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Report owl 6C s 1T9 -o I Carlson Testing, Inc. Construction I & Related Tests Geotecbnical Consulting P.O. Box 23814 Tigard, Oregon 97218 Phone: (503) 6843460 FAX: (503) 684-0954 April 25, 1994 CTI # 94 -1435 N -B Hatch Co. P.O.Box 4684 Portland, OR 97208 -4684 Attention: Billy R. Odle GEOTECHNICAL INVESTIGATION 72nd AVE & HWY 99W INTERSECTION DISPOSAL SITE TIGARD, OREGON Dear Mr. Odle: This report presents the results of our geotechnical investigation for the proposed filling associated with the intersection improvements at 72nd Ave and Hwy. 99W. The purpose of our investigation is to provide geotechnical evaluations and recommendations for the subject fill disposal lot. This investigation was performed as per your verbal request. BACKGROUND Site Description The disposal site property is approximately one acre in size and roughly square in shape. It is located at the intersection of 72nd Ave. and Hwy 99W, accessible from the north by a narrow road that drops down behind an existing commercial building. East of the site is an existing mini - storage facility, south and west of the site is presently undeveloped. Site elevation is approximately 250 ft above MSL and it is presently graded nearly level, covered by recent fill, and drains to the south. Proposed Development We understand that the subject site is to become the disposal site for approximately 30 ft of native soil removed for the nearby intersection improvements at 72nd Ave and Hwy 99W. This amount of • fill would bring up the site elevation approximately to about the present elevation of Hwy 99 adjacent to the site. We further understand that the owner of the site is interested in having the fill placed as engineered fill so that he can develop the site in the future. RECEIVED APR 2 51994 COMMUNITY DEVELOPMENT CTI Job # 94 -1435 N -B Hatch Co. Page 2 Project Data Location - Southeast of the intersection of 72nd Ave and Hwy 99W in Tigard (Thomas Bros. Map 655, Grid Column G: Row 3, 1994 ed.). General Contractor - N -B Hatch Co., address above on title page. Civil Engineer - Waker Associates, Inc. - 11080 S.W. Allen Boulevard, Ste. 100, Beaverton, Oregon 97005. Jurisdictional Agency - City of Tigard, Oregon. AREA GEOLOGY The disposal site is located in the NW- trending Tualatin Basin, a gentle syncline with faulting along its northeastern and eastern margins where it meets the Tualatin Mountains. Basement rocks are Columbia River Basalt (Tcr) that poured through the gorge and south down the Willamette Valley about 15 million years ago. The basement rocks have since been folded and faulted to create the Tualatin Basin, which reaches a maximum depth of 1500 -1600 ft under recent sediments. At the site, depth to basement rocks is approximately 150 ft. Quaternary alluvium and glacial deposits consisting of gravel, sand, silt, and clay, as well as recent localized basalts known as Boring Lava (QTb) that form many of the area's topographic highs, are the surficial materials that overly the weathered Columbia River Basalt. The alluvial /fluvial deposits are generally less than 40 ft, but may be as thick as 150 ft. At the site, the uppermost alluvial deposits are approximately 25 ft thick and are described as fine - grained flood deposits (Off) on the published geologic map of the Lake Oswego quadrangle (USGS Open -File Report 0- 92 -2). Also in the vicinity of the site is Boring Lava. The Boring Lava that forms Mount Sylvan outcrops at Hwy 99W, about 1000 . ft north of the site. FIELD EXPLORATIONS AND TESTING General A general description of the field exploration procedures and the test pit logs are presented in Appendix A. The test pit was located in the center of the site. Laboratory testing procedures and the test results are presented in Appendix B. CTI Job # 94 -1435 N -B Hatch Co. Page 3 SUBSURFACE CONDITIONS Based on the single test pit and examination of the perimeter of the site, which drops off to the south and west, the site is underlain by approximately 5i ft of unengineered fill. The fill may thin slightly toward the access road to the northeast. The fill is described as a bouldery, gravelly, clayey SILT. The brown SILT has a medium plasticity and is moist. Mixed throughout the SILT is gravel (apparently old road gravel) with common concrete blocks, some with rebar imbedded within, that measure approximately 1'x2'x3'. Under the nonengineered fill, native brown SILT with trace to some clay (ML) was encountered. The native silt throughout this area has been previously mapped as fine - grained flood deposits (Off) deposited in the Pleistocene. No groundwater was encountered. All other soils encountered were moist. Please refer to the log of test pits in Appendix A for details on the subsurface conditions. CONCLUSIONS AND RECOMMENDATIONS General It is our opinion that it geotechnically feasible to place the offsite material as engineered fill, provided the recommendations of this report are followed. The proposed grading is considered to be engineered grading as defined by the Uniform Building Code (UBC). To provide the level of documentation specified in the UBC for placement of engineered fill usually requires daily observation and testing during overexcavation, and rough grading operations. Site Preparation The existing nonengineered fill should be removed by overexcavating • until the native soils are reached prior to placement of any engineered fill. CTI's engineer or geologist should approve the m removal areas prior to filling. Concrete blocks larger than l'xl'xl' should not be placed within the-engineered fill. A nonstructural disposal area can be designated at the site if on- site disposal is desired, otherwise the oversized material should be removed from the site. Based on our explorations;.the average depth of existing fill removal is approximately 6 ft. CTI Job # 94 -1435 N -B Hatch Co. Page 4 Rough Grading All rough grading should be performed in accordance with Chapter 70 of the Uniform Building Code, with the exceptions and additions noted herein. T�1 =-soil presen,tL e are of unknown origin (natural moisture content of 26.2%). The stockpiled fill on the corner of 72nd Ave is largely weathered Boring ova "`"from immediately north of the proposed fill site (natural moisture content of 17.0 %). Both these soils are at a moisture content _aboae_,the r optimums for_ compaction and will require some drying prior to compaction. ineered - fili - should - be - compadted in horizontal lifts not exceeding 8 inches using standard compaction equipment. Additional proctor'tests will likely be required fdr e material yet to be cut for the road improvements for compaction testinel , -' A minimum of 95 percent of the maximum dry density obtained from tfiieinodified Proctor; ASTM D1557 or equivalent standard (AASHTO T - tga) is recommended for engineered fill placed during rough grading Field density testing should conform to ASTM D 2922 ' and D 301, or D 1556. All engineered fill should be observed and tested by the Soil Engineer's representative. Typically, a density test is performed for every 2 vertical feet of fill placed on each lot, or every 500 yd of earthwork performed, whichever requires more testing. If placing fill over areas sloping steeper than 5H:1V (likely at1),i r least in the north end of the site) , the area should be benche into the slope at least 10 feet horizontal. The toe of fill slopes k greater than 5 ft in height should be keyed into native soils as tv-% indicated in Figure 1. The fill slope key should be should be ? observed by the Geotechnical Engineer or his /her representative. J: p 4- prior to filling. A subdrain constructed in accordance with the a/_ recommendations presented in the Drainage Section of this report <%,, should be placed at the back of the key. 17 P Earthwork is generally performed in the summer months, generally l from mid -June to mid - October, when warm dry weather is available for proper moisture conditioning of soils. If earthwork is to be performed during wet weather, periods of shutdowns for earthwork operations should be anticipated and rime treatment to sufficiently dry the soils for compaction may be required. CTI Job # 94 -1435 N -B Hatch Co. Page 5 Erosion Control The near - surface native soils are generally SILT soils having low cohesion. These soils can erode or slopes surficially slump if unprotected and exposed to periods of wet weather or over - irrigation. The civil engineer's erosion control plan should be precisely followed if earthwork or building construction is no 1Wi performed during the wet - weather seasons. Aope,tacAsshould be, w l cnmrwAgd -and_ protected from rilling with berms at the top of ? es_ eriodic_ temporary outfall i es carried to the bottom oofthe slope until landscaping is well pie We recommend the slopes be hydroseeded so that'plant growth becomes established 07. as quickly as possible. Drainage Surface water drainage should be directed away from the center of the site and all slopes Subdrains should be installed in areas of \- poor surface drainage or where natural groundwater seepage is `, e';p - te ar observed --- Subdrains should consist of minimum fl- inch diameter, Schedule 40 PVC perforated pipe enveloped in a minimum of 3 ft /ft of 2 " -f open graded gravel wrapped with Amoco j 4545 geofabric filter or equivalent. A minimum of one -half percent ' fall should be maintained throughout the drain and nonperforated pipe outlet. • CTI Job If 94 -1435 N -B Hatch Co. Page 6 GENERAL NOTES We suggest that the developer incorporate the recommendations in this report into his agreement with the earthwork contractor. The earthwork should be performed to both the Washington County standards and in general conformance with the site - specific geotechnical recommendations in this report. A final report of earthwork activities should be obtained from the geotechnical engineer as soon as possible after conclusion of rough grading activities and before site development is considered complete. The opinions and recommendations contained within the report are not intended to be nor should they be construed to represent a warranty of subsurface conditions but are forwarded to assist in the planning and design process. Our reports pertain to the material tested /inspected only. Information contained herein is not to be reproduced, except in full, without prior authorization from this office. We would be pleased to provide additional input, as necessary, during the design process and to provide on -site observation and testing during construction. Please feel free to contact us for this work as well as for any questions you might have regarding this report. Sincerely, CARLSON TESTING, INC. vAG1NFF s � OREGON f 14743 / - P ' UTH 1:01:01" �' 114 1'\ G1435 / OREGON � � QE0 : GV" By � • (D 1:5 By James D. Imbrie, P.E. Ruth A. Wilmoth, R.G. Vice President .Senior_Geol_ gist Reviewed By For TQ )1 cAza c Douglas W. Leach President cc: Client - 4 copies N -B Hatch Co. APPENDIX A FIELD INVESTIGATION Exploratory Test Pits Our scope of work for this investigation included a reconnaissance review of the site and vicinity and one test pit in the center of the proposed fill site. For the field investigation, a rubber - tired backhoe was used to excavate the test pits, provided by the client. The test pit was excavated on April 20, 1994, to a depth of 7 ft. Within the test pit, representative samples of the various soil units were taken and placed in airtight jars and in bulk bucket samples. Relative strength measurements were made in the fine - grained sediments within the test pits with a Pocket Penetrometer, a manually operated device used to approximately determine the in- situ relative strength of cohesive soils. An experienced geologist from our firm classified the soil units, logged the test pit, obtained the required samples, and generally directed the field exploration operations. A log of the exploratory test pit is presented on Figure A -1. Test Pit No. TP -1 Date Excavated:4 -20 -94 Logged by: R. Wilmoth Location: Center of proposed disposal site Surface Elevation: -250 ft 1 1 ' ° ,,CO - 4' ° • m g 2 Material Description 0 o_ 0_ c n 2 0 0 - Bouldery, gravelly, clayey SILT (ML), brown, medium plastic - 1 - 0.5 t ity, moist, gray gravel and white concrete blocks I'x2'x3' concrete blocks are common 2 - 0.5 3 - 0.5 17.0 4- 5 - (Nonengineered fill) 6 - Clayey SILT (ML), light brown, medium plasticity, moist (Native soil) 7 Bottom of test pit at 7 ft. 8 - No groundwater encountered. 9- 10- 11- 12- 13- 14- 15- 16- 17- ( Job No. 94 -1435 Log of Test Pit Figure: A -1 ..) aiso t C C a rl son T est i TESTING IN ng, Inc. - P.O. Box 23814 - Tigard, Oregon 97281 - 684 -3460 - Fax 684-0954 • J • APPENDIX B LABORATORY TESTING Classification, Water Contents and Unit Weights Soil conditions were evaluated, described, and classified in accordance with the classification format described in the Oregon Department of Transportation Soil and Rock Classification Manual (ODOT Highway Division, 1987), based on the Unified Soil Classification System. Samples for natural moisture contents were taken in jars for the fill existing on site and for the stockpiled fill; all samples were tested in accordance with ASTM D 2216. The moisture content is expressed as a percentage of free water lost by evaporation compared to the dry weight of soil and presented numerically on the Test Pit Log. Maximum Dry Density /Optimum Moisture Content Compaction tests were performed on selected bulk samples from the fill on site and the stockpiled fill during this study to determine the moisture - density relationships of the two types of soils. The test was performed in accordance with ASTM D 1557 (AASHTO T -180). The results obtained may be compared to field dry densities for evaluating relative compaction of compacted fill and native materials. The results are summarized in the table below. TABLE B -1: Compaction Test Results Material Description/ Maximum Dry Optimum Moisture Location Density (lb /ft Content ( %) Existing bouldery, SILT 118.9 13.9 fill, TP -1 @ 2 -4' Stockpiled gravelly, 115.6 14.6 clayey SILT, 72nd Ave. - B -1 - 1, i 04/28/94 10:12 S 503 684 0954 CPRLSON TESTING 01 1 3-foot overbuild alternative to ,a ( ---- slope face compaction — Final fill slope face . I - � I �� Benching ---i I Original T ti Ground 2 /1____ 10' min. I FM Key "� Subdraln, if required Poat -It' Fax Note 7671 at_zs spf l To � ? L Cc∎ From ZI WA. reAte CniDert. Co. Phone tl Phone 0 /� (1 ^3 (,, • Fax M G E3 f 72_2 , null (� Li Men • .rid Job No. 94 -1435 Fill Slope Detail Figure: 1 5 rT9y — corco Construction Inspection & Related Tests C arlson Testing, Inc. Geotechnical Consulting P.O. Box 23814 Tigard, Oregon 97281 Phone (503) 684 -3460 FAX # 684 -0954 May 5, 1994 CTI # 94 -1435 N -B Hatch Co. P.O.Box 4684 Portland, OR 97208 -4684 Attention: Bob Hatch REQUEST FOR GEOTECBNICAL SERVICES DURING CONSTRUCTICN 72nd AVE & HWY 99W INTERSECTION DISPOSAL SITE (US VAN SUPPLY) TIGARD, OREGON Dear Mr. Hatch: Based on our phone discussions yesterday evening, we understand that you are requesting that Carlson Testing Inc. (CTI) provide geotechnical services during construction to monitor the fill placement at the subject site. CTI has requested that a meeting between ourselves, the landowner, the city of Tigard, the civil engineer, and yourself be held to discuss some very important issues regarding the grading plan and the ultimate fill suitability. Also in our phone conversation, you indicated that "filling" work has begun and that you will not stop or delay this--\ work for any reason. Continued filling without resolving these important issues should be considered at your own risk. J We cannot provide any services during construction nor can we be considered the Soil- Engineer -of- Record for this site work until this meeting is held and these issues are resolved. Please be aware that although you may continue stockpiling, no areas have been approved for placement of engineered fill at this time. We will also require that any services during construction be authorized by a written contract with CTI and either yourself or the landowner. Sincerely, CARLSON TESTING, INC. By7 14.5. James D. Imbrie, P.E. Geotechnical Engineer cc: Waker & Associates ,City of Tigard • Construction Inspection & Related Tests Carlson Testing, Inc. Geotechnical Consulting P.O. Box 23814 Tigard, Oregon 97281 Phone (503) 684 -3460 FAX # 684 -0954 April 29, 1994 CTI # 94 -1435 N -B Hatch Co. P.O.Box 4684 Portland, OR 97208 -4684 Attention: Billy R. Odle MEMORANDUM — TEMPORARY SLOPE EROSION CONTROL ALTERNATIVE 72nd AVE & HWY 99W INTERSECTION DISPOSAL SITE TIGARD, OREGON Dear Mr. Odle: After discussions with Waker & Associates, the use of a continuous line of hay bales at the top of slope in lieu of a top berm and temporary outfall pipe until the slope planting is well established is considered a suitable alternative. With either option, the erosion control measures should be checked after the first rain to evaluate performance of the measures. We are pleased we could be of assistance. If you have any questions, please call. Sincerely, CARLSON TESTING, INC. By James D. Imbrie, P.E. Vice President cc: Dave Scott - City of Tigard S QT1- c&tol4 Construction Inspection & Related Tests Carlson Testing, Inc. Geotechnical Consulting P.O. Box 23814 Tigard, Oregon 97281 Phone (503) 684 -3460 FAX # 684 -0954 May 4, 1994 CTI # 94 -1435 N - Hatch Co. P.O.Box 4684 Portland, OR 97208 -4684 Attention: Bob Hatch GEOTECHNICAL REVIEW OF GRADING PLAN AND SITE REVIEW 72nd AVE & HWY 99W INTERSECTION DISPOSAL SITE (US VAN SUPPLY) TIGARD, OREGON Dear Mr. Hatch: Our engineer and geologist have reviewed the grading plan prepared by Waker & Associates, sheets 1 and 2, and revisited the site to verify the conditions within the proposed disposal area. The grading plan shows limits of fill placement covering substantially more area than was indicated to our field representative at the time of our geotechnical investigation. We were advised and observed limited clearing and, hence, our exploration was limited toward the center of the property at about the 270 ground surface contour shown on the plan, where the nonengineered fill was a level area only about 5 feet deep. The entire proposed disposal site has now been cleared of small trees and brush to the limit of disposal fill shown on the plan. At the south end of the property, the nonengineered fill is believed —to thicken substantially to a maximum estimated thickness of 20 to 2eet before it drops steeply downward to the creek. The rear fill slope gradient is as steep as 1.5H:1V and is still covered with brush and small trees. No explorations were performed by CTI in the vicinity of the existing fill slope. As you indicated at the site, you do not intend removing any of the existing nonengineered fill. This is contrary to the recommendation in our soil investigation report. Based on our new understanding of the proposed grading it is our opinion that it is not feasible to place this new disposal material generated from the 72nd Avenue work as structural fill over the existing fill. We recommend that a meeting between the landowner, Civil Engineer, the city of Tigard, and our firm and your firm be scheduled before site work progresses any further. The landowner and the city of Tigard should be aware that the proposed work may not result in a fill that is suitable for future building support and additional subsurface explorations may be necessary to evaluate the stability of the steep existing fill slope at the very south end of the US Van Supply property that is now planned to be filled. CTI Job # 94 -1435 N -B Hatch Co. Page 3 CTI # 94 -1435 May 4, 1994 Page 2 of 2 If you have any questions, please call. Sincerely, CARLSON TESTING, INC. BY 4.14 James D. mbrie, P.E. Geotechnical Engineer cc: Waker & Associates City of Tigard - Dave Scott 01 4 inheeM, : y - 110 Construction Inspection & Related Tests Carlson Testing, Inc. Geotechnical Consulting P.O. Box 23814 Tigard, Oregon 97281 Phone (503) 684 -3460 FAX # 684 -0954 May 11, 1994 CTI # 94 -1435 N -B Hatch Co. P.O.Box 4684 Portland, OR 97208 -4684 Attention: Bob Hatch FILL SLOPE STABILITY 72nd AVE & HWY 99W INTERSECTION DISPOSAL SITE (US VAN SUPPLY) TIGARD, OREGON Dear Mr. Hatch: Pursuant to our request and the concerns expressed in our letters dated May 5, 1994, on that day and the following day we attended separate site meetings with yourself and the civil engineer between the landowner and the city of Tigard to discuss several important items regarding the changed plans and conditions at the subject site. The landowner and city of Tigard are allowing placement of nonengineered fill at this site provided a final approved as -built plan is prepared by Waker & Associates Inc. and the stability of the large fill slopes at the rear of the property are addressed by Carlson Testing Inc.(CTI). This letter addresses the fill slope stability as requested by the city. CTI's geotechnical engineer and geologist have further reviewed and evaluated both the older existing fill slope and the newly constructed fill slope above. Based on the Waker & Associates grading plan the older fill slope is no steeper than 1.5H:1V. We understand that this slope has remained stable over the past 15 years. It is apparent that vegetation, including many small trees, is now well established over the majority of the southern slope face. Hand excavations revealed that the old fill slope contains many rocks and the slope face is relatively compact. Based on our observations and the slope's historical performance, it is our opinion that the existing fill slope has remained relatively stable prior to the recent filling. The additional nonengineered fill placed over the older fill is currently placed starting almost immediately at the top of the old slope. In order to avoid adversely surcharging the old fill slope, we recommend that the bottom of the new fill slope start no closer than a horizontal distance of 4/5H from the top of the old fill slope (H being the height of the old fill slope). At this point, our concern action is primarily at the south- and west - facing slopes where the setbacks would be about 20 feet, respectively. As previously recommended the new fill slopes should be no steeper than 2H:1V. The east fill slope face should also either be extensively compacted and /or trimmed back at a 2H:1V or the new slope similarly setback from the top of the old fill slope. b CTI Job # 94 -1435 N -B Hatch Co. Page 2 CTI # 94 -1435 Page 2 of 2 Also as previously recommended, bare slopes should be hydroseeded as soon as possible. The civil engineer's erosion control plan precisely followed. Our reports pertain to the material tested /inspected only. Information contained herein is not to be reproduced, except in full, without prior authorization from this office. If you have any further questions, please call. Sincerely, CARLSON TESTING, INC. ,0 PR PRo �,Sg�'oGINFE4, s � y A i �� RECOPI / A p. . cr et' 14743 & s RUTH A. M©TYi e 61435 / OREGON By � 4 • 23. � °� g By 4 eb t 0 G% ' James D. Imbrie, P.E. Ruth A. Wilmoth, R.G. Vice President Senior Geologist r Reviewed By °w' Douglas W. Leach President cc: Waker & Associates City of Tigard - Dave Scott Construction Inspection & Related Tests Carlson Testing, Inc. 94 - 1435 JOB NO. M ay 11 , 1994 P.O. Box 23814 Tigard, Oregon 97281 Phone (503) 684 -3460 REPORT OF IN -PLACE SOIL DENSITY TESTS FAX # 684 -0954 N —B HATCH CO Client US VAN SUPPLY Project 72ND AVENUE & 99W TIGARD OR Soil Description BROWN ROCKY CLAY SILT Max. Dry Density 115.6 lbs. /cu. ft. Optimum Moisture 14.6 % Method of Test AASHTO T -180 Serial # 14489 NUC 3440 DATE OF TEST ELEV. LIFT MOISTURE IN (LBS. CDE NSITY `y TEST NO. TEST LOCATION FT. NO. % WET )R,. COMPACTION SF 05 -07 9 EAST END OF FILL AREA —2' 23.3 123.3 100.0 87 SF 05 -07 10 EAST END OF FILL AREA —2' 20.7 119.8 99.3 86 Remarks: cc: CITY OF TTGARD WAKER ASSOCIATES INC FILL AREA WAS PUMPING AND FAILED COMPACTION TESTS BUT BILL WITH HATCH CONSTRUCTION DECIDED 'JJU KEEP PLACING FILL AND TO USE IT AS A SURCHARGE. INSPECTOR WAS TOLD THAT FURTHER TESTING WAS NOT NEEDED UNTIL FILL WAS 11t1OVED DOWN TO FAILED- ELEVATION FOR RETESTING Tested by S , LCACI I /P101 I CARLSON TESTING INC. Information contained herein is not to be reproduced, except in full, without prior authorization from this office. ' Main Office Branch Office • P.O. Box 23814 4060 Hudson Ave., NE Tigard, Oregon 97281 Salem, OR 97301 Carlson Testing, Inc. Phone (503) 684 -3460 Phone (503) 589 -1252 FAX (503) 684 -0954 FAX (503) 589 -1309 • March 12, 1999 Z #99-G1073 9 0 / ,)_ ( 7 • Mark Lawrence 7 Co S `c O Townsend Group Ltd. ��G�Yj� 1csi 680 Georgia Street 4F i % Blaine, WA 98320 eq. 4 GEOTECHNICAL REVIEW OF SLOPE - FINAL REPORT FILL LOCATED ON AT 11564 SW PACIFIC HIGHWAY TIGARD, OREGON At your request, Carlson Testing Inc. (CTI) engineer, Jim Imbrie, visited the site to review the current conditions of the fill slopes located at the back of the property referenced above. The fill was nonengineered and was added onto with more nonengineered fill in 1993. The maximum depth of fill is estimated to be up to 30 feet. The maximum slope height is visually estimated to be 40 feet at up to 1.5H:1 V, however, at the maximum height location ( the southeast facing slope), a 10 foot wide terrace was created. An as -built plan is understood to be in progress by Waker Associates. At the city's request, we have performed this review to assess the stability of the slopes and their relative hazard. The northeast and southeast facing slopes appear to have remained both grossly and surficially stable. The southwest facing slope has remained grossly stable, but has slumped surficially and moved about a foot. We believe that this occurred during the storms of 1996. The slumping is estimated to cover most of this slope and is approximately 4 to 5 feet thick. The maximum height of this slope is visually estimated at 30 feet. No structures are located within 50 feet of this slope. Although subject to creep, we believe sudden movement of this slope is unlikely unless conditions change that add concentrated storm runoff or other water to the slope. If future structures are proposed on the subject property or the property to the west, then either the slump can be trimmed off, or a stabilizing retaining wall constructed at the base of the slope. If the pad above the slopes is to be paved, then the storm runoff should be collected and routed to a suitable discharge facility away fi um the slopes. In any event, the current slope conditions observed at the site do not represent a significant hazard to adjoining properties. The fill slopes have remained and, provided conditions are not adversely changed, are expected to remain grossly stable against deep- seated failure. .\i-‘1 0 PROF fS Respectfully submitted, (45' E NGINEE R s ' CARLSON TESTING, INC. 14743 9 < "AO- / . ORE O d4 4� 23 James D. Imbrie, P.E., C.E.G. 4f ES p 1 e � r L-30-2 9 Geotechnical Engineer TUE,= MAR 0'9 -99 5:03PM 2M MACHINERY COMPANY INC +1 360 332 8121 P.01 2m machinery company y p Y Post Office Box 1720 1526 Peace Portal Drive Blaine, Washington. 98231 Tel. (360) 332 -5800 Fax (360) 332 -8121 Transmittal Sheet Date: March 9, 1999 Company: City of Tigard Attention: Jim Funk Fax Number: (503) 684 -7297 From: Mark Lawrence No. of pages (including this sheet): 2 Comments: Attached is David Scott's letter of 2/5/99 clearly stating the requirements to complete the outstanding fill and grade permit located at 11564 SW Pacific Highway. I will hand deliver the items specified in paragraphs 1,2, and 3 later this week The agreement I have with the City of Tigard is that the permit will be finalized when I have met these provisions. I look forward to our meeting. Sincerely yours, ` —'� Mark Lawrence f =1��, c mr OF 11G February 5, 1999 OR EGON Mr. Mark Lawrence , 0 . PO Box 1720 P e Blaine, WA 98230 Re: Fill located at 11564 SW Pacific Highway This letter serves to identify what is necessary for the City to approve and final the grading permit for the fill placed at the above referenced property. Specifically, the City requires the following: . T , ti 1. As -built drawings from the Civil Engineer showing the as -built topography of the site, as 4. .-11. filled. I t \\\ 2. A final report from the geo- technical engineer indicating that the fill, as placed, is in stable �� \ .1 condition and does not pose a hazard. This report should include recommendations, if any, M for work required to ensure the fill can be maintained in a stable condition. 0 or' �\1`� 3. Verification that work required, if any, by the geotechnical engineer has been completed, �� including a report from the geo- technical engineer so stating. At such time as a development is proposed on or adjacent to the subject fill, the City will require that the geo- technical report, which is normally required for such development, address the issue of the fill and contain recommendations for the foundation and construction of the development. • Please call me at (503) 639 -4171, should you need any additional information. sinc ly , 4 avid Scott Building Official, City of Tigard 13125 SW Hall Blvd., Tigard, OR 97223 (503) 639 -4171 TDD (503) 684-2772 - • HISTORY: View Add Mult -case Update Delete List Print Insp Esc Update action dates., notes for selected item OaSITE WORK PERMITaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaG o :SIT94 -0016: PROJECT:GRADING /FILL : STATUS:E : UPD:08/08/97: :JT : ° o PERMITTEE:MARK LAWRENCE PRIM..: - ° o SITE ADDRESS:11564 SW PACIFIC HWY JUR...:TIG: ° . OaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaG o CASE HISTORY ° o - -All Actions Req /Sent Schd /Due End /Done By Stat M ° o H A010 Plan check by / / 05/03/94 DS PASS 0 o A080 (F) Issue permit 05/03/94 JLG PASS 0 o A107 PERMIT EXTENSION REQUEST 03/26/96 0325, ° o B700 Erosion Control 03 JHF APPR M ° o B710 Fill Inspection 03/ JHF APPR o B799 Final Inspection MT NOTE M ° o 0 o 0 o 0 o 0 o 0 O - o aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaai a aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaai • r ' ' ACTIVE CASE: Grp Smry Edit Prcl Name Actn Cond Log -note Fee Doc Tag Misc Xit List actions for this case OaSITE WORK PERMITaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa . :SIT94 -0016: PROJECT:GRADING /FILL : STATUS:E : UPD:08/08/97: :JT : ° o PERMITTEE:MARK LAWRENCE PRIM..: - ° o SITE ADDRESS:11564 SW PACIFIC HWY JUR...:TIG: ° 'uaDESCRIPTION OF PROJECT ( 1) aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa? o 11,740 CU YDS ENGINEERED FILL ° o per Tom Plescher, "this permit has to be signed off by geotech engineer ° o ° uaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa? o CLASS OF WORK: 0 o TYPE OF USE PAVING' •N• RESO. NO.: 0 o ZONING •C -G GRADING' •Y• VALUE.$: 0: ° o EXCV VOLUME.: 0:cy LANDSCAPING' •N• ° o FILL VOLUME.: 11740:cy. SITE PREP' 'N• 0 o ENG FILL' .Y. STORM DRAINS' •N• 0 o SOILS RPT REQD ?:Y: IMPERV SURFACE..: Q:sf 0 udNOTES (3) aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa? o ° O 0 O 0 aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaai HISTORY: View Add Mult -case Update Delete List Print Insp Esc View comments for selected item OaSITE WORK PERMITaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaG .0 :SIT94 -0016: PROJECT:GRADING /FILL : STATUS:E : UPD:08/08/97: :JT : ° o PERMITTEE:MARK LAWRENCE PRIM..: - 0 o SITE ADDRESS:11564 SW PACIFIC HWY JUR...:TIG: 0 ° Oaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa O CASE HISTORY 0 o --All 'Actions Req /Sent Schd /Due End /Done By Stat M ° o H A010 Plan check by / / 05/03/94 DS PASS 0 O A080 (F) Issue permit 05/03/94 JLG PASS 0 O A107 PERMIT EXTENSION REQUEST 03/26/96 03/26/96 M 0 O B700 Erosion Control 03/15/99 JHF APPR M ° O B710 Fill Inspection 03/15/99 JHF APPR M ° ▪ •aN• aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa�raaa -- _ - ° • °see David Scott's letter of Feb 5, 1999 and aacceptance of material ° ° o °submitted 3/15/99 by JHF Ok to final permit 0 ° O 0 l - 0 0 . 0 0 0 O . 0 0 O ° ° 0 • adaaCREATED: / / UPDATED: 03/15/99 DSTaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaiai aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaai Press ESC to continue... • • • • • • HISTORY: View Add Mult -case Update Delete List Print Insp Esc View comments for selected item OSSITE WORK PERMITaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaG •O :SIT94 -0016: PROJECT:GRADING /FILL : STATUS:E : UPD:08/08/97: :JT : ° o PERMITTEE:MARK LAWRENCE PRIM..: - 0 o SITE ADDRESS:11564 SW PACIFIC HWY JUR...:TIG: 0 ' O4OaNOTESaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa o 0 12/21/98 inspection request (research) sent to Hap 0 0 O °1/19/99 sent another inspection request to Hap for "clarification ". 0 0 O 0 0 0 O 0 0 o O 0 0 0 O 0 0 0 o aaCREATED: / / UPDATED: 01/19/99 JT aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaai ° O B799 Final Inspection / / JMT NOTE M ° O 0 O 0 O - 0 O 0 O 0 O 0 aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa1 aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaai Press ESC to continue... • •