source: Beam Source Offset(ft): 1.74 Source Depth(ft): 0.00 Geophone Offset(ft): 0.85 SCPTu SHEAR WAVE VELOCITY TEST RESULTS - Vs Tip Geophone Ray Ray Path Travel Time Interval Depth Depth Path Difference Interval Velocity (ft) (ft) (ft) (ft) (ms) (ft/s) 2.46 1.60 2.37 5.08 4.23 4.57 2.21 4.07 543 8.37 7.51 7.71 3.14 4.63 677 11.65 10.79 10.93 3.22 4.70 685 14.93 14.07 14.18 3.25 7.17 453 18.21 17.35 17.44 3.26 5.90 553 21.49 20.63 20.71 3.27 6.23 524 24.77 23.91 23.98 3.27 4.95 661 28.05 27.19 27.25 3.27 4.53 722 31.33 30.48 30.53 3.27 4.19 782 34.61 33.76 33.80 3.28 4.60 712 37.89 37.04 37.08 3.28 4.15 790 41.17 40.32 40.36 3.28 4.01 817 44.46 43.60 43.63 3.28 4.01 818 47.74 46.88 46.91 3.28 3.32 987 51.02 50.16 50.19 3.28 3.46 948 54.30 53.44 53.47 3.28 3.17 1034 57.58 56.72 56.75 3.28 2.84 1157 60.86 60.00 60.03 3.28 2.45 1339 64.24 63.38 63.41 3.38 2.26 1497 67.42 66.56 66.59 3.18 2.65 1203 70.70 69.85 69.87 3.28 2.97 1104 73.98 73.13 73.15 3.28 2.61 1254 77.26 76.41 76.43 3.28 2.82 1165 80.54 79.69 79.71 3.28 2.84 1155 83.92 83.07 83.09 3.38 3.10 1090 87.11 86.25 86.27 3.18 2.85 1117 90.49 89.63 89.65 3.38 3.20 1057 93.67 92.81 92.83 3.18 2.60 1223 97.11 96.26 96.27 3.44 3.04 1132 99.25 98.39 98.40 2.13 1.66 1288 Sheet 1 of 1 Seismic Cone Penetration Test Shear Wave (Vs) Traces CONETEC Job No:23-59-25354 Client:Ninyo and Moore Project:Tigard Weimar! Anal 0- — CONETECAnalysis:Shear Wave Sounding:SCPT-01 Filter:1 D-200 Hz- Date:-09-FEB-2023 Cone:870:T150DF15U35 • TIME(Ms) 0 •• 0 50 100 150 200 �� v� — — -4 1♦ a�� - -- — — — — - — 40 101111111`41"111W.110'' -.....••••-i. — _ — ` IP.i►" ����► —— — — _ — — — x w60 lioWl I Pap ish.-ow 41Mi..--•••••••• —.......=,-. .._ ,--.......- -.....- - —41.III•ss-.MN. ---- - - - — — - —. _ • _ - __ _ - - - - i ♦—1W 1- -- - - — - - 80 . 411110" _'— — _ _411.11."__ — _ 100 ���—� �� � _�� Soil Behavior Type (SBT) Scatter Plots CONETEc x KK Job No:23-59-25354 Sounding: SCPT-01 CONETEC Ninyo and Moore Date: 2023-02-09 11:02 Cone: 870:T1500F15U35 Site: Tigard Walmart 1Doo C1tn Chart(PKR 2009) Standard SBT Chart(UBC 1986) Modified SBTn (PKR 2016) ik, _ ni�•r• +. - 1000 ,��,1c 1000 g$ s 7.ahr t • e• •gip r _ � kr a x •J' �Ai . • Y o O ,.9 G "^ ���I �s ,� •��• • iiii a ® g o S� .. CEO loo -- .. ,7 s .9- .'® + e r "':: 1i r re'g w ,'48'� ' P ..: xt r .;,,:•q•S• 10.0 ` 1D.0 w� 'i'ae•°$ °zf gib=. `8� • lc-2.& " 3 1 1 maik.k.... .t`4 :?v a wu.a6& 1.0 1.0 1.0 1a. 0.10 1.0 10.0 0.0 2.0 4.0 6.0 8.0 0.10 1.0 10.0 Fr (%) Rf(%) Fr (%) Depth Ranges Legend Legend Legend Q >0.0 to 15.0 ft Sensitive,Fine Grained RSensitive Fines $CCS(Cont. sensitive clay like) • >15.0 to 30.0 ft Organic Soils Organic Soil CC(Cont. clay like) >30.0 to 45.0 ft •Clays Clay ®TC(Cont.transitional) >45.0 to 60.0 ft Silt Mixtures Silty Clay• SC(Cont. sand like) • >60.0 to 75.0 ft �G1LSand Mixtures ▪ Clayey Silt BCD (Dil. clay like) • >75.0 to 90.0 ft iSands Silt $.TD(Dil.transitional) • >90.0 to 105.0 ft Gravelly Sand to Sand • Sandy Silt SD(Dil. sand like) • >105.0 to 120.0 ft Stiff Sand to Clayey Sand '1)Silty Sand/Sand • >120.0 to 135.0 ft 'Every Stiff Fine Grained Sand 8 >135.0 to 150.0 ft Gravelly Sand Q >150.0 ft 11 Stiff Fine Grained Cemented Sand Pore Pressure Dissipation Summary and Pore Pressure Dissipation Plots CoNETEc Job No: 23-59-25354 Sounding: SCPT-01 CONETEC Ninyo and Moore Date: 02/09/2023 11:02 Cone: 870:T1500F15U35 Area=15cm2 Site: Tigard Walmart 60.0 _ E .__. 2 2 20.0 o_ a) ^0 0 1 � -20.0 f I I I I I I _I 0 100 200 300 400 Time(s) Filename: 23-59-25354_SP01.ppd2 u Min: -16.6 ft WT: 1.776 m/5.827 ft Trace Summary: Depth: 7.550 m/24.770 ft u Max: 19.0 ft Ueq: 18.9 ft Duration: 380.0 s u Final: 19.0 ft