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Home My WebLink AboutSUB201500149 Study 2022-08-05 v) atl MOISTURE/DENSITY RELATIONSHIP 97 ' I I 96 _ _ . 95 - --- - \*"....N\I- - \ . T Cl, C N 0 94 I i 93 -- I 92 24 25.5 27 28.5 30 31.5 33 Water content, % Test specification: VTM-1,Std.VTM correction Elev/ Classification Nat. % > %Sp.G. LL PI Depth USCS AASHTO Moist. p #4 No.200 MH A-7-5 25.1 s 1 21 2 5 78.9 ai D TEST RESULTS MATERIAL DESCRIPTION Maximum dry density=95.3 pcf E Orangish brown,elastic SILT with some sand and trace gravel NOptimum moisture=27.8 co a Project No. 71 W0013 Client: Riverbend Development Remarks: .v> Project: Avinity Estates Phase I Q Location: Bergen Street, Sta 11+50 Date: 9/10/18 N 0 0 Sample Number: 3884 Q FROEHLING & ROBERTSON, INC. cn Figure "`` FROEHLING & ROBERTSON, INC. Engineering •• Environmental •• Geotechnical $C 6181 Rockfish Gap Turnpike Crozet, Virginia 22932-3330 I USA T 434.823.5154 I F 434.823.4764 California Bearing Ratio (AASHTO T 193) Client Riverbend Development Record#: 71W0013 Project Avinity Estates Phase I F&R Lab No.: 3884 Location: Bergen Street, Sta 11+50 Test Date: 18-Sep-18 Unsoaked CBR Soaked CBR X Compaction method. VTM -1;Surcharge weight-10 lbs Sampling Depth: 0 to 1.5 feet Compactive effort: 5 Layers with 45 blows per layer 700 500 t { O• 400 ' -- I I i 'a I ; o 300 • v � 200 • 100 — — 0 0.000 0.100 0.200 0.300 0.400 0.500 Penetration(inches) CBR @ 0.1 in.penetration: 10.4 Proctor Max. Dry Density(pcf): 95.3 Swell(%): 0.59% Proctor Opt.Moisture Content(%): 27.8 Dry Density Before Soak(pcf): 96.3 Liquid Limit: 51 Moisture Content Before Soak(%): 27.8% Plasticity Index: 21 %Compaction Before Soak: 101.1% %Retained No.4 Sieve 2.5 Dry Density After Soak (pcf): 95.7 %Passing No.200 Sieve: 78.9 Moisture Content After Soak,Top in. (%): 30.1% Visual Description: Orangish brown,elastic SILT with %Compaction After Soak• 100.5% some sand and trace gravel Resiliency Factor: 2.0 USCS Classification: MH AASHTO Classification: A-7-5{18} Tested By: RK Reviewed By: Froehling and Robertson, Inc. '' "- FROEHLING & ROBERTSON, INC. IF- Engineering • Environmental • Geotechnical 6181 Rockfish Gap Turnpike Crozet, Virginia 22932-3330 I USA 18211 T 434.823.5154 I F 434.823.4764 California Bearing Ratio (AASHTO T 193) Client. Riverbend Development Record#: 71W0013 Project. Avinity Estates Phase I F&R Lab No : 3935 Location Montague Street;station 15+00 Test Date: 06-Nov-18 Unsoaked CBR X Soaked CBR Compaction method: VTM-1;Surcharge weight-10 lbs Sample Depth: 0 to 1.5 feet Compactive effort: 5 Layers with 45 blows per layer 700 I — — Vf _a II co 400 +-- — — ---- p O. c 300 — _, ii vl Ln 200 • • 100 - 0.000 0.100 0.200 0.300 0.400 0.500 Penetration(inches) CBR @ 0.1 in. penetration: 8.8 Proctor Max. Dry Density(pcf): 106.2 Swell (%): N/A Proctor Opt. Moisture Content(%): 23.1 Dry Density Before Soak(pcf): 106.2 Liquid Limit: 43 Moisture Content Before Soak(%): 23.1 Plasticity Index: 13 %Compaction Before Soak: 100.0% %Retained No.4 Sieve 9.8 Dry Density After Soak(pcf): N/A %Passing No. 200 Sieve: 50.3 Moisture Content After Soak,Top in.(%): N/A Visual Description: Brown,sandy SILT with little gravel %Compaction After Soak N/A Resiliency Factor: 2.0 USCS Classification: ML AASHTO Classification: A-7-5{4} Tested By: RI< Reviewed By: Froehling and Robertson, Inc. "`'' FROEHLING & ROBERTSON, INC. r&R Engineering • Environmental • Geotechnical 6181 Rockfish Gap Turnpike Crozet, Virginia 22932-3330 I USA T 434.823.5154 I F 434.823.4764 California Bearing Ratio (AASHTO T 193) Client Riverbend Development Record tt- 71W0013 Project' Avinity Estates Phase I F&R Lab No.: 3935 Location. Montague Street;station 15+00 Test Date: 06-Nov-18 Unsoaked CBR Soaked CBR X Compaction method: VTM -1;Surcharge weight-10 lbs Sampling Depth: 0 to 1.5 feet Compactive effort: 5 Layers with 45 blows per layer 700 - I 600 --- , I - 500 - - iC. c 400 • — a c 1 0 300 ' ✓ 1 N i - ti 200 I 100 — I 0.000 0.100 0.200 0.300 0.400 0.500 Penetration(inches) CBR @ 0 1 in. penetration: 4.7 Proctor Max. Dry Density(pcf): 106.2 Swell(%): 0.46% Proctor Opt. Moisture Content(%): 23.1 Dry Density Before Soak(pcf): 106.5 Liquid Limit: 43 Moisture Content Before Soak(%): 23.1% Plasticity Index: 13 %Compaction Before Soak: 100.2% %Retained No.4 Sieve - 9.8 Dry Density After Soak(pcf): 106.0 %Passing No. 200 Sieve: 50.3 Moisture Content After Soak,Top in.(%): 26.8% Visual Description: Brown, sandy SILT with little gravel %Compaction After Soak: 99.8% Resiliency Factor: 2.0 USCS Classification: ML AASHTO Classification: A-7-5{4} Tested By: RK Reviewed By: Froehling and Robertson, Inc. MOISTURE/DENSITY RELATIONSHIP 118 , .... 1•........•.••...... •••� ••.......� ...• • ii.■... n•■••••■n•••••••• 113• ....i..I.......h .IIII■■ p....................."...... 108. ..................■... ti 0 103 IIIIIIIIIIIIIIIIIIIIIIIIIIIIII 11111111111111111111111 98. ....................• .1.... . .....II...........II..•IS ...•............IIIIIU•••••.i 93 I 16 18 20 22 24 26 28 Water content, % Test specification: VTM-1,Std.VTM correction Elev/ Classification Nat. Sp.G. LL PI %> %< p Depth USCS AASHTO Moist. #4 No.200 ML A-7-5 21.8 43 13 9.8 50.3 ai TEST RESULTS MATERIAL DESCRIPTION To Brown,sandy SILT with little gravel c3 Maximum dry density= 106.2 pcf E FOptimum moisture=23.1 % co m Project No. 71 W0013 Client: Riverbend Development Remarks: w Project: Avinity Estates Phase I Q Date: 10/30/18 0 o Location: Montague Street;station 15'00 Sample Number: 3935 Q FROEHLING & ROBERTSON, INC. co Figure FROEHLING & ROBERTSON, INC. Engineering •• Environmental •• Geotechnical $C 6181 Rockfish Gap Turnpike Crozet,Virginia 22932-3330 I USA T 434.823.5154 I F 434.823.4764 California Bearing Ratio (AASHTO T 193) Client Riverbend Development Record#: 71W0013 Project Avinity Estates Phase I F&R Lab No.. 3934 Location Moffat Street;station 13+75 Test Date: 06-Nov-18 Unsoaked CBR X Soaked CBR Compaction method: VTM-1;Surcharge weight-10 lbs Sample Depth: 0 to 1.5 feet Compactive effort: 5 Layers with 45 blows per layer 700 i , 600 7 --- — j 500 — N i o_ 0 400 { i F. c 300 0 N 200 i i 1 100 I 1 i 0.000 0.100 0.200 0.300 0.400 0.500 Penetration(inches) CBR @ 0.1 in.penetration: 15.8 Proctor Max. Dry Density(pcf): 79.6 Swell(%)• N/A Proctor Opt. Moisture Content(%): 37.3 Dry Density Before Soak(pcf): 80.1 Liquid Limit: 60 Moisture Content Before Soak(%): 37.3 Plasticity Index: 13 %Compaction Before Soak: 100.6% %Retained No.4 Sieve 4.8 Dry Density After Soak(pcf): — N/A _ %Passing No.200 Sieve: 73.8 Moisture Content After Soak,Top in.(%): N/A Visual Description: Reddish brown,sandy elastic SILT %Compaction After Soak: N/A with trace gravel Resiliency Factor 2.0 USCS Classification: _ MH AASHTO Classification: A-7-5{13} Tested By- RK Reviewed By: - Froehling and Robertson, Inc. FROEHLING & ROBERTSON, INC. Engineering •• Environmental •• Geotechnical $C 6181 Rockfish Gap Turnpike Crozet,Virginia 22932-3330 I USA T 434.823.5154 I F 434.823.4764 California Bearing Ratio (AASHTO T 193) Client: Riverbend Development Record#: 71W0013 Project Amity Estates Phase I F&R Lab No : 3934 Location Moffat Street,station 13+75 Test Date: 06-Nov-18 Unsoaked CBR E Soaked CBR 17 I Compaction method: VTM-1;Surcharge weight-10 lbs Sampling Depth• 0 to 15 feet Compactive effort. 5 Layers with 45 blows per layer 700 1 600 ' - -- — —— — -- . 500 — - I ----- i 0 Q c 400 — — ---- a'12 I c oo 300 0 N 200 —� • • 100 i _ — - I I 1 0 0 000 0.100 0.200 0.300 0.400 0.500 Penetration(inches) CBR @ 0.1 in penetration: 12.5 Proctor Max.Dry Density(pcf): 79.6 Swell(%)• 0.37% Proctor Opt.Moisture Content(%)• 37.3 Dry Density Before Soak(pcf): 80.2 Liquid Limit: 60 Moisture Content Before Soak(%): 37.4% Plasticity Index: 13 %Compaction Before Soak: 100.7% _ %Retained No 4 Sieve 4.8 Dry Density After Soak(pcf): 79.9 %Passing No.200 Sieve: 73 8 Moisture Content After Soak,Top in.(%). 41.6% Visual Description: Reddish brown,sandy elastic SILT %Compaction After Soak• _ 100.4% with trace gravel Resiliency Factor. 2.0 USCS Classification: MH AASHTO Classification: A-7-5{13) Tested By: RK Reviewed By: Froehling and Robertson, Inc. MOISTURE/DENSITY RELATIONSHIP 80 5 - I - 80 I � I I I � 79 5 - • • Q. 1 o 79 785 • 78 33 34.5 36 37 5 39 40 5 42 Water content, % Test specification: VTM-1,Std. VTM correction Elev/ Classification Nat. %> %< Depth USCS AASHTO Moist. Sp.G. LL PI #4 No.200 MI-1 A-7-5 46.2 60 13 4.8 73.8 TEST RESULTS MATERIAL DESCRIPTION le) Maximum dry density=79.6 pcf Reddish brown,sandy elastic SILT with trace gravel w Optimum moisture=37.3 % m c.Project No. 71 W0013 Client: Riverbend Development Remarks: co .v Project: Avinity Estates Phase I Q Date: 10/30/18 Location: Moffat Street;station 13+75 Sample Number: 3934 0 FROEHLING & ROBERTSON, INC. Figure "` ` FROEHLING & ROBERTSON , INC. rR Engineering • Environmental • Geotechnical $C 6181 Rockfish Gap Turnpike Crozet, Virginia 22932-3330 I USA T 434.823.5154 I F 434.823.4764 California Bearing Ratio (AASHTO T 193) Client: Riverbend Development Record#: 71W0013 Project Avinity Estates Phase I F&R Lab No.: 3884 Location: Bergen Street, Sta 11+50 Test Date: 18-Sep-18 Unsoaked CBR X Soaked CBR Compaction method: VTM-1;Surcharge weight-10 lbs Sample Depth: 0 to 1.5 feet Compactive effort: 5 Layers with 45 blows per layer 700 — — — — i 600 _ _.__ -- i S 0 0 — — . C. i o 400 - - i 0 F. c ! • ° 300 - N i 200 i , . i I 100 - - — — i i 0.000 0.100 0.200 0.300 0.400 0.500 Penetration(inches) CBR @ 0.1 in. penetration: 15.5 Proctor Max. Dry Density(pcf): 95.3 Swell (%): N/A Proctor Opt. Moisture Content(%): 27.8 Dry Density Before Soak(pcf): 96.3 Liquid Limit: 51 Moisture Content Before Soak(%): 27.8 Plasticity Index: 21 %Compaction Before Soak: 101.1% %Retained No.4 Sieve 2.5 Dry Density After Soak(pcf): N/A %Passing No. 200 Sieve: 78.9 Moisture Content After Soak,Top in.(%): N/A Visual Description: Orangish brown,elastic SILT with %Compaction After Soak: N/A some sand and trace gravel Resiliency Factor: 2.0 USCS Classification: MH AASHTO Classification: A-7-5{18} Tested By: RK Reviewed By: Froehling and Robertson, Inc. GRAIN SIZE DISTRIBUTION REPORT ry C C C F. V. ,, co m ;i4 to O 0 0 8 8 M F.,- 4 # # it # it 100 - -, i 1 1 l i I 1 i 80 1 - II , 1 70 ii CC z 60 i L 1 z 50 - w EY 40 ! Lu l: I a ,. i 30 it t; i, it i is 20 - Ili I' 1 10 I, 0 it I 100 10 1 0.1 0.01 0.001 GRAIN SIZE (mm) % GRAVEL °Ao SAND %SILT/CLAY 2.5 18.6 78.9 SIEVE PERCENT SPEC PASS? Soil Description SIZE FINER PERCENT (X=NO) Orangish brown, elastic SILT with some sand and 1 1/2 in 100 0 trace gravel 1 in 99.7 Atterberq Limits 3/4 in 99.5 LL= 51 PL= 30 P1= 21 1/2 in 99.0 3/8 in 98.5 #4 97.5 Coefficients #8 95 1 D85= 0.284 Doo= D5o= #10 94.4 D3o= D15= Dio= #16 91 9 Cu= Cc= #30 89.3 #40 87.5 #50 85.2 Classification #100 82 1 USCS= MH AASHTO= A-7-5 #200 78.9 Remarks Moisture Content= 25.1 % Specific Gravity= Lab No.: 3884 Date: 9/18/18 Location: Bergen Street, Sta 11+50 Elev/Depth: Road Subgrade 4l, Client: Riverbend Development r&n F roe h l i n g and Project: Avinity Estates Phase I K Robertson, Inc. Location: Albemarle County Project No.: 71 W0013 Field Report r&R Froehling&Robertson,Inc. Crozet Office Report#: GFLD:7122-04367-1 Issue#: 1 6185 Rockfish Gap Turnpike Work Order#: 7122-04367 Crozet,VA 22932 Phone:434.823.5154 www.FandR.com Client Report No.: Client: Recipients: The results provided herein relate only to the items inspected and/or tested Riverbend Development This report shall not be reproduced,except in full,without the prior written approval of F&R 455 Second Street SE#400 Charlottesville VA 22902 Project: 71W0013 Avinity Estates Phase I Reviewed By: Dean Emily H Avinity Loop Review Date: 06/10/2022 Charlottesville VA 22902 General Information Location: Road Personnel: Dean Emily H Location Details: Degraw St, Bergen St, Montague St, Moffatt St, Emergency Access Road Title: P.E. Weather: Activity Date: 06/08/2022 Wind Speed: mph Air Temp: °F Activity Type: Observation New Discrepancies Recorded? Frequency: Periodic Yes, see"Discrepancies Noted" No Category: SE- Soils/Earthwork 11 Coverage: Additional Road Testing Field Notes F&R was on site as requested for additional testing on the referenced roads prior to surface asphalt being placed. F&R performed some or all of the following testing at the noted locations as needed to provide additional road construction information. -Where asphalt was present, cored the asphalt to expose the stone subbase, -Where no asphalt was present, performed density testing on the stone subbase, - Removal of stone subbase to measure thickness, - Perform Dynamic Cone Penetrometer(DCP) testing on the exposed soil subgrade, and -Collect CBR samples of the soil subgrade. F&R Results: The soil subgrade materials generally consisted of brown sandy Silt with little gravel with one location consisting of a brown silty Gravel. The DCP results are generally consistent with what would be expected from soils that were placed in a controlled and compacted manner. The DCP values as well as stone thicknesses, stone densities, and CBR results can be found in the attached table. Areas where thickness requirements were not satisfied are highlighted on the table. Results should be submitted to the design engineer for review and acceptance. Form No:190005 G-Field Report Page 1 of 2 Stone Testing Variance from Stone Dry Density %Compaction Optimum Soil Subgrade Location Thickness(in) (pcf) of Proctor %Moisture Moisture DCP Values CBR Results Degraw St,Sta 7+75&Bergen St,Sta 15+30 8-13-15 14.8 Montague Street,Sta 11+25 --- 10-20-50 8.8 Moffatt Street,Sta 15+50 6.25 6-7-8 Moffatt Street,Sta 17+00 9.0 --- --- --- --- 8-8-8 8.1 Emergency Access Road,Sta 10+75(paved) 6.75 148.3 100.2% 4.7 0 7-12-17 10.4 Emergency Access Road,Sta 15+00(paved) 12.25 147 8 99.9% 4.3 -0.4 13-20-50 9.8 Emergency Access Road,Sta 21+00(gravel) 148.9 100.6% 5.3 +0.6 9-13-16 6.7 `Stone Thickness Requirement Not Satisfactc- According to the drawings(Amity Estates- SM-Final Road Plan-1st Submittal,dated 01/16/2018),the pavement design section of the gravel portion of the emergency access road requires Bin of stone subbase. Page 2 of 2