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HomeMy WebLinkAboutSDP 2019-0014; CARLSBAD OAKS NORTH LOT 2; FINAL SOILS REPORT; 2020-11-25FINAL REPORT OF TESTING AND OBSERVATION SERVICES DURING SITE GRADING, IMPROVEMENT, AND FOUNDATION CONSTRUCTION CARLSBAD OAKS NORTH BUSINESS PARK – LOT 2 PARKING LOT PERMIT GR2020-0012 CARLSBAD, CALIFORNIA PREPARED FOR MERIDIAN PROPERTIES CARLSBAD, CALIFORNIA NOVEMBER 25, 2020 PROJECT NO. 06442-32-32 Project No. 06442-32-32 November 25, 2020 Meridian Properties 3405 Highland Drive, Suite 100 Carlsbad, California 92008 Attention: Mr. Mike Kalscheur Subject: FINAL REPORT OF TESTING AND OBSERVATION SERVICES DURING SITE GRADING, IMPROVEMENT, AND FOUNDATION CONSTRUCTION CARLSBAD OAKS NORTH BUSINESS PARK – LOT 2 PARKING LOT PERMIT NO. GR2020-0012 CARLSBAD, CALIFORNIA References: 1. Update Geotechnical Report, Carlsbad Oaks North Business Park – Lot 2, Carlsbad, California, prepared by Geocon Incorporated, dated November 1, 2019. 2. Flexible Pavement Recommendations, Carlsbad Oaks North Business Park – Lot 2, Carlsbad, California, prepared by Geocon Incorporated, dated October 8, 2020. 3. Precise Grading Plan For Carlsbad Oaks North Lot 2, Carlsbad, CA. prepared by Excel Engineering, Sheets 1 through 10 of 10, undated. Dear Mr. Kalscheur: In accordance with your request and our Proposal No. LG-20054, dated June 21, 2020, we have provided testing and observation services during grading and improvement construction at the subject site. In addition, we have observed the screen wall foundation excavations. Our services during site grading and improvement construction were performed between September 22, 2020 and November 10, 2020. The scope of our services during grading included the following: Observing the grading operation including the placement of fill. Performing in-place density tests in fill soils placed and compacted at the site. Performing laboratory tests to aid in evaluating compaction characteristics and R-value characteristics of the on-site soils placed during the grading operation. Preparing an “As-Graded” Geologic Map. Preparing this final report. GEOCON INCORPORATED GEOTECHNICAL ■ ENVIRONMENTAL ■ 6960 Flanders Drive ■ San Diego, California 92121-2974 ■ Telephone 858.558.6900 ■ Fax 858.558.6159 Project No. 06442-32-32 - 2 - November 25, 2020 GENERAL The general contractor for the project was Whiting Turner. The grading contractor was Naton Engineering. The project grading plans were prepared by Excel Engineering, entitled Precise Grading Plan For Carlsbad Oaks North Lot 2, Carlsbad, California, Sheets 1 through 10, undated. Recommendations for the grading were provided in Reference No. 1. Pavement recommendations were presented in Reference No. 2. The exhibit used as a base map to present the as-graded geologic information and density test locations (Figure 1) is a reproducible copy of a compilation of digital information provided by Excel Engineering. The map depicts the parking lot footprint, and existing and proposed improvements. We added the approximate locations of the geologic contacts and field density tests performed during grading and improvement construction. References to elevations and locations herein are based on as-graded survey information obtained from grade checkers’ stakes in the field. Geocon Incorporated does not provide surveying services and, therefore, has 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 Grading consisted of excavating the previously-placed compacted fill and upper portions of the Santiago formation and Point Loma Formation to generally achieve finish grades. Minor fill soils derived from on-site excavations were placed and compacted in layers until the design elevations were attained. Grading generally consisted of cuts and fills of approximately 1 to 3 feet, respectively. Prior to placing fill or in cut areas, the ground surface was scarified, moisture conditioned, and compacted. A stormwater basin was removed and replaced with two bioretention basins. Fill Materials and Placement Procedures The on-site fill materials generally consisted of clayey sand, silty clay and sandy silt derived from the Santiago formation and Point Loma formation. The fills were placed in lifts no thicker than would allow for adequate bonding and compaction. The soil was moisture conditioned as necessary and mixed during placement. Field In-Place Density and Laboratory Testing During the grading operation, compaction procedures were observed and in-place density tests were performed to evaluate the relative compaction of the fill material. The in-place density tests were performed in general conformance with ASTM D 6938 (nuclear). Results of the field density tests and moisture content tests performed during grading and improvement construction are summarized on Project No. 06442-32-32 - 3 - November 25, 2020 Table I. The approximate locations of the field density tests are shown on the As-Graded Geologic Map, Figure 1. In general, the in-place density test results indicate that the fill at the locations tested has a relative compaction of at least 90 percent and near or slightly above optimum moisture content. Laboratory tests were performed on samples of material used for fill to evaluate moisture-density relationships, optimum moisture content and maximum dry density, and R-Value characteristics. The results of the laboratory tests are summarized on Tables II and III. Finish-Grade Soil Conditions Observations and laboratory test results indicate that the prevailing soils exposed at parking lot subgrade have an Expansion Index of less than 90 and classified as having a “medium” expansion potential as defined by the 2019 California Building Code Section 1803.5.3. However, highly expansive clays were also observed on-site. The laboratory test results indicate R-values ranging between 3 and 35 with an average value of 9. A design R-value of 5 was used to compute the flexible pavement section. SOIL AND GEOLOGIC CONDITIONS The soil and geologic conditions encountered during grading were found to be generally similar to those described in the referenced project geotechnical report. The geologic conditions observed during grading are presented on the As-Graded Geologic Map. No geologic conditions were observed during grading that precluded the continued development of the property as planned. IMPROVEMENTS We have provided testing and observation services during backfill operations for underground improvements, including electrical, fire service, storm drain and sewer, and during preparation for sidewalk, curb and gutter, and parking lot subgrade, aggregate base, and asphalt concrete placement and compaction. Our services were provided on an “on-call” basis between October 13, 2020 and November 11, 2020. In-place density tests were performed using a nuclear gauge in accordance with ASTM Test Procedure D 6938. Laboratory compaction tests were performed on soil samples in accordance with ASTM Test Procedure D 1557. Laboratory R-value testing was performed in accordance with ASTM D 2844. We also performed laboratory tests on asphalt concrete samples in accordance with ASTM D 2726 (Hveem density), D 2041 (theoretical maximum density), D 1560 (asphalt concrete stability), D 6307 (asphalt content), and C 136 (sieve analysis for asphalt). The results of the field tests are summarized on Table I and the results of laboratory tests are summarized in Tables II through VI. Project No. 06442-32-32 - 4 - November 25, 2020 In-place density test results for underground improvements and curb and gutter and sidewalk subgrade indicates a dry density of at least 90 percent of the laboratory maximum dry density at the locations tested. In-place density test results for roadway, parking lot subgrade and aggregate base materials indicates a dry density of at least 95 percent of the laboratory maximum dry density at the locations tested. In-place density test results for the asphalt concrete indicates a density of at least 95 percent of the laboratory Hveem density. Laboratory tests were performed on representative samples of the asphalt concrete to confirm Greenbook specifications. Samples AC-1 and AC-3 did not meet the stability specification. However, the following day, additional samples were collected from the same plant (AC-2 and AC-4) and met Greenbook specifications. Sample AC-6 was placed as a cap in El Fuerte Street and also did not meet the stability specification. The field and laboratory test results were provided to Whiting Turner. The test results for AC-2, AC-4 and AC-5 indicated that the asphalt concrete materials met Greenbook Specifications. Samples AC-1 and AC-3 were replaced with Samples AC-2 and AC-4. Deviations from the specifications were bolded in Tables IV through VI. FOUNDATION OBSERVATIONS A representative of Geocon Incorporated observed the conventional continuous footings for the perimeter screen wall. Our observations indicated that the soils encountered in the excavations were similar to those anticipated in the above-referenced report. In addition, the excavations were observed to extend to the appropriate bearing strata and to the minimum depth recommended in the geotechnical report or approved foundation plans. Specific issues relating to foundation observations, made during each site visit, were indicated on a copy of our Foundation Observation Report provided to Whiting Turner, the general contractor. It is the opinion of Geocon Incorporated that from a geotechnical engineering standpoint the wall foundations have been excavated in substantial conformance with the geotechnical recommendations presented in the referenced report. CONCLUSIONS AND RECOMMENDATIONS 1.0 General 1.1 Based on observations and test results, it is the opinion of Geocon Incorporated that the grading and improvement construction has been performed in substantial conformance with the recommendations of the referenced project geotechnical report. Soil and geologic conditions encountered during grading which differ from those anticipated by the project geotechnical report are not uncommon. Where such conditions required a significant modification to the recommendations of the project geotechnical reports, they have been described herein. Project No. 06442-32-32 - 5 - November 25, 2020 1.2 It is our opinion, from a geotechnical engineering standpoint, that the foundations observed were excavated in substantial conformance with the recommendations of the referenced report. 2.0 Future Grading and Improvements 2.1 Any additional grading or planned improvements performed at the site should be accomplished in conjunction with our geotechnical services. Plans for any future improvements should be reviewed by Geocon Incorporated prior to finalizing. Any additional trench backfill in excess of 1-foot-thick should be compacted to at least 90 percent relative compaction. This office should be notified at least 48 hours prior to commencing additional grading or backfill operations. 3.0 Slope Maintenance 3.1 Slopes that are steeper than 3:1 (horizontal:vertical), under conditions which are both difficult to prevent and predict, may be susceptible to near surface slope instability. The instability is typically limited to the outer three feet of a portion of the slope and 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 usually preceded by a period of 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 for surficial instability. It is, therefore, recommended that, to the maximum extent practical: (a) disturbed/loosened surficial soils be either 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. LIMITATIONS The conclusions and recommendations contained herein apply only to our work with respect to grading, improvements, and foundation excavation observations, and represent conditions at the date of our final observation on November 11, 2020. Changes in the conditions of a property can occur with the passage of time due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, resulting from legislation or the broadening of knowledge in the fields of geotechnical engineering or geology. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Project No. 06442-32-32 - 6 - November 25, 2020 Therefore, this report is subject to review and should not be relied upon after a period of three years. 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. Due to the inaccuracies inherent in most field and laboratory soil tests, and the necessary assumption that the relatively small soil sample tested is representative of a significantly larger volume of soil, future tests of the same soil, location or condition should not be expected to duplicate specific individual test results of this report. Subsurface conditions, and the accuracy of tests used to measure such conditions, can vary greatly at any time. We make no warranty, express 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 the Meridian Properties to ensure that the information and recommendations contained herein are brought to the attention of the architect and civil engineer for the project, and are incorporated into the plans, and that the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. Recommendations that pertain to the future maintenance and care for the property should be brought to the attention of the facilities department or entity responsible for future maintenance. If you have any questions regarding this report, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INCORPORATED Trevor E. Myers RCE 63773 David B. Evans CEG 1860 TEM:DBE:dmc (email) Addressee (email) Whiting-Turner Contracting Company Attention: Mr. Michael Giuffrida EV EV EV EV EV EV EV EV EV EV EV EV EV EV EV EV EV EV SW-1 SW-2 SW-3 18 13 14 9 10 1119 12 17 20 7 1 2 3 4 5 8 15 16 22 25 21 27 28 29 26 24 6 23 B-17 B-16 B-18 B-12 B-19 B-10 B-11 B-13 B-7 B-5 B-6 B-4 B-14 B-15 B-22 B-24 B-2 B-3 B-1 B-23 B-20 B-9 B-21 B-8 CG-33 CG-25 CG-32 CG-36 CG-26 CG-31 CG-30 CG-15 CG-14 CG-35 CG-27 CG-37 CG-38 CG-13 CG-9 CG-10 CG-11 CG-6 CG-7 CG-8 CG-1 CG-2 CG-3 CG-4CG-5 CG-28 CG-29 CG-43 CG-44 CG-41 CG-42 CG-24 CG-34 CG-17 CG-12 CG-39 CG-16 ET-1 ET-2 ET-3 ET-4 ET-5 ET-6 ET-7 ET-8 ET-9 ET-10 ET-11 ET-12 ET-13 ET-14 ET-15 ET-16 ET-20 ET-21 ET-22 ET-23 ET-24 ET-27 ET-28 ET-29 ET-30 ET-31 ET-32 ET-17 ET-18 ET-19 ET-25 ET-26 FS-10FS-11 FS-12 FS-7 FS-8 FS-9 FS-6 FS-5 FS-1 FS-2 FS-3 FS-4 FS-13 FS-14 FS-16 FS-15 1 2 3 4 6 14 1516 11 19 20 21 18 24 7 5 8 9 10 12 13 17 22 23 25 2728 SZ-26 IT-13 IT-14 IT-15 IT-16 IT-17 IT-18 IT-25 IT-19 IT-20 IT-26 IT-6 IT-7 IT-5 IT-8 IT-9 IT-1 IT-2 IT-3 IT-4 IT-10 IT-11 IT-21 IT-22 IT-24 IT-12 IT-23 IT-27 SD-29 SD-1 SD-2 SD-3 SD-4 SD-5 SD-6 SD-12 SD-13 SD-7 SD-8 SD-9 SD-10 SD-11 SG-1 SG-2 SG-37 SG-32 SG-36 SG-3 SG-6 SG-4 SG-17 SG-16 SG-12 SG-22 SG-5 SG-34 SG-33 SG-23 SG-25 SG-24 SG-21 SG-13 SG-14SG-26 SG-27SG-29 SG-8 SG-9 SG-10 SG-11 SG-15 SG-19 SG-30 SG-7 SG-20 SG-28 SG-35 SG-40 SG-18 SG-31 ························· · ·· · ························ ····· · · · · APPROX. LIMITS OF GRADING Qcf/ Qcf/ Qcf/ Qcf/ Qcf/ 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121 - 2974 PHONE 858 558-6900 - FAX 858 558-6159 SHEET OF PROJECT NO. SCALE DATE FIGURE Plotted:11/25/2020 10:55AM | By:ALVIN LADRILLONO | File Location:Y:\PROJECTS\06442-32-32 (Lot 2)\SHEETS\06442-32-32 Geo Map.dwg GEOTECHNICAL ENVIRONMENTAL MATERIALS 1" = AS - GRADED GEOLOGIC MAP CARLSBAD OAK NORTH LOT 2 PARKING LOT CARLSBAD, CALIFORNIA 50' 11 - 25 - 2020 06442 - 32 - 32 1 1 1 GEOCON LEGEND ........POINT LOMA FORMATION (Dotted Where Buried)Kp ........APPROX. LOCATION OF GEOLOGIC CONTACT (Dotted Where Buried) ........APPROX. LOCATION OF IN-PLACE DENSITY TEST29 SZ....Slope Zone B....Base CG....Curb and Gutter ET....Electric Trench FS....Fire ServiceSD....Storm Drain SG....Subgrade SW....Sidewalk ........SANTIAGO FORMATION (Dotted Where Buried)Tsa ........PREVIOUSLY PLACED COMPACTED FILL (Dotted Where Buried)Qpf ........COMPACTED FILLQcf 008D4DTABLE I SUMMARY OF FIELD DENSITY TEST RESULTSPre. No. Re.1 09/22/20 NE Existing basin 253 9 0112.9 17.3101.4 17.590 902 09/22/20 NE Existing basin 255 15 0112.2 17.8102.3 18.991 903 09/22/20 NE Existing basin 256 15 0112.2 17.8104.2 18.393 904 09/23/20 East side 261 22 0122.0 11.4 110.3 7.6 90 904A09/23/20 East side261 22 0 122.0 11.4 113.5 12.3 93 90509/23/20 East side260 22 0 122.0 11.4 114.5 11.7 94 90609/23/20 East side262 22 20 128.8 9.2 123.7 9.3 96 90709/23/20 East side263 22 10 125.3 10.3 117.8 13.3 94 908 09/24/20 East/central 261 22 20 128.8 9.2 118.3 12.8 92 909 09/24/20 East/central 263 22 20 128.8 9.2 119.7 11.7 93 9010 09/24/20 East/central 262 22 20 128.8 9.2 120.2 11.7 93 9011 09/25/20 north side 261 22 10 125.3 10.3 117.2 12.5 94 9012 09/25/20 central site 260 22 10 125.3 10.3 118.4 12.6 95 9013 09/25/20 central site 261 22 10 125.3 10.3 116.9 11.9 93 9014 09/25/20 North existing basin 258 15 0 112.2 17.8 104.6 18.0 93 9015 09/26/20 North Existing basin 261 15 0 112.2 17.8 105.1 21.5 94 9016 09/26/20 North Existing basin 262 15 0 112.2 17.8 103.2 19.0 92 9017 09/26/20 north side 263 22 0 122.0 11.4 114.8 11.5 94 9018 09/26/20 north side 263 22 0 122.0 11.4 112.5 12.9 92 9019 09/28/20 North Existing Basin 261 15 0 112.2 17.8 102.4 17.8 91 9020 09/28/20 North Existing Basin 261 15 0 112.2 17.8 103.2 18.1 92 9021 09/28/20 North Side 262 22 10 125.3 10.3 118.9 12.5 95 9022 09/29/20 North Side 264 22 0 122.0 11.4 114.6 11.4 94 9023 09/29/20 North Side 264 22 0 122.0 11.4 113.6 12.5 93 9024 09/29/20 NE Dwy 262 15 0 112.2 17.8 103.1 20.2 92 9025 09/29/20 South East Prking 267 22 0 122.0 11.4 112.5 12.7 92 90SZ 26 09/29/20 NW Slope 265 22 0 122.0 11.4 113.6 12.4 93 9027 09/30/20 SW of site 267 22 0 122.0 11.4 114.2 12.6 94 9028 10/01/20 Sw of site 267 22 0 122.0 11.4 115.2 12.6 94 9029 10/02/20 Westside of site 266 22 0 122.0 11.4 116.8 13.2 96 90Test No. Date (MM/DD/YY)Curve No.>¾" Rock (%)Max. Dry Density (pcf)Opt. Moist Content (%)Field Dry Density (pcf)Field Moisture Content (%)Relative Compaction (%)Required Relative Compaction (%)LocationElev. or Depth (feet) TABLE I SUMMARY OF FIELD DENSITY TEST RESULTSPre. No. Re.AC 1 10/24/20 SE Parking Stalls0.0 AC-02 151.6 148.2 98 95AC 2 10/24/20 SEDrive Aisle 0.0 AC-02 151.6 150.2 99 95AC 3 10/24/20 SEDrive Aisle 0.0 AC-02 151.6 148.6 98 95AC 4 10/24/20 NEDrive Aisle 0.0 AC-02 151.6 145.8 96 95AC 5 10/24/20 NEParking bay0.0 AC-02 151.6 146.7 97 95AC 6 10/24/20 NEParking bay0.0 AC-02 151.6 148.0 98 95AC 7 10/24/20 NDrive Aisle 0.0 AC-02 151.6 148.7 98 95AC 8 10/24/20 SEDrive Aisle 0.0 AC-02 151.6 147.9 98 95AC 9 10/24/20 CentralDrive Aisle 0.0 AC-02 151.6 147.6 97 95AC 10 10/24/20 CentralDrive Aisle 0.0 AC-02 151.6 147.4 97 95AC 11 10/28/20 CentralDrive Aisle 0.0 AC-02 151.6 150.3 99 95AC 12 10/28/20 NWDrive Aisle 0.0 AC-02 151.6 148.0 98 95AC 13 10/28/20 SWParking bay0.0 AC-02 151.6 147.9 98 95AC 14 10/28/20 SDrive Aisle 0.0 AC-02 151.6 148.0 98 95AC 15 10/28/20 SEDrive Aisle 0.0 AC-02 151.6 149.1 98 95AC 16 10/28/20 SEParking bay0.0 AC-02 151.6 148.3 98 95AC 17 11/03/20 WParking bay0.0 AC-04 149.5 147.8 99 95AC 18 11/03/20 WDrive Aisle 0.0 AC-04 149.5 147.3 99 95AC 19 11/03/20 NWDrive Aisle 0.0 AC-04 149.5 148.0 99 95AC 20 11/03/20 NDrive Aisle 0.0 AC-04 149.5 147.7 99 95AC 21 11/06/20 SEDrive alley (north side)0.0 AC-04 149.5 146.9 98 95AC 22 11/06/20 SEDrive alley 0.0 AC-04 149.5 148.5 99 95AC 23 11/06/20 EDrive alley0.0 AC-04 149.5 148.0 99 95AC 24 11/06/20 NParking bay0.0 AC-04 149.5 148.5 99 95AC 25 11/06/20 SEParking bay0.0 AC-04 149.5 148.0 99 95AC 26 11/10/20El Fuerte15+55 Base lift AC-05 143.8 142.2 99 95AC 27 11/10/20El Fuerte16+40 Base lift AC-05 143.8 142.8 99 95AC 28 11/10/20El Fuerte15+55 Cap AC-06 147.9 141.9 96 95AC 29 11/10/20El Fuerte16+35 Cap AC-06 147.9 142.3 96 95Test No. Date (MM/DD/YY)LocationRequired Compaction (%)Elev. or Depth (feet)Curve No.Max. Density (pcf)Field Density (pcf)Relative Compaction (%) TABLE I SUMMARY OF FIELD DENSITY TEST RESULTSPre. No. Re.B 1 10/19/20 El Fuerte 16+40 B 35 0138.5 9.2 132.0 8.0 95 95B 2 10/19/20 El Fuerte 14+20 B 35 0138.5 9.2 131.5 8.2 95 95B 3 10/19/20 El Fuerte 16+30 B 35 0138.5 9.2 132.2 8.1 95 95B 4 10/23/20 SE area of site B 36 0 120.7 11.1 118.7 11.4 98 95B 5 10/23/20 Central area of site B 36 0 120.7 11.1 118.1 11.9 98 95B 6 10/23/20 E area of site B 36 0 120.7 11.1 117.6 12.0 97 95B 7 10/23/20 Central area of site B 36 0 120.7 11.1 117.9 12.2 98 95B 8 10/23/20 Central area of site B 36 0 120.7 11.1 118.6 11.9 98 95B 9 10/23/20 NE area of site B 36 0 120.7 11.1 117.7 12.2 98 95B 10 10/24/20 Central area of site B 36 0 120.7 11.1 117.9 13.0 98 95B 11 10/24/20 Central area of site B 36 0 120.7 11.1 116.3 13.4 96 95B 12 10/28/20 W area of site B 36 0 120.7 11.1 115.8 13.2 96 95B 13 10/28/20 W area of site B 36 0 120.7 11.1 116.9 12.9 97 95B 14 10/28/20 S area of site B 36 0 120.7 11.1 116.6 13.2 97 95B 15 10/28/20 SE area of site B 36 0 120.7 11.1 115.3 13.5 96 95B 16 10/30/20 W area of site B 36 0 120.7 11.1 116.4 13.3 96 95B 17 11/02/20 W area of site B 36 0 120.7 11.1 114.6 11.9 95 95B 18 11/02/20 W area of site B 36 0 120.7 11.1 115.0 12.7 95 95B 19 11/02/20 N area of site B 36 0 120.7 11.1 115.2 13.8 95 95B 20 11/02/20 NE area of site B 36 0 120.7 11.1 114.9 13.9 95 95B 21 11/06/20 E area of site B 36 0 120.7 11.1 115.2 11.5 95 95B 22 11/06/20 E area of site B 36 0 120.7 11.1 116.0 11.1 96 95B 23 11/06/20 SE drive alley (south side) B 36 0 120.7 11.1 115.0 11.8 95 95B 24 11/09/20El FuerteB 35 0 138.5 9.2 132.5 9.5 96 95Test No. Date (MM/DD/YY)Curve No.>¾" Rock (%)Max. Dry Density (pcf)Opt. Moist Content (%)Field Dry Density (pcf)Field Moisture Content (%)Relative Compaction (%)Required Relative Compaction (%)LocationElev. or Depth (feet) TABLE I SUMMARY OF FIELD DENSITY TEST RESULTSPre. No. Re.CG1R10/13/20SE area of siteSG220122.011.4119.89.99890CG2R10/13/20SE area of siteSG220122.011.4113.46.89390CG 3 10/13/20SE area of siteSG 22 0 122.0 11.4 112.8 8.0 92 90CG 4 10/13/20SE area of siteSG 22 0 122.0 11.4 112.5 14.0 92 90CG 5 10/13/20SE area of siteSG 22 0 122.0 11.4 113.7 15.0 93 90CG 6 10/14/20SE area of siteSG 22 0 122.0 11.4 114.0 14.8 93 90CG 7 10/14/20SE area of siteSG 22 0 122.0 11.4 116.7 13.8 96 90CG 8 10/14/20SE area of siteSG 22 0 122.0 11.4 115.4 12.5 95 90CG 9 10/14/20N area of siteSG 22 0 122.0 11.4 113.3 15.8 93 90CG 10 10/15/20SE area of siteSG 22 0 122.0 11.4 112.7 14.0 92 90CG 11 10/15/20SE area of siteSG 22 0 122.0 11.4 114.1 13.8 94 90CG 12 10/15/20NE area of siteSG 22 0 122.0 11.4 116.3 13.7 95 90CG 13 10/15/20NE area of siteSG 22 0 122.0 11.4 112.6 15.1 92 90CG 14 10/15/20NE area of siteSG 22 0 122.0 11.4 114.2 13.6 94 90CG 15 10/16/20NE area of siteSG 22 0 122.0 11.4 113.0 13.8 93 90CG 16 10/16/20NE area of siteSG 22 0 122.0 11.4 115.1 13.5 94 90CG 17 10/16/20NE area of siteSG 22 0 122.0 11.4 112.8 14.3 92 90CG 18 10/16/20NE area of siteSG 22 0 122.0 11.4 113.2 14.2 93 90CG 19 10/17/20W area of siteSG 22 0 122.0 11.4 112.9 13.2 93 90CG 20 10/17/20W area of siteSG 22 0 122.0 11.4 113.3 13.5 93 90CG 21 10/17/20NW area of siteSG 22 0 122.0 11.4 114.7 13.8 94 90CG 22 10/17/20NW area of siteSG 22 0 122.0 11.4 114.0 13.7 93 90CG 23 10/17/20N area of siteSG 22 0 122.0 11.4 112.8 13.0 92 90CG 24 10/19/20EntranceSG 18 0 115.5 15.0 107.7 17.3 93 90CG 25 10/20/20SW area of siteSG 22 0 122.0 11.4 112.7 14.1 92 90CG 26 10/20/20S area of siteSG 15 0 112.2 17.8 101.1 19.9 90 90CG 27 10/20/20S area of siteSG 15 0 112.2 17.8 100.9 21.0 90 90CG 28 10/20/20SE area of siteSG 22 0 122.0 11.4 116.3 13.0 95 90CG 29 10/21/20S area of siteSG 18 0 115.5 15.0 106.0 17.8 92 90CG 30 10/21/20S area of siteSG 7 0 118.8 13.2 107.2 15.1 90 90Test No. Date (MM/DD/YY)Curve No.>¾" Rock (%)Max. Dry Density (pcf)Opt. Moist Content (%)Field Dry Density (pcf)Field Moisture Content (%)Relative Compaction (%)Required Relative Compaction (%)LocationElev. or Depth (feet) TABLE I SUMMARY OF FIELD DENSITY TEST RESULTSPre. No. Re.Test No. Date (MM/DD/YY)Curve No.>¾" Rock (%)Max. Dry Density (pcf)Opt. Moist Content (%)Field Dry Density (pcf)Field Moisture Content (%)Relative Compaction (%)Required Relative Compaction (%)LocationElev. or Depth (feet)CG 31 10/21/20S area of siteSG 15 0 112.2 17.8 102.2 19.9 91 90CG 32 10/21/20SW area of siteSG 7 0 118.8 13.2 108.2 15.5 91 90CG 33 10/22/20W area of siteSG 7 0 118.8 13.2 109.0 14.9 92 90CG 34 10/23/20N area of siteSG 21 0 124.9 11.4 112.2 13.8 90 90CG 35 10/23/20N area of siteSG 21 0 124.9 11.4 113.0 15.1 90 90CG 36 10/23/20W area of siteSG 7 0 118.8 13.2 106.9 14.9 90 90CG 37 10/23/20NW area of siteSG 21 0 124.9 11.4 114.6 13.4 92 90CG 38 10/26/20NW area of siteSG 7 0 118.8 13.2 107.0 16.8 90 90CG 39 10/27/20NE area of siteSG 15 0 112.2 17.8 100.8 21.4 90 90CG 40 10/28/20E area of siteSG 7 0 118.8 13.2 110.3 14.7 93 90CG 41 10/28/20E area of siteSG 7 0 118.8 13.2 109.4 13.5 92 90CG 42 10/29/20SE area of siteSG 7 0 118.8 13.2 108.0 14.3 91 90CG 43 11/02/20SE area of siteSG 7 0 118.8 13.2 106.9 16.6 90 90CG 44 11/03/20SE area of siteSG 7 0 118.8 13.2 107.7 14.8 91 90 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTSPre. No. Re.ET 1 10/03/20Center of site-1 22 0 122.0 11.4 112.1 13.4 92 90ET 2 10/03/20Center of site-1 22 0 122.0 11.4 113.4 12.4 93 90ET 3 10/03/20Center of site-1 22 0 122.0 11.4 114.5 11.9 94 90ET 4 10/03/20Center of site-1 22 0 122.0 11.4 112.9 14.2 93 90ET 5 10/05/20East side of site-1 22 0 122.0 11.4 113.8 12.6 93 90ET 6 10/05/20East side of site-1 22 0 122.0 11.4 115.2 13.7 94 90ET 7 10/05/20East side of site-1 22 0 122.0 11.4 112.8 14.0 92 90ET 8 10/05/10Center of site-1 22 0 122.0 11.4 113.8 13.2 93 90ET 9 10/05/20Center of site-1 22 0 122.0 11.4 112.2 12.7 92 90ET 10 10/06/20Center of site-1 18 0 115.5 15.0 105.3 16.6 91 90ET 11 10/06/20Center of site-1 18 0 115.5 15.0 104.7 15.9 91 90ET 12 10/08/20Westside of site-1 33 0 112.1 16.9 103.2 20.1 92 90ET 13 10/08/20Westside of site-1 33 0 112.1 16.9 101.3 18.3 90 90ET 14 10/08/20Westside of site-1 33 0 112.1 16.9 102.6 17.3 92 90ET 15 10/09/20North side of site-1 18 0 115.5 15.0 105.0 16.8 91 90ET 16 10/09/20North side of site-1 18 0 115.5 15.0 104.1 18.2 90 90ET 17 10/10/20South side of site-1 33 0 112.1 16.9 100.6 19.7 90 90ET 18 10/10/20South side of site-1 18 0 115.5 15.0 103.8 17.6 90 90ET 19 10/10/20South side of site-1 15 0 112.2 17.8 101.1 20.6 90 90ET 20 10/14/20South side of site-1 15 0 112.2 17.8 101.1 21.1 90 90ET 21 10/14/20South side of site-1 15 0 112.2 17.8 102.0 19.9 91 90ET 22 10/15/20NE side of site-1 15 0 112.2 17.8 103.3 19.9 92 90ET 23 10/15/20NE side of site-1 15 0 112.2 17.8 102.9 20.0 92 90ET 24 10/16/20SE side of site-1 18 0 115.5 15.0 103.9 17.8 90 90ET 25 10/17/20East side of site-1 18 0 115.5 15.0 104.1 15.8 90 90ET 26 10/17/20East side of site-1 15 0 112.2 17.8 100.9 18.8 90 90ET 27 10/20/20SE side of site-1 18 0 115.5 15.0 105.8 15.9 92 90ET 28 10/20/20SE side of site-1 7 0 118.8 13.2 107.5 14.1 90 90ET 29 10/21/20East side of site-1 18 0 115.5 15.0 104.9 16.8 91 90ET 30 10/23/20East side of site-1 21 0 124.9 11.4 112.6 14.2 90 90Test No. Date (MM/DD/YY)Curve No.>¾" Rock (%)Max. Dry Density (pcf)Opt. Moist Content (%)Field Dry Density (pcf)Field Moisture Content (%)Relative Compaction (%)Required Relative Compaction (%)LocationElev. or Depth (feet) TABLE I SUMMARY OF FIELD DENSITY TEST RESULTSPre. No. Re.Test No. Date (MM/DD/YY)Curve No.>¾" Rock (%)Max. Dry Density (pcf)Opt. Moist Content (%)Field Dry Density (pcf)Field Moisture Content (%)Relative Compaction (%)Required Relative Compaction (%)LocationElev. or Depth (feet)ET 31 10/23/20East side of site-1 21 0 124.9 11.4 112.4 14.4 90 90ET 32 10/29/20SE side of site-1 15 0 112.2 17.8 101.0 20.4 90 90 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTSPre. No. Re.FS 1 10/03/20SE corner of site-1 15 0 112.2 17.8 103.5 18.2 92 90FS 2 10/06/20El Fuerte 16+00 -2 15 0 112.2 17.8 106.5 18.4 95 90FS 3 10/08/20SE corner of site-1 15 0 112.2 17.8 103.5 19.4 92 90FS 4 10/08/20SE corner of site-1 22 0 122.0 11.4 115.0 14.7 94 90FS 5 10/08/20South side of site -1 22 0 122.0 11.4 114.2 13.2 94 90FS 6 10/08/20South side of site -1 15 0 112.2 17.8 104.0 18.9 93 90FS 7 10/08/20South side of site -1 15 0 112.2 17.8 102.5 19.5 91 90FS 8 10/08/20SW side of site-1 9 0 112.9 17.3 103.0 17.9 91 90FS 9 10/08/20South side of site -1 15 0 112.2 17.8 102.1 18.5 91 90FS 10 10/09/20SW side of site-1 10 0 112.9 17.3 103.5 19.0 92 90FS 11 10/09/20West side of site-1 10 0 112.9 17.3 102.4 17.4 91 90FS 12 10/09/20West side of site-1 15 0 112.2 17.8 101.5 18.8 90 90FS 13 10/09/20SE corner of site-1 15 0 112.2 17.8 104.6 18.4 93 90FS 14 10/09/20SE corner of site-1 15 0 112.2 17.8 103.9 17.8 93 90FS 15 10/19/20NW of site (b/flow)-1 18 0 115.5 15.0 107.0 15.7 93 90FS 16 11/09/20El Fuerte 16+25 -3 35 0 138.5 9.2 132.2 9.6 95 90Test No. Date (MM/DD/YY)Curve No.>¾" Rock (%)Max. Dry Density (pcf)Opt. Moist Content (%)Field Dry Density (pcf)Field Moisture Content (%)Relative Compaction (%)Required Relative Compaction (%)LocationElev. or Depth (feet) TABLE I SUMMARY OF FIELD DENSITY TEST RESULTSPre. No. Re.IT 1 10/06/20Eastside of site-1 18 0 115.5 15.0 105.7 16.7 92 90IT 210/06/20Eastside of site-1 18 0 115.5 15.0 104.2 17.3 90 90IT 3 10/06/20Central area of site-1 18 0 115.5 15.0 106.3 16.8 92 90IT 4 10/06/20Central area of site-1 18 0 115.5 15.0 107.3 16.4 93 90IT 5 10/07/20Eastside of site-1 18 0 115.5 15.0 106.6 16.8 92 90IT 6 10/07/20Central area of site-1 18 0 115.5 15.0 104.3 17.6 90 90IT 7 10/07/20Central area of site-1 18 0 115.5 15.0 106.3 16.4 92 90IT 8 10/07/20Eastside of site-1 18 0 115.5 15.0 104.7 16.2 91 90IT 9 10/07/20Eastside of site-1 18 0 115.5 15.0 105.8 16.8 92 90IT 10 10/07/20Eastside of site-1 18 0 115.5 15.0 104.0 17.3 90 90IT 11 10/07/20Eastside of site-1 18 0 115.5 15.0 106.2 16.1 92 90IT 12 10/08/20Central area of site-1 18 0 115.5 15.0 105.8 17.1 92 90IT 13 10/08/20Central area of site-1 18 0 115.5 15.0 106.3 17.7 92 90IT 14 10/08/20Central area of site-1 18 0 115.5 15.0 104.0 18.4 90 90IT 15 10/09/20West side of site-1 10 0 112.9 17.3 102.4 19.3 91 90IT 16 10/09/20West side of site-1 10 0 112.9 17.3 101.3 18.2 90 90IT 17 10/09/20West side of site-1 18 0 115.5 15.0 104.7 17.3 91 90IT 18 10/09/20West side of site-1 18 0 115.5 15.0 105.5 16.4 91 90IT 19 10/09/20North side of site-1 18 0 115.5 15.0 103.9 17.9 90 90IT 20 10/09/20South side of site-1 10 0 112.9 17.3 104.2 18.9 92 90IT 21 10/10/20South side of site-1 18 0 115.5 15.0 107.5 17.1 93 90IT 22 10/10/20South side of site-1 18 0 115.5 15.0 107.9 17.5 93 90IT 23 10/10/20Eastside of site-1 24 0 122.0 11.4 114.4 14.2 94 90IT 24 10/10/20Eastside of site-1 24 0 122.0 11.4 111.8 13.5 92 90IT 25 10/21/20NW side of site0 22 0 122.0 11.4 112.9 13.4 93 90IT 26 10/21/20N side of site0 22 0 122.0 11.4 111.1 14.0 91 90IT 27 10/21/20NE side of site0 15 0 112.2 17.8 100.8 21.0 90 90Test No. Date (MM/DD/YY)Curve No.>¾" Rock (%)Max. Dry Density (pcf)Opt. Moist Content (%)Field Dry Density (pcf)Field Moisture Content (%)Relative Compaction (%)Required Relative Compaction (%)LocationElev. or Depth (feet) TABLE I SUMMARY OF FIELD DENSITY TEST RESULTSPre. No. Re.SD 1 09/30/20SE corner of site-1 18 0 115.5 15.0 105.4 16.2 91 90SD 2 10/01/20SE corner of site-2 18 0 115.5 15.0 104.3 16.4 90 90SD 3 10/01/20SE corner of site-3 18 0 115.5 15.0 107.3 16.1 93 90SD 4 10/01/20East side of site-2 22 0 122.0 11.4 116.7 10.4 96 90SD 5 10/01/20East side of site-2 22 0 122.0 11.4 113.6 12.4 93 90SD 6 10/01/20East side of site-2 22 0 122.0 11.4 117.3 13.2 96 90SD 7 10/02/20East side of site-2 22 0 122.0 11.4 115.1 13.2 94 90SD 8 10/02/20East side of site-2 15 0 112.2 17.8 101.0 16.2 90 90SD 9 10/07/20NE area of site basin-5 22 0 122.0 11.4 115.3 13.2 95 90SD 10 10/07/20NE area of site basin-3 22 0 122.0 11.4 115.3 12.5 95 90SD 11 10/07/20NE area of site box-2 33 0 112.1 16.9 101.3 18.3 90 90SD 12 10/10/20SE corner of site CO box-2 22 0 122.0 11.4 114.8 13.6 94 90SD 13 10/10/20SE corner of site Inlet-1 22 0 122.0 11.4 115.1 13.2 94 90Test No. Date (MM/DD/YY)Curve No.>¾" Rock (%)Max. Dry Density (pcf)Opt. Moist Content (%)Field Dry Density (pcf)Field Moisture Content (%)Relative Compaction (%)Required Relative Compaction (%)LocationElev. or Depth (feet) TABLE I SUMMARY OF FIELD DENSITY TEST RESULTSPre. No. Re.SG 1 10/19/20El Fuerte16+40 SG 35 0138.5 9.2131.4 8.195 95SG 2 10/19/20El Fuerte14+20 SG 35 0138.5 9.2131.7 8.395 95SG 3 10/22/20SE area of siteSG 21 0124.9 11.4119.0 12.195 95SG 410/22/20SE area of siteSG 21 0124.9 11.4 119.6 11.6 96 95SG 5 10/22/20E area of siteSG 210124.9 11.4 120.0 11.8 96 95SG 6 10/22/20 E area of site SG 180115.5 15.0 110.7 15.0 96 95SG 7 10/22/20 E area of site SG 21 0 124.9 11.4 120.0 12.6 96 95SG 8 10/22/20 E area of site SG 21 0 124.9 11.4 119.6 13.8 96 95SG 9 10/22/20 Central area of site SG 21 0 124.9 11.4 121.0 11.4 97 95SG 10 10/22/20 Central area of site SG 21 0 124.9 11.4 117.0 8.0 94 95SG 11 10/22/20 Central area of site SG 21 0 124.9 11.4 118.1 13.9 95 95SG 12 10/22/20 SE area of site (ribbon gutter) SG 21 0 124.9 11.4 119.7 12.9 96 95SG 10 A 10/23/20 Central area of site SG 21 0 124.9 11.4 120.4 11.9 96 95SG 13 10/23/20 Central area of site SG 21 0 124.9 11.4 119.6 11.6 96 95SG 14 10/23/20 Central area of site SG 21 0 124.9 11.4 121.3 11.4 97 95SG 15 10/23/20 NW area of site SG 21 0 124.9 11.4 119.0 13.1 95 95SG 16 10/26/20 SE area of site SG 21 0 124.9 11.4 117.2 8.8 94 95SG 17 10/26/20 S area of site SG 21 0 124.9 11.4 120.1 12.4 96 95SG 18 10/26/20 S area of site SG 15 0 112.2 17.8 106.5 20.0 95 95SG 16 A 10/26/20 SE area of site SG 21 0 124.9 11.4 119.6 12.6 96 95SG 19 10/27/20 N area of site (ribbon gutter) SG 21 0 124.9 11.4 118.8 13.0 95 95SG 20 10/27/20 N area of site (ribbon gutter) SG 21 0 124.9 11.4 118.4 12.9 95 95SG 21 10/27/20 SW area of site SG 21 0 124.9 11.4 119.0 13.2 95 95SG 22 10/28/20 SE area of site SG 18 0 115.5 15.0 110.9 15.7 96 95SG 23 10/28/20 W area of site (ribon gutter) SG 21 0 124.9 11.4 119.3 11.996 95SG 24 10/28/20 W area of site SG 21 0 124.9 11.4 118.8 12.8 95 95SG 25 10/29/20 W area of site SG 21 0 124.9 11.4 118.8 13.1 95 95SG 26 10/29/20 NW area of site SG 21 0 124.9 11.4 119.1 13.3 95 95SG 27 10/29/20 N area of site SG 21 0 124.9 11.4 118.3 11.9 95 95SG 28 10/29/20 NE area of site SG 21 0 124.9 11.4 118.2 12.4 95 95Test No. Date (MM/DD/YY)Curve No.>¾" Rock (%)Max. Dry Density (pcf)Opt. Moist Content (%)Field Dry Density (pcf)Field Moisture Content (%)Relative Compaction (%)Required Relative Compaction (%)LocationElev. or Depth (feet) TABLE I SUMMARY OF FIELD DENSITY TEST RESULTSPre. No. Re.Test No. Date (MM/DD/YY)Curve No.>¾" Rock (%)Max. Dry Density (pcf)Opt. Moist Content (%)Field Dry Density (pcf)Field Moisture Content (%)Relative Compaction (%)Required Relative Compaction (%)LocationElev. or Depth (feet)SG 29 10/30/20NW area of siteSG 21 0 124.9 11.4 119.1 13.6 95 95SG 30 10/31/20North center parking baySG 21 0 124.9 11.4 119.2 11.4 95 95SG 31 10/31/20NE parking baySG 21 0 124.9 11.4 121.1 12.2 97 95SG 32 10/31/20EntranceSG 1 0 129.2 8.5 124.7 9.1 97 95SG 33 10/31/20W Parking BaySG 21 0 124.9 11.4 118.9 12.4 95 95SG 34 10/31/20W Parking BaySG 21 0 124.9 11.4 120.1 11.8 96 95SG 35 11/02/20E area of siteSG 21 0 124.9 11.4 121.1 13.2 97 95SG 36 11/02/20E area of siteSG 21 0 124.9 11.4 120.0 13.6 96 95SG 37 11/09/20El Fuerte16+25 SG 35 0 138.5 9.2 133.0 9.3 96 95 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTSPre. No. Re.SW 1 10/28/20Faraday (removed entrance)SG 21 0 124.9 11.4 114.2 12.8 91 90SW 2 10/30/20SE area of siteSG 7 0 118.8 13.2 110.3 14.9 93 90SW 3 11/02/20SE area of siteSG 7 0 118.8 13.2 111.0 14.4 93 90Test No. Date (MM/DD/YY)Curve No.>¾" Rock (%)Max. Dry Density (pcf)Opt. Moist Content (%)Field Dry Density (pcf)Field Moisture Content (%)Relative Compaction (%)Required Relative Compaction (%)LocationElev. or Depth (feet) Project No. 06442-32-32 November 25, 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) 1 Dark Brown, Silty, Fine SAND 129.2 8.5 3 Dark Brown, Clayey, Fine to coarse SAND with gravel 128.0 8.9 7 Olive to Yellow Brown, Clayey, Fine to medium SAND 118.8 13.2 9 Olive, Sandy SILT 112.9 17.3 15 Olive Green, Silty, CLAY 112.2 17.8 18 Light Brown, Sandy SILT 115.5 15.0 21 Light brown, Clayey, Fine to coarse SAND 124.9 11.4 22 Brown, Clayey, Fine to medium SAND 122.0 11.4 32 Yellow-Brown, Silty, Fine to coarse SAND 134.0 7.3 33 Olive Green, Sandy SILT with trace clay 112.1 16.9 34 Olive Brown, Clayey, Fine to coarse SAND 138.9 7.5 35 Gray, fine to coarse Sandy GRAVEL with silt (aggregate base) 138.5 9.2 36 Gray-brown, fine to coarse Sandy GRAVEL with silt (recycled aggregate base) 120.7 11.1 TABLE III SUMMARY OF LABORATORY RESISTANCE VALUE (R-VALUE) TEST RESULTS ASTM D 2844 (CALIFORNIA TEST METHOD 301) Sample No. Location R-Value RV-1 Driveway West of NE Basin 4 RV-2 Entrance to Driveway, East Side 5 RV-3 Southeast Driveway 3 RV-4 Southeast Driveway 14 RV-5 Central Driveway 35 RV-6 North Driveway 4 RV-7 West Driveway 6 RV-8 West Driveway 4 Project No. 06442-32-32 November 25, 2020 TABLE IV SUMMARY OF LABORATORY TEST RESULTS FOR ASPHALT CONCRETE ASTM D 2041, D 2726, AND D 1560 Sample No. Test Greenbook Specifications Aggregate Size (inch) Theoretical Maximum Density (pcf) Hveem Maximum Density (pcf) Percent Air Voids Stability Stability AC-1 ½ 155.4 150.8 2.9 25 >35 AC-2 ½ 155.7 151.6 2.6 36 >35 AC-3 ½ 155.0 150.9 2.6 33 >35 AC-4 ½ 156.2 149.5 4.3 37 >35 AC-5 ¾ 155.0 143.8 7.2 46 >35 AC-6 ½ 151.7 147.9 2.5 28 >35 TABLE V SUMMARY OF LABORATORY ASPHALT CONCRETE GRADATION AND ASPHALT CONTENT TEST RESULTS ASTM C 136 AND D 6307 Sieve Analysis (sieve size) ¾-Inch Aggregate (% passing) Greenbook (2018) Section 203-6.5.4 Class B3 (% passing) AC-5 1 inch 100 100 ¾ inch 100 90 - 100 ⅜ inch 68 60 - 84 No. 4 39 40 - 60 No. 8 25 24 - 50 No. 30 14 11 - 29 No. 200 4 1 - 9 Oil Content (%)* 4.5 4.6 -6.0 *Greenbook refers to as “Asphalt %”. Project No. 06442-32-32 November 25, 2020 TABLE VI SUMMARY OF LABORATORY ASPHALT CONCRETE GRADATION AND ASPHALT CONTENT TEST RESULTS ASTM C 136 AND D 6307 Sieve Analysis (sieve size) ½ -Inch Aggregate (% passing) Greenbook (2018) Section 203-6.5.4 Class C3 (% passing) AC-1 AC-2 AC-3 AC-4 AC-6 ¾ inch 100 100 100 100 100 100 ½ inch 99 98 99 98 97 89 - 100 ⅜ inch 95 90 92 89 82 74 - 100 No. 4 70 61 64 64 58 50 - 78 No. 8 52 44 48 43 42 32 - 60 No. 30 30 26 28 23 23 14 - 38 No. 200 7 7 7 6 6 2 - 10 Oil Content (%)* 6.2 5.3 5.7 5.4 6.1 4.6 – 7.0 *Greenbook refers to as “Asphalt %”.