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Home My WebLink AboutSUB201700074 Study 2020-04-20underhilI ENGINEERING geotechnical I geodesign I geoconstruction Letter of Transmittal April 20, 2020 Mr. John Anderson, PE, Civil Engineer II Community Development Dept. County of Albemarle, Virginia 401 McIntire Road Charlottesville, VA 22902-2702 Subject: Documentation Regarding Earthwork and Pavement Observation and Testing Services, Hollymead Towncenter Block VI, Albemarle County, Virginia (Underhill Engineering Project No. 18023) (Albemarle County RE: SUB2017-00074) Dear Mr. Anderson: Underhill Engineering, LLC (Underhill) is pleased to present this transmittal consisting of documentation regarding Earthwork and Pavement Observation and Testing services. This transmittal includes reports submitted June 29, 2018, November 28, 2018, February 14, 2019, April 1, 2019, two reports dated July 31, 2019, and February 5, 2020, summarizing the services provided. This information is provided as requested by our client, Mr. Katurah Roell, copied here. Underhill has endeavored to complete the services identified herein in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing in the same locality and under similar conditions as this project. No other representation, express or implied, is included or intended, and no warranty or guarantee is included or intended in this report. Sincerely, UNDERHILL ENGINEERING, LLC �rL—� E i i 'MP Elliot J. White, EIT, PMP Staff Engineer I O. Chris opher Webster, PE Principal ��Eptil,Tff OF yy�� y-r��pi �yy��pp Gs�� O 0. CHRISTOPIOR U WESSM y Lic. No. 019910 �yo �"f ssfonrAt� -hA T: 434.771. 0234 1001 E. Market Street, Suite 100, Charlottesville, VA 22902 underhillengineering.com Hollymead Towncenter Block VI Albemarle County, Virginia Exhibits: 1. Concrete Compression Test, November 20, 2018 (1 page) 2. Subgrade Observation and Field Density Testing, June 29, 2018 (18 pages) 3. Soil Laboratory Testing, November 28, 2018 (15 pages) 4. Subgrade Observation and Field Density Testing, February 14, 2019 (25 pages) 5. Subgrade Observation and Field Density Testing, April 1, 2019 (12 pages) 6. Soil Laboratory Testing, July 31, 2019 (12 pages) 7. Subgrade Observation and Field Density Testing, July 31, 2019 (20 pages) 8. Asphalt Observation, February 5, 2020 (1 page) cc: Mr. Katurah Roell- Town Properties, LLC Project 18023 / April 20, 2020 2 Underhill Engineering, LLC Schnabel E N G I N E E R I N G Concrete Test Report DATE OF REPORT: 11/20/2018 Page 1 of 1 PROJECT: Underhill Eng 18023 Hollymead PROJECT NUMBER: 15643010 T60 CLIENT: Underhill Engineering BLDG. PERMIT NO.: SET NO.: 1 SAMPLING DATA DATE SAMPLED: 10/23/2018 TIME SAMPLED: REQUIRED DESIGN STRENGTH (psi): SAMPLED BY: Susan Ray MIX DESIGNATION: NUMBER OF CYLINDERS MOLDED: 5 SUPPLIER: DATE CYLINDERS RECEIVED: 10/24/2018 TIME BATCHED: TRANSPORTED BY: Susan Ray TIME FINISHED: TRUCK NUMBER: SIZE OF LOAD (cy): TICKET NUMBER: WATER ADDED ON SITE (gallons): TYPE OF OBSERVATION: ADDITIVE QUANTITY: SAMPLES PLACED IN CURING BOX?: No QUANTITY PLACED (cy): WEATHER CONDITIONS: TESTING INSTRUCTIONS: 1 @ 7,3 @ 28, 1 @ Hold LOCATION OF CONCRETE PLACED: PROPERTIES OF FRESH CONCRETE MIX DATA / SPECIFICATIONS AIR TEMPERATURE (°F): MIX DESIGN STRENGTH (psi): CONCRETE TEMPERATURE (ASTM C 1064) ff): CONCRETE TEMPERATURE (ASTM C 1064) ff): SLUMP/SPREAD (ASTM C 143/C 1611) (in.): SLUMP/SPREAD (ASTM C 143/C 1611) (in.): POST ADDITIVE SLUMP (ASTM C 143) (in.): POST ADDITIVE SLUMP (ASTM C 143) (in.): AIR CONTENT (ASTM C 231 or C 173) (%): AIR CONTENT (ASTM C 231 or C 173) (%): COMPRESSION TEST RESULTS SPECIMEN TEST AGE DIAMETER AREA FAIL MAXIMUM COMPRESSIVE CURE CYLINDER UNIT NUMBER DATE (DAYS) (INCHES) (SQ.IN.) TYPE LOAD (LBS) STRENGTH (PSI) TYPE WEIGHT (PCF) 1 -1 10/30/2018 7 4.00 12.57 2 37,100 2950 L 142.3 1-2 11/20/2018 28 4.00 12.57 3 48,240 3840 L 143.1 1-3 11/20/2018 28 4.00 12.57 2 45,680 3630 L 142.2 1-4 11/20/2018 28 4.00 12.57 2 47,990 3820 L 143.6 1-5 Hold 4.00 12.57 L 142.5 Average 28 Day Strength: 3,760 psi REMARKS: ProlectDistribution SCHNABEL ENGINEERING Chris Webster - Underhill Engineering Susan Ray - Underhill Engineering Noland Silman, P.E. 480 Four Seasons Drive Charlottesville, Virginia / 22901 T/ (434) 975-3200 F/ (434) 975-3233 Types of failure according to ASTM C 39. Curing Methods: L = Lab Cure; F = Field Cure; N/A = Not Applicable. Cylinders tested in accordance with ASTM C 39 and ASTM C 1231. Cylinders molded and concrete sampled in accordance with ASTM C 31 and C 172 when sampled by Schnabel personnel. Air content test was performed by ASTM C 231 unless otherwise noted in the Remarks section. The unit weight of the cylinders has been calculated in the laboratory, for information purposes only, and assumes that the sample is exactly 6" x 12" or 4" x 8", unless otherwise noted. Test results relate only to the items observed and tested as referenced above. Field and laboratory testing is in accordance with the approved project documents unless otherwise noted in the Remarks section. This report shall not be reproduced without the prior written approval of Schnabel Engineering. underhilI ENGINEERING geotechnical I geothermal I geoconstruction June 29, 2018 Mr. Katurah Roell Town Properties, LLC 3215 Barracks Hill Charlottesville, VA 22901 Subject: Report No. 1, Earthwork Observation and Testing Services, Hollymead Towncenter Block VI, Albemarle County, Virginia (Underhill Engineering Project No. 18023.00) Dear Mr. Roell: Underhill Engineering, LLC (Underhill) is pleased to present our Report No. 1, summarizing Underhill's earthwork observation and testing services for the project. This report summarizing Underhill's services relating to observation of subgrades to receive compacted structural fill, and observation and testing of compacted structural fill for the new townhomes. These services are provided in accordance with Underhill's Service Agreement with you dated March 1, 2016, and your authorization of April 5, 2018. This report summarizes services provided from April 30 through June 20, 2018. Our services as reported herein included the following tasks: ■ Observations of subgrades to receive compacted structural fill after removal of the limited topsoil and unsuitable existing fill soils. Evaluation of subgrades included observations of proofrolling of the stripped subgrades by the Contractor using a loaded dump truck, observations of test pits / test strips, and probing with a Geostick Penetrometer at selected locations. ■ Retrieval of bulk samples for soil laboratory testing. ■ Observation and testing of compacted structural fill placement. Observation of fill placement included the following tasks: o Evaluation of proposed fill materials for suitability, o Measurement of lift thickness at selected locations, and o Observations of compaction methods employed by the Contractor. Compaction testing included field density tests to compare to the laboratory maximum dry density and optimum moisture content. Field density testing of utility backfill including the following tasks: o Evaluation of proposed backfill materials for suitability. o Periodic observations of compaction methods employed by the Contractor. o Periodic field density testing. The following services were not included: observation of erosion and sediment control methods, surveying for line and grade, environmental services, or other services not specifically identified above. T: 434.531.2565 327 W. Main Street, Suite 2, Charlottesville, VA 22903 underhillengineering.com Observation of Subgrades Underhill's Engineer observed subgrades to receive compacted structural fill for building support on April 30, 2018. Underhill's Engineer observed subgrade response during proofrolling by a loaded dump truck as conducted by the Contractor. Subgrades were also evaluated by probing with a Geostick Penetrometer including in shallow test pits as excavated by the contractor in areas where proofrolling revealed unsuitable soils. The approximate area of subgrades observed is indicated in Exhibit A (Figure 1). Subgrades were considered suitable to receive compacted structural fill, except for one area where soft existing fill soils were encountered. The area of unsuitable soils consisted of soft existing fill, containing concentrations of burnt roots and other organic matter. This area was located generally parallel to Grand Forks Boulevard and was approximately 100 feet long and 30 feet wide with an average depth of 3.5 feet. The approximate area of undercut is indicated in Exhibit A (Figure 1). Based on our rough measurements using a tape measure assisted by the contractor, we estimated the total undercut to be approximately 389 CY. Field Density Testing Compacted structural fill placed for building Lots 27 through 42 and utility backfill were tested for relative compaction on May 2 through June 20, 2018. Compacted structural fill typically consisted of fine to coarse silty sand, contains mica and some rock fragments, as represented by the bulk Proctor sample tested by Underhill's subconsultant laboratory. During period visits to the site, lifts were noted to be placed in typical 6 to 8-inch, loose lifts, compacted using a vibratory sheepsfoot roller and vibratory smooth drum roller. Underhill also provided periodic (spot) field density testing of utility backfill. During period visits to the site, lifts were noted to be placed in typical 4 to 6-inch, loose lifts. The contractor used a remote - controlled sheepsfoot roller to compact sewer line trench backfill. Spot field density testing is provided to aid the contractor in evaluating whether backfill placed and tested at the locations indicated meet the required compaction. Note that spot field density testing does not relieve the contractor from meeting the compacted backfill requirements as indicated in the project documents. Compaction testing of lifts was completed using non-nuclear test methods, correlated using nuclear test methods. A summary of Field Density Test Results is included as Exhibit B (13 sheets). The approximate field density test locations are indicated in Exhibit C (Figure 2). Field density testing indicated compaction to at least 95 percent of the maximum dry density as evaluated by the laboratory Standard Proctor tests. Underhill has endeavored to complete the services identified herein in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing in the same locality and under similar conditions as this project. No other representation, express or implied, is included or intended, and no warranty or guarantee is included or intended in this report. Project 18023.00 / June 29, 2018 2 Underhill Engineering, LLC Thank you for the opportunity to provide our services. If you have any questions or require additional information, please do not hesitate to contact the undersigned. Sincerely, UNDERHILL ENGINEERING, LLC EALTH p" Susan E. Ray, EIT, GIT L Staff Geotechnical Engineer p O. CHRISTOV11FA U W f?SS'fT�t Lic. No. 019910 O. Christ pher Webster, PE .a Principal �0 4TIONAL G 00►0**w Exhibits: Exhibit A: Subgrade Observation Plan, Figure 1 Exhibit B: Field Density Test Summary (13 sheets) Exhibit C: Field Density Test Location Plan, Figure 2 cc: Gregg O'Donnell — Stanley Martin Homes Project 18023.00 / June 29, 2018 3 Underhill Engineering, LLC _eµ :ma DITCH 1 � 'I l ' TO SNT2 :/• § FACNTY 2 / CONSTRUCT PADS FOR LOTS / 27-31 ONLY AFTER REMOVAL OF ST-2. SEE CONSTRUCTION SEQUENCE EP-4 L F(o�1.RJ 1-^ 7 A?ef6v,-A4A4e Are< a`s � siSrA ze /%,. EROSION AND SEDIMENT CONTROL LEGEND ®® 0 a® at rou Q 0 ® IF) 0 ®® 0 o�o© o®oo F9 8 O DITCH a TO SNTA -.. FA FACILITY x , a'--- RELOCATE CONSTRUCTION m Q ENTRANCE TO LAUREL PARK LANE DURING PHASE 4 Z '• � � Y W ; 2 0 �& boa m --E—P 5 5 icsam �m EE mwe/n Project Name: Hollymead Block VI Albemarle County, VA Project Number: Rep: Date: 18023 S. Ray 05/02/18 Field Density Summary Lab Reference: Optimum Moisture (%): Maximum Dry Density: 95% of Maximum Dry Densityl 5 15.6 113.1 107.4 Maximum Maximum Percent Test Elevation Lab Wet Density Moisture Dry Density Date Tested Dry Density Compaction Grid Zone Easting Northing Results Number (ft) Reference (PCF) Content (%) (PCF) (PCF) (%) 1 05/02/18 587 5 137.3 19.3 115.1 113.1 102% 17S 724174 4223658 Passed 2 05/02/18 587.5 5 131.9 17.8 112.0 113.1 99% 17S 724178 4223648 Passed 3 05/02/18 587 5 135.6 18.7 114.2 113.1 100+% 17S 724177 4223625 Passed 4 05/02/18 587.5 5 132.6 17.8 112.6 113.1 100+% 17S 724185 4223592 Passed Project Name: Hollymead Block VI Albemarle County, VA Project Number: Rep: Date: 18023 C.Webster/S. Ray 05/07/18 Field Density Summary Lab Reference: Optimum Moisture (%): Maximum Dry Density: 95% of Maximum Dry Densityl 5 15.6 113.1 107.4 Maximum Maximum Percent Test Elevation Lab Wet Density Moisture Dry Density Date Tested Dry Density Compaction Grid Zone Easting Northing Results Number (ft) Reference (PCF) Content (%) (PCF) (PCF) (%) 5 05/07/18 593.5 5 128.7 17.1 109.9 113.1 97% 17S 724175 4223664 Passed 6 05/07/18 594 5 125.7 15.2 109.1 1 113.1 96% 17S 724176 4223645 Passed 7 05/07/18 596.5 5 138.5 19.5 115.9 1 113.1 100+% 17S 724178 4223619 Passed Project Name: Hollymead Block VI Albemarle County, VA Project Number: Rep: Date: 18023 S. Ray 05/08/18 Field Density Summary Lab Reference: Optimum Moisture (%): Maximum Dry Density: 95% of Maximum Dry Densityl 5 15.6 113.1 107.4 Maximum Maximum Percent Test Elevation Lab Wet Density Moisture Dry Density Date Tested Dry Density Compaction Grid Zone Easting Northing Results Number (ft) Reference (PCF) Content (%) (PCF) (PCF) (%) 8 05/08/18 597 5 141.2 20.3 117.4 113.1 104% 17S 724188 4223616 Passed 9 05/08/18 596 5 142.3 20.6 118.0 113.1 104% 17S 724179 4223629 Passed 10 05/08/18 595 5 144.9 21.2 119.6 113.1 100+% 17S 724181 4223649 Passed 11 05/08/18 594 5 145.0 21.2 119.6 113.1 100+% 17S 724176 4223657 Passed Project Name: Hollymead Block VI Albemarle County, VA Project Number: Rep: Date: 18023 S. Ray 05/25/18 Field Density Summary Lab Reference: Optimum Moisture (%): Maximum Dry Density: 95% of Maximum Dry Densityl 5 15.6 113.1 107.4 Test Number Date Tested Elevation (ft) Lab Reference Wet Density (PCF) Moisture Content (%) Dry Density (PCF) Maximum Dry Density (PCF) Percent Compaction (%) Grid Zone Easting Northing Results 12 05/25/18 587 5 132.8 17.9 112.6 113.1 100% 17S 724192 4223685 Passed 13 05/25/18 588 5 135.1 18.6 113.9 113.1 101 % 17S 724186 4223692 Passed 14 05/25/18 585.5 5 138.3 19.4 115.8 113.1 100+% 17S 724191 4223695 Passed 15 05/25/18 589.5 5 141.5 20.5 117.4 113.1 100+% 17S 724186 4223692 Passed 16 05/25/18 587.5 5 147.0 21.7 120.8 113.1 107% 17S 724192 4223682 Passed 17 05/25/18 588 5 140.1 19.9 116.8 113.1 103% 17S 724188 4223696 Passed 18 05/25/18 589.5 5 137.0 18.9 115.2 113.1 100+% 17S 724189 4223685 Passed 19 05/25/18 589.5 5 142.7 20.6 118.3 113.1 100+% 17S 724188 4223694 Passed 20 05/26/18 592 5 139.3 19.8 116.3 113.1 100+% 17S 724190 4223680 Passed Project Name: Hollymead Block VI Albemarle County, VA Project Number: Rep: Date: 18023 S. Ray 06/05/18 Field Density Summary Lab Reference: Optimum Moisture (%): Maximum Dry Density: 95% of Maximum Dry Densityl 3564 5 16.2 15.6 111.7 113.1 106.1 107.4 Maximum Percent Test Elevation Lab Wet Density Moisture Dry Density Date Tested Dry Density Compaction Grid Zone Easting Northing Results Number (ft) Reference (PCF) Content (%) (PCF) (PCF) (%) 21 06/05/18 597 3564 128.3 16.6 110.0 111.7 99% 17S 724183 4223603 Passed 22 06/05/18 597 3564 129.3 17.0 110.5 111.7 100+% 17S 724184 4223601 Passed 23 06/05/18 596 5 131.9 17.4 112.4 113.1 99% 17S 724187 4223613 Passed 24 06/05/18 596 5 127.3 16.1 109.6 113.1 100+% 17S 724180 4223617 Passed 25 06/05/18 597 3564 131.2 17.5 111.7 111.7 100+% 17S 724179 4223610 Passed Project Name: Hollymead Block VI Albemarle County, VA Project Number: Rep: Date: 18023 S. Ray 06/06/18 Field Density Summary Lab Reference: Optimum Moisture (%): Maximum Dry Density: 95% of Maximum Dry Densityl S-1 5 17.3 15.6 107.3 113.1 101.9 107.4 Maximum Percent Test Elevation Lab Wet Density Moisture Dry Density Date Tested Dry Density Compaction Grid Zone Easting Northing Results Number (ft) Reference (PCF) Content (%) (PCF) (PCF) (%) 26 06/06/18 600.5 5 134.6 18.9 113.2 113.1 100% 17S 724215 4223571 Passed 27 06/06/18 600.5 5 139.8 19.7 116.8 113.1 100+% 17S 724212 4223575 Passed 28 06/06/18 601.5 S-1 117.1 11.7 104.8 107.3 98% 17S 724217 4223573 Passed Project Name: Hollymead Block VI Albemarle County, VA Project Number: Rep: Date: 18023 S. Ray 06/07/18 Field Density Summary Lab Reference: Optimum Moisture (%): Maximum Dry Density: 95% of Maximum Dry Densityl 3564 5 16.2 15.6 111.7 113.1 106.1 107.4 Maximum Percent Test Elevation Lab Wet Density Moisture Dry Density Date Tested Dry Density Compaction Grid Zone Easting Northing Results Number (ft) Reference (PCF) Content (%) (PCF) (PCF) (%) 29 06/07/18 602 5 136.6 18.7 115.1 113.1 102% 17S 724233 4223568 Passed 30 06/07/18 603 3564 132.0 17.5 112.3 111.7 1001% 17S 724235 1 4223564 1 Passed Project Name: Hollymead Block VI Albemarle County, VA Project Number: Rep: Date: 18023 S. Ray 06/08/18 Field Density Summary Lab Reference: Optimum Moisture (%): Maximum Dry Density: 95% of Maximum Dry Densityl 5 15.6 113.1 107.4 Maximum Maximum Percent Test Elevation Lab Wet Density Moisture Dry Density Date Tested Dry Density Compaction Grid Zone Easting Northing Results Number (ft) Reference (PCF) Content (%) (PCF) (PCF) (%) 31 06/08/18 590 5 140.7 20.0 117.3 113.1 104% 17S 724191 4223672 Passed 32 06/08/18 591 5 140.8 20.0 117.3 113.1 100,% 17S 724195 1 4223676 1 Passed Project Name: Hollymead Block VI Albemarle County, VA Project Number: Rep: Date: 18023 S. Ray 06/14/18 Field Density Summary Lab Reference: Optimum Moisture (%): Maximum Dry Density: 95% of Maximum Dry Densityl 5 15.6 113.1 107.4 Maximum Maximum Percent Test Elevation Lab Wet Density Moisture Dry Density Date Tested Dry Density Compaction Grid Zone Easting Northing Results Number (ft) Reference (PCF) Content (%) (PCF) (PCF) (%) 33 06/14/18 600 5 142.6 20.4 118.4 113.1 105% 17S 724217 4223577 Passed 34 06/14/18 600.5 5 142.5 20.5 118.3 113.1 100+% 17S 724217 4223576 Passed 35 06/14/18 122.4 14.8 106.6 0.0 #DIV/0! 17S 724213 4223567 Passed 36 06/14/18 126.7 15.8 109.4 0.0 100+% 17S 724216 4223566 Passed Project Name: Hollymead Block VI Albemarle County, VA Project Number: Rep: Date: 18023 S. Ray 06/15/18 Field Density Summary Lab Reference: Optimum Moisture (%): Maximum Dry Density: 95% of Maximum Dry Densityl 5 15.6 113.1 107.4 Maximum Maximum Percent Test Elevation Lab Wet Density Moisture Dry Density Date Tested Dry Density Compaction Grid Zone Easting Northing Results Number (ft) Reference (PCF) Content (%) (PCF) (PCF) (%) 37 06/15/18 600.5 5 136.3 18.9 114.6 113.1 101 % 17S 724216 4223581 Passed Project Name: Hollymead Block VI Albemarle County, VA Project Number: Rep: Date: 18023 S. Ray 06/18/18 Field Density Summary Lab Reference: Optimum Moisture (%): Maximum Dry Density: 95% of Maximum Dry Densityl 5 15.6 113.1 107.4 Maximum Maximum Percent Test Elevation Lab Wet Density Moisture Dry Density Date Tested Dry Density Compaction Grid Zone Easting Northing Results Number (ft) Reference (PCF) Content (%) (PCF) (PCF) (%) 38 06/18/18 589 5 143.9 20.9 119.0 113.1 105% 17S 724189 4223669 Passed 39 06/18/18 1 588 5 145.7 21.3 1 120.1 1 113.1 106% 17S 724197 1 4223659 1 Passed Project Name: Hollymead Block VI Albemarle County, VA Project Number: Rep: Date: 18023 S. Ray 06/19/18 Field Density Summary Lab Reference: Optimum Moisture (%): Maximum Dry Density: 95% of Maximum Dry Densityl 5 15.6 113.1 107.4 Maximum Maximum Percent Test Elevation Lab Wet Density Moisture Dry Density Date Tested Dry Density Compaction Grid Zone Easting Northing Results Number (ft) Reference (PCF) Content (%) (PCF) (PCF) (%) 40 06/19/18 590 5 133.3 18.2 112.8 113.1 100% 17S 724192 4223665 Passed Project Name: Hollymead Block VI Albemarle County, VA Project Number: Rep: Date: 18023 S. Ray 06/20/18 Field Density Summary Lab Reference: Optimum Moisture (%): Maximum Dry Density: 95% of Maximum Dry Densityl 5 15.6 113.1 107.4 Maximum Maximum Percent Test Elevation Lab Wet Density Moisture Dry Density Date Tested Dry Density Compaction Grid Zone Easting Northing Results Number (ft) Reference (PCF) Content (%) (PCF) (PCF) (%) 41 06/20/18 598 5 135.3 18.7 114.0 113.1 101% 17S 724209 4223586 Passed 42 06/20/18 1 598.5 5 1 138.2 19.5 115.6 113.1 102% 17S 724213 1 4223587 1 Passed ®®o®®Fil® p 0 �5 0000000 =; 0 y�0 e� \y tir •T �' dad �+ L' ¢, rib R.� @ Y _ Ns X� P% 5p IS e _ I _ YEETINO STREET 61' W Ik R/V - ---- N _97 n xg n a @ V.... 5PORYWA'U M11"EIfENT P EYARLV7 FOR Nevlmoxs a �� b HOLLYMEAO TOWNCENTEE BLOCK C6 �a° w E e^an�� CT1 a nm8ut0 oISNCf. AIBLE COUNW. VA �: tilutllON k SEOdENT CONTROL PIAN PN.1.9E U �j?> underhilI ENGINEERING geotechnical I geodesign I geoconstruction November 28, 2018 Mr. Katurah Roell Town Properties, LLC 325 Barracks Hill Charlottesville, VA 22901 Subject: California Bearing Ratio (CBR) Testing, Hollymead Towncenter Block VI, Albemarle County, Virginia (Underhill Engineering Project No. 18023) Dear Mr. Roell: Underhill Engineering, LLC (Underhill) is pleased to present this report, summarizing the results of California Bearing Ratio (CBR) testing for the above stated project. These services are provided in accordance with Underhill's Services Agreement with you dated March 1, 2016, and your authorization of April 5, 2018. Laboratory Test Results Three bulk samples were retrieved by Underhill from on site for soil laboratory testing. The approximate sample locations are shown in Figure 1. Soil laboratory testing assigned by Underhill consisted of the following: ■ Three gradation tests (ASTM D422). ■ Three Standard Proctor tests (ASTM D698). ■ Three California Bearing Ratio tests (VTM-8). A summary of the soil laboratory test results, gradation curves, moisture -density relationships, and CBR test curves follow the text of this report. CBR tests results varied from 19.3 to 22.9 with 0.1 to 0.5 percent swell. Underhill understands that a design CBR value of 10 was considered for the design pavement section. The as -tested CBR values exceed this design value. Underhill has endeavored to complete the services identified herein in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing in the same locality and under similar conditions as this project. No other representation, express or implied, is included or intended, and no warranty or guarantee is included or intended in this report. T: 434.531.2565 327 W. Main Street, Suite 2, Charlottesville, VA 22903 underhillengineering.com Thank you for the opportunity to provide our services. If you have any questions or require additional information, please do not hesitate to contact us. Sincerely, UNDERHILL ENGINEERING, LLC Susan E. Ray, EIT, GIT Staff Geotechnical Engineer O. Chris opher Webster, PE Principal Figure 1: Location Plan Exhibit A: Soil Laboratory Test Results Project 18023 / November 28, 2018 2 Underhill Engineering, LLC w Scale: No scale APPROXIMATE SAMPLE LOCATION Note: Base drawing provided by Dominion Engineering FIGURE 1: LOCATION PLAN Project 18023 Hollymead Block VI Charlottesville, Virginia underhill ENGINEERING geotechnical I geodesign I geoconstruction Soil Laboratory Test Results Summary of Soil Laboratory Tests (1 sheet) Gradation Curves (3 sheets) Atterberg Limits (1 sheet) Moisture -Density Relationships (3 sheets) CBR curves (3 sheets) Project 18023 / November 28, 2018 i Underhill Engineering, LLC Summary of Soil Laboratory Tests Sample No. S-4 S-5 S-6 Sample Type BULK BULK BULK Description, SILTY SAND (SM) SILTY SAND (SM) SILTY SAND (SM) Symbol USCS (A-2-7) (A-2-6) (A-7-5) Passing No. 200 Sieve 33.2 34.2 39.6 • Passing No. 40 Sieve 54.7 59.5 65.5 • Passing No. 4 Sieve 83.6 92.2 88.2 Max. Dry Density (pcf) 120.6 112.6 114.4 Optimum Moisture Content 12.2 14.5 14.8 N CBR Value 19.3 21.1 22.9 (soaked) Swell (%) 0.1 0.3 0.5 Testing provided by Underhill's subconsultant laboratory, Schnabel Engineering Project 18023 / November 28, 2018 ii Underhill Engineering, LLC U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER R 4 4 2 1 a 1 zid 1/2z/Q 3 d 6 00 1d16 )n 30 do 50 �r, 1001an200 100 95 90 85 80 75 70 65 x 2 60 w >- 55 m ry w 50 Z LL z 45 w of 40 w a 35 30 25 20 15 10 5 0 100 10 1 0.1 GRAIN SIZE IN MILLIMETERS 0.01 0.001 COBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine 0 N Specimen Sample Description LL PL PI Cc Cu W a • 4 0.0 ft SILTY SAND (SM, A-2-7), fine to coarse grained sand, contains43 29 14 w crushed stone and rock fragments, reddish brown W Q Test Method D100 D60 D30 D10 %Gravel %Sand %Silt %Clay 0 III ASTM D422 64 0.669 -- -- 16.4 50.4 33.2 Percent Finer Sieve Size No. 200 No. 100 No. 60 No.40 No. 20 No. 10 No. 4 3/8" 3/4" 1" 1.5" 2.5" Finer 33.2 41.5 48.3 54.7 62.8 74.6 83.6 87.4 91.8 93.6 97.0 100.0 Tested By Tested Date MP/RG Sch E N G Reviewed By IDS nabel N E E R I N G GRADATION CURVE Project: Hollymead Block VI Underhill Engineering 18023 Albemarle County, VA Contract: 15643010 Testing Lab: RICH U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER n i i/9 4 R in iR in ZZn inn )An 100 95 90 85 80 75 70 65 x 2 60 w >- 55 m ry w 50 Z LL z 45 w of 40 w a 35 30 25 20 15 10 5 0 AW 5 100 10 1 0.1 GRAIN SIZE IN MILLIMETERS 0.01 0.001 COBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine Specimen Sample Description LL PL PI Cc Cu SILTY SAND (SM, A-2-6), fine to coarse grained sand, contains 0.0 ft rock fragments, crushed stone and mica, reddish brown 38 28 10 Test Method D100 D60 D30 D10 %Gravel %Sand %Silt %Clay ASTM D422 38.1 0.444 -- -- 7.8 58.0 34.2 Percent Finer Sieve Size No. 200 No. 100 No. 60 No.40 No. 20 No. 10 No. 4 3/8" 3/4" 1" 1.5" Finer 34.2 44.6 52.6 59.5 67.5 79.9 92.2 94.7 97.6 98.3 100.0 Tested By Tested Date MP/RG Sch E N G Reviewed By IDS nabel N E E R I N G GRADATION CURVE Project: Hollymead Block VI Underhill Engineering 18023 Albemarle County, VA Contract: 15643010 Testing Lab: RICH U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS I HYDROMETER 100 95 90 85 80 75 70 65 2 60 w >- 55 m Z 50 LL Z 45 w ry 40 w o_ 35 30 25 20 15 10 5 0 3W 6 100 10 1 0.1 GRAIN SIZE IN MILLIMETERS 0.01 0.001 COBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine Specimen Sample Description LL PL PI Cc Cu SILTY SAND WITH GRAVEL (SM, A-7-5), fine to coarse grained 0.0 ft sand, contains crushed stone and rock fragments, reddish 42 29 13 rown Test Method D100 D60 D30 D10 %Gravel %Sand %Silt :E'/.Clay ASTM D422 38.1 0.28 -- -- 11.8 48.6 39.6 Percent Finer Sieve Size No. 200 No. 100 No. 60 No.40 No. 20 No. 10 No. 4 3/8" 3/4" 1" 1.5" Finer 39.6 50.2 58.5 65.5 72.5 81.3 88.2 92.4 97.2 99.0 100.0 Tested By Tested Date Reviewed By IMP /RG IDS Schnabet E N G I N E E R I N G GRADATION CURVE Project: Hollymead Block VI Underhill Engineering 18023 Albemarle County, VA Contract: 15643010 Testing Lab: RICH 80 CL CH 60 x w 0 z 40 Q a 20 A m CL-ML ML MH 0 0 20 40 60 80 100 LIQUID LIMIT PLOTTED DATA REPRESENTS SOIL PASSING NO. 40 SIEVE Specimen LL PL PI Fines Testing Lab Description 4 0.0 ft 43 29 14 33 RICH SILTY SAND (SM, A-2-7), fine to coarse grained sand, contains crushed stone and rock fragments, reddish brown 5 0.0 ft 38 28 10 34 RICH SILTY SAND (SM, A-2-6), fine to coarse grained sand, contains rock fragments, crushed stone and mica, reddish 6 0.0 ft 42 29 13 40 RICH f SAND WITH GRAVEL (SM, A-7-5), fine to coarse grained sand, contains crushed stone and rock fragments, reddish rown Schnabel E N G I N E E R I N G ATTERBERG LIMITS Project: Hollymead Block VI Underhill Engineering 18023 Albemarle County, VA Contract: 15643010 117.0 116.0 115.0 114.0 113.0 109.0 108.0 107.0 106.0 105.0 9 \ \ \ \ \ \ \ \ \ \ \ \ \ 11 13 15 17 19 WATER CONTENT, % Sample Description: SILTY SAND (SM, A-2-7), fine to coarse grained sand, contains crushed stone and rock fragments, reddish brown Sample Source: 4, 0.0 ft Test Methods: VTM1 Oversize Fraction Sieve Size: No 4 Percent Oversized Retained: 16.4% Liquid Limit (LL): 43 Plasticity Index (PI): 14 % Retained #4 Sieve: 16.4 % Passing # 200 Sieve: 33.2 Schnabel E N G I N E E R I N G Assumed Specific Gravity: Uncorrected Max. Dry Density (pcf): Uncorrected Opt. Moisture (%): 21 2.65 114.4 14.2 Corrected Max. Dry Density (pcf): 120.6 Corrected Opt. Moisture (%): 12.2 Comments: Date: 10-23-18 Reviewed By: DS MOISTURE DENSITY RELATIONSHIP Project: Hollymead Block VI Underhill Engineering 18023 Albemarle County, VA Contract: 15643010 Testing Lab: RICH 117.0 116.0 115.0 114.0 113.0 109.0 108.0 107.0 106.0 105.0 8 \ \ \ \ \ \ \ \ 10 12 14 16 18 WATER CONTENT, % Sample Description: SILTY SAND (SM, A-2-6), fine to coarse Assumed Specific Gravity: grained sand, contains rock fragments, Max. Dry Density (pcf): crushed stone and mica, reddish brown Opt. Moisture (%): Sample Source: 5, 0.0 ft Test Methods: VTM1 Liquid Limit (LL): 38 Plasticity Index (PI): 10 % Retained #4 Sieve: 7.8 % Passing # 200 Sieve: 34.2 Schnabel E N G I N E E R I N G Comments: 20 2.62 112.6 14.5 Date: 10-23-18 Reviewed By: DS MOISTURE DENSITY RELATIONSHIP Project: Hollymead Block VI Underhill Engineering 18023 Albemarle County, VA Contract: 15643010 Testing Lab: RICH 113.0 112.0 111.0 110.0 109.0 -108.0 Q 105.0 104.0 103.0 102.0 101.0 10 \ \ \ \ \ \ \ \ \ \ \ 12 14 16 18 20 WATER CONTENT, % Sample Description: SILTY SAND WITH GRAVEL (SM, A-7-5), fine to coarse grained sand, contains crushed stone and rock fragments, reddish brown Sample Source: 6, 0.0 ft Test Methods: VTM1 Oversize Fraction Sieve Size: No 4 Percent Oversized Retained: 11.8% Liquid Limit (LL): 42 Plasticity Index (PI): 13 % Retained #4 Sieve: 11.8 % Passing # 200 Sieve: 39.6 Schnabel E N G I N E E R I N G Assumed Specific Gravity: Uncorrected Max. Dry Density (pcf): Uncorrected Opt. Moisture (%): 22 2.68 109.8 16.5 Corrected Max. Dry Density (pcf): 114.4 Corrected Opt. Moisture (%): 14.8 Comments: Date: 10-23-18 Reviewed By: DS MOISTURE DENSITY RELATIONSHIP Project: Hollymead Block VI Underhill Engineering 18023 Albemarle County, VA Contract: 15643010 Testing Lab: RICH 640 AO 600 560 520 480 440 .N 400 Q 0 360 CO Z 0 320 w 280 240 200 160 120 80 40 0 1 1 1 1 1 1 0.10 6.20 6.30 6.40 PENETRATION (INCHES) 0.50 Sample Description: SILTY SAND (SM, A-2-7), fine to coarse grained sand, contains crushed stone and rock fragments, reddish brown Sample Source: 4 Sample Depth: 0.0 ft Test Method: VTM-8 Dry Density Before Soaking (pcf): Dry Density After Soaking (pcf): Maximum Dry Density (pcf): Moisture Content Before Soaking (%): Moisture Content After Soaking (Avg) (%): Moisture Content Top Inch After Soak (%): Optimum Moisture Content (%): 118.4 118.3 114.4 12.2 13.7 15.5 14.2 Liquid Limit (LL): 43 Plasticity Index (PI): 14 % Retained #4 Sieve: 16.4 % Passing # 200 Sieve: 33.2 CBR: 19.3, Soaked Surcharge (psf): Swell (%): 50 0.1 112 Schnabel E N G I N E E R I N G CALIFORNIA BEARING RATIO TEST Project: Hollymead Block VI Underhill Engineering 18023 Albemarle County, VA Contract: 15643010 Testing Lab: RICH 640 600 560 520 480 440 .N 400 Q 0 360 Z 0 320 w 280 240 200 160 120 80 40 0 0.10 0.20 0.30 6.46 PENETRATION (INCHES) 0.50 Sample Description: SILTY SAND (SM, A-2-6), fine to coarse grained sand, contains rock fragments, crushed stone and mica, reddish brown Sample Source: 5 Sample Depth: 0.0 ft Test Method: VTM-8 Dry Density Before Soaking (pcf): Dry Density After Soaking (pcf): Maximum Dry Density (pcf): Moisture Content Before Soaking (%): Moisture Content After Soaking (Avg) (%): Moisture Content Top Inch After Soak (%): Optimum Moisture Content (%): 112.6 112.3 112.E 13.0 15.9 17.5 14.5 Liquid Limit (LL): 38 Plasticity Index (PI): 10 % Retained #4 Sieve: 7.8 % Passing # 200 Sieve: 34.2 CBR: 21.1, Soaked Surcharge (psf): Swell (%): 50 0.3 112 Schnabel E N G I N E E R I N G CALIFORNIA BEARING RATIO TEST Project: Hollymead Block VI Underhill Engineering 18023 Albemarle County, VA Contract: 15643010 Testing Lab: RICH 640 600 560 520 480 440 .N 400 Q 0 360 Z 0 320 w 280 240 200 160 120 80 40 0 0.10 0.20 0.30 6.46 PENETRATION (INCHES) 0.50 Sample Description: SILTY SAND WITH GRAVEL (SM, A-7-5), fine to coarse grained sand, contains crushed stone and rock fragments, reddish brown Sample Source: 6 Sample Depth: 0.0 ft Test Method: VTM-8 Dry Density Before Soaking (pcf): Dry Density After Soaking (pcf): Maximum Dry Density (pcf): Moisture Content Before Soaking (%): Moisture Content After Soaking (Avg) (%): Moisture Content Top Inch After Soak (%): Optimum Moisture Content (%): 112.4 111.9 109.8 14.7 17.3 19.1 16.5 Liquid Limit (LL): 42 Plasticity Index (PI): 13 % Retained #4 Sieve: 11.8 % Passing # 200 Sieve: 39.6 CBR: 22.9, Soaked Surcharge (psf): Swell (%): 50 0.5 112 Schnabel E N G I N E E R I N G CALIFORNIA BEARING RATIO TEST Project: Hollymead Block VI Underhill Engineering 18023 Albemarle County, VA Contract: 15643010 Testing Lab: RICH underhilI ENGINEERING geotechnical I geodesign 1 geoconstruction February 14, 2019 Mr. Katurah Roell Town Properties, LLC 3215 Barracks Hill Charlottesville, VA 22901 Subject: Report No. 2, Earthwork Observation and Testing Services, Hollymead Towncenter Block VI, Albemarle County, Virginia (Underhill Engineering Project No. 18023) Dear Mr. Roell: Underhill Engineering, LLC (Underhill) is pleased to present our Report No. 2, summarizing Underhill's earthwork observation and testing services for the project. This report summarizes Underhill's services relating to observation of subgrades to receive compacted structural fill, and observation and testing of compacted structural fill for the new townhomes. These services are provided in accordance with Underhill's Service Agreement with you dated March 1, 2016, and your authorization of April 5, 2018. This report summarizes services provided from June 29, 2018 through February 8, 2019. Underhill's services as reported herein included the following tasks: Observations of subgrades to receive compacted structural fill after removal of the limited topsoil and unsuitable existing fill soils. Evaluation of subgrades included observations of proofrolling of the stripped subgrades by the Contractor using a loaded dump truck, observations of test pits / test strips, and probing with a Geostick Penetrometer at selected locations. Retrieval of bulk samples for soil laboratory testing. Observation and testing of compacted structural fill placement. Observation of fill placement included the following tasks: o Evaluation of proposed fill materials for suitability, o Measurement of lift thickness at selected locations, and o Observations of compaction methods employed by the Contractor. Compaction testing included field density tests to compare to the laboratory maximum dry density and optimum moisture content. Field density testing of utility backfill including the following tasks: o Evaluation of proposed backfill materials for suitability. o Periodic observations of compaction methods employed by the Contractor. o Periodic field density testing. The following services were not included: observation of erosion and sediment control methods, surveying for line and grade, environmental services, or other services not specifically identified above. T: 434.531.2565 327 W. Main Street, Suite 2, Charlottesville, VA 22903 underhillengineering.com Observation of Subgrades Underhill's Engineer observed subgrades to receive compacted base course material for road support on November 19, 2018. Underhill's Engineer observed subgrade response during proofrolling by a loaded dump truck as conducted by the Contractor. Subgrades were also evaluated by probing with a Geostick Penetrometer. The approximate area of subgrades observed is indicated in Exhibit A (Figure 1). Subgrades were considered suitable to receive compacted dense -graded aggregate base course material (VDOT No. 21A). Underhill's Engineer observed subgrades to receive compacted structural fill for building support on Building Pad 20 on January 9 and 10, 2019. Underhill's Engineer observed subgrade response during proofrolling by a loaded dump truck as conducted by the Contractor. Subgrades were also evaluated by probing with a Geostick Penetrometer. The approximate area of subgrades observed is indicated in Exhibit A (Figure 2). Subgrades were considered suitable to receive compacted structural fill. Underhill's Engineer observed undercut subgrades at the temporary construction pond area in Lots 27, 28, 29, and 30 to receive compacted structural fill for building support on February 4, 2019. Underhill's Engineer evaluated subgrades by probing with a Geostick Penetrometer. The approximate area of subgrades observed is indicated in Exhibit A (Figure 3). Subgrades were considered suitable to receive compacted structural fill. Underhill's Engineer observed subgrades to receive compacted structural fill for building support on Building Pads 27 through 31 on February 4, 2019. Underhill's Engineer observed subgrade response during proofrolling by a loaded dump truck as conducted by the Contractor. Subgrades were also evaluated by probing with a Geostick Penetrometer. The approximate area of subgrades observed is indicated in Exhibit A (Figure 4). Subgrades in Exhibit A, Figure 5, were not considered suitable to receive compacted structural fill and were undercut by the Contractor. The area of unsuitable soils consisted of soft existing fill, likely due to inadequate drainage. Underhill recommended and observed the undercut of the unsuitable soils to expose the underlying competent subgrades. This area was located generally perpendicular to Grand Forks Boulevard and was about 20 feet long and 12 feet wide with an average depth of 3.5 feet. Based on Underhill's rough measurements using a tape measure assisted by the Contractor, the estimated total undercut was about 31 CY. Field Density Testing Utility backfill was tested for relative compaction on June 29 through August 28, 2018. Compacted structural fill typically consisted of silty sand, containing mica and rock fragments, as represented by the bulk Proctor sample tested by Underhill's subconsultant laboratory, Schnabel Engineering. During periodic visits to the site, the material was noted to be placed in typical 6 to 8-inch, loose lifts, compacted using a remote -controlled sheepsfoot roller. Note that spot field density testing does not relieve the Contractor from meeting the compacted backfill requirements as indicated in the project documents. Compacted structural fill placed for Building Lots 20, 29, 30, and 31 were tested for relative compaction on November 19, 2018 through February 8, 2019. Compacted structural fill typically consisted of silty sand, containing mica and rock fragments, as represented by the bulk Proctor sample. During periodic visits to the site, the material was noted to be placed in typical 6 to 8-inch, loose lifts, compacted using a vibratory sheepsfoot roller. Project 18023 / February 14, 2019 2 Underhill Engineering, LLC Compaction testing of lifts was completed using non-nuclear test methods, correlated using nuclear test methods for the dates of June 29, 2018 to January 10, 2019. Nuclear test methods were used on February 4 and 8, 2019. A summary of Field Density Test Results is included as Exhibit B (18 sheets). Field density testing indicated compaction to at least 95 percent of the maximum dry density as evaluated by the laboratory Standard Proctor tests. Underhill has endeavored to complete the services identified herein in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing in the same locality and under similar conditions as this project. No other representation, express or implied, is included or intended, and no warranty or guarantee is included or intended in this report. Thank you for the opportunity to provide our services. If you have any questions or require additional information, please do not hesitate to contact the undersigned. Sincerely, UNDERHILL ENGINEERING, LLC �gv, LTn CIF Susan E. Ray, EIT, GIT L Staff Geotechnical Engineer O O. CHRISTOPIMR U Wf?95'IF.R y Lie. No.019910 O. Christ pher Webster, PE Principal �0 4ONAT 0fow Exhibits: Exhibit A: Subgrade Observation Plan, Figures 1-5 Exhibit B: Field Density Test Summary (18 sheets) cc: Gregg O'Donnell — Stanley Martin Homes Project 18023 / February 14, 2019 3 Underhill Engineering, LLC ®SU�IRADES CNcEC�ED dN u�tAI18 EY,Wb1TA, F`iGUZE n•♦oN i m DITCH 1 E x• DITCH I I --— — ,- TO Sm /' � , a P � U OA i I ♦ DN J a *r FACILITY 2 b� •\� � �pi ws ♦1 li A CONSTRUCT PADS FOR LOTS 27-31 ONLY AFTER REMOVAL OF ST-2. SEE CONSTRUCTION /` ,` �,e t h n•,O P, SEQUENCE EP-4 s. % ' `,� •� ; tea` % I 1 m � c y j I o RELOCATE CONSTRUCTION w 8 ENTRANCE TO LAUREL PARK o z LANE DURING PHASE 11 3 U �q $ EROSION AND SEDIMENT' CONTROL LEGEND TO Sm FACILITY 2 o cm ®�O® ter, as �p m H �- S1 EP5 ffSL*,GQRDE5 Oe)SGT;VEO oN I iq - IIIojiq ExN�e)ITa I GU2E 2 a•ws a rI DI; fS'�[ DITCH 1 /� \ � ' gyp• K. 1t +^[. /� `• �/� \ I a TO SMM 8 W w o ri S FACILITY 2 CONSTRUCT PADS FOR LOTS �Fp_ m ! .' .I 27-31 ONLY AFTER REMOVAL 4 __ 5• OF ST-2. SEE CONSTNUCTION SEQUENCE 61-4 RELOCATE CONSTRUCTION ENTRANCE TO LAUREL PARK a $ i LANE DURING PHASE A w 10 EROSQNAND SEDWENT CONTROL LEGEND j S ®O O O FACIUTY 2 �a ® oV, EP5 ®® o F--1 ti soeI GZNOE5 o�seq-veo ON 2I41 i9 ExME1TA1 GIGw?.E 3 m.um DiTCil1 I I w ax:sS � Y�•� � i DITCH I '� ..ter �• .�. F' I __ `9 Ilk Ir TO SNM 6 E CONSTRUCT PADS FOR LOTS v ° j• 27-31 ONLY AFTER REMOVAL OF ST-z SEE CONSTRUCTION /• 4 • \ �. �, `. \ •.-O 1 SEQUENCE EP-A .;� / .. a o - - - p n r• °. iD • _ _ _ - / l / o �m RELOCATE CONSTRUCTION ENTRANCE TO LAUREL PARK z LANE DURING PHASE II w EROSION ANGEND ENf \ a CONTROL LEGEND ®® ® TO SNY FAULTY 2• \ / * S�'� 9\ ®®off EP5 o..� wyaenx S06GIZRDES OeSEvZVeo " ON 2141(9 EXNIgITA, �)GURE H a as;`Sr t'CE� DITCH 1 �fi 'I - '� ow _ \\ • � � �' n t_ wn:i»� � awo�Ks it All y ; X,TO Sm FACILITY 2 CONSTRUCT PADS FOR LOTS / 4� \ u 1 27-31 ONLY AFTER REMOVAL §, \ '� '• OF ST-2 SEE CONSIR1ICTION ,/ < • +' � . - w-O v I SEOUENCE EP-4�40 Q . RELOCATE CONSTRUCTION x. 8 ENTRANCE TO LAUREL PARK Q LANE DURING PHASE 11EROSION AND CONTROL IEGENDRAEM ��• !/',' /� \ \ m / z ®O TO Sxe1 FACIUTY 2 ® ® oRE EP5 ® o o as .ARn, LluNSvi-tAaLE S�3G6LAaE5 OgsepveD oN 2I4119 FYWb3 -►-A, q.la W "m s. e! DITCH 1 o w DITCH 1 > `N as lift, TO SIN �`++ j �'r >E FACILITY 2 - _ CONSTRUCT PADS FOR LOTS 27-31 ONLY AFTER REMOVAL OF ST-2. SEE CONSTRUCTION i9* SEQUENCE EP-4 J RELOCATE CONSTRUCTION ENTRANCE TO LAUREL PARK a S LANE DURING PHASE II 3 3 /' ✓ \ ri rU� a rq o EROSION AND SEDIMENT CONTROL LEGEND ® � TO SNM . F /// X. ® ar rar ®O FACIUTY 2FWl o owl a «� o o W o",< Nmlre underhilI ENGINEERING geotechnical I geodesign I geoconstruction Project Name: Project Number: Rep: Date: Hollymead Block VI Albemarle County, VA 18023 S. Ray 06/29/18 Field Density Summary Lab Reference: S-5 Optimum Moisture (%): 15.6 Maximum Dry Density: 113.1 95% of Maximum Dry Density 107.4 Maximum Percent Test Elevation Lab Wet Density Moisture Dry Density Date Tested Dry Density Compaction Grid Zone Easting Northing Results Number (ft) Reference (PCF) Content (%) (PCF) (PCF) (%) 41 06/29/18 592.5 S-5 143.4 20.8 118.7 113.1 100+% 17S 724192 4223653 Passed 42 06/29/18 598.5 S-5 142.0 20.4 117.9 113.1 100+% 17S 724193 4223654 Passed 43 06/29/18 589 S-5 139.1 19.6 116.3 113.1 100+% 17S 724195 4223650 Passed 44 06/29/18 589 S-5 143.5 20.8 118.8 113.1 100+% 17S 724195 4223648 Passed underhilI ENGINEERING geotechnical I geodesign I geoconstruction Project Name: Project Number: Rep: Date: Hollymead Block VI Albemarle County, VA 18023 S. Ray 07/02/18 Field Density Summary Lab Reference: S-5 Optimum Moisture (%): 15.6 Maximum Dry Density: 113.1 95% of Maximum Dry Density: 107.4 Maximum Percent Test Elevation Lab Wet Density Moisture Dry Density Date Tested Dry Density Compaction Grid Zone Easting Northing Results Number (ft) Reference (PCF) Content (%) (PCF) (PCF) (%) 45 7/2/2018 591.5 S-5 130.6 15.4 113.2 113.1 100+% 17S 724195 4223638 Passed underhill ENGINEERING geotechnicaf I geodesign I geoconstruction Project Name: Project Number: Rep: Date: Hollymead Block VI Albemarle County, VA 18023 S. Ray 07/03/18 Field Density Summary Lab Reference: S-5 Optimum Moisture (%): 15.6 Maximum Dry Density: 113.1 95% of Maximum Dry Density: 107.4 Maximum Percent Test Elevation Lab Wet Density Moisture Dry Density Date Tested Dry Density Compaction Grid Zone Easting Northing Results Number (ft) Reference (PCF) Content (%) (PCF) (PCF) (%) 46 7/3/2018 590 S-5 130.3 17.1 111.3 113.1 98.4% 17S 724200 4223634 Passed 47 7/3/2018 1 592 1 S-5 1 133.2 1 17.9 113.0 1 113.1 1 99.9% 1 17S 1 724195 1 4223627 Passed underhilI ENGINEERING geotechnical I geodesign I geoconstruction Project Name: Project Number: Rep: Date: Hollymead Block VI Albemarle County, VA 18023 S. Ray 07/10/18 Field Density Summary Lab Reference: S-5 Optimum Moisture (%): 15.6 Maximum Dry Density: 113.1 95% of Maximum Dry Density: 107.4 Maximum Percent Test Elevation Lab Wet Density Moisture Dry Density Date Tested Dry Density Compaction Grid Zone Easting Northing Results Number (ft) Reference (PCF) Content (%) (PCF) (PCF) (%) 48 7/10/2018 591.5 S-5 137.6 19.2 115.4 113.1 100+% 17S 724201 4223617 Passed 49 7/10/2018 1 592 1 S-5 1 136.2 1 18.7 114.7 1 113.1 1 100+% 1 17S 1 724199 1 4223613 Passed underhill ENGINEERING geotechnical I geodesign i geoconstruction Project Name: Project Number: Rep: Date: Hollymead Block VI Albemarle County, VA 18023 S. Ray 07/13/18 Field Density Summary Lab Reference: S-3 Optimum Moisture (%): 11.8 Maximum Dry Density: 121.7 95% of Maximum Dry Density: 115.6 Maximum Percent Test Elevation Lab Wet Density Moisture Dry Density Date Tested Dry Density Compaction Grid Zone Easting Northing Results Number (ft) Reference (PCF) Content (%) (PCF) (PCF) (%) 50 7/13/2018 593.5 S-3 140.8 19.9 117.4 121.7 96.5% 17S 724200 4223604 Passed 51 7/13/2018 1 594 1 S-3 1 138.4 1 19.3 116.0 1 121.7 1 95.3% 1 17S 1 724203 1 4223612 Passed underhilI ENGINEERING geotechnical I geodesign I geoconstruction Project Name: Project Number: Rep: Date: Hollymead Block VI Albemarle County, VA 18023 S. Ray 07/17/18 Field Density Summary Lab Reference: S-3 Optimum Moisture (%): 11.8 Maximum Dry Density: 121.7 95% of Maximum Dry Density: 115.6 Maximum Percent Test Elevation Lab Wet Density Moisture Dry Density Date Tested Dry Density Compaction Grid Zone Easting Northing Results Number (ft) Reference (PCF) Content (%) (PCF) (PCF) (%) 52 7/17/2018 594.5 S-3 140.3 20.1 116.8 121.7 96.0% 17S 724213 4223596 Passed underhill ENGINEERING geotechnical I geodesign I geoconstruction Project Name: Project Number: Rep: Date: Hollymead Block VI Albemarle County, VA 18023 S. Ray 07/19/18 Field Density Summary Lab Reference: Optimum Moisture (%): Maximum Dry Density: 95% of Maximum Dry Density: S-5 S-3 15.6 11.8 113.1 121.7 107.4 115.6 Maximum Percent Test Elevation Lab Wet Density Moisture Dry Density Date Tested Dry Density Compaction Grid Zone Easting Northing Results Number (ft) Reference (PCF) Content (%) (PCF) (PCF) (%) 53 7/19/2018 597.5 S-3 139.0 19.5 116.3 121.7 95.6% 17S 724202 4223597 Passed 54 7/19/2018 597 S-3 143.6 21.5 118.2 121.7 97.1 % 17S 724202 4223602 Passed 55 7/19/2018 597.5 S-5 133.0 17.8 112.9 113.1 99.8% 17S 724210 4228603 Passed 56 7/19/2018 600.5 S-5 133.7 19.1 112.3 113.1 99.3% 17S 724222 4223502 Passed underhill ENGINEERING geotechnical I geodesign I geoconstruction Project Name: Project Number: Rep: Date: Hollymead Block VI Albemarle County, VA 18023 S. Ray 08/07/18 Field Density Summary Lab Reference: S-3 Optimum Moisture (%): 11.8 Maximum Dry Density: 121.7 95% of Maximum Dry Density: 115.6 Maximum Percent Test Elevation Lab Wet Density Moisture Dry Density Date Tested Dry Density Compaction Grid Zone Easting Northing Results Number (ft) Reference (PCF) Content (%) (PCF) (PCF) (%) 57 8/7/2018 594.5 S-3 139.2 18.2 117.8 121.7 96.8% 17S 724202 4223599 Passed 58 1 8/7/2018 594.5 S-3 139.5 19.6 116.6 121.7 95.8% 17S 724206 4223591 Passed 59 8/7/2018 595 S-3 138.5 18.6 116.8 121.7 96.0% 17S 724204 1 4223601 Passed underhilI ENGINEERING geotechnical I geodesign I geoconstruction Project Name: Project Number: Rep: Date: Hollymead Block VI Albemarle County, VA 18023 S. Ray 08/08/18 Field Density Summary Lab Reference: S-3 Optimum Moisture (%): 11.8 Maximum Dry Density: 121.7 95% of Maximum Dry Density: 115.6 Maximum Percent Test Elevation Lab Wet Density Moisture Dry Density Date Tested Dry Density Compaction Grid Zone Easting Northing Results Number (ft) Reference (PCF) Content (%) (PCF) (PCF) (%) 60 8/8/2018 596.5 S-3 142.8 20.7 118.3 121.7 97.2% 17S 724200 4223614 Passed 61 8/8/2018 1 596.5 1 S-3 1 139.9 1 20.0 116.E 1 121.7 1 95.8% 1 17S 1 724198 1 4223623 Passed underhill ENGINEERING geotechnical I geodesign I geoconstruction Project Name: Project Number: Rep: Date: Hollymead Block VI Albemarle County, VA 18023 S. Ray 08/10/18 Field Density Summary Lab Reference: S-3 Optimum Moisture (%): 11.8 Maximum Dry Density: 121.7 95% of Maximum Dry Density: 115.6 Maximum Percent Test Elevation Lab Wet Density Moisture Dry Density Date Tested Dry Density Compaction Grid Zone Easting Northing Results Number (ft) Reference (PCF) Content (%) (PCF) (PCF) (%) 62 8/10/2018 596.5 S-3 138.6 19.5 116.0 121.7 95.3% 17S 724196 4223637 Passed 63 8/10/2018 1 591.5 1 S-3 1 140.8 1 20.1 117.2 1 121.7 1 96.3% 1 17S 1 724195 1 4223648 Passed underhilI ENGINEERING geotechnical I geodesign I geoconstruction Project Name: Project Number: Rep: Date: Hollymead Block VI Albemarle County, VA 18023 S. Ray 08/14/18 Field Density Summary Lab Reference: S-3 Optimum Moisture (%): 11.8 Maximum Dry Density: 121.7 95% of Maximum Dry Density: 115.6 Maximum Percent Test Elevation Lab Wet Density Moisture Dry Density Date Tested Dry Density Compaction Grid Zone Easting Northing Results Number (ft) Reference (PCF) Content (%) (PCF) (PCF) (%) 64 8/14/2018 589 S-3 139.0 19.6 116.2 121.7 95.5% 17S 724193 4223683 Passed underhilI ENGINEERING geotechnical I geodesign 1 geoconstruction Project Name: Project Number: Rep: Date: Hollymead Block VI Albemarle County, VA 18023 S. Ray 08/28/18 Field Density Summary Lab Reference: S-3 Optimum Moisture (%): 11.8 Maximum Dry Density: 121.7 95% of Maximum Dry Density: 115.6 Maximum Percent Test Elevation Lab Wet Density Moisture Dry Density Date Tested Dry Density Compaction Grid Zone Easting Northing Results Number (ft) Reference (PCF) Content (%) (PCF) (PCF) (%) 65 8/28/2018 590 S-3 136.2 17.9 115.5 121.7 94.9% 17S 724190 4223693 Passed 66 8/28/2018 1 590 1 S-3 1 141.0 1 19.4 118.1 1 121.7 1 97.0% 1 17S 1 724188 1 4223679 Passed underhill ENGINEERING geotechnical I geodesign I geoconstruction Project Name: Project Number: Rep: Date: Hollymead Block VI Albemarle County, VA 18023 S. Ray 11/19/18 Field Density Summary Lab Reference: S-6 Optimum Moisture (%): 7.9 Maximum Dry Density: 145.9 95% of Maximum Dry Density: 138.6 Maximum Percent Test Elevation Lab Wet Density Moisture Dry Density Date Tested Dry Density Compaction Grid Zone Easting Northing Results Number (ft) Reference (PCF) Content (%) (PCF) (PCF) (%) 67 11/19/2018 599 S-6 164.3 17.3 140.1 145.9 96.0% 17S 724206 4223582 Passed 68 1 11/19/2018 598.5 S-6 160.8 16.1 138.5 145.9 94.9% 17S 724207 4223602 Passed 69 11/19/2018 597 S-6 160.8 16.0 138.6 145.9 95.0% 17S 724201 4223613 Passed underhilI ENGINEERING geotechnical I geodesign I geoconstruction Project Name: Project Number: Rep: Date: Hollymead Block VI Albemarle County, VA 18023 S. Ray 01 /09/19 Field Density Summary Lab Reference: Optimum Moisture (%): Maximum Dry Density: 95% of Maximum Dry Density: S-6 S-3 7.9 11.8 145.9 121.7 138.6 115.6 Test Number Date Tested Elevation (ft) Lab Reference Wet Density (PCF) Moisture Content (%) Dry Density (PCF) Maximum Dry Density (PCF) Percent Compaction (%) Grid Zone Easting Northing Results 72 1/9/2019 592 S-6 167.8 18.5 141.6 145.9 97.1% 17S 724191 4223682 Passed 73 1/9/2019 592 S-6 166.0 17.7 141.0 145.9 96.7% 17S 724192 4223697 Passed 74 1/9/2019 601.5 S-3 189.5 23.7 153.2 145.9 100+% 17S 724222 4223604 Passed 75 1/9/2019 600.5 S-3 175.1 20.0 145.9 145.9 100+% 17S 724216 4223612 Passed 76 1/9/2019 602.5 S-3 179.9 21.5 148.1 145.9 100+% 17S 724218 4223607 Passed 77 1/9/2019 602 S-3 172.5 19.4 144.5 145.9 99.0% 1 17S 1 724218 1 4223613 1 Passed underhill ENGINEERING geotechnical I geodesign I geoconstruction Project Name: Project Number: Rep: Date: Hollymead Block VI Albemarle County, VA 18023 S. Ray 01/10/19 Field Density Summary Lab Reference: S-3 Optimum Moisture (%): 11.8 Maximum Dry Density: 121.7 95% of Maximum Dry Density: 115.6 Maximum Percent Test Elevation Lab Wet Density Moisture Dry Density Date Tested Dry Density Compaction Grid Zone Easting Northing Results Number (ft) Reference (PCF) Content (%) (PCF) (PCF) (%) 78 1/10/2019 603 S-3 148.7 20.4 123.5 121.7 100+% 17S 724222 4223607 Passed 79 1/10/2019 1 603.5 1 S-3 1 144.7 1 19.1 121.5 1 121.7 1 99.8% 1 17S 1 724218 1 4223616 Passed underhill ENGINEERING geotechnical I geodesign 1 geoconstruction Project Name: Project Number: Rep: Date: Hollymead Block VI Albemarle County, VA 18023 S. Ray 02/04/19 Field Density Summary Lab Reference: S-5 Optimum Moisture (%): 15.6 Maximum Dry Density: 113.1 95% of Maximum Dry Density: 107.4 Maximum Percent Test Elevation Lab Wet Density Moisture Dry Density Date Tested Dry Density Compaction Grid Zone Easting Northing Results Number (ft) Reference (PCF) Content (%) (PCF) (PCF) (%) 80 2/4/2019 586.5 S-5 142.0 25.8 112.9 113.1 99.8% 17S 724168 4223687 Passed 81 1 2/4/2019 586 S-5 144.6 27.9 113.1 113.1 100.0% 17S 724167 4223692 Passed 82 1 2/4/2019 588.5 S-5 132.5 24.0 106.9 113.1 94.5% 17S 724170 4223679 Passed underhilI ENGINEERING geotechnical I geodesign I geoconstruction Project Name: Hollymead Block VI Albemarle County, VA Project Number: Rep: Date: 18023 S. Ray 02/08/19 Field Density Summary Lab Reference: P-1 Optimum Moisture (%): 13 Maximum Dry Density: 102.7 95% of Maximum Dry Density: 97.6 Maximum Percent Test Elevation Lab Wet Density Moisture Dry Density Date Tested Dry Density Compaction Grid Zone Easting Northing Results Number (ft) Reference (PCF) Content (%) (PCF) (PCF) (%) 82 2/8/2019 590.5 P-1 124.0 28.3 96.6 102.7 94.1% 17S 724168 4223687 Passed 83 2/8/2019 592 P-1 124.6 27.9 97.4 102.7 94.9% 17S 724167 4223692 Passed underhilI ENGINEERING geotechnical I geodesign 1 geoconstruction April 1, 2019 Mr. Katurah Roell Town Properties, LLC 3215 Barracks Hill Charlottesville, VA 22901 Subject: Report No. 3, Earthwork Observation and Testing Services, Hollymead Towncenter Block VI, Albemarle County, Virginia (Underhill Engineering Project No. 18023) Dear Mr. Roell: Underhill Engineering, LLC (Underhill) is pleased to present our Report No. 3, summarizing Underhill's earthwork observation and testing services for the project. This report summarizes Underhill's services relating to observation of subgrades to receive compacted structural fill, and observation and testing of compacted structural fill for the new townhomes. These services are provided in accordance with Underhill's Service Agreement with you dated March 1, 2016, and your authorization of April 5, 2018. This report summarizes services provided from March 28 to April 1, 2019. Underhill's services as reported herein included the following tasks: Observations of subgrades to receive compacted structural fill after removal of the limited topsoil and unsuitable existing fill soils. Evaluation of subgrades included observations of proofrolling of the stripped subgrades by the Contractor using a loaded dump truck, observations of test pits / test strips, and probing with a Geostick Penetrometer at selected locations. Observation and testing of compacted structural fill placement. Observation of fill placement included the following tasks: o Evaluation of proposed fill materials for suitability, o Measurement of lift thickness at selected locations, and o Observations of compaction methods employed by the Contractor. Compaction testing included field density tests to compare to the laboratory maximum dry density and optimum moisture content. Field density testing of utility backfill including the following tasks: o Evaluation of proposed backfill materials for suitability. o Periodic observations of compaction methods employed by the Contractor. o Periodic field density testing. The following services were not included: observation of erosion and sediment control methods, surveying for line and grade, environmental services, or other services not specifically identified above. T: 434.531.2565 327 W. Main Street, Suite 2, Charlottesville, VA 22903 underhillengineering.com Observation of Subgrades Underhill's Engineer observed subgrades to receive compacted structural fill for building support on Building Pad 26 on March 28 and 29, 2019. Underhill's Engineer observed subgrade conditions using a Geostick Penetrometer (GP). The approximate area of subgrades observed is indicated in Exhibit A (Figure 1). The northeastern and southwestern corners of the undercut, shown in Exhibit A (Figure 2), were not considered suitable to receive structural fill and were undercut an additional 1.5 feet by the contractor. After the additional undercut, subgrades were considered suitable to receive compacted structural fill. Underhill's Engineer observed subgrades to receive compacted structural fill for building support on Building Pad 25 on March 29, 2019. Underhill's Engineer observed subgrade conditions using a Geostick Penetrometer (GP). The approximate area of subgrades observed is indicated in Exhibit A (Figure 3). Subgrades were considered suitable to receive compacted structural fill. Underhill's Engineer observed subgrades to receive compacted structural fill for building support on Building Pad 20 on March 29, 2019. Underhill's Engineer observed subgrade conditions using a Geostick Penetrometer (GP). The approximate area of subgrades observed is indicated in Exhibit A (Figure 4). Subgrades were considered suitable to receive compacted structural fill. Underhill's Engineer observed the cuts to grade for building support on Building Pads 24 to 20 on April 1, 2019. Underhill's Engineer observed the response of the grade conditions during proofrolling using an empty Volvo A30 haul truck. The approximate area of subgrades observed is indicated in Exhibit A (Figure 5). Subgrades observed were considered suitable for the Contractor to proceed with the foundation and floor slab construction. Underhill's Engineer observed subgrades to receive compacted structural fill for building support on Building Pad 19 on April 1, 2019. Underhill's Engineer observed subgrade conditions using a Geostick Penetrometer (GP). The approximate area of subgrades observed is indicated in Exhibit A (Figure 6). Subgrades were considered suitable to receive compacted structural fill. Field Density Testin Compacted structural fill placed for Building Lots 26, 25, 20, and 19 were tested for relative compaction on March 28 through April 1, 2019. Compacted structural fill typically consisted of silty sand (SM) and silt (ML) with sand, containing mica and rock fragments, as represented by the bulk Proctor samples. During periodic visits to the site, the material was noted to be placed in typical 6 to 8-inch, loose lifts, compacted using a vibratory sheepsfoot roller. Compaction testing of lifts was completed using non-nuclear test methods. A summary of Field Density Test Results is included as Exhibit B (3 sheets). Field density testing indicated compaction to at least 95 percent of the maximum dry density as evaluated by the laboratory Standard Proctor tests. Underhill has endeavored to complete the services identified herein in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing in the same locality and under similar conditions as this project. No other representation, express or implied, is included or intended, and no warranty or guarantee is included or intended in this report. Project 18023 / April 1, 2019 2 Underhill Engineering, LLC Thank you for the opportunity to provide our services. If you have any questions or require additional information, please do not hesitate to contact the undersigned. Sincerely, UNDERHILL ENGINEERING, LLC Susan E. Ray, EIT, GIT Staff Geotechnical Engineer OiChriYstpler Webster, PE Principal Exhibits: H O� O L O o. CHRISTOPHER U W EBSTPR Lic. No. 019910 A oNAL � 0 'ssfG ar .aA Exhibit A: Subgrade Observation Plan, Figures 1 through 6 Exhibit B: Field Density Test Summary (3 sheets) cc: Gregg O'Donnell — Stanley Martin Homes Project 18023 / April 1, 2019 3 Underhill Engineering, LLC 5u6G"IDES Obsc-MCO U on1 317% - 3)29l1ci ExE4%(6rr A, FIGUQE 1_ DITCH I r t. \ � v mI � � �-Yt.Sb 11r1 • .� / - \` \T `�Ci� a �r w ,l .g� ," ;' •. � ,11 kill I RIC TO So , I m S a� FACILITY 2 e i jby I CONSTRUCTPADS FOR LOTS `♦y \ c, i i Or ST 2. ONLY AFTER REMOVAL OF ST-2 SEE CONSTRUCTION � • ♦ c \.. e•,® �r SEQUENCE EP-4 \ m / \ �' - • RELOCATE CONSTRUCTION $ ENTRANCE To LAUREL PARK p.. ,p LANE DURING PHASE II $ EROSION AND SEQUENT /c CONTROL LEGEND ®®©� TO sxN .� \" SYo ® a�ma Qs O FACILITY 2 �.�''' € Rip EP5 W9 m1ai 0 F-7 � p6�p e`c aA/li uN )uITA?2>-E 6vbG9-A0E5 065E9WED WE,) 3)7—'9(19 rXU%0.rrA F'Ir.OMP-7_ DITCH 1 - 1 0 c Mj�!• DITCH 1 , -' ' _. � v F � ! �� ` \ � �. �� p,. �"' _ 3 vim• ae e Y •` TO S1MA FACILITY 2 `� • '\ ` 8� s J v sw I Q } CONSTRUCT PADS FOR LOTS 4op�y ONLY AFTER REMOVAL OF ST OF 5T-2. SEE CONSTRUCTION / <a \ .� s' °"`� I € SEQUENCE EP-4 a. \ J Y r' e +m. - a RELOCATE CONSTRUCTION ENTRANCE TO LAUREL PARK 8 LANE DURING PHASE II w g o EROSION AND SEDIMENT 4j• / `i� � ISE _ CONTROL LEGEND��/ ®®O � TO SWM ® aT rtx¢ Q O FACILITY 2 c- I g �EP5 �a o ❑N ®Q O \�'. p rxRYJm ® dm mnmL 0 O � ax mnem ��-► tw6G9,ADES n6seRueD one 31-Lgln a DITCH I 1� A CONSTRUCT PADS FOR LOTS — 27-31 ONLY AFTER REHOVAL OF ST-1 SEE CONSTRUCTION SEQUENCE EP-4 EX4tb,T A, FiGuQE � I 1 '1 ' I RELOCATE CONSTRUCTION ENTRANCE TO LAUREL PARK LANE DURING PHASE It j V v � V C F Uy $ } G �'pa Eg worn�num EP5 DITCH I 17 t)v6GL4,0Es b6seRve-Q otl 3�Z9�Ig CONSTRUCT PADS FOR LOTS- 27-31 ONLY AFTER REMOVAL OF ST-2. SEE CONSTRUCTION SEQUENCE EP-4 .c . E3:m�L''7 ,mom -moo Rmoo ExNigrT A, FIGURE 4 C� "iti eN') can if L 1 �1 1 � ATE CONSTRUCTION NCE TO LAUREL PARK DURING PHASE N F-1FINAL Ga.AC>E PRc)oFR.oLL 065evl\)I;D bN Li l l h 1 EX4�IP�1T F� FI CCU 2E 5 a 1c.S; I faE�� DITCH I D El IN h 8: TO sm FACILITY 2 e CONSTRUCT PADS FOR LOTS / `4' {� a. of ♦ 1 ONLY AFTE R RELOVAL j @ • 4e cy. - _ r� OF Sr-2 SEE CONS7RUCTNIN OF ST SEQUENCE EP-4 e o. O f ",` ' ,\ • _ RELOCATE CONSTRUCTION W ENTRANCE TO LAUREL PARK e z LANE DURING PHASE II .9 EROSION AND SEDNIEENT CONTROL LEGEND , a roses ®O� ®O FACILITY 2 ®®o® EP5 ®®oo ® wn m.sn 8 F+ ne ml.A. a5u8G9,4,0E5 n6seRuco orJ Lil)lll) d � N DITCH I T S'� 1 � _ � g TO Sm �• ` � FACUTY Z e \ O CONSTRUCT PADS FOR LOTS 27-31 ONLY AFTER REMOVAL OF ST-2 SEE CONSTRUCTION' e c SEOUENCE EP-4 i EROSION AND SEDWENT '� %•' `' \ CONTROL LEGEND ®®O� TOsm ar raa s ®OOO FACUtt 2 ® o F) �ibrr A, FIGLJ(-� — i RELOCATE CONSTRUCTION ENTRANCE TO LAUREL PARR LANE DURING PHASE II t;A j underhilI ENGINEERING geotechnical I geodesign I geoconstruction Project Name: Hollymead Block VI Albemarle County, VA Project Number: Rep: Date: 18023 S. Ray 03/28/19 Field Density Summary Lab Reference: S-3 Optimum Moisture (%): 11.8 Maximum Dry Density: 121.7 95% of Maximum Dry Density: 115.6 Test Number Date Tested Elevation (ft) Lab Reference Wet Density (PCF) Moisture Content (%) Dry Density (PCF) Maximum Dry Density (PCF) Percent Compaction (%) Grid Zone Easting Northing Results 84 3/28/2019 590 S-3 148.6 23.1 120.7 121.7 99.2% 17S 724207 4223683 Passed 85 3/28/2019 590 S-3 138.9 20.1 115.7 121.7 95.0% 17S 724211 4223679 Passed 86 3/28/2019 591 S-3 156.0 25.0 124.8 121.7 100+% 17S 724209 4223679 Passed 87 3/28/2019 592 S-3 152.8 24.2 123.0 121.7 100+% 17S 724207 4223679 Passed 88 3/28/2019 592.5 S-3 147.7 23.0 120.1 121.7 98.7% 17S 724210 4223675 Passed 89 3/28/2019 593.5 S-3 149.0 23.2 120.9 121.7 99.4% 17S 724213 4223677 Passed 90 3/28/2019 594 S-3 148.4 23.0 120.7 121.7 1 99.1 % 17S 724210 1 4223679 1 Passed underhilI ENGINEERING geotechnical I geodesign I geoconstruction Project Name: Hollymead Block VI Albemarle County, VA Project Number: Rep: Date: 18023 S. Ray 03/29/19 Field Density Summary Lab Reference: S-3 Optimum Moisture (%): 11.8 Maximum Dry Density: 121.7 95% of Maximum Dry Density: 115.6 Test Number Date Tested Elevation (ft) Lab Reference Wet Density (PCF) Moisture Content (%) Dry Density (PCF) Maximum Dry Density (PCF) Percent Compaction (%) Grid Zone Easting Northing Results 91 3/29/2019 593.5 S-3 157.7 26.7 124.5 121.7 100+% 17S 724209 4223681 Passed 92 3/29/2019 594.5 S-3 151.9 24.0 122.5 121.7 100+% 17S 724209 4223669 Passed 93 3/29/2019 594 S-3 150.1 23.7 121.3 121.7 99.7% 17S 724203 4223672 Passed 94 3/29/2019 603.5 S-3 152.4 24.2 122.7 121.7 100+% 17S 724218 4223610 Passed 95 3/29/2019 604 S-3 151.2 23.8 122.1 121.7 100+% 17S 724226 4223610 Passed 96 3/29/2019 605 S-3 164.1 29.1 127.1 121.7 100+% 17S 724220 4223609 Passed 97 3/29/2019 605 S-3 163.9 28.3 127.7 121.7 1 100+% 17S 724226 1 4223606 1 Passed underhilI ENGINEERING geotechnical I geodesign I geoconstruction Project Name: Project Number: Rep: Date: Hollymead Block VI Albemarle County, VA 18023 S. Ray 04/01 /19 Field Density Summary Lab Reference: S-3 Optimum Moisture (%): 11.8 Maximum Dry Density: 121.7 95% of Maximum Dry Density: 115.6 Maximum Maximum Percent Test Elevation Lab Wet Density Moisture Dry Density Date Tested Dry Density Compaction Grid Zone Easting Northing Results Number (ft) Reference (PCF) Content (%) (PCF) (PCF) (%) 98 4/1/2019 606 S-3 155.4 25.5 123.8 121.7 100+% 17S 724226 4223619 Passed 99 4/1/2019 1 606 1 S-3 1 169.3 1 30.6 129.E 1 121.7 1 100+% 1 17S 724236 1 4223607 Passed underhilI ENGINEERING geotechnical I geodesign I geoconstruction July 31, 2019 Mr. Katurah Roell Town Properties, LLC 325 Barracks Hill Charlottesville, VA 22901 Subject: California Bearing Ratio (CBR) Testing, Hollymead Towncenter Block VI, Albemarle County, Virginia (Underhill Engineering Project No. 18023) Dear Mr. Roell: Underhill Engineering, LLC (Underhill) is pleased to present this report, summarizing the results of the second set of California Bearing Ratio (CBR) testing for the project. These services are provided in accordance with Underhill's Services Agreement with you dated March 1, 2016, and your authorization of April 5, 2018. Laboratory Test Results Two bulk samples were retrieved by Underhill from on site for soil laboratory testing. The approximate sample locations are shown in Figure 1. Soil laboratory testing assigned by Underhill consisted of the following: ■ Two gradation tests (ASTM D422), ■ Two Atterberg Limits tests (ASTM D4318), ■ Two Standard Proctor tests (ASTM D698), ■ Two California Bearing Ratio tests (VTM-8). A summary of the soil laboratory test results, gradation curves, moisture -density relationships, and CBR test curves follow the text of this report. CBR tests results values were 20.1 with 0.1 to 0.2 percent swell. Underhill understands that a design CBR value of 10 was considered for the design pavement section. The as -tested CBR values exceed this design value. Underhill has endeavored to complete the services identified herein in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing in the same locality and under similar conditions as this project. No other representation, express or implied, is included or intended, and no warranty or guarantee is included or intended in this report. T: 434.531.2565 327 W. Main Street, Suite 2, Charlottesville, VA 22903 underhillengineering.com Thank you for the opportunity to provide our services. If you have any questions or require additional information, please do not hesitate to contact us. Sincerely, UNDERHILL ENGINEERING, LLC Susan E. Ray, EIT, GIT Staff Geotechnical Engineer O. Chris opher Webster, PE Principal Figure 1: Location Plan Exhibit A: Soil Laboratory Test Results Project 18023 / July 31, 2019 2 Underhill Engineering, LLC w Scale: No scale APPROXIMATE SAMPLE LOCATION Note: Base drawing provided by Dominion Engineering FIGURE 1: LOCATION PLAN Project 18023 Hollymead Block VI Charlottesville, Virginia underhill ENGINEERING geotechnical I geodesign I geoconstruction Soil Laboratory Test Results Summary of Soil Laboratory Tests (1 sheet) Gradation Curves (2 sheets) Atterberg Limits (1 sheet) Moisture -Density Relationships (2 sheets) CBR curves (2 sheets) Project 18023 / July 31, 2019 i Underhill Engineering, LLC Summary of Soil Laboratory Tests Sample No. S-4 S-5 S-6 Sample Type BULK BULK BULK Description, SILTY SAND (SM) SILTY SAND (SM) SILTY SAND (SM) Symbol USCS (A-2-7) (A-2-6) (A-7-5) Passing No. 200 Sieve 33.2 34.2 39.6 • Passing No. 40 Sieve 54.7 59.5 65.5 • Passing No. 4 Sieve 83.6 92.2 88.2 Max. Dry Density (pcf) 120.6 112.6 114.4 Optimum Moisture Content 12.2 14.5 14.8 N CBR Value 19.3 21.1 22.9 (soaked) Swell (%) 0.1 0.3 0.5 Testing provided by Underhill's subconsultant laboratory, Schnabel Engineering Project 18023 / July 31, 2019 ii Underhill Engineering, LLC U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS I HYDROMETER A 9 i i/9 '2 R in iR 'Qn Gn inn )nn 100 95 90 85 80 75 70 65 x 2 60 W >- 55 m ry W 50 Z LL Z 45 W of 40 W a 35 30 25 20 15 10 5 0 100 10 1 0.1 GRAIN SIZE IN MILLIMETERS 0.01 0.001 COBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine Specimen Sample 7 Test Method ASTM D422 Sample Description LL PL PI Cc CU SILTY SAND (SM, A-2-5), fine to coarse grained sand, contains 42 40 2 crushed stone, orangish brown D100 D60 D30 D10 %Gravel %Sand %Silt I %Clay 64 0.59 0.103 -- 5.9 69.2 24.9 Percent Finer Sieve Size No. 200 No. 100 No. 60 No.40 No. 20 No. 10 No. 4 3/8" 3/4" 1" 1.5" 2.5" % Finer 24.9 36.2 45.4 54.6 66.0 84.2 94.1 95.8 98.3 98.8 99.5 100.0 Tested By Tested Date RG Sch E N G Reviewed By DS nabel N E E R I N G GRADATION CURVE Project: Hollymeade Block 6-18023 Testing for Underhill Engineering Contract: 19C43001 Testing Lab: RICH U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS I HYDROMETER A 9 i i/9 '2 R in iR 'Qn Gn inn )nn 100 95 90 85 80 75 70 65 x 2 60 W >- 55 m ry W 50 Z LL Z 45 W of 40 W a 35 30 25 20 15 10 5 0 100 10 1 0.1 GRAIN SIZE IN MILLIMETERS 0.01 0.001 COBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine Specimen Sample 8 Test Method ASTM D422 Sample Description LL PL PI Cc CU SILTY SAND (SM, A-7-5), fine to coarse grained sand, contains 66 47 19 crushed stone, reddish brown D100 D60 D30 D10 %Gravel %Sand %Silt I %Clay 38.1 0.25 -- -- 4.3 47.7 48.0 Percent Finer Sieve Size No. 200 No. 100 No. 60 No.40 No. 20 No. 10 No. 4 3/8" 3/4" 1" 1.5" % Finer 48.0 55.0 60.0 65.1 72.2 82.1 95.7 96.6 97.4 98.1 100.0 Tested By Tested Date RG Sch E N G Reviewed By DS nabel N E E R I N G GRADATION CURVE Project: Hollymeade Block 6-18023 Testing for Underhill Engineering Contract: 19C43001 Testing Lab: RICH 80 CL CH 60 x w 0 z 40 a a 20 CL-ML ML MH 0 0 20 40 60 80 100 LIQUID LIMIT PLOTTED DATA REPRESENTS SOIL PASSING NO. 40 SIEVE Specimen LL PL PI Fines Testing Description Sample 7 p 42 40 2 25 RICH SILTY SAND (SM, A-2-5), fine to coarse grained sand, contains crushed stone, orangish brown Sample 8 p 66 47 19 48 RICH SILTY SAND (SM, A-7-5), fine to coarse grained sand, contains crushed stone, reddish brown Schnabel 0a E N G I N E E R I N G ATTERBERG LIMITS Project: Hollymeade Block 6-18023 Testing for Underhill Engineering Contract: 19C43001 106.0 105.0 104.0 103.0 102.0 w U Q > 101.0 z w >-100.0 99.0 98.0 97.0 96.0 95.0 14 16 18 20 22 24 WATER CONTENT, % Sample Description: SILTY SAND (SM, A-2-5), fine to coarse Assumed Specific Gravity: grained sand, contains crushed stone, Max. Dry Density (pcf): orangish brown Opt. Moisture (%): Sample Source: Sample 7 Test Methods: VTM1 Liquid Limit (LL): 42 Plasticity Index (PI): 2 % Retained #4 Sieve: 5.9 % Passing # 200 Sieve: 24.9 Schnabel E N G I N E E R I N G Comments: 2.61 101.8 19.5 Date: 7-09-19 Reviewed By: DS MOISTURE DENSITY RELATIONSHIP Project: Hollymeade Block 6-18023 Testing for Underhill Engineering Contract: 19C43001 Testing Lab: RICH 92.0 91.0 90.0 89.0 88.0 w U Q > 87.0 H Z w >- 86.0 85.0 84.0 83.0 82.0 81.0 25 \ \ \ \ \ \ \ 27 29 31 33 35 WATER CONTENT, % Sample Description: SILTY SAND (SM, A-7-5), fine to coarse Assumed Specific Gravity: grained sand, contains crushed stone, Max. Dry Density (pcf): reddish brown Opt. Moisture (%): Sample Source: Sample 8 Test Methods: VTM1 Liquid Limit (LL): 66 Plasticity Index (PI): 19 % Retained #4 Sieve: 4.3 % Passing # 200 Sieve: 48.0 Schnabel E N G I N E E R I N G Comments: 2.63 88.5 30.6 Date: 7-09-19 Reviewed By: DS MOISTURE DENSITY RELATIONSHIP Project: Hollymeade Block 6-18023 Testing for Underhill Engineering Contract: 19C43001 Testing Lab: RICH 400 360 320 280 .N Q Z 0 240 a o U) w 200 160 120 80 40 0.1 0.2 0.3 0.4 PENETRATION (INCHES) 0.5 Sample Description: SILTY SAND (SM, A-2-5), fine to coarse grained sand, contains crushed stone, orangish brown Sample Source: Sample 7 Sample Depth: Test Method: VTM-8 Dry Density Before Soaking (pcf): Dry Density After Soaking (pcf): Maximum Dry Density (pcf): Moisture Content Before Soaking (%): Moisture Content After Soaking (Avg) (%): Moisture Content Top Inch After Soak (%): Optimum Moisture Content (%): 103.4 103.3 101.8 18.4 20.7 21.4 19.5 Liquid Limit (LL): 42 Plasticity Index (PI): 2 % Retained #4 Sieve: 5.9 % Passing # 200 Sieve: 24.9 CBR: 20.1, Soaked Surcharge (psf): Swell (%): 50 0.2 112 Schnabel E N G I N E E R I N G CALIFORNIA BEARING RATIO TEST Project: Hollymeade Block 6-18023 Testing for Underhill Engineering 1 Contract: 19C43001 Testing Lab: RICH 400 360 320 280 .N Q Z 0 240 a o U) w 200 160 120 80 40 0.1 0.2 0.3 0.4 PENETRATION (INCHES) 0.5 Sample Description: SILTY SAND (SM, A-7-5), fine to coarse grained sand, contains crushed stone, reddish brown Sample Source: Sample 8 Sample Depth: Test Method: VTM-8 Dry Density Before Soaking (pcf): Dry Density After Soaking (pcf): Maximum Dry Density (pcf): Moisture Content Before Soaking (%): Moisture Content After Soaking (Avg) (%): Moisture Content Top Inch After Soak (%): Optimum Moisture Content (%): 90.1 90.0 88.5 29.3 32.2 34.8 30.6 Liquid Limit (LL): 66 Plasticity Index (PI): 19 % Retained #4 Sieve: 4.3 % Passing # 200 Sieve: 48.0 CBR: 20.1, Soaked Surcharge (psf): 50 Swell (%): 0.1 112 Schnabel E N G I N E E R I N G CALIFORNIA BEARING RATIO TEST Project: Hollymeade Block 6-18023 Testing for Underhill Engineering 1 Contract: 19C43001 Testing Lab: RICH underhilI ENGINEERING geotechnical I geodesign 1 geoconstruction July 31, 2019 Mr. Katurah Roell Town Properties, LLC 3215 Barracks Hill Charlottesville, VA 22901 Subject: Report No. 4, Lots 1 to 18, Earthwork Observation and Testing Services, Hollymead Towncenter Block VI, Albemarle County, Virginia (Underhill Engineering Project No. 18023) Dear Mr. Roell: Underhill Engineering, LLC (Underhill) is pleased to present our Report No. 4, summarizing Underhill's earthwork observation and testing services for lots 1 through 18 at the Hollymead Towncenter. This report summarizes Underhill's services relating to observation of subgrades to receive compacted structural fill, and observation and testing of compacted structural fill for the new townhomes. These services are provided in accordance with Underhill's Service Agreement with you dated March 1, 2016, and your authorization of April 5, 2018. This report summarizes services provided from April 2 to May 28, 2019. Underhill's services as reported herein included the following tasks: Observations of subgrades to receive compacted structural fill after removal of the limited topsoil and unsuitable existing fill soils. Evaluation of subgrades included observations of proofrolling of the stripped subgrades by the Contractor using a loaded dump truck, observations of test pits / test strips, and probing with a Geostick Penetrometer at selected locations. Observation and testing of compacted structural fill placement. Observation of fill placement included the following tasks: o Evaluation of proposed fill materials for suitability, o Measurement of lift thickness at selected locations, and o Observations of compaction methods employed by the Contractor. Compaction testing included field density tests to compare to the laboratory maximum dry density and optimum moisture content. o Measuring the depth of 21A placed on roadways. Field density testing of utility backfill including the following tasks: o Evaluation of proposed backfill materials for suitability. o Periodic observations of compaction methods employed by the Contractor. o Periodic field density testing. Observation of asphalt placement. The following services were not included: observation of erosion and sediment control methods, surveying for line and grade, environmental services, or other services not specifically identified above. T: 434.531.2565 327 W. Main Street, Suite 2, Charlottesville, VA 22903 underhillengineering.com Observation of Subgrades Underhill's Engineer observed final subgrades on Building Pad 17 through 20 on April 2, 2019. Underhill's Engineer observed subgrade conditions by proofrolling, using a loaded dump truck. The approximate area of subgrades observed is indicated in Exhibit A (Figure 1). The western portions of lots 18 and 19, shown in Exhibit A (Figure 2), were not considered suitable to receive structural fill and were undercut an additional 3 feet by the contractor. After the additional undercut, subgrades were considered suitable to receive compacted structural fill. Underhill's Engineer observed subgrades to receive compacted structural fill for building support on Building Pad 12 through 14 on April 17, 2019. Underhill's Engineer observed subgrade conditions by digging a test pit and using a Geostick Penetrometer (GP). The approximate area of subgrades observed is indicated in Exhibit A (Figure 3). Portions of lots 12 through 14, shown in Exhibit A (Figure 4), were not considered suitable to receive structural fill and were undercut an additional 0.5 to 3 feet by the contractor. After the additional undercut, subgrades were considered suitable to receive compacted structural fill. Underhill's Engineer observed subgrade undercut to receive compacted structural fill for building support on Building Pad 10 and 11 on April 22, 2019. Underhill's Engineer observed subgrade conditions by using a Geostick Penetrometer (GP). The approximate area of subgrades observed is indicated in Exhibit A (Figure 5). Subgrades were considered suitable to receive compacted structural fill. Underhill's Engineer observed the final subgrades on Building Pads 1 to 19 on April 24, 2019. Underhill's Engineer observed the response of the grade conditions during proofrolling using an empty Volvo A30 haul truck. The approximate area of subgrades observed is indicated in Exhibit A (Figure 6). Subgrades observed were considered suitable for the Contractor to proceed with the foundation and floor slab construction. Field Densitv Testin Compacted structural fill placed for Building Lots 10 through 18 were tested for relative compaction between April 2 and April 22, 2019. Compacted structural fill typically consisted of silty sand (SM) containing mica and rock fragments, as represented by the bulk Proctor samples. During periodic visits to the site, the material was noted to be placed in typical 6 to 8-inch, loose lifts, compacted using a vibratory sheepsfoot roller. Compacted structural backfill for the sanitary sewer and accompanying laterals was placed and tested for relative compaction between April 29 and May 14, 2019. Compacted structural fill typically consisted of silty sand (SM) containing mica and rock fragments, as represented by the bulk Proctor samples. During periodic visits to the site, the material was noted to be placed in typical 6 to 8-inch, loose lifts, compacted using a vibratory sheepsfoot trench roller. Compacted structural backfill for the water line and accompanying laterals was placed and tested for relative compaction on May 24, 2019. Compacted structural fill typically consisted of silty sand (SM) containing mica and rock fragments, as represented by the bulk Proctor samples. During periodic visits to the site, the material was noted to be placed in typical 6 to 8-inch, loose lifts, compacted using a vibratory sheepsfoot trench roller. Project 18023 / July 31, 2019 2 Underhill Engineering, LLC Compaction testing of lifts was completed using non-nuclear test methods. A summary of Field Density Test Results is included as Exhibit B (11 sheets). Field density testing indicated compaction to at least 95 percent of the maximum dry density as evaluated by the laboratory Standard Proctor tests. Stone and Asphalt Observation 21A stone was placed on the road leading to lots 1 through 20 in preparation for asphalt and Underhill recorded the aggregate base course thickness at multiple locations in shallow test pits made by the contractor on July 9, 2019. The aggregate base course thickness was found to vary from 9 to in excess of 11 inches, exceeding the design section. Asphalt was placed on July 11, 2019. Underhill measured the thickness of the intermediate asphaltic concrete layer at several locations. The thickness of the intermediate section was measured at two inches. Concrete testing of site concrete was also performed and is included under a separate cover. Underhill has endeavored to complete the services identified herein in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing in the same locality and under similar conditions as this project. No other representation, express or implied, is included or intended, and no warranty or guarantee is included or intended in this report. Thank you for the opportunity to provide our services. If you have any questions or require additional information, please do not hesitate to contact the undersigned. Sincerely, UNDERHILL ENGINEERING, LLC J/ — P 40#44 EALTH p� Susan E. Ray, EIT, GIT L Staff Geotechnical Engineer p O. CHRISTOPI R V Wf?85iF.ft Lie. No. 019910 O. Christ pher Webster, PE Ya Principal �0 �ss�o�va� mow' Exhibits: Exhibit A: Subgrade Observation Plan, Figures 1 through 6 Exhibit B: Field Density Test Summary (11 sheets) cc: Gregg O'Donnell — Stanley Martin Homes Project 18023 / July 31, 2019 3 Underhill Engineering, LLC bl(-Zlh NO nun lugK0, lg, i nun lugK0, lg, i 6 nun �Wo 11119. I �+r�-- "�!`1�' y��n •y �� ,Yr III nn� blf211, No 090-68s90 j—� SaOb�99ns ��V1ioSNn �J �ry �ji�ii��'�� ■■ - ��IIN s�,, IX Fes" ,-�1�"1 � ��j°�►'�"�' `�::�;, J. . blILlIh NO ogn163s90 s9oa'6`J9nS 0 LVm✓ao a.P 7 CLJ \\ �mmwuame / o yy �wv f - .w m. r -10 NO � L fmi as aan 0g0'63s90 S�a`d��47ns ��'d1inSNn «Y X) 9 O�wiY 9ds m W u d D •gyp ��8 '�� ` ` / �, ��.., >� _ ! d `\\_/� w l Y y n.mu x yew ..uX - %!3 -ZI CIL1--/I- -MCal Xa hIj22[h NO 03 (\Z 3S90 S',30 a'bcD47nc, a 9dS / \ J� nonra..xaw i FE Y r � I a • / bb 87" I WI 4 \ m I _a I � • 3i..3 9 9?1091 _-j �v -Li 9li'1X9 b1IN2lh NO 09 0713S470 590V,6`J47oS 9?1091 _-j �v -Li 9li'1X9 b1IN2lh NO 09 0713S470 590V,6`J47oS underhilI ENGINEERING geotechnical I geodesign I geoconstruction Project Name: Hollymead Block VI Albemarle County, VA Project Number: Rep: Date: 18023 S. Ray 04/02/19 Field Density Summary Lab Reference: S-3 Optimum Moisture (%): 11.8 Maximum Dry Density: 121.7 95% of Maximum Dry Density: 115.6 Test Number Date Tested Elevation (ft) Lab Reference Wet Density (PCF) Moisture Content (%) Dry Density (PCF) Maximum Dry Density (PCF) Percent Compaction (%) Grid Zone Easting Northing Results 100 4/2/2019 606.5 S-3 157.5 26.0 125.0 121.7 100+% 17S 724231 4223614 Passed 101 4/2/2019 606.5 S-3 154.9 25.1 123.8 121.7 100+% 17S 724223 4223617 Passed 102 4/2/2019 605.5 S-3 158.0 26.8 124.6 121.7 100+% 17S 724222 4223610 Passed 103 4/2/2019 605.5 S-3 151.0 23.8 122.0 121.7 100+% 17S 724223 4223623 Passed 104 4/2/2019 606.5 S-3 157.7 26.3 124.9 121.7 100+% 17S 724223 4223621 Passed 105 4/2/2019 607.5 S-3 156.6 25.9 124.4 121.7 100+% 17S 724226 4223621 Passed underhilI ENGINEERING geotechnical I geodesign I geoconstruction Project Name: Hollymead Block VI Albemarle County, VA Project Number: Rep: Date: 18023 S. Ray 04/16/19 Field Density Summary Lab Reference: S-3 Optimum Moisture (%): 11.8 Maximum Dry Density: 121.7 95% of Maximum Dry Density: 115.6 Maximum Maximum Percent Test Elevation Lab Wet Density Moisture Dry Density Date Tested Dry Density Compaction Grid Zone Easting Northing Results Number (ft) Reference (PCF) Content (%) (PCF) (PCF) (%) 106 4/16/2019 608.5 S-3 150.0 24.2 120.8 121.7 99.2% 17S 724241 4223638 Passed 107 4/16/2019 609 S-3 142.0 23.3 115.2 121.7 94.6% 17S 724240 4223630 Passed 108 4/16/2019 609 S-3 157.1 26.1 124.6 121.7 100+% 17S 724243 4223639 Passed 109 4/16/2019 609.5 S-3 152.9 26.1 121.3 121.7 99.6% 17S 724236 4223634 Passed 110 4/16/2019 609 S-3 162.7 27.9 127.2 121.7 100+% 17S 724241 4223640 Passed underhilI ENGINEERING geotechnical I geodesign I geoconstruction Project Name: Hollymead Block VI Albemarle County, VA Project Number: Rep: Date: 18023 S. Ray 04/18/19 Field Density Summary Lab Reference: S-3 Optimum Moisture (%): 11.8 Maximum Dry Density: 121.7 95% of Maximum Dry Density: 115.6 Maximum Maximum Percent Test Elevation Lab Wet Density Moisture Dry Density Date Tested Dry Density Compaction Grid Zone Easting Northing Results Number (ft) Reference (PCF) Content (%) (PCF) (PCF) (%) 111 4/18/2019 610.5 S-3 179.1 32.4 135.3 121.7 100+% 17S 724256 4223650 Passed 112 4/18/2019 610.5 S-3 157.4 26.4 124.5 121.7 100+% 17S 724253 4223645 Passed underhilI ENGINEERING geotechnical I geodesign I geoconstruction Project Name: Hollymead Block VI Albemarle County, VA Project Number: Rep: Date: 18023 S. Ray 04/22/19 Field Density Summary Lab Reference: S-3 Optimum Moisture (%): 11.8 Maximum Dry Density: 121.7 95% of Maximum Dry Density: 115.6 Maximum Maximum Percent Test Elevation Lab Wet Density Moisture Dry Density Date Tested Dry Density Compaction Grid Zone Easting Northing Results Number (ft) Reference (PCF) Content (%) (PCF) (PCF) (%) 113 4/22/2019 608 S-3 153.5 24.5 123.3 121.7 100+% 17S 724279 4223626 Passed 114 4/22/2019 609.5 S-3 151.3 24.2 121.8 121.7 100+% 17S 724276 4223627 Passed 115 4/22/2019 612 S-3 161.8 28.7 125.7 121.7 100+% 17S 724277 1 4223625 1 Passed underhilI ENGINEERING geotechnical I geodesign I geoconstruction Project Name: Hollymead Block VI Albemarle County, VA Project Number: Rep: Date: 18023 S. Ray 04/29/19 Field Density Summary Lab Reference: S-3 Optimum Moisture (%): 11.8 Maximum Dry Density: 121.7 95% of Maximum Dry Density: 115.6 Test Number Date Tested Elevation (ft) Lab Reference Wet Density (PCF) Moisture Content (%) Dry Density (PCF) Maximum Dry Density (PCF) Percent Compaction (%) Grid Zone Easting Northing Results 116 4/29/2019 599 S-3 147.1 22.7 119.9 121.7 98.5% 17S 724228 4223590 Passed 117 4/29/2019 599.5 S-3 151.9 24.0 122.5 121.7 100+% 17S 724231 4223591 Passed 118 4/29/2019 600 S-3 155.9 25.2 124.5 121.7 100+% 17S 724231 4223597 Passed 119 4/29/2019 601.5 S-3 149.6 23.4 121.2 121.7 99.6% 17S 724231 4223590 Passed 120 4/29/2019 600.5 S-3 143.3 22.0 117.5 121.7 96.5% 17S 724229 4223594 Passed 121 4/29/2019 602 S-3 146.5 22.6 119.5 121.7 98.2% 17S 724234 4223600 Passed 122 4/29/2019 602 S-3 149.6 23.4 121.2 121.7 99.6% 17S 724235 4223600 Passed 123 4/29/2019 603 S-3 149.3 23.6 120.8 121.7 99.3% 17S 724235 4223594 Passed underhilI ENGINEERING geotechnical I geodesign I geoconstruction Project Name: Hollymead Block VI Albemarle County, VA Project Number: Rep: Date: 18023 S. Ray 05/01 /19 Field Density Summary Lab Reference: S-3 Optimum Moisture (%): 11.8 Maximum Dry Density: 121.7 95% of Maximum Dry Density: 115.6 Maximum Maximum Percent Test Elevation Lab Wet Density Moisture Dry Density Date Tested Dry Density Compaction Grid Zone Easting Northing Results Number (ft) Reference (PCF) Content (%) (PCF) (PCF) (%) 124 5/1/2019 600 S-3 155.5 25.0 124.4 121.7 100+% 17S 724237 4223604 Passed 125 5/1/2019 600.5 S-3 152.2 24.0 122.7 121.7 100+% 17S 724239 4223601 Passed 126 5/1/2019 600 S-3 155.9 25.7 124.0 121.7 100+% 17S 724237 4223605 Passed 127 5/1/2019 601.5 S-3 146.8 22.9 119.4 121.7 98.1% 17S 724236 4223604 Passed 128 5/1/2019 601.5 S-3 155.3 24.9 124.3 121.7 100+% 17S 724242 4223607 Passed underhilI ENGINEERING geotechnical I geodesign I geoconstruction Project Name: Hollymead Block VI Albemarle County, VA Project Number: Rep: Date: 18023 S. Ray 05/02/19 Field Density Summary Lab Reference: S-3 Optimum Moisture (%): 11.8 Maximum Dry Density: 121.7 95% of Maximum Dry Density: 115.6 Test Number Date Tested Elevation (ft) Lab Reference Wet Density (PCF) Moisture Content (%) Dry Density (PCF) Maximum Dry Density (PCF) Percent Compaction (%) Grid Zone Easting Northing Results 129 5/2/2019 604.5 S-3 149.3 23.3 121.1 121.7 99.5% 17S 724240 4223610 Passed 130 5/2/2019 604.5 S-3 161.6 27.1 127.1 121.7 100+% 17S 724239 4223603 Passed 131 5/2/2019 603.5 S-3 152.9 24.4 122.9 121.7 100+% 17S 724246 4223614 Passed 132 5/2/2019 604 S-3 145.6 22.4 119.0 121.7 97.7% 17S 724248 4223612 Passed 133 5/2/2019 605.5 S-3 151.2 24.0 121.9 121.7 100+% 17S 724244 4223614 Passed 134 5/2/2019 605 S-3 159.3 27.4 125.0 121.7 100+% 17S 724244 4223614 Passed underhilI ENGINEERING geotechnical I geodesign I geoconstruction Project Name: Hollymead Block VI Albemarle County, VA Project Number: Rep: Date: 18023 S. Ray 05/06/19 Field Density Summary Lab Reference: S-3 Optimum Moisture (%): 11.8 Maximum Dry Density: 121.7 95% of Maximum Dry Density: 115.6 Maximum Maximum Percent Test Elevation Lab Wet Density Moisture Dry Density Date Tested Dry Density Compaction Grid Zone Easting Northing Results Number (ft) Reference (PCF) Content (%) (PCF) (PCF) (%) 135 5/6/2019 606.5 S-3 148.4 23.1 120.6 121.7 99.1% 17S 724257 4223622 Passed 136 5/6/2019 606 S-3 147.0 22.7 119.8 121.7 98.4% 17S 724253 4223618 Passed 137 5/6/2019 607 S-3 148.7 23.1 120.8 121.7 99.3% 17S 724255 4223626 Passed 138 5/6/2019 606.5 S-3 149.8 24.1 120.7 121.7 99.2% 17S 724253 4223621 Passed 139 5/6/2019 607.5 S-3 159.5 27.3 125.3 121.7 100+% 17S 724251 4223624 Passed underhilI ENGINEERING geotechnical I geodesign I geoconstruction Project Name: Hollymead Block VI Albemarle County, VA Project Number: Rep: Date: 18023 S. Ray 05/07/19 Field Density Summary Lab Reference: S-3 Optimum Moisture (%): 11.8 Maximum Dry Density: 121.7 95% of Maximum Dry Density: 115.6 Maximum Maximum Percent Test Elevation Lab Wet Density Moisture Dry Density Date Tested Dry Density Compaction Grid Zone Easting Northing Results Number (ft) Reference (PCF) Content (%) (PCF) (PCF) (%) 140 5/7/2019 607.5 S-3 164.4 29.1 127.3 121.7 100+% 17S 724263 4223633 Passed 141 5/7/2019 608 S-3 156.0 25.6 124.2 121.7 100+% 17S 724261 4223628 Passed 142 1 5/7/2019 1 609 1 S-3 1 153.5 1 24.9 122.9 1 121.7 1 100+% 1 17S 1 724263 1 4223633 1 Passed 143 5/7/2019 1 609.5 1 S-3 1 155.0 1 25.2 123.8 1 121.7 1 100+% 1 17S 1 724259 1 4223630 Passed underhilI ENGINEERING geotechnical I geodesign I geoconstruction Project Name: Hollymead Block VI Albemarle County, VA Project Number: Rep: Date: 18023 S. Ray 05/14/19 Field Density Summary Lab Reference: S-3 Optimum Moisture (%): 11.8 Maximum Dry Density: 121.7 95% of Maximum Dry Density: 115.6 Test Number Date Tested Elevation (ft) Lab Reference Wet Density (PCF) Moisture Content (%) Dry Density (PCF) Maximum Dry Density (PCF) Percent Compaction (%) Grid Zone Easting Northing Results 144 5/14/2019 597.5 S-3 152.0 24.0 122.6 121.7 100+% 17S 721228 4223590 Passed 145 5/14/2019 597.5 S-3 152.0 24.1 122.5 121.7 100+% 17S 724232 4223691 Passed 146 5/14/2019 596.5 S-3 154.9 24.8 124.1 121.7 100+% 17S 724225 4223590 Passed 147 5/14/2019 599.5 S-3 152.1 24.1 122.6 121.7 100+% 17S 724228 4223590 Passed 148 5/14/2019 598 S-3 158.2 25.6 126.0 121.7 100+% 17S 724223 4223584 Passed 149 5/14/2019 600 S-3 161.3 27.0 127.0 121.7 100+% 17S 724225 4223589 Passed 150 1 5/14/2019 1 600 1 S-3 1 166.1 1 29.1 128.7 1 121.7 1 100+% 1 17S 1 724226 1 4223590 1 Passed underhilI ENGINEERING geotechnical I geodesign I geoconstruction Project Name: Hollymead Block VI Albemarle County, VA Project Number: Rep: Date: 18023 S. Ray 05/24/19 Field Density Summary Lab Reference: S-3 Optimum Moisture (%): 11.8 Maximum Dry Density: 121.7 95% of Maximum Dry Density: 115.6 Test Number Date Tested Elevation (ft) Lab Reference Wet Density (PCF) Moisture Content (%) Dry Density (PCF) Maximum Dry Density (PCF) Percent Compaction (%) Grid Zone Easting Northing Results 151 5/24/2019 600.5 S-3 152.4 25.9 121.0 121.7 99.5% 17S 724220 4223583 Passed 152 5/24/2019 603 S-3 149.0 25.5 118.7 121.7 97.6% 17S 724237 4223597 Passed 153 5/24/2019 604 S-3 164.9 30.8 126.1 121.7 100+% 17S 724243 4223606 Passed 154 5/24/2019 606.5 S-3 152.5 26.4 120.6 121.7 99.1% 17S 724256 4223618 Passed 155 5/24/2019 608 S-3 161.3 29.5 124.6 121.7 100+% 17S 724263 4223628 Passed 156 5/24/2019 610 S-3 152.7 24.4 122.7 121.7 100+% 17S 724264 4223632 Passed 157 5/24/2019 606 S-3 172.6 31.7 131.1 121.7 100+% 17S 724249 4223612 Passed 158 5/24/2019 603 S-3 153.2 25.3 122.3 121.7 100+% 17S 724231 4223592 Passed underhilI ENGINEERING geotechnical I geodesign I geoconstruction 1001 East Market Street Suite 100, Charlottesville, VA 22903 (434) 771-0234 FIELD REPORT Project Number 18023 Date February 5, 2020 Weather 45°, light rain Arrive On -Site 11:20 AM Leave Site 12:15 PM Mileage 17 Summary of Services Performed (field test data, locations, elevations, and depths are estimate) & Individuals Contacted Underhill's Staff Engineer, Elliot White, EIT, PMP, was on site at the Hollymead Town Center Block VI, as requested, to observe the ashpalt operation on Bushwood Alley. Virginia Asphalt Service was onseen laying and rolling asphalt on Bushwood Alley. Asphalt thickness was measured behind the paver at three locations, the observed measurements met the minimum thickness of 1.5 inches. Asphalt depth was also checked by measuring curb height, which also met the minimum asphalt thickness of 1.5 inches. LIMITATIONS: The Underhill Engineering, LLC field representative is present on site solely to observe the field activit of the contractor identified and to keep our client informed of the progress and quality of the work. The reporting results by the Underhill Engineering, LLC field representative does not relieve the contractor from complying with contract documents. Underhill Engineering, LLC does not have the authority to direct the contractor's work. A information provided by the Underhill Engineering, LLC field representative is intended solely to advise the contract of the technical requirements of the plans and specifications and/or design concept. The contractor is sol, responsible for its means, methods, sequences, procedures, construction site safety, quality of work, and adherence the contract documents. REVIEWED BY (PM intials/date)