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Report (149)
s wa.o\ -Ccot3 tows ¶ ush. . RECEIVE') GEODESIGN MAY 21 2018 Addendum Transmittal CITY OF TkckwdD BUILDING DIVISION Page 1 To: Dirk Otis From: Reed Kistler Company: Don Rasmussen Company Date: December 7, 2017 c/o Stratus Real Estate Developers, LLC Address: 9450 SW Gemini Drive#31339 Beaverton, OR 97008 cc: Gene Mildren, Mildren Design Group, P.C. (via email only) Ralph Turnbaugh,T.M. Rippey Consulting Engineers (via email only) GDI Project: JLR-1-03 RE: JLR Washington Square Original File Name j Date Document Title JLR-1-03-1 11317-geor 11/13/17 Report of Geotechnical Engineering Services;JLR Washington Square; SW Washington Square Road; Tigard, Oregon Addendum Number Date Description 1 12/7/17 Additional Geotechnical Engineering Services (attached) kt Attachment One copy submitted(via email only) Document ID:JLR-1-03-120717-geoat-1.docx ©2017 GeoDesign,Inc. All rights reserved. OFFICE COPY 9450 SW Commerce Circle,Suite 300 I Wilsonville,OR 97070 1503.968.8787 I www.geodesigninc.com At DESIGN December 7, 2017 Don Rasmussen Company c/o Stratus Real Estate Developers, LLC 9450 SW Gemini Drive#31339 Beaverton, OR 97008 Attention: Dirk Otis Addendum 1 Additional Geotechnical Engineering Services JLR Washington Square SW Washington Square Road Tigard, Oregon GeoDesign Project:JLR-1-03 INTRODUCTION This addendum to our November 13, 2017 geotechnical report' incorporates the results of additional explorations, laboratory testing, and analysis and provides additional settlement mitigation recommendations for the proposed Jaguar Land Rover dealership located southwest of SW Washington Square Road and SW Greenburg Road in Tigard, Oregon. SCOPE OF SERVICES We have performed the following scope of services: • Further explored subsurface conditions by drilling two borings to depths of 45.4 and 71.5 feet below ground surface (BGS) and advanced two cone penetrometer test (CPT) probes to the depths of approximately 46.4 and 57.2 feet BGS. • Collected soil samples for laboratory testing, and maintained a log of encountered soil and groundwater conditions in each exploration. • Completed the following laboratory testing: • Ten moisture content determinations and four dry density determinations in general accordance with ASTM D 2216 and ASTM D 7263, respectively • Two consolidation tests in general accordance with ASTM D 2974 • Prepared this addendum that presents our findings, conclusions, and recommendations. ' GeoDesign,Inc.,2017. Report of Geotechnical Engineering Services;JLR Washington Square;SW Washington Square Road;Tigard, Oregon,dated November 13,2017. GeoDesign Project: JLR-1-03 9450 SW Commerce Circle,Suite 300 I Wilsonville, OR 97070 1503.968.8787 www.geodesigninc.com SUBSURFACE CONDITIONS We further explored subsurface conditions at the site by drilling two borings (B-7 and B-8)to depths of 45.4 and 71.5 feet BGS and advanced two CPT probes (CPT-1 and CPT-2)to depths of approximately 46.4 and 57.2 feet BGS. A site plan that has been updated and includes our additional explorations is presented on Figure 1. The boring logs and laboratory testing results are presented in Attachment A. A description and results of the CPT probes are presented in Attachment B. The subsurface conditions encountered in our additional explorations were generally consistent with the previous explorations completed at the site. Fill thickness varied from 6 to 14 feet for borings B-7 and B-8, respectively, which is in the range of fill depths from our prior explorations (see Figure 1). The fill is underlain by fine-grain alluvium. The results of the CPT probes indicate there are discrete soft soil layers within the alluvium, and additional consolidation testing indicates the alluvium is slightly to moderately compressible. Decomposed rock was encountered underlying the alluvium in borings B-7 and B-8 at depths of 43.0 and 38.0 feet BGS, respectively. In CPT-1 groundwater was estimated at a depth of 10.1 feet BGS through pore water dissipation testing. Groundwater could not be observed in our explorations due to the presence of drilling fluid. CONCLUSIONS AND RECOMMENDATIONS GENERAL As described in our geotechnical report, the native soils present at the site are prone to settlement under the proposed fill loads. The results of additional laboratory testing and analysis indicate that the native soils are slightly to moderately compressible. To limit post- construction differential settlement resulting from variable fill loads, we recommend that a preload program be completed. Our preload recommendations are presented below. These recommendations supersede the surcharge recommendations provided in the November 13, 2017 report (except the settlement monitoring program as discussed below). All other recommendations provided in the November 13, 2017 report remain applicable. PRELOAD A preload program is an approach to pre-consolidate the on-site soils and limit post-construction settlement to tolerable amounts. We understand that differential settlement should be less than L/550, which over a distance of 30 feet is less than 5/8 inch. Based on our analysis, we estimate that a preload program will limit post-construction differential settlement to less than %2 inch over 30 feet. We estimate the program will extend for a one-to two-month period and settlement should be monitored using settlement plates as described in the November 13, 2017 report. ♦ ♦ ♦ G EODESIGN= 2 JLR-1-03:120717 We appreciate the opportunity to be of continued service to you on this project. Please call if you have questions concerning the information provided. Sincerely, GeoDesign, Inc. ,i1,0). PROFS u= �g �yG 11\1 , -- -_ � 1:5025 r Reed Kistler, P.E. RE(zON�1 ✓� ,,tC� �- Project Engineer ��<- 25 0754,- G� P SPAT EXPIRES: 6/30/18 George Saunders, P.E., G.E. Principal Engineer cc: Gene Mildren, Mildren Design Group, P.C. (via email only) Ralph Turnbaugh, T.M. Rippey Consulting Engineers (via email only) RSK:GPS:kt Attachments One copy submitted(via email only) Document ID: JLR-1-03-120717-geoa-1.docx ©2017 GeoDesign,Inc. All rights reserved. CDESIGNb_ 3 JLR-1-03:120717 LEGEND: re 8-10 BORING L7 u CPT-1 A CONE PENETROMETER TEST 6-10 BORING(SHANNON&WILSON 2008) CPT-1A CONE PENETROMETER TEST (SHANNON&WILSON 2008) ,. (11.0) DEPTH OF EXISTING FILL(FEET) S(1 21 As /NCrpirB 40 (3.3) ( c gw zQ4 F-� F — aF p4p z o o0 6.0) CPT 3A r 3 CPT-2A - ( o) \ 13-30 t. CPT 1r --0 0 13-11g) 0 '''tCPT-1L m o w I f-'^�, B-SB k B B 10 : L1 y o _ F9L (11.0) FST .eC 8-20 CPT-2A N n< (A) i '9y 7NI a n i -M 0 100 200 In 5" 8-4 I I w y p" d (SCALE IN FEET) O o} W, E V a SITE PLAN BASED ON IMAGE OF SHEET CS SITE '" m A DESIGN REVIEW DATED SEPTEMBER 8,2017 2 PREPARED BY MILDRED DESIGN GROUP,P.C. ATTACHMENT A FIELD EXPLORATIONS GENERAL We further explored subsurface conditions at the site by drilling two borings (B-7 and B-8)to depths of 45.4 and 71.5 feet BGS and advanced two CPT probes (CPT-1 and CPT-2)to depths of approximately 46.4 and 57.2 feet BGS. Drilling services were provided by Western States Soil Conservation, Inc. of Hubbard, Oregon, using mud rotary methods on November 13, 2017. The borings were observed by members of our geology and geotechnical staff. The boring logs are presented in this attachment. A description and the results of the CPT probes are presented in Attachment B. Exploration locations were determined by pacing from existing site features and should be considered accurate to the degree implied by the methods used. Elevations were estimated from the grading plan provided by Mildren Design Group. SOIL SAMPLING Samples were collected from the borings using a 1Y2-inch-inside diameter(SPT) split-spoon sampler in general accordance with ASTM D 1586. The split-spoon samplers were driven into the soil with a 140-pound hammer free-falling 30 inches. The samplers were driven a total distance of 18 inches. The number of blows required to drive the sampler the final 12 inches is recorded on the boring logs, unless otherwise noted. Higher quality, relatively undisturbed samples were obtained using a standard Shelby tube in general accordance with ASTM D 1587, the Standard Practice for Thin-walled Tube Sampling of Soils. Sampling methods and intervals are shown on the exploration logs. The average efficiency of the automatic SPT hammer used by Western States Soil Conservation, Inc. was 86 percent. The calibration testing results are presented at the end of this attachment. SOIL CLASSIFICATION The soil samples were classified in the field in accordance with the "Exploration Key" (Table A-1) and "Soil Classification System" (Table A-2), which are presented in this attachment. The exploration logs indicate the depths at which the soil characteristics change, although the change actually could be gradual. If the change occurred between sample locations, the depth was interpreted. Classifications are shown on the exploration logs. LABORATORY TESTING CLASSIFICATION The soil samples were classified in the laboratory to confirm field classifications. The laboratory classifications are shown on the exploration logs if those classifications differed from the field classifications. GEODESIGM A-1 JLR-1-03:120717 MOISTURE CONTENT AND DENSITY We determined the natural moisture content and density of select soil samples in general accordance with ASTM D 2216 and ASTM D 7263, respectively. The natural moisture content is a ratio of the weight of the water to soil in a test sample and is expressed as a percentage. The test results are presented in this attachment. CONSOLIDATION Consolidation testing was performed on select soil samples in general accordance with ASTM D 2435. This test determines the magnitude and rate of consolidation of soil when it is restrained laterally and drained axially while subjected to incrementally applied controlled-stress loading. The test results are used to estimate the magnitude and rate of settlement of the site soil under a specific increase in effective stress, as well as pre-consolidation pressure. The test results are presented in this attachment. GEODESIGN= A-1 JLR-1-03:120717 SYMBOL SAMPLING DESCRIPTION 1111 Location of sample obtained in general accordance with ASTM D 1586 Standard Penetration Test with recovery F Location of sample obtained using thin-wall Shelby tube or Geoprobe® sampler in general accordance with ASTM D 1 587 with recovery 1 Location of sample obtained using Dames & Moore sampler and 300-pound hammer or pushed with recovery Location of sample obtained using Dames & Moore and 140-pound hammer or pushed with recovery 1 Location of sample obtained using 3-inch-O.D. California split-spoon sampler and 140-pound hammer NLocation of grab sample Graphic Log of Soil and Rock Types ,I.:1,,,31.. Observed contact between soil or — Rock coring interval i..,:.•:;. rock units (at depth indicated) V Water level during drilling Inferred contact between soil or rock units (at approximate ii/ depths indicated) Y Water level taken on date shown — - t: --0 S GEOTECHNICAL TESTING EXPLANATIONS ATT Atterberg Limits P Pushed Sample CBR California Bearing Ratio PP Pocket Penetrometer CON Consolidation P200 Percent Passing U.S. Standard No. 200 DD Dry Density Sieve DS Direct Shear RES Resilient Modulus HYD Hydrometer Gradation SIEV Sieve Gradation MC Moisture Content TOR Torvane MD Moisture-Density Relationship UC Unconfined Compressive Strength NP Nonplastic VS Vane Shear OC Organic Content kPa Kilopascal ENVIRONMENTAL TESTING EXPLANATIONS CA Sample Submitted for Chemical Analysis ND Not Detected P Pushed Sample NS No Visible Sheen PID Photoionization Detector Headspace SS Slight Sheen Analysis MS Moderate Sheen ppm Parts per Million HS Heavy Sheen GEODESIGNZ 9450 SW Commerce Circle-Suite 300 EXPLORATION KEY TABLE A-1 Wilsonville OR 97070 503.968.8787 www.geodesigninc.com RELATIVE DENSITY- COARSE-GRAINED SOILS Relative Density Standard Penetration Dames&Moore Sampler Dames& Moore Sampler Resistance (140-pound hammer) (300-pound hammer) Very Loose 0-4 0- 11 0-4 Loose 4- 10 11 -26 4- 10 Medium Dense 10- 30 26 - 74 10-30 Dense 30 - 50 74 - 120 30-47 Very Dense More than 50 More than 120 More than 47 CONSISTENCY- FINE-GRAINED SOILS Consistency Standard Penetration Dames& Moore Sampler Dames&Moore Sampler Unconfined Compressive Resistance (140-pound hammer) (300-pound hammer) Strength (tsf) Very Soft Less than 2 Less than 3 Less than 2 Less than 0.25 Soft 2 -4 3 - 6 2 - 5 0.25 -0.50 Medium Stiff 4-8 6 - 12 5 -9 0.50- 1.0 Stiff 8- 15 12 - 25 9 - 19 1.0- 2.0 Very Stiff 15 - 30 25 -65 19- 31 2.0-4.0 Hard More than 30 More than 65 More than 31 More than 4.0 PRIMARY SOIL DIVISIONS GROUP SYMBOL GROUP NAME CLEAN GRAVELS GW or GP GRAVEL GRAVEL (< 5%fines) (more than 50%of GRAVEL WITH FINES GW-GM or GP-GM GRAVEL with silt coarse fraction (>- 5%and _< 12%fines) GW-GC or GP-GC GRAVEL with clay COARSE-GRAINED retained on GM silty GRAVEL SOILS No. 4 sieve) GRAVELS WITH FINES (> 12%fines) GC clayey GRAVEL (more than 50% GC-GM silty, clayey GRAVEL CLEAN SANDS retained on SAND (<5%fines) SW or SP SAND No. 200 sieve) (50%or more of SANDS WITH FINES SW-SM or SP-SM SAND with silt coarse fraction (� 5%and < 12%fines) SW SC or SP SC SAND with clay passing SANDS WITH FINES SM silty SAND No. 4 sieve) SC clayey SAND (> 12%fines) SC-SM silty, clayey SAND ML SILT FINE-GRAINED CL CLAY SOILS Liquid limit less than 50 CL-ML silty CLAY (50%or more SILT AND CLAY OL ORGANIC SILT or ORGANIC CLAY passing Liquid limit 50 or MH SILT No. 200 sieve) greater CH CLAY OH ORGANIC SILT or ORGANIC CLAY HIGHLY ORGANIC SOILS PT PEAT MOISTURE ADDITIONAL CONSTITUENTS CLASSIFICATION Secondary granular components or other materials Term Field Test such as organics, man-made debris,etc. Silt and Clay In: Sand and Gravel In: very low moisture, Percent Fine-Grained Coarse- Percent Fine-Grained Coarse- dry dry to touch Soils Grained Soils Soils Grained Soils moist damp,without < 5 trace trace < 5 trace trace visible moisture 5 - 12 minor with 5 - 15 minor minor wet visible free water, > 12 some silty/clayey 15 - 30 with with usually saturated > 30 sandy/gravelly Indicate% G EO DES I G Nz SOIL CLASSIFICATION SYSTEM 9450 SW Commerce Circle-Suite 300 TABLE A-2 Wilsonville OR 97070 503.968.8787 www.geodesigninc.com . z 0= u w BLOW COUNT INSTALLATION AND ~~ — -J •MOISTURE CONTENT% COMMENTS DEPTHFEETa MATERIAL DESCRIPTION >Q a w < MTI RQD% CORE REC% w I— N 0 1p O:c � 0..33 U 197.0 0 50 100 \ASPHALT CONCRETE (2.5 inches). '0 –.off \AGGREGATE BASE (6.0 inches). ` 1068.2 -' - Medium dense, gray-brown, silty ,P :c GRAVEL(GM), minor to with sand, e- ,°. trace clay; moist, angular- FILL. _ 193.5 ` through hrour Comment: mud loss I y g J 3.5 through fill. Stiff, light gray SILT(ML), trace to — 5— minor sand, trace clay and organics (rootlets,woody debris, charcoal); 191 0 PPIiii `3 PP 1.75 tsf \moist - FILL. 7- 6.0 Stiff, light gray SILT(ML), minor sand, trace clay; moist, micaceous. E to light yellow-brown at 8.0 feet PP A PP=1.25 tsf with sand at 8.5 feet 10 11 ,1 PP PP=1.Otsf sandy interbeds at 11.0 feet11 P 15 - medium stiff, with sand, minor clay; wet 6 at 15.0 feet PP A PP=0.5 tsf 20 light gray,trace to minor sand at 20.5 PP 11 A PP=0.5tsf feet 25 11.0 1 / Stiff, light gray CLAY (CL), minor silt, 26.0 trace sand; wet. 1 _ 168.0 DO P • DD=91 pcf Loose, light gray SAND with silt (SP-SM); 29.0 CON 30—^:< wet. — 166.0 5 pp A PP=1.0 tsf c Medium stiff, light gray SILT(ML), minor 31.0 sand and clay; wet. N 6.i 1- O H z 35— medium stiff to stiff, trace sand at 35.0 r13feet PP 0 PP=1.5 tsf 0u z u _ 159.0 o Medium stiff, light gray CLAY (CH), trace 38.0 o - /.. j silt and sand; moist to wet. F2 40 0 50 100 L m DRILLED BY:Western States Soil Conservation,Inc. LOGGED BY:JCWJJP COMPLETED:11/13/17 9 z BORING METHOD:mud rotary(see document text) BORING BIT DIAMETER:3 7/8 inches J zG EODESIGNZ JLR-1 03 BORING B-7 w 9450 5W Commerce Circle-Suite 300 m Wilsonville OR 97070 DECEMBER 201 7 JLR WASHINGTON OR�UARE FIGURE Al 503.968.8787 www.geodesigninc.com Z o O 1 L w •♦BLOW COUNT INSTALLATION AND ~I— Z J COMMENTS DEPTH j a •MOISTURE CONTENT%MATERIAL DESCRIPTION 0 < _ILLIw Tl RQD% CORE REC%%FEET a I— V1 —40 u 0 50 100 ( previous page) 7 PP=2.5 tsf PP ` 154.0 6 Verycontinued dense,from gray brown with red 43.0 mottled, clayey GRAVEL with sand (GC), 45;: trace , oto weatheredsilt; moist, basalt).angular(decomposed 5 1414 U 50/5A Exploration completed at a depth of 45.4 feet. Hammer efficiency factor is 86 percent. 50— 55— 60— 65— Y 70— U m n v Li 0I— a 75— _ a I- 0 u z u w 0 2 W u d BO 0 50 100 u co m DRILLED BY:Western States Soil Conservation,Inc. LOGGED BY:JCH/JJP COMPLETED:11/13/17 9 s BORING METHOD:mud rotary(see document text) BORING BIT DIAMETER:3 7/8 inches u SLR-1-03 BORING B-7 z G EO DES I G N? (continued) Fe 9450 SW Commerce Circle-Suite 300 m Wilsonville OR 97070 DECEMBER 201 7 JLR WASHINGTON OR4UARE FIGURE A-1 503.968.8787 www.geodesigninc.com Z = u w BLOW COUNT INSTALLATION AND DEPTH = MATERIAL DESCRIPTION j F- a •MOISTURE CONTENT% COMMENTS FEET w w < RQD% CORE REC% L..4. I— N u 187.0 0 50 100 AGGREGATE BASE (12.0 inches). 1186.0 Stiff, light brown CLAY with gravel .0 (CL), minor silt and sand, trace organics (woody debris); moist - FILL. Ii 9 5� P minor to with gravel at 7.0 feet j1 /fes 78.0 �Medium stiff to stiff, gray CLAY(CH), 9.0 10 trace silt, sand, gravel, and organics — / (grass, rootlets); moist - FILL. C - 173.0 Soft to medium stiff, yellow-brown with 14.0 15— orange mottled SILT with sand (ML), — trace clay; wet, sandy interbeds (2 to 3 inches thick). 20— DD p • DD=81 pcf CON very soft, light gray, minor to with sand at 22.0 feet PP AI PP=0.0tsf 25— stiff,with sand; without interbeds at 14 25.0 feet PP 11 ` PP=1.75 tsf 30 medium stiff, trace to minor sand at 7 30.0 feet ce PP I1 A PP=0.75 tsf N 41 I- 35 soft to medium stiff, light gray with I a brown mottles, minor clay, trace sand at PP PP=0.5 tsf 35.0 feet Z _ 149.0 o Stiff, gray CLAY (CH), trace gravel, sand, 38.0 and silt; moist (decomposed basalt). a 40 u 0 50 100 DRILLED BY:Western States Soil Conservation,Inc. LOGGED BY:JCH/JJP COMPLETED:11/13/17 9 z BORING METHOD:mud rotary(see document text) BORING BIT DIAMETER:3 7/8 inches zGEODESIGNz JLR-1-03 BORING B-8 z 9450 SW Commerce Circle-Suite 300 m Wilsonville OR 97070 DECEMBER 2017 JLR WASHINGTON SQUARE FIGURE A-2 503.968.8787 www.geodesigninc.com TIGARD,OR Z I u w BLOW COUNT INSTALLATION AND DEPTH u <a Z eL •MOISTURE CONTENT% COMMENTS FEET a MATERIAL DESCRIPTION >oI— Lc; < ITm RQD% 1771 CORE REC% —40 c.7 w ~ 0 50 100 (continued from previous page) I `3 as—/ minor sand at 45.0 feet ,3 so very stiff at 50.0 feet 16 ss stiff at 55.0 feet 60—// with sand at 60.0 feet 4.,14 _j 65 trace sand at 65.0 feet ,3 70 4 stiff to very stiff,with sand at 70.0 feet =s 115.5 Exploration completed at a depth of 71.5 71.5 feet. 1= 0 Hammer efficiency factor is 86 percent. aI- a 75— I- 0 u - Z u 2 0 0 w 80 F2 0 50 100 DRILLED BY:Western States Soil Conservation,Inc. LOGGED BY:JCH/JJP COMPLETED:11/13/17 9 ce 7 BORING METHOD:mud rotary(see document text) BORING BIT DIAMETER:3 7/8 inches ce G EODESIGNZ JLR 1 03 BORING 13-8 (continued) 9450 SW Commerce Circle-Suite 300 F.3 Wilsonville OR 97070 DECEMBER 2017 JLR WASHINGTON SQUARE FIGURE A-2 503.968.8787 www.geodesigninc.com TIGARD,OR • _17 A 2 4 6 ^ 8 u CC W a 10 z " v 12 14 16 18 20 100 1 ,000 10,000 100,000 STRESS (PSF) 0 z z KEY EXPLORATION SAMPLE DEPTH MOISTURE CONTENT DRY DENSITY NUMBER (FEET) (PERCENT) (PCF) • 8-7 28.0 34 91 0 u B-8 20.0 40 81 eo O O G EODESIGNZ JLR-1-03 CONSOLIDATION TEST RESULTS 0 9450 SW Commerce Circle-Suite 300 JLR WASHINGTON SQUARE FIGURE A-3 Wilsonville OR 97070 DECEMBER 2017 0 503.968.8787 www.geodesigninc.com TIGARD,OR SAMPLE INFORMATION SIEVE ATTERBERG LIMITS MOISTURE DRY EXPLORATION SAMPLE ELEVATION CONTENT DENSITY GRAVEL SAND P200 LIQUID PLASTIC PLASTICITY NUMBER DEPTH (FEET) (PERCENT) (PCF) (PERCENT) (PERCENT) (PERCENT) LIMIT LIMIT INDEX (FEET) B-7 28.0 169.0 34 91 B-8 20.0 167.0 40 81 I- 0 n ❑ F Z H Z U W 0 u co m 0 G EODESIGNz JLR-1-03 SUMMARY OF LABORATORY DATA 9450 SW Commerce Circle-Suite 300 JLR WASHINGTON SQUARE FIGURE A-4 m Wilsonville OR 97070 DECEMBER 2017 c 503.968.8787 www.geodesigninc.com TIGARD,OR GeoDesign, Inc. Page 1 of 5 SPT Analyzer Results PDA-S Ver.2015.14-Printed: 1/24/2017 WSSC-8-01 RIG 5-SERIAL NO.373617 JDT Test date: 12/28/2016 AR: 1.41 inA2 SP: 0.492 k/ft3 LE: 22.50 ft EM: 30000 ksi WS: 16807.9 ft/s Depth:(15.50-16.50 ftj,displaying BN: 1 F@22.10 ft 60.000 kips) A1,2 V@22.g0 ft 23.8 ft/s) F1,2 '11 TS:81.',2 .. TB:0 LP: Length of Penetration BPM: Blows/Minute FMX: Maximum Force EMX: Maximum Energy VMX: Maximum Velocity ETR: Energy Transfer Ratio-Rated BL# BC LP FMX VMX BPM EMX ETR /6" ft kips ft/s bpm ft-lb (%) Average 0.00 0.000 0.0 0.0 0.0 0.0 Std Dev 0.00 0.000 0.0 0.0 0.0 0.0 Maximum -co -40413756298 -°° -° -13259106397 -. Minimum co 404137562986 co 132591063971 N-value:0 Sample Interval Time:0.00 seconds. GeoDesign, Inc. Page 2 of 5 SPT Analyzer Results PDA-S Ver.2015.14-Printed: 1/24/2017 Depth:(18.00-19.00 ft],displaying BN:9 F@22.10 ft 60.000 kips) A1,2 V@22.10 ft 23.8 ft/s) F1,2 ' ,Ii1Pl 4, ,.,,,,,,,.. , TS:g 2 �..,W,.......�-.__ TB:0 BL# BC LP FMX VMX BPM EMX ETR /6" ft kips ft/s bpm ft-lb (%) 1 3 18.17 47.075 16.9 50.7 296.3 84.7 2 3 18.33 47.210 17.1 51.3 303.8 86.8 3 3 18.50 47.332 16.9 51.6 299.8 85.7 4 8 18.56 47.943 16.6 51.2 300.0 85.7 5 8 18.63 47.335 17.0 51.3 301.7 86.2 6 8 18.69 47.325 16.9 51.3 304.5 87.0 7 8 18.75 47.464 16.9 51.4 302.9 86.5 8 8 18.81 47.592 17.1 51.4 303.0 86.6 9 8 18.88 46.764 16.8 51.3 296.8 84.8 10 8 18.94 47.007 16.6 51.2 302.8 86.5 11 8 19.00 47.057 16.8 51.5 300.7 85.9 Average 18.66 47.282 16.9 51.3 301.1 86.0 Std Dev 0.24 0.304 0.2 0.2 2.6 0.7 Maximum 19.00 47.943 17.1 51.6 304.5 87.0 Minimum 18.17 46.764 16.6 50.7 296.3 84.7 N-value: 11 Sample Interval Time: 11.67 seconds. GeoDesign, Inc. Page 3 of 5 SPT Analyzer Results PDA-S Ver.2015.14-Printed: 1/24/2017 Depth:(20.50-21.50 ft],displaying BN:23 F@22.50 ft p60.000 kips) A1,2 V@22.E0 ft;23.8 ft/s) F1,2 i TS:81. 2 . . * TB:0 BL# BC LP FMX VMX BPM EMX ETR /6" ft kips ft/s bpm ft-lb (%) 12 6 20.58 45.567 16.4 52.0 292.7 83.6 13 6 20.67 45.378 16.1 51.7 290.2 82.9 14 6 20.75 46.059 16.3 52.1 291.3 83.2 15 6 20.83 46.145 16.4 51.7 296.3 84.7 16 6 20.92 46.420 16.0 51.8 291.2 83.2 17 6 21.00 46.446 16.0 51.8 292.7 83.6 18 8 21.06 46.554 16.5 51.9 298.8 85.4 19 8 21.13 47.444 16.0 52.0 294.7 84.2 20 8 21.19 45.429 16.8 51.7 296.4 84.7 21 8 21.25 46.266 16.7 52.1 299.2 85.5 22 8 21.31 47.065 16.1 52.0 293.1 83.7 23 8 21.38 46.140 16.3 51.8 301.4 86.1 24 8 21.44 47.829 16.7 51.9 303.2 86.6 25 8 21.50 47.025 16.0 51.7 294.7 84.2 Average 21.07 46.412 16.3 51.9 295.4 84.4 Std Dev 0.28 0.704 0.3 0.1 3.8 1.1 Maximum 21.50 47.829 16.8 52.1 303.2 86.6 Minimum 20.58 45.378 16.0 51.7 290.2 82.9 N-value: 14 Sample Interval Time: 15.02 seconds. GeoDesign, Inc. Page 4 of 5 SPT Analyzer Results PDA-S Ver.2015.14-Printed: 1/24/2017 Depth:(23.00-24.00 ft],displaying BN:40 F@22.50 ft 60.000 kips) A1,2 V@22.50 ft;23.8 ft/s) F1,2 TS:81.92 owe mow. TB:0 I BL# BC LP FMX VMX BPM EMX ETR /6" ft kips ft/s bpm ft-lb (%) 26 7 23.07 42.273 17.4 53.1 299.3 85.5 27 7 23.14 42.778 17.5 53.0 306.2 87.5 28 7 23.21 42.470 18.8 53.2 303.3 86.7 29 7 23.29 43.067 16.7 53.3 302.5 86.4 30 7 23.36 42.652 17.3 53.0 308.4 88.1 31 7 23.43 43.158 17.3 53.3 305.9 87.4 32 7 23.50 42.475 17.2 52.8 305.4 87.3 33 10 23.55 43.280 17.2 53.2 307.9 88.0 34 10 23.60 43.545 16.8 53.1 302.5 86.4 35 10 23.65 43.732 16.6 53.1 306.0 87.4 36 10 23.70 43.489 16.4 53.2 304.9 87.1 37 10 23.75 43.607 16.7 53.0 304.7 87.1 38 10 23.80 43.605 16.4 53.1 305.6 87.3 39 10 23.85 43.500 16.6 53.2 305.3 87.2 40 10 23.90 43.515 16.6 53.1 307.5 87.9 41 10 23.95 44.751 16.9 53.1 311.3 89.0 42 10 24.00 43.081 17.8 53.2 299.7 85.6 Average 23.57 43.234 17.1 53.1 305.1 87.2 Std Dev 0.28 0.586 0.6 0.1 2.9 0.8 Maximum 24.00 44.751 18.8 53.3 311.3 89.0 Minimum 23.07 42.273 16.4 52.8 299.3 85.5 N-value: 17 Sample Interval Time: 18.03 seconds. GeoDesign, Inc. Page 5 of 5 SPT Analyzer Results PDA-S Ver.2015.14-Printed: 1/24/2017 Summary of SPT Test Results Project:WSSC-8-01,Test Date: 12/28/2016 LP: Length of Penetration BPM: Blows/Minute FMX: Maximum Force EMX: Maximum Energy VMX: Maximum Velocity ETR: Energy Transfer Ratio-Rated Instr. Blows N N60 Average Average Average Average Average Average Length Applied Value Value LP FMX VMX BPM EMX ETR ft /6" ft kips ft/s bpm ft-lb (%) 22.50 -1 0 0 000 0.000 0.0 0.0 0.0 0.0 22.50 3-8 8 11 1866 47.282 16.9 51.3 301.1 86.0 22.50 6-8 8 11 2107 46.412 16.3 51.9 295.4 84.4 22.50 7-10 10 14 2357 43.234 17.1 53.1 305.1 87.2 Overall Average Values: 2145 45.354 16.8 52.2 300.8 86.0 4- Standard Deviation: 200 1.869 0.5 0.8 5.2 1.5 Overall Maximum Value: 2400 47.943 18.8 53.3 311.3 89.0 Overall Minimum Value: 1817 42.273 16.0 50.7 290.2 82.9 Average Energy Transfer Ratio=86.0% Energy Correction Factor=1.43 ATTACHMENT B CONE PENETROMETER TESTING The CPT probes were performed in general accordance with ASTM D 5778 by Oregon Geotechnical Explorations, Inc. of Keizer, Oregon, on November 24, 2017. The CPT is an in situ test that provides assistance in characterizing subsurface stratigraphy. The test includes advancing a 35.6-millimeter-diameter cone equipped with a load cell, friction sleeve, strain gages, porous stone, and geophone through the soil profile. The cone is advanced at a rate of approximately 2 centimeters per second. Tip resistance, sleeve friction, and pore pressure at are typically recorded at 0.1-meter intervals. At selected depths, the CPT advancement can be suspended and pore water dissipation rates measured. Shear wave velocity of the subsurface soils can be measured, typically on increments of 1 meter to 2 meters. The results of the CPT completed for this project are presented in this attachment. G EODESIGNk) B-1 JLR-1-03:120717 GeoDesign / CPT-1 / 10131 SW Washington Square RD Tigard OPERATOR:OGE BB CONE ID:DPG1386 HOLE NUMBER:CPT-1 TEST DATE: 11/24/2017 9:41:08 AM TOTAL DEPTH:57.251 ft SPT N60 SBT Tip(Qt) Sleeve(Fs) FR(Fs/Qt) PP(U2) (UNITLESS) (UNITLESS) (tsf) (tsf) (%) (psi) 0 0 60 0 12 0 120 0 4 0 8 -50 450 I I I I I I I I 1 I I I I I 1 1 1 I I I I 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1ii Cr -- pfitiffSette i 1 20 — . :. - - - , -, z M , ___ , .... ,„,,„ ,L,, , , „ , ,-,---_ __ � Depth 30 — r----.' a,_i — — ______ (ft) H 1 U a;ta Z , i 40 — , , , — b , , „ i „/,_ , ,, ,/, , , ,,, ,,, ,,, , , / , / , , „,, ,/ 1 ,_, ,,,,,,,,,,,,,,„,,,,,,, 50 — L. — — 60 1 sensitive fine grained 1 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand ., 2 organic material n 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained("`) 3 clay M 6 sandy silt to clayey silt 9 sand M 12 sand to clayey sand(') *SBT/SPT CORRELATION:UBC-1983 :NT : 17202 / GeoDesign / CPT-1 / 10131 SW Washington Square RD Ti 3T DATE: 11/24/2017 9:41:08 AM 10 DEPTH (ft) 30.02 8 6 4 PRESSURE 2 (PSI) 0 -2 -4 1 6 0 10 20 30 40 50 60 70 MAXIMUM PRESSURE = 8.565 (PSI)IME: (MINUTES) HYDROSTATIC PRESSURE = 8.633 (PSI), WATER TABLE: 10.10 ft GeoDesign / CPT-2 / 10131 SW Washington Square RD Tigard OPERATOR: OGE BB CONE ID: DPG1386 HOLE NUMBER: CPT-2 TEST DATE: 11/24/2017 1:07:17 PM TOTAL DEPTH: 46.424 ft SPT N60 SBT Tip (Qt) Sleeve (Fs) FR (Fs/Qt) PP (U2) (UNITLESS) (UNITLESS) (tsf) (tsf) (%) (psi) 0 0 60 0 12 0 160 0 6 0 8 -50 400 I 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 — — 5 — — '' sr 1 °I � w 10 — � — 0E x'i,✓f, ,w 15 — ' E......,-- 20 — — — — �___a — amarlat Depth 25 (ft) — — fir. �----� `-----�- I1 30 — — — — 35 — it — r _V -1-'1,--_,40 - 45 — E „ . — — — — LTh 50 ' II 1 sensitive fine grainell 4 silty clay to clay 7 silty sand to sandy si 10 gravelly sand to sand II 2 organic material II 5 clayey silt to silty c7 8 sand to silty sand 11 very stiff fine grained (*) 3 clay II 6 sandy silt to clayey s3 9 sand II 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983