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Home My WebLink AboutSUB201900024 Certified Engineer's Report 2021-03-29 (2)Pantops Corner As -Built Road Material Inspection Report 3-29-2021 CBR Reports BEARING RATIO TEST REPORT VTM-008 (2005) 200 2 160 1.6 V 120 1.2 C N C O �1 80 0.8 m m a 40 0.4 0 D 0 0.1 0.2 0.3 0.4 0.5 0 24 48 72 96 Penetration Depth (in.) Elapsed Time (hrs) Molded. . . . ___ . _, ._ _ _ Soaked _-__-- __ CBR(/e) Linearity Surcharge Me"' Density Percent of Molaturo Density Percent of Molalure 0.101n. 0.201n. Correction (lbs.) Swell (pcf) Max. Dons. (%) (pef) Max. Dens. (%) (In.) (%) 1 O 105.9 99.9 19.5 104.7 98.8 27.2 5.7 5.4 0.000 10 1.1 2 -o - — --- ---- -- - 3 ❑ Material Description USCS Max. Dens. Optimum Moisture LL PI ML 106.0 19.8 49 5 Reddish Brown, Brown and Gray sandy Silt, trace clay and gravel Project No: 19G-288-119 Test Description/Remarks: Project: Pantops Corner Site Work COT Standard Proctor Compaction Source of Sample: Pantops Corner Way Station 10+50 Sample Number: A Depth: subgrade Date: 2-17-20 BEARING RATIO TEST REPORT Geo-Terrain Organization Figure Moisture - Density Relationship Test 120 110 too a N C V C7 90 — 80 --- — _ ZAV for Sp.G. _ 70 Z65 0 10 20 30 40 50 60 Water content, % �— - Rock Corrected —0 - - Uncorrected Test specification: ASTM D 698-12 Method A Standard ASTM D4718-15 Oversize Corr. Applied to Each Test Point Elev/ Depth Classification Nat. Moist. G Sp.. ILL PI %> p4 %< No.200 USCS AASHTO subgrade ML A-5(6) 16.5 2.65 49 5 5.7 71.7 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION M Maximum dry density = 106.0 pCf 103.7 pcf Reddish Brol\n, Brown and Gray sandy Silt. trace clay and gravel Optimum moisture = 19.8 % 20.8 % rProject No. 19G-288- Client: Paontops Comer. LLC ;Remarks: I Project: Pantops Corner Site Work COT cSource: Pantops Corner Way Station 10+50 Sample No.: A Geo-Terrain Organization I' Figure Particle Size Distribution Report MINE % Fine Sand 1 % Fines 1 0.0 1 0.0 5.7 J 6.4 9.3 6.9 1 71.7 SIEVE SIZE PERCENT FINER SPEC.' PERCENT PASS? (X=NO) .75 100.0 .375 98.4 #4 94.3 #10 87.9 #40 78.6 #200 71.7 Soil DescriRMOn Reddish Broom, Brown and Gray sandy Silt, trace clay and gravel Atterberg Limits PL= 44 LL= 49 P1= 5 Coefficients D90= 2.6473 D85= 1.3070 D60= D50= D30= D15= D10= Cu= Cc= Classification USCS= ML AASHTO= A-5(6) Remarks (no specification Provided) Source of Sample: Pantops Comer Way Station 10+50 Depth: subgiade Sample Number: A Client: Paontops Comer, LLC Geo-Terrain Organization Project: Pantops Comer Site Work COT Date: 2-17-20 BEARING RATIO TEST REPORT VTM-008 (2005) 200 2 160 1.8 .y V 120 1.2 C eQ NN N 0: C O y i+ 80 0.9 m c IL 40 z .4 0 D 0 0.1 0.2 0.3 0.4 0 24 48 72 0.5 Penetration Depth (in.) Elapsed Time (hrs) Molded _ -- F(Pcq _ Soaked CBR(%) Llnwmy Surchargeensity �, 0.10 In. 0.401n. Pareent of Moleture Density Pereent of Moisture correction (Ila.) Max. Dens. (%) (pef) Max. Dens. (Ns) (in.) (%) 1 104.3 99.9 19.7 103.1 98.7 27.5 6.4 6.3 0.000 10 1.2 2 JC3 3 Material Description USCS Max. Dens. Optimum Moisture LL PI Brown and Reddish Brown sandy Silt, trace gravel ML 104.4 19.8 46 6 Project No: 19G-288-119 Test Description/Remarks: Project: Pantops Corner Site Work COT Standard Proctor Compaction Source of Sample: Pantops Comer Way Station 13+00 Sample Number: B Depth: subgrade Date: 2-17-20 BEARING RATIO TEST REPORT Geo-Terrain Organization Figure Moisture - Density Relationship Test 108 103 98 Ul C 93 88 ZAV for Sp.G. _ 83 2.65 0 10 20 30 40 50 60 Water content, % f - Rock Corrected --0-- - Uncorrected Test specification: ASTM D 698-12 Method A Standard ASTM D4718-15 Oversize Corr. Applied to Each Test Point Elev/ Depth Classification Nat. Moist. Sp.G. LL PI %> #4 %< No.200 USCS AASHTO subgrade NIL A-5(8) 17.9 2.65 46 6 5.2 793 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION dry density = 104.4 pcf 102.3 pcf sandy Silt, trace BroMaximum Bro+sn and Reddish gravel +el Optimum moisture = 19.8 % 20.8 % Project No. 19G-288- Client: Paontops Corner. LLC Remarks: Project: Pantops Comer Site Work COT 'c Source: Pantops Comer Way Station 13+00 Sample No.: B r j Geo-Terrain Organization ;I, Figure Particle Size Distribution Report 10C K 8C 7C W 6C Z u- Z 5C w U (If ac 3C 2C is C ��i�1 i■�■ini�i _ °�+a„ %Drawl %Sand %Fines Cwras Fins Coarse Medium - Fine Slit Clay 0.0 0.0 5.2 1 5.2 7.8 2.5 79.3 SIEVE SIZE PERCENT FINER SPEC.' PERCENT PASS? (X-NO) .75 100.0 .375 98.5 #4 94.8 #10 89.6 #40 81.8 4200 79.3 Soil Descriotion Brown and Reddish Brown sandy Silt. trace gravel Atterberg Limits PL= 40 LL= 46 PI= 6 Coefficients D90= 2,1303 D85= 0.8892 D80= D50= D30= D15= D10= Cu= Cc= Classification USCS= ML AASHTO= A-5(8) Remarks (no specification provided) Source of Sample: Pantops Comer Wa} Station 13-00 Depth: subgrade Sample Number: B Date: 2-17-20 Client: Paontops Comer. LLC Geo-Terrain Organization Project: Pantops Comer Site Work COT Project No: 19G-288-119 Figure BEARING RATIO TEST REPORT VTM-008 (2005) 100 2 80 1.6 .N _G al 60 U 1.2 C N C O Y 40 0.8 at d a 20 0.4 0 0 0 0.1 0.2 0.3 0.4 0.5 0 24 48 72 96 Penetration Depth (in.) Elapsed Time (hrs) Molded Soaked _ CBR I%) Linearity Surcharge Max. Density Percent of Moisture Density Percent of Moisture O.t01n. 0.201n. Correction (Ibe.) Swell (pcf) Max. Done. M (Pcf) Max. Dens. I%) (in.) I%) 1 O 90.4 99.8 21.2 89.0 983 29.2 3.4 3.4 0.000 10 1.6 2 L 3 ❑ Material Description USCS Max. Dens. optimum Moisture LL PI Light Brown with Dark Brown mottles sandy elastic Silt MH 90.6 21.3 55 10 Project No: 19G-288-1 19 Test Description/Remarks: Project: Pantops Comer Site Work COT Standard Proctor Compaction Source of Sample: Pantops Comer Way Station 15+60 Sample Number: C Depth: subgrade Date: 2-20-20 BEARING RATIO TEST REPORT Ge0-Terrain Organization Figure Moisture - Density Relationship Test 98 93 i--- ----- _ -- - - - - - - -- - - __. ------- 88 N 83 IN 0 78 - - --- - - - - — --- - ZAV for 73 ------ --- - --- -- — - -- Sp.G. _ 2.65 0 10 20 30 40 50 60 Water content. % Test specification: ASTM D 698-12 Method A Standard Elev/ Depth Classification Nat. Moist Sp.G. LL PI %> #4 %< No.200 USCS AASHTO subgrade MH A-5(15) 32.9 2.65 55 10 0.0 91.0 TEST RESULTS MATERIAL DESCRIPTION Maximum dry density = 90.6 pcf Optimum moisture = 21.3 % Light Brown with Dark Brown mottles sandy elastic Silt j Project No. 19G-288- Client: Paontops Corner. LLC I'i Project: Pantops Comer Site Work COT -Source: Pantops Comer Way Station 15+60 Sample No.: C Remarks: Figure Geo-Terrain Organization BEARING RATIO TEST REPORT VTM-008 (2005) 200 2 160 1.6 y O. V 120 1.2 C N y _ � N O N r A .`-. 80 0.8 N C 4) o. r 40 D.a 0 0 / I I 0 0.1 0.2 0.3 0.4 0.5 0 24 48 72 --] 96 Penetration Depth (in.) Elapsed Time (hrs) Molded FDOity _ Soaked C B R (%) Linear) surcharge Max. Percent of Moisture Density Percent of Moisture 0.101n. 0.20 in. Correction (Ibs.) swell 0 Max. Dons. (°61 (PC) Max. Dena. (%) (in.) N 1 O 112.4 100 18.7 111.0 98.7 26.9 5.4 4.9 0.000 10 1.2 2 0 - - 3 El --- -- -- — — — — - - Material Description USCS Max. Dens. Optimum Moisture LL PI c % Brown and Reddish Brown sandy Silt. trace gravel and mica ML 112.4 18.6 42 5 Project No: 19G-288-1 19 Test Description/Remarks: Project: Pantops Corner Site Work COT Standard Proctor Compaction Source of Sample: Pantrops Corner Way Station 17- 00 Sample Number: D Depth: subgrade Date: 4-19-20 BEARING RATIO TEST REPORT Geo-Terrain Organization Figure Moisture - Density Relationship Test 130 120 - U r -- r 100 ---------- ZAV for P - I _ _ 2.65 80 5 10 15 20 25 30 35 Water content, % t Rock Corrected -c- - Uncorrected Test specification: ASTM D 698-12 Method A Standard ASTM D4718-15 Oversize Corr. Applied to Each Test Point Elevl Depth Classification Nat. Moist. Sp.G. LL PI %> #4 % No.200 USCS__t AASHTO subgrade ML A-5(5) 19.5 2.65 42 5 0.1 73.1 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Maximum dry density = 112,4 pcf 112.4 pcf Bro%n and Reddish Broen sandy Silt, trace gravel and mica Optimum moisture = 18.6 % 18.6 % Project No. 19G-288- Client: Paontops Comer, LLC Remarks: Project: Pantops Comer Site Work COT o Source: Pantrops Comer War Station 17+00 Sample No.: D Geo-Terrain Organization Figure 10( Sc aC 7C 6C so 40 30 20 10 0 Particle Size Distribution Report d I� 1■I��lu''�I SMINE fll 11111110 ii■�i� � n % +3„ % Gravel f % Sand 1 % Fines ____ Coarse Fine Coarse Medium Fine Silt Clay 0.0 0.0 0.1 _ 2.6 5.4 18.8 73.1 I SIEVE SIZE PERCENT FINER SPEC.* PASS? PERCENT (X=NO) .375 100.0 44 99.9 #10 97.3 940 91.9 9200 73.1 Soil Description Bro«n and Reddish BroNvn sandy Silt, trace gravel and mica Atterberg Limits PL= 37 LL= 42 PI= 5 Coefficients D90= 0.3305 D85= 0.1976 D60= D50= D30= D15= D10= CU= Cc= Classification USCS= ML AASHTO= A-5(5) Remarks - (no specification provided) Source of Sample: Pantrops Comer Way Station 17+00 Depth: subgrade Sample Number: D Client: Paontops Corner. LLC I ;project: PanwpsComcrSitc Work Geo-Terrain Organization Date: 4-19-20 BEARING RATIO TEST REPORT VTM-008 (2005) z00 2 160 1.6 .N a u 120 1.2 A N YZ O rn r 60 0.8 � c d IL 40 0.4 0 0 0 0.1 0.2 0.3 0.4 0.5 0 24 48 72 96 Penetration Depth (in.) Elapsed Time (hrs) Molded _ Soaked _. _..f -_ CBR (%) - Linearity Surcharge Max. Density Percent of Molaturo Density Percent of Moisture i 0.10 in. 0.201n. Correction (I�') Swell (ptf) Max. Dens. (%) (pcf) Max. Dens. (off) (In.) 1%) 1 C 101.3 100 21.8 99.9 98.6 30.6 5.0 4.9 0.000 10 1.4 2 0 3 - Material Description USCS Max. Dena. Optimum Moisture LL PI Brown sandy Silt, trace gravel and inica ML 101.3 21.9 41 2 Project No: 19G-288-119 Test Description/Remarks: Project: Pantops Corner Site Work COT Standard Proctor Compaction Source of Sample: Travel Way'B' Station 12-00 Sample Number: E Depth: subgrade Date: 4-19-20 BEARING RATIO TEST REPORT Geo-Terrain Organization Figure Moisture - Density Relationship Test 120 110 -- -- - - ------- - ------------- o 100 T C 90 80 ---__. _- . ZAV for _--- Sp.G. _ 2.65 70 10 15 20 25 30 35 40 Water content, % Test specification: ASTM D 698-12 Method A Standard Elev/ Classification Nat. ^/, > % < Depth Moist. Sp.G. LL PI #4 No.200 USCS AASHTO subgrade ML A-5(4) 17.6 2.65 41 2 0.0 81.6 TEST RESULTS MATERIAL DESCRIPTION Maximum dry density = 101.3 pcf Brown sandN Silt, trace gravel and mica Optimum moisture = 21.9 % Project No. 19G-288- Client: Paontops Corner. LLC Remarks: Project: Pantops Comer Site Work COT --Source of Sample: Travel Wa+'B' Station 12-00 Sample Number: e Geo-Terrain Organization Figure Stone Subbase Depth and Compaction Reports 4 4 4 GEO-TERRAIN ORGANIZATION, INCe "YOUR GOALS FOUNDED ON OUR INFORMATION19 December 31, 2020 Pantops Corner, LLC Attn: Ben Brewer 12704 Crimson Corner Henrico, Virginia 23233 RE: Stone Subbase Depth and Compaction - Pantops Corner Way Pantops Corner Site Development COT Albemarle County, Virginia GTO Project No.: 19G-288-119 Dear Mr. Brewer: As requested, an engineering representative of Geo-Terrain Organization, Inc. (GTO) has visited the above referenced project site on various occasions to check the Virginia 21A stone base conditions for the new Pantops Corner Way. Pantops Corner Way is the main drive road for the new commercial development, Pantops Corner. Our staff has exercised the degree of care normally associated with a project of this type. On various occasions during the project, GTO personnel observed the stone base already placed. The stone subbase area was proofrolled usingthe available equipment on -site and observed byGTO personnel. In addition, thickness was checked at the proposed compaction test locations and was found to be in excess of ten inches at every location. The area appeared to be stable and sufficiently prepared to test for in -place density. GTO personnel checked the stone base placement. The Virginia 21A stone was tested for maximum dry density using the one -point proctor method (VTM-12), resulting in a weight of 144.9 pounds per cubic foot at an optimum moisture of 7.7 percent. In addition, field density testing using nuclear methods (ASTM D2922) were performed to check backfill placement. Test results indicate stone base appearsto conform to project specifications with regards to in -place density. Please see the field test results listed below for additional information. Summary of Stone Base Density - Pantops Corner Way Elevation Dry Maximum Station Along Below Density Moisture Percent Roadway Base Elev. (pcf) (%) Density( Compaction (ft) 10+50 0 142.6 6.5 144.9 98.4 13+00 0 143.5 7.0 144.9 99.0 15+50 0 142.0 6.8 144.9 98.0 100-A INTERSTATE BUSINESS PARK FRED ER I CKSBURG, VA Z24050OFFICE: 540.368-5724*FAX: 540-368.5725 Pantops Corner, LLC Re: Stone Subbase Depth and Compaction - Pantops Corner Way Pantops Corner Site Development COT December 31, 2020 11 17+00 1 0 1 143.1 1 7.4 1 144.9 1 98.8 Based upon the test results, it appears the stone subbase for the new development area has been prepared to a satisfactory condition with regards to soil density and moisture. Thank you for the opportunity to assist you in this capacity. If you have any questions regarding this letter, please do not hesitate to contact our office. /7 nara, P.E. ;al Engineer C:/GTO Document Folder/GTO Geotechnical 2019/19G-288.119/Pantops Corner Stone Letter 12-31-20.doc Base Asphalt Testing Reports 44 A GEO-TERRAIN ORGANIZATION, INC. "YOUR GOALS FOUNDImD ON OUR INF❑RMATI❑I'.Irs December 31, 2020 Pantops Corner, LLC 12704 Crimson Corner Henrico, Virginia 23233 Attn: Mr. Ben Brewer RE: Asphalt Thickness - Base Course Pantops Corner Site Development COT Albemarle County, Virginia GTO Project No.: 19G-288-119 Dear Mr. Brewer: As requested, an engineering representative of Geo-Terrain Organization, Inc. (GTO) has visited the above referenced project site to check asphalt thickness on the new base course paving along Pantops Corner Way. Testing was performed in general accordance with Virginia Department of Transportation requirements. Our staff has exercised the degree of care normally associated with a project of this type. The asphalt paving operation was checked every 200 lineal feet for asphalt placement after roller passes using an asphalt measurement stick. Checks indicate base asphalt was placed at a thickness of at least 5.0 inches at all locations measured. Thank you for the opportunity to assist you in this capacity. If you have any questions regarding this letter, please do not hesitate to contact our office. I a, P.E. Engineer C:/GTO Document Folder/GTO Geotechnicai 2019/19G-288-119/ ^^•^^- ^ ^ ^ 3^ ^^ doc I00-A INTERSTATE BUSINESS PARK FREDERI C KS BURG, VA 22405•OFFICE: 540-368.5724•FAX: 540-368-5725 4 4 4 GEO-TERRAIN ORGANIZATION, INC. �,716 "YOUR GOALS FOUNDED ON OUR INFORMATION" December 31, 2020 Pantops Corner, LLC Attn: Ben Brewer 12704 Crimson Corner Henrico, Virginia 23233 RE: Asphalt Compaction - Pantops Corner Way (All) Pantops Corner Site Development COT Albemarle County, Virginia GTO Project No.: 19G-288-119 Dear Mr. Brewer: As requested, an engineering representative of Geo-Terrain Organization, Inc. (GTO) has visited the above referenced project site to check base course asphalt compaction on the new paving along Pantops Corner Way. Testing was performed in general accordance with Virginia Department of Transportation requirements. Our staff has exercised the degree of care normally associated with a project of this type. The fresh hot mix asphalt was checked for temperature and was measured to be 282 degrees Fahrenheit. A roller pattern established at the outset of the project indicated six passes of the smooth drum roller is satisfactory for compaction of the base course. A control strip was performed using the recommended six passes of the roller to establish the maximum in -place asphalt density of 144.4 pounds per cubic foot (pcf), requiring a minimum passing test to be 137.2 pcf. Tests were performed every 200 lineal feet of roadway. Based upon observed results, it appears the asphalt was placed and compacted in general accordance with VDOT requirements. Please see the field test results listed below for additional information. > Pantops Corner Way, Station 10+50, density 141.5 pcf �- Pantops Corner Way, Station 12+50, density 139.6 pcf v Pantops Corner Way, Station 14+50, density 140.2 pcf Pantops Corner Way, Station 16+50, density 143.8 pcf Thank you for the opportunity to assist you in this capacity. If you have any questions regarding this letter, please do not hesitate to contact our office. C:/GTO Document Folder/GTO Geotechnical 2019/19G-28&119/Pantops Base Asphah Compaction Letter 12-31-20.doc 1 OD -A INTERSTATE BUSINESS PARK FREDERICKS aU RG, VA 22405 0 OFFICE: 540.368.5724 0 FAX: 540-368.5725 Surface Asphalt Testing Reports GEO-TERRAIN ORGANIZATION, INC. "Y OUR GOALS FOUNDED ON OUR INFORMATION" January 15, 2021 Pantops Corner, LLC 12704 Crimson Corner Henrico, Virginia 23233 Attn: Mr. Ben Brewer RE: Asphalt Thickness - Surface Course Pantops Corner Site Development COT Albemarle County, Virginia GTO Project No.: 19G-288-119 Dear Mr. Brewer: As requested, an engineering representative of Geo-Terrain Organization, Inc. (GTO) has visited the above referenced project site to check surface asphalt thickness on the new surface course paving along Pantops Corner Way. Testing was performed in general accordance with Virginia Department of Transportation requirements. Our staff has exercised the degree of care normally associated with a project of this type. The asphalt paving operation was checked every 200 lineal feet for asphalt placement after roller passes using an asphalt measurement stick. Checks indicate surface asphalt was placed at a thickness of at least 2.0 inches at all locations measured. Thank you for the opportunity to assist you in this capacity. If you have any questions regarding this letter, please do not hesitate to contact otir nffino C:/GTO Document Folder/GTO Geotechnical 2019/19G-25&119/ .aoc 100-A INTERSTATE BUSINESS PARK FREDERICKSBURG, VA 22405 9 OFFICE: 540-368-57240 FAX: 5413.368.5725 4 4 4 GEO-TERRAIN ORGANIZATION, INC. "YOUR GOALS FUNDED ON OUR INFORMATION" January 15, 2021 Pantops Corner, LLC Attn: Ben Brewer 12704 Crimson Corner Henrico, Virginia 23233 RE: Asphalt Compaction - Pantops Corner Way (All) Pantops Corner Site Development COT Albemarle County, Virginia GTO Project No.: 19G-288-119 Dear Mr. Brewer: As requested, an engineering representative of Geo-Terrain Organization, Inc. (GTO) has visited the above referenced project site to check surface course asphalt compaction on the new paving along Pantops Corner Way. Testing was performed in general accordance with Virginia Department of Transportation requirements. Our staff has exercised the degree of care normally associated with a project of this type. The fresh hot mix asphalt was checked for temperature and was measured to be 276 degrees Fahrenheit. A roller pattern established at the outset of the project indicated seven passes of the smooth drum roller is satisfactory for compaction of the surface course. A control strip was performed using the recommended seven passes of the roller to establish the maximum in -place asphalt density of 146.0 pounds per cubic foot (pcf), requiring a minimum passing test to be 138.7 pcf. Tests were performed every 200 lineal feet of roadway. Based upon observed results, it appears the asphalt was placed and compacted in general accordance with VDOT requirements. Please seethe field test results listed below for additional information. ➢ Pantops Corner Way, Station 10+50, density 144.3 pcf ➢ Pantops Corner Way, Station 12+50, density 142.4 pcf Pantops Corner Way, Station 14+50, density 144.9 pcf ➢ Pantops Corner Way, Station 16+50, density 143.1 pcf Thank you for the opportunity to assist you in this capacity. If you have any questions regarding this letter, please do not hesitate to contact our office. C.,/GTO Document Folder/GTO Geotechnical 2019/19G-28&119/Pantops Surface Asphah Compaction Letter 1-15-21.doc I OD -A INTERSTATE 8U51N ESS PARK FR E D E R 10 KS 8 U RG, VA 22405 00FFI 0 E: 540-368.5724 0 FAX: 540-368-5725 Concrete Testing Reports Geo-Terrain Organization, Inc Concrete Cylinder Repo . Project Name: Pantops Corner Site Development COT Clients Name: Pantops Corner, LLC Attention: Ben Brewer Project Location: Albemarle Co_ VA GTO Job #: 19G-288-119 Log Book #: PC1 Set # 1 of 4 cylinders Date Sampled: 11/26/19 Storage Location: Curing Box Other (specify): on site protected Weather: cloudy Temp. (°F): 51 Sampled By: PJF Time: 1:00pm Placement Location: Curb Design Strength of Delivered Mix (psi. (g 28 days): 3000 Mix Designation #: Water added on -site (gal.): 0 Air Content (%): Stump (in.): 2,50 Supplier: Concrete Temp. (°F): 65 Truck #: Ticket #: Concrete sampling in accordance with ASTM C-172. Cylinder molding and laboratory curing ASTM C-31, compressive strength testing ASTM C-39. Slump testing ASTM C-143, temperature testing ASTM C-1064, unbonded caps use ASTM C-1231, unless noted, and air content testing ASTM C-231, unless noted. Cylinders 6" diameter x 12", unless noted. Lab # Log Book # Date Tested Type of Fracture Max Load (Ibs) Dia. (in) Area (in ) Compressive Strength (psi) Age (days) Curing Code (L) Lab (F) Field 1 PC1 12/3/19 A 33560 4.00 12.57 2670 7 L 2 PC1 12/24/19 A 41970 4.00 12.57 3339 28 L 3 PC1 12/24/19 A 40600 4,00 12.57 3230 28 L 4 PC1 0 4.00 12,57 0 L 5 0 4.00 12,57 0 L Specification Requirement: 3000 28 L Remarks: Test Results Reviewed By: 01 A 4 Cone & Cone Shear & Split (5) (C) Types of Fractures I 1H Shear Columnar (C) (E) R.,W J„ y s..aos E \18G28&t 19119fi28&1 t9 Cgn1 Geo-Terrain Organization. Inc. Project Name: Pantops Corner Site Project Location: Albemarle Co, VA Development COT Clients Name: Pantops Corner, LLC GTO Job #: Attention: Ben Brewer 19G-288-119 Log Book #: PC2 Set # 1 of 4 cylinders Date Sampled: 12/20/19 Storage Location: Curing Box ❑ Other (specify): on site protected Weather: cloudy Temp. (°F): 45 Sampled By: PJF Time: 3 30pm Placement Location: Curb Design Strength of Delivered Mix (psi. @ 28 days): 3000 Mix Designation #: Water added on -site (gal.): 0 Air Content (%): Slump (in.): 2,00 Supplier: Concrete Temp. ff): 58 Truck #: Ticket #: Concrete sampling in accordance with ASTM C-172. Cylinder molding and laboratory curing ASTM C-31, compressive strength testing ASTM C-39. Slump testing ASTM C-143, temperature testing ASTM C-1064, unbonded caps use ASTM C-1231, unless noted, and air content testing ASTM C-231, unless noted. Cylinders 6" diameter x 12", unless noted. Lab # Log Book # Date Tested Type of Fracture Max Load (Ibs) Dia. (in) Area (in') Com ressive P Strength (psi) A e 9 (days) Curing Code (L) Lab (F) Field 1 PC2 12/27/19 A 32900 4.00 12,57 2617 7 L 2 PC2 1117/20 B 39760 4.00 12.57 3163 28 L 3 PC2 1/17/20 B 42050 4,00 12,57 3345 28 L 4 PC2 0 4,00 12.57 0 L 5 D 4,00 12,57 0 L Specification Requirement: 3000 2g L Remarks: Test Results. x Comply with Sr Do Not Comply Reviewed By: X V Cone Cone & (A) Cone Shear & Split (B) (C) Types of fractures V I Shear Columnar (D) (E) Re�,u Ju1,5 2X5 E''19 28&11%19 i?Wl19 WU Geo-Terrain Organization, Inc. Concrete Cylinder Report 4 Project Name: Pantops Corner Site Development COT Clients Name: Pantops Corner. LLC Attention: Ben Brewer Project Location: Albemarle Co, VA GTO Job #: 19G-288-119 Log Book #: PC3 Set # 1 of 4 cylinders Date Sampled: Storage Location 4/29/20 Curing Box ❑ Weather: cloudy Temp. (`F): Placement Location: Curb Other (specify): on site protected 68 Sampled By: PJF Time: 4.00pm Design Strength of Delivered Mix (psi. @ 28 days): 3000 Mix Designation #: Water added on -site (gal.): 0 Air Content (%): Slump (in.): 250 Supplier: Concrete Temp. (OF): 72 Truck #: Ticket #: Concrete sampling in accordance with ASTM C-172. Cylinder molding and laboratory curing ASTM C-31, compressive strength testing ASTM C-39. Slump testing ASTM C-143, temperature testing ASTM C-1064, unbondod caps use ASTM C-1231, unless noted, and air content testing ASTM C-231, unless noted. Cylinders 6" diameter x 12", unless noted. Lab # Log Book # Date Tested Type of Fracture Max Load (Ibs) Dia. (in) Area (in ) Compressive Strength (psi) Age (days) Curing Code (L) Lab (F) Field 1 PC3 5/6/20 C 34670 4,00 12.57 2758 7 L 2 PC3 5/27/20 A 42330 4.00 12.57 3368 28 L 3 PC3 5/27/20 B 44910 4.00 12.57 3573 28 L 4 PC3 0 4,00 12.57 0 L 5 0 4.00 12.57 0 L Specification Requirement: 3000 28 L Remarks: Test Results X Comply with Do Not Corn Reviewed By: "Az H Cone Cone & Shear Columnar (A) Cone Shear (D) (E) & Split (15) (C) Types of Fractures RwINE-Juv5.20X E I9G 288.119119G-2M11i L'aI Geo-Terrain Organization, Inc. Project Name: Pantops Corner Site Development COT Clients Name: Pantops Corner, LLC Attention: Ben Brewer Project Location: Concrete Cylin,:., Pam:' Albemarle Co. VA GTO Job #: 19G-288-119 Log Book #: PC4 Set # 1 of 4 cylinders Date Sampled: 5/15/20 Storage Location: Curing Box ❑ Other (specify): on site protected Weather: cloudy Temp. ff): 72 Sampled By: PJF Time: 3 30pm Placement Location: Curb Design Strength of Delivered Mix (psi. @ 28 days): 3000 Mix Designation #: Water added on -site (gal.): 0 Air Content (%): Slump (in.): 2.25 Supplier: Concrete Temp. (°F): 76 Truck #: Ticket #: Concrete sampling in accordance with ASTM C-172. Cylinder molding and laboratory curing ASTM C-31, compressive strength testing ASTM C-39. Slump testing ASTM C-143, temperature testing ASTM C-1064, unbondod caps use ASTM C-1231, unless noted, and air content testing ASTM C-231, unless noted. Cylinders 6" diameter z 12", unless noted. Lab # Log Book # Date Tested Type of Fracture Max Load (Ibs) Dia. (in) Area (in') Compressive Strength (psi) Age (days) Curing Code (L) Lab (F) Field 1 PC4 5/22/20 C 35250 4.00 12.57 2804 7 L 2 PC4 6/12/20 B 44400 4,00 12.57 3532 28 L 3 PC4 1 6/12/20 B 45830 400 12.57 3646 28 L 4 PC4 0 4.00 12.57 0 L 5 0 4.00 12,57 0 L Specification Requirement: 3000 28 L Remarks: Test Results: X Comply Do Not Reviewed By: Strength W 4Cane Cone & (A) Cone Shear & Split (B) (C) Types of Fractures I H Shear Columnar (D) (E) Rev ,My 5.2 E]19 2M 119k19G-2W 119 C*M