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Home My WebLink AboutSDP 14-12; QUARRY CREEK LOTS 5 & 6 (LOT 5); FINAL SOILS REPORT; 2020-05-20FINAL REPORT OF TESTING AND OBSERVATION SERVICES PERFORMED DURING SITE GRADING QUARRY CREEK LOTS 5 AND 6 CARLSBAD, CALIFORNIA PREPARED FOR CORNERSTONE COMMUNITIES SAN DIEGO, CALIFORNIA MAY 20 2020 PROJECT NO. 07135-42-05 Project No. 07135-42-05 May 20, 2020 Cornerstone Communities 4365 Executive Drive, Suite 600 San Diego, California 92121 Attention: Mr. Jack Robson Subject: FINAL REPORT OF TESTING AND OBSERVATION SERVICES PERFORMED DURING SITE GRADING QUARRY CREEK LOTS 5 AND 6 CARLSBAD, CALIFORNIA Dear Mr. Robson: In accordance with your request, we have performed compaction testing and observation services during grading for Quarry Creek Lot 5 and Lot 6. We performed our services during the period of August 17, 2015 through February 17, 2016. The grading of Lots 5 and 6 was performed concurrently with the grading of the overall Quarry Creek project. Our scope of services included the following: Observing the grading operation, including processing the upper surface of unsuitable soil and the placement of compacted fill. Performing in-place density tests in fill placed and compacted at the site. Performing laboratory tests to aid in evaluating compaction characteristics of various soil conditions encountered. Preparing an as-graded geologic map. Preparing this final report of grading. The purpose of this report is to document that the grading of subject project has been performed in substantial conformance with the recommendations of the project update geotechnical report. GENERAL The Quarry Creek site is located south of State Route 78 and west of College Boulevard in the city of Carlsbad, California. Lot 5 is located at the northwest corner of the overall Quarry Creek development, west of area R-2. Lot 6 is located on the north end of the property, north of Haymar GEOCON INCORPORATED GEOTECHNICAL ■ ENVIRONMENTAL ■ 6960 Flanders Drive ■ San Diego, California 92121-297 4 ■ Telephone 858.558.6900 ■ Fax 858.558.6159 Project No. 07135-42-05 - 2 - May 20, 2020 Drive (see Vicinity Map, Figure 1). Lot 5 is an open space lot. Lot 6 is a park and ride. No buildings are planned for either lot. LB3 Enterprises Incorporated performed the grading. Project Design Consultants prepared the grading plans titled Mass Grading Plans for Quarry Creek, HDP 11-04, Drawing No. 484-5A, Carlsbad California, with a City of Carlsbad approval date of June 4, 2015. Geocon Incorporated prepared the project geotechnical report titled Update Geotechnical Investigation, Quarry Creek, Carlsbad/Oceanside, California, dated February 24, 2015 (Project No. 07135-42-05) and Update Report, Quarry Creek Lot 6, Carlsbad, California, dated January 18, 2018. We used an AutoCAD file of the grading plans provided by the project civil engineer as the base map to present as-graded geology and the approximate locations of in-place density tests (Figure 2). References to elevations and locations herein are based on surveyors’ or grade checkers’ stakes in the field, elevation shots taken with a Global Positioning System (GPS) unit by the grading contractor, and/or interpolation from the referenced grading plan. Geocon Incorporated does not provide surveying services and, therefore, expresses no opinion regarding the accuracy of the as-graded elevations or surface geometry with respect to the approved grading plans or proper surface drainage. GRADING Recent Grading Grading covered under this report consisted of cuts of less than 5 feet and fills up to approximately 30 feet. In Lot 5 alluvium and undocumented fills were removed exposing Santiago Formation or Terrace Deposits. Areas receiving compacted fill in Lot 5 were scarified, moisture conditioned, and compacted prior to placing fill. Fill soils were then placed and compacted in layers until design elevations were attained. Fills were placed in lifts no thicker than would allow for adequate bonding and compaction. Grading generally resulted in an approximately three-foot-thick soil cap that generally consists of very low to medium expansive materials. In general, fill materials placed during grading consist of clayey to silty sand and silty to sandy clay. In Lot 6 cuts of 1-foot or less were made at the east end and fills of approximately 2 feet or less were made throughout the remainder of the lot. Geocon was not called out to observe the grading in Lot 6, which occurred after the completion of mass grading in the overall Quarry Creek development. In Lot 5, oversize rock and concrete (material > 6 inches) was placed during grading. The oversize material was keep at least three feet below design finish grade. Oversize rock was spread out within the compacted fill areas such that soil around the oversize rock could be compacted by the grading Project No. 07135-42-05 - 3 - May 20, 2020 equipment. Although particular attention was given to restricting oversize material placement to the criteria described above, some oversize chunks could be present in the upper portions of the fill areas. During the grading operation, we observed compaction procedures and performed in-place density tests to evaluate the dry density and moisture content of the fill material. We performed in-place density tests in general conformance with ASTM D 6938, Standard Test Method for In-Place Density and Moisture Content of Soil and Soil-Aggregate by Nuclear Methods. A summary of in-place density and moisture content tests are presented on Table I. Other units within the Quarry Creek development were graded concurrently with Lot 5. Therefore, the field density tests shown on Table I are not in sequential order. Where fill soil contained rock larger than ¾-inch, a correction was made to the laboratory maximum dry density and optimum moisture content using methods suggested by AASHTO T224. The values of maximum dry density and optimum moisture content presented on Table I reflect these corrections. In general, in-place density test results indicate fill soils have a dry density of at least 90 percent of the laboratory maximum dry density at or slightly above optimum moisture content at the locations tested. The approximate locations of in-place density tests taken during grading specific to the project are shown on Figure 2. We performed laboratory tests on samples of soil used for fill to evaluate moisture-density relationships, optimum moisture content and maximum dry density (ASTM D 1557). Results of the laboratory tests are summarized on Table II. Slopes Fill slopes constructed during grading have an approximate inclination of 2:1 (horizontal:vertical) or flatter, with maximum height of approximately 38 feet. The outer approximately 15 feet of fill slopes were constructed with granular soil and were either over-filled and cut back or were track-walked with a dozer during grading, in substantial conformance with the recommendations of the project geotechnical report. The project slopes have a calculated factor of safety of at least 1.5 under static conditions with respect to both deep-seated failure and shallow sloughing conditions. All slopes should be planted, drained, and maintained to reduce erosion. Slope irrigation should be kept to a minimum to just support the vegetative cover. Surface drainage should not be allowed to flow over the tops of slopes. Project No. 07135-42-05 - 4 - May 20, 2020 SOIL AND GEOLOGIC CONDITIONS In general, the soil and geologic conditions encountered during grading were found to be similar to those described in the referenced project geotechnical report. CONCLUSIONS AND RECOMMENDATIONS 1.0 General 1.1 Based on observations and test results, it is the opinion of Geocon Incorporated that grading observed by Geocon Incorporated has been performed in substantial conformance with the recommendations of the referenced project geotechnical reports. Soil and geologic conditions encountered during grading that differ from those anticipated by the project geotechnical reports are not uncommon. Where such conditions required a significant modification to the recommendations of the project geotechnical reports, they have been described herein. 1.2 No soil or geologic conditions were observed during grading that would preclude the continued development of the property as planned. Based on laboratory test results and field observations, it is our opinion that the fill soils placed during grading have been compacted to at least 90 percent relative compaction. 1.3 References to fill thickness or capping of pads are approximate and may be affected by subsequent fine grading to achieve proper surface drainage. 2.0 Future Grading 2.1 Any additional grading performed at the site should be accomplished in conjunction with our observation and compaction testing services. Geocon Incorporated should review grading plans for any future grading prior to finalizing. All trench and wall backfill should be compacted to a dry density of at least 90 percent of the laboratory maximum dry density near or to slightly above optimum moisture content. This office should be notified at least 48 hours prior to commencing additional grading or backfill operations. 3.0 Slope Maintenance 3.1 Slopes steeper than 3:1 (horizontal:vertical) may be susceptible to near-surface slope instability. Surficial slope failures are difficult to predict and prevent. The instability is typically limited to the outer 3 feet of a portion of the slope and usually does not directly impact the improvements on the pad areas above or below the slope. The occurrence of surficial instability is more prevalent on fill slopes and is generally preceded by a period of Project No. 07135-42-05 - 5 - May 20, 2020 heavy rainfall, excessive irrigation, or the migration of subsurface seepage. The disturbance and/or loosening of the surficial soils, as might result from root growth, soil expansion, or excavation for irrigation lines and slope planting, may also be a significant contributing factor to surficial instability. It is therefore recommended that, to the maximum extent practical: (a) disturbed/loosened surficial soils either be removed or properly recompacted, (b) irrigation systems be periodically inspected and maintained to eliminate leaks and excessive irrigation, and (c) surface drains on and adjacent to slopes be periodically maintained to preclude ponding or erosion. It should be noted that although the incorporation of the above recommendations should reduce the potential for surficial slope instability, it will not eliminate the possibility, and, therefore, it may be necessary to rebuild or repair a portion of the project's slopes in the future. 4.0 Site Drainage and Moisture Protection 4.1 Adequate site drainage is critical to reduce the potential for differential soil movement, erosion and subsurface seepage. Under no circumstances should water be allowed to pond adjacent to footings. The site should be graded and maintained such that surface drainage is directed away from structures in accordance with 2013 CBC 1803.3 or other applicable standards. In addition, surface drainage should be directed away from the top of slopes into swales or other controlled drainage devices. Roof and pavement drainage should be directed into conduits that carry runoff away from the proposed structure. LIMITATIONS The conclusions and recommendations contained herein apply only to our work with respect to grading, and represent conditions at the date of final observation on February 17, 2016. Any subsequent grading should be done in conjunction with our observation and testing services. As used herein, the term "observation" implies only that we observed the progress of the work with which we agreed to be involved. Our services did not include the evaluation or identification of the potential presence of hazardous or corrosive materials. Our conclusions and opinions as to whether the work essentially complies with the job specifications are based on our observations, experience and test results. Subsurface conditions, and the accuracy of tests used to measure such conditions, can vary greatly at any time. We make no warranty, expressed or implied, except that our services were performed in accordance with engineering principles generally accepted at this time and location. We will accept no responsibility for any subsequent changes made to the site by others, by the uncontrolled action of water, or by the failure of others to properly repair damages caused by the uncontrolled action of water. It is the responsibility of owner to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project, are incorporated into the plans, and that the necessary steps are taken to see that the contractor Project No. 07135-42-05 - 6 - May 20, 2020 SITESITE NO SCALE FIG. 1 THE GEOGRAPHICAL INFORMATION MADE AVAILABLE FOR DISPLAY WAS PROVIDED BY GOOGLE EARTH, SUBJECT TO A LICENSING AGREEMENT. THE INFORMATION IS FOR ILLUSTRATIVE PURPOSES ONLY; IT IS NOT INTENDED FOR CLIENT'S USE OR RELIANCE AND SHALL NOT BE REPRODUCED BY CLIENT. CLIENT SHALL INDEMNIFY, DEFEND AND HOLD HARMLESS GEOCON FROM ANY LIABILITY INCURRED AS A RESULT OF SUCH USE OR RELIANCE BY CLIENT. VICINITY MAP 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121 - 2974 PHONE 858 558-6900 - FAX 858 558-6159 DSK/GTYPD PROJECT NO. 07135 - 42 - 05RM / AML QUARRY CREEK LOT 5 AND 6 CARLSBAD, CALIFORNIAGEOTECHNICAL ENVIRONMENTAL MATERIALS Plotted:05/19/2020 8:06PM | By:ALVIN LADRILLONO | File Location:Y:\PROJECTS\07135-42-05 (Lot 5)\DETAILS\07135-42-05 Vic Map (Lot 5 and 6).dwg DATE 05 - 20 - 2020 t N GEOCON I NCORPORATED ■ ■ I I I I 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121 - 2974 PHONE 858 558-6900 - FAX 858 558-6159 SHEET OF PROJECT NO. SCALE DATE FIGURE Plotted:05/20/2020 7:57AM | By:ALVIN LADRILLONO | File Location:Y:\PROJECTS\07135-42-05 (Lot 5)\SHEETS\07135-42-05 Geo Map (Lot 5 and 6).dwg GEOTECHNICAL ENVIRONMENTAL MATERIALS 1" = GEOLOGIC MAP QUARRY CREEK LOT 5 AND 6 CARLSBAD, CALIFORNIA 50' 05 - 20 - 2020 07135 - 42 - 05 1 1 2 ........COMPACTED FILL ........UNDOCUMENTED FILL ........SANTIAGO FORMATION (Dotted Where Buried) ........APPROX. LOCATION OF GEOLOGIC CONTACT ........APPROX. LOCATION OF DENSITY TEST ST... Slope Test SZ...Slope Zone Qudf GEOCON LEGEND Ts Qcf ST-710 IJ9 .5 I ~ IJ9 .5 "I Jg ~ .J ----~---l!!I --~----- -~ GRAPHIC SCALE o· 25• 50• 15• 100· 150' 200· SCALE 1 "=50' ( on 36x24) "' I 4-.,57 ---;--n.., ~- •. ~o ~,~ \ >c 158 .9 ----- "'1s7 STATE ROUTE 78 ---------- I f CITY or OCEANSIDE "''6s_7 CITY O~RLSBA!i/;8_7 • 1 \ \ l GEOCON I NCORPORATTI:D ■ ■ > ' J x,, . '-.) :, ·16 ~ ~ ~ ·o ~' "' 5" ---~.lk ' ' 1 10- TABLE 1SUMMARY OF FIELD DENSITY TEST RESULTSProject Name:Project No.:Pre. No. Re.Quarry CreekRequired Relative Compaction (%)07135-42-05>¾" Rock (%)Max. Dry Density (pcf)Opt. Moist Content (%)Field Dry Density (pcf)Field Moisture Content (%)Relative Compaction (%)Test No. DateLocationElev. or Depth (feet)Curve No.371 09/17/15R-5100.0 3 0 114.0 15.4 104.7 15.9 92 90372 09/17/15R-5104.0 3 0 114.0 15.4 102.3 18.2 90 90373 09/17/15R-5106.0 3 0 114.0 15.4 103.5 16.2 91 90374 09/17/15R-5108.0 3 0 114.0 15.4 102.2 18.0 90 90375 09/17/15R-5105.0 3 0 114.0 15.4 104.1 16.1 91 90376 09/18/15R-5105.0 3 0 114.0 15.4 102.8 15.8 90 90377 09/18/15R-5107.0 3 0 114.0 15.4 102.9 15.4 90 90379 09/18/15R-5104.0 3 0 114.0 15.4 105.3 16.3 92 90380 09/18/15R-5106.0 3 0 114.0 15.4 102.2 15.8 90 90381 09/18/15R-595.0 5 0 130.9 8.9 119.3 10.8 91 90382 09/18/15R-598.0 5 0 130.9 8.9 117.5 11.3 90 90383 09/18/15R-5102.0 5 0 130.9 8.9 121.3 10.0 93 90384 09/18/15R-5105.0 5 0 130.9 8.9 119.6 10.5 91 90385 09/21/15R-574.0 5 0 130.9 8.9 117.4 9.4 90 90386 09/21/15R-578.0 5 0 130.9 8.9 121.4 9.7 93 90387 09/21/15R-589.0 5 0 130.9 8.9 119.6 11.2 91 90388 09/21/15R-585.0 5 0 130.9 8.9 120.6 10.7 92 90389 09/22/15R-589.0 5 0 130.9 8.9 119.1 9.6 91 90390 09/22/15R-590.0 5 0 130.9 8.9 119.6 9.8 91 90391 09/23/15R-586.0 5 0 130.9 8.9 117.6 10.4 90 90392 09/23/15R-581.0 5 0 130.9 8.9 119.3 10.3 91 90431 09/24/15R-589.0 5 0 130.9 8.9 120.1 9.7 92 90432 09/24/15R-592.0 5 0 130.9 8.9 119.5 10.1 91 90433 09/24/15R-593.0 5 0 130.9 8.9 119.6 10.0 91 90434 09/24/15R-596.0 12 0 130.8 9.5 121.3 9.3 93 90435 09/24/15R-594.0 12 0 130.8 9.5 117.4 11.8 90 90436 09/24/15R-596.0 12 0 130.8 9.5 117.7 12.0 90 90437 09/24/15R-597.0 12 0 130.8 9.5 119.2 10.4 91 90SZ 438 09/25/15R-584.0 2 0 119.0 11.6 107.2 11.9 90 90~GEOCON TABLE 1SUMMARY OF FIELD DENSITY TEST RESULTSProject Name:Project No.:Pre. No. Re.Quarry CreekRequired Relative Compaction (%)07135-42-05>¾" Rock (%)Max. Dry Density (pcf)Opt. Moist Content (%)Field Dry Density (pcf)Field Moisture Content (%)Relative Compaction (%)Test No. DateLocationElev. or Depth (feet)Curve No.SZ 439 09/25/15R-586.0 2 0 119.0 11.6 107.4 12.2 90 90SZ 440 09/25/15R-590.0 2 0 119.0 11.6 104.4 12.9 88 90SZ 440 A 09/25/15R-590.0 2 0 119.0 11.6 108.0 12.5 91 90SZ 441 09/25/15R-585.0 2 0 119.0 11.6 107.9 12.1 91 90SZ 442 09/25/15R-590.0 2 0 119.0 11.6 106.7 14.0 90 90SZ 443 09/25/15R-593.0 2 0 119.0 11.6 108.1 12.6 91 90SZ 444 09/28/15R-592.0 2 0 119.0 11.6 110.4 12.2 93 90SZ 445 09/28/15R-595.0 2 0 119.0 11.6 108.0 12.8 91 90SZ 446 09/28/15R-598.0 2 0 119.0 11.6 108.1 12.9 91 90SZ 447 09/28/15R-5101.0 2 0 119.0 11.6 106.9 14.6 90 90SZ 448 09/28/15R-5104.0 2 0 119.0 11.6 108.4 13.9 91 90453 10/01/15R-5109.0 6 20 135.4 7.7 127.4 8.6 94 90454 10/01/15R-5113.0 6 20 135.4 7.7 127.7 9.1 94 90561 10/26/15R-5107.0 2 0 119.0 11.6 110.9 12.0 93 90562 10/26/15R-5109.0 2 0 119.0 11.6 108.7 14.6 91 90570 10/21/15R-5100.0 10 20 116.1 15.5 111.5 14.6 96 90571 10/21/15R-5100.0 10 20 116.1 15.5 113.8 15.2 98 90572 10/21/15R-598.0 10 20 116.1 15.5 113.7 15.6 98 90SZ 573 10/22/15R-5102.0 5 40 130.9 8.9 130.5 9.2 100 90574 10/22/15R-5101.0 5 40 130.9 8.9 128.5 7.4 98 90575 10/22/15R-5103.0 10 50 116.1 15.5 125.7 9.9 108 90576 10/23/15R-5102.0 10 50 116.1 15.5 124.2 9.6 107 90577 10/23/15R-5104.0 10 50 116.1 15.5 123.0 10.2 106 90578 10/23/15R-5103.0 10 50 116.1 15.5 128.7 8.6 111 90SZ 579 11/16/15R-5105.0 2 0 119.0 11.6 107.3 13.8 90 90SZ 580 11/16/15R-5109.0 2 0 119.0 11.6 106.7 14.1 90 90SZ 581 11/16/15R-5108.0 2 0 119.0 11.6 107.9 14.8 91 90SZ 582 11/16/15R-5106.0 2 0 119.0 11.6 108.0 15.2 91 90SZ 584 11/16/15R-5110.0 2 0 119.0 11.6 106.8 12.6 90 90~GEOCON TABLE 1SUMMARY OF FIELD DENSITY TEST RESULTSProject Name:Project No.:Pre. No. Re.Quarry CreekRequired Relative Compaction (%)07135-42-05>¾" Rock (%)Max. Dry Density (pcf)Opt. Moist Content (%)Field Dry Density (pcf)Field Moisture Content (%)Relative Compaction (%)Test No. DateLocationElev. or Depth (feet)Curve No.585 11/17/15R-5109.0 6 0 135.4 7.7 121.5 9.0 90 90586 11/17/15R-5108.0 6 0 135.4 7.7 121.7 8.9 90 90587 11/17/15R-5106.0 6 0 135.4 7.7 121.4 8.8 90 90588 11/18/15R-5112.0 2 0 119.0 11.6 107.3 13.3 90 90589 11/18/15R-5114.0 2 0 119.0 11.6 109.7 12.1 92 90590 11/18/15R-5112.0 2 0 119.0 11.6 107.4 12.7 90 90591 11/18/15R-5116.0 7 0 121.8 10.5 109.7 11.9 90 90592 11/18/15R-5117.0 7 0 121.8 10.5 112.9 10.7 93 90593 11/19/15R-5116.0 7 0 121.8 10.5 109.4 12.2 90 90594 11/19/15R-5113.0 7 0 121.8 10.5 110.1 11.8 90 90595 11/19/15R-5116.0 7 0 121.8 10.5 110.5 12.4 91 90596 11/19/15R-5118.0 7 0 121.8 10.5 110.7 12.1 91 90597 11/20/15R-5115.0 2 0 119.0 11.6 111.1 12.6 93 90598 11/20/15R-5118.0 2 0 119.0 11.6 109.9 14.2 92 90599 11/20/15R-5117.0 2 0 119.0 11.6 109.8 13.7 92 90668 12/09/15R-5111.0 27 0 122.9 11.4 111.5 14.9 91 90669 12/09/15R-5113.0 27 0 122.9 11.4 110.9 12.5 90 90670 12/09/15R-5115.0 27 0 122.9 11.4 110.7 11.9 90 90ST 707 12/18/15R-5110.0 2 0 119.0 11.6 107.3 13.8 90 90ST 708 12/18/15R-5114.0 2 0 119.0 11.6 107.8 12.9 91 90ST 709 12/18/15R-590.0 2 0 119.0 11.6 108.5 12.7 91 90ST 710 12/18/15R-5110.0 2 0 119.0 11.6 107.3 12.0 90 90ST 728 02/15/16R-50.0 3 0 114.0 15.4 105.3 15.6 92 90ST 729 02/15/16R-50.0 3 0 114.0 15.4 105.1 15.4 92 90SZ 730 02/16/16R-5-5.0 3 0 114.0 15.4 102.9 15.2 90 90SZ 731 02/16/16R-5-3.0 3 0 114.0 15.4 106.3 15.6 93 90ST 732 02/17/16R-5-1.0 3 0 114.0 15.4 103.9 17.0 91 90ST 733 02/17/16R-50.0 3 0 114.0 15.4 104.1 17.4 91 90737 04/22/16R-5 El Salto Falls1+70 116.0 12 0 130.8 9.5 119.5 11.2 91 90~GEOCON TABLE 1SUMMARY OF FIELD DENSITY TEST RESULTSProject Name:Project No.:Pre. No. Re.Quarry CreekRequired Relative Compaction (%)07135-42-05>¾" Rock (%)Max. Dry Density (pcf)Opt. Moist Content (%)Field Dry Density (pcf)Field Moisture Content (%)Relative Compaction (%)Test No. DateLocationElev. or Depth (feet)Curve No.738 04/22/16R-5 El Salto Falls2+10 117.0 12 0 130.8 9.5 119.3 10.8 91 90739 04/22/16R-5 El Salto Falls1+55 118.0 12 0 130.8 9.5 120.5 10.1 92 90~GEOCON Project No. 07135-42-05 May 20, 2020 TABLE II SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS ASTM D 1557 Sample No. Description Maximum Dry Density (pcf) Optimum Moisture Content (% dry weight) 2 Dark olive-brow-gray, very Sandy CLAY 119.0 11.6 3 Pale olive, Clayey, fine to medium SAND 114.0 15.4 5 Dark brown, Clayey, fine SAND 130.9 8.9 6 Dark grayish brown, Clayey, fine to coarse SAND; some gravel 135.4 7.7 7 Olive brown, Sandy GRAVEL 121.8 10.5 10 Light yellowish brown, Clayey, fine to coarse SAND 116.1 15.5 12 Reddish brown, Clayey, fine to coarse SAND, with gravel 130.8 9.5 TABLE I EXPLANATION OF CODED TERMS AC Asphalt Concrete IT Irrigation Trench SG Subgrade AD Area Drain JT Joint Trench SL Sewer Lateral B Base M Moisture Test SM Sewer Main CG Curb/Gutter MG Minor Grading SR Slope Repair DW Driveway MSE Mechanically Stabilized Earth Wall ST Slope Test ET Electrical Trench PT Plumbing Trench SW Sidewalk ETB Exploratory Trench RG Regrade SZ Slope Zone FB Footing Backfill RWL Reclaimed Water Lateral UT Utility Trench FG Finish Grade RWM Reclaimed Water Main WB Wall Backfill FS Fire Service SBT Subdrain Trench WL Water Lateral GT Gas Trench SD Storm Drain WM Water Main A, B, C, … R SC NU Nuclear Density Test (ASTM D 1557) >¾" ROCK - ROCK CORRECTION The laboratory maximum dry density and optimum moisture content can be adjusted for in-place soil that possesses rock larger than ¾ inch. The curve no. is adjusted for the percentage of ¾ inch rock in accordance with ASTM D 4718 or Woodward Clyde guidelines. TEST NO. PREFIX TEST NO. RE. Retest of previous density test failure following additional moisture conditioning or recompaction Fill in area of density test was removed during construction operations CURVE NO. Corresponds to the curve numbers presented in the summary of the laboratory maximum dry density and optimum moisture content test results. The field representative selected the curve no. based on the laboratory test results and field observations. ELEVATION OR DEPTH Corresponds to the elevation or the depth, in feet, of the in-place density/moisture content test. The value has been rounded to the nearest whole foot. TYPE OF TEST Sand Cone Test (ASTM D 1556) 0 GEOCON I I I I