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HomeMy WebLinkAboutSUB201500069 Calculations Road Plan and Comps. 2015-05-19 ■ 0 9 2 b '( '-‘7 TL.SlA1211186 Asphalt Concrete Density Quality Control(QC)Test Report-Nuclear CProjextScbedule Number: t.i ��}11� Number. �r Route Number .eD taDD cavity: f�/,af.1r� '-„”) 4' From(Station,MP.Int.,etc.): To(Station,MP,Io.,etc.): Direction(eg,NB,SB,etc.) Lane(Inside,Center,Right,etc): w QC Lot 0: Application Rate(Ibsrsy): Aabpah Mix TypeJ� --6 � ,+1, Asphalt Job Mix Number: Nuclear Gauge Model Number: �+ Gauge Calibration Date: • " - I Nuclear Change Serial Number: 44194 ) Depth Setting(in/mm): .t Control Seip Information: 1 Control Strip Number and Date `1 i ".. ..ti„ . 2 Target Density front Control Strip 91 ►. 10? lbs/ftt(kg/m') 3 Mininuun Density(98%Of Control Strip Target Density) V Ibsfftt(kg/m') 4 Maximum Density(102%Of Control Strip Target Density) lbs/ftt(kg/m') QC Testing Results By Nuclear Gauge: Location Nuclear Density Sublot Average Joint Density lbs/tts Amo) Sublet No. Distance Offset lbs.1P(kg/m') lbs IP(kg/m') Left(C or U)' Right(C or U)' la 7 ry ' Lo. I 62 lb 7 r 151. 1 2b �x)7 75". � a 3a 66 I j- ,4 O 3b 4a .146.2_ �, LG 4b it 5a Si 6a 6b p Ta 7b Average: 400 3 Does the QC Test Section:(circle one) FAIL *-C n Confined Ft.U=Unconfined it. Comments: 41.14 QC Technician: . :Iajt,,(VAI)?(...- t ✓ Date: 19 -414) Observed By: WHITE-VDOT Materials YELLOW-VODT Inspector PINK-Office GOLD-Field -moi . • i a: __ __ ... 4 ilk I EO-TERRAI ORGANIZATION C1 "YOUR GOALS FOUNDED ON OUR INFORMATION" January 21,2026 Earthworks Excavating,Inc. Attn: Pete Wildman 4301 Watts Passage Charlottesville;Virginia 22911 REOn Site Cut for Fill Conditions Hilibrook Subdivision COT Albemarle County, Virginia GTO Project No.:16G-1901 Dear Mr,Wildman: As requested, Geo-Terrain Organization, Inc. (GTO) has visited the above referenced project site to check the cut being garnered from the project storm and sanitary utility line excavations for possible use as engineered fill within the proposed fill areas on-site. Two stockpiles were sampled by GTO personnel and the samples were returned to our laboratory for natural moisture and moisture-density relationship testing in general accordance with ASTM 0698 and VTM-1(standard Proctor). Our staff has exercised the degree of care normally associated with a project of this type.All inspections were performed in general accordance with 2009 IBC Section 1704 requirements for special inspections. In general, the cut material obtained from the sanitary utility line excavation (visually classified as a gray and brown sandy silt with gravel) is well suited for engineered fill use with a corrected maximum dry density of 123.6 pounds per cubic foot. The material from the storm utility excavation(visually classified as a reddish brown sandy elastic silt with trace gravel and mica)should be reserved for pond embankment fill or non-structural areas. It has a corrected maximum dry density of 90.5 pcf and is not easi Moisture Density Relationship : d 1 w I 3 d.r, i IT _mow......,_ —,._,,r a a Y 90 l i A Vi 4 -..,---1, i ,.1,,,.....^f^.-......... , ,...,,-.,....._ ._. -e- \ 3 Y ... _- { 1 { 1 SFJ , ; { 1 1 1 1 i 1 t t ) 1 c { ! 1 J jj , , 755 i i , 7 1 I ) .� _ 1 1 _ .__ i .1. i Sp G. �_ 2.35 70 i I l- ! . . _! 0 10 20 30 3 40 3. 50 60 Water content,% --;—-Rock Corrected p -Uncorrected Test specification: ASTMD 698-12 Method A Standard ASTM 1)4718-87 Oversize Corr.Applied to Each Test Point, , Devi Classification Nat. %a % Depth USCS AASHTO Moist Sp G. LL Pt No,ZOt? -3' 38.7 2.65 1.65 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Maximum dry'density=90.5 pcf 89.8 pef Reddish Brown sandy Silt,trace clay and , gravel Optimum moisture 23.8% 24.2% • Project No. 16G-199- Client: Earthworks Excavating Remarks: Project: Hillbmok`Subdivision COT o Source;Sample from storm excavation Sample No.:2 : Ge ►-T rra rani anon Figure -, Moisture Density Relationship 130i, ; , , _ , 1 I S ij }} 3i 1 f -iil R. E 125 , 1 ly I1 m i., .,._. ! r,:....,......-_.1. itfriPINIP i " •lr.� �.k. ,_ :w j ..w....._...- L _1 { III ill a I I . 120,._. i( , 1 • I f I v, I k c % -I-' 115 7 i 1 I l I 3W , I 3 i 110 ' I 1 t� r .....,...___ ...._._. _ ..., j _ IW. 4....4.4.. _. .. . { 105a 4�.,__,2,65 1 1. 0 5 10 15 20 25 30 Water content, % l Rock Corrected Q -Uncorrected Test specifica0on ASTM D'698-t2 Method A Standard ASTM D 4718-87 Oversize Corr.Applied to Each Test Point Else/ Classification Nat. %> %< Depth USCS AASHTO Moist Sp,t`a, LL PI IM No200 -3' 14.8 2.65 5.56 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Maximum dry density= 123.6pcf 121.7 pcf Gray and Brown sandy Silt, gravel and mica rProject No, 160-199- Client: Earthworks Excavating Remarks: Project: Hillbrock Subdivision COT ()Source:Sample from sewer excavation Sample No.: 1 Geo-Terrain Organization Figure * GEO-TERRA1N ORGANIZATION, INC SS YOUR GOALS FOUNDED ON OUR INFORATION" April 12,2016 Earthworks Excavating, inc. Attn: Pete Wikiman 4301 Watts Passage Charlottesville,Virginia 22911 RE: Concrete Test Results-Curb Hiiibrook Subdivision COT Albemarle County,Virginia GTO Project No.:16G-199-001 Dear Mr.Wildman: As requested, Geo-Terrain Organization, Inc. (GTO) has visited the above referenced project site to monitor the placement of curb concrete on March 1st,2016. Our staff has exercised the degree of care normally associated with a project of this type.All inspections were performed in general accordance with 2009 18C Section 1704 requirements for special inspections. In general, the curb concrete appears to meet project and Virginia Department of Transportation specifications for slump (2 inches), air content (6.7 percent), and temperature (69 degrees Fahrenheit). One set of cylinders was cast and transported to our laboratory for compressive strength analysis. Test results indicate the concrete cylinders tested achieved adequate strength after a 28 day cure. Therefore, the concrete utilized for the curb within the cukie-sac appears to be satisfactory,and should perform as intended. 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. Sincerely, Geo-Terrain ' `Lieo-t, • / , P- e nem itg vtTaltsix„0.0 e echnical Ertgireer rrtv,SA 0/GTO Documents/GTO Geotechnical 2013/i8G-199-001/Sonmete Curb Letter 4-12-i6,tloc 100-A INTERSTATE BUSINESS PARK FREIDERICKBBURO, VA 22405*OFFICE: 540-36S-5724 FAX: 540-368-5725 Geo-Terrain Oranizatton. il;oncrete Cylinder Report 10'02 Stoner Dove, stn+t A 3 Phone, (840) ,I8..,4- "1 ;t Fredeccksb srg Vtr tnta 22408 Fax (540)834 14 Project Name: Hilibrook Subdivision Project Location: Albemarle Co.,VA Clients Name: Earthworks Excavating GTO Job#: 16G-199-001 Attention: Pete Wildman Log Book#: 1-181 Set# 1 of 5 cylinders; Date Sampled: 311116 Storage Location: Curing Box o Other(specify): on site protected Weather: ptly cloudy Temp.(°F): 48 Sampled By: PJF Time: 4:30pm Placement Location: Curb within Cul-de-6c Design Strength of Delivered Mix(psi.se 28 days): 3000 Mix Designation#: A-3 Water added on-cite(gal.): Air Content(%): 5.7 Slump(in.): 2.00 Supplier: Wilson Ready Mix Concrete Temp.(°F): 59 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-1084,unbonded caps use ASTM C-1231,wises noted,and air content testing ASTM C-231,unless noted. Cylinders 8"diameter x 12",unless noted. Log Curing Lab# Book Date Type of Max Load Dia. Area Compressive Age Code Tested Fracture (lbs) (in) (int) Strength(psi) (days) (L)Lab (F)Field 1 H81 3/8/16 B 41540 4.00 12.57 3305 7 L 2 HB1 3/29/16 B 59090 4.00 12.57 4701 28 L 3 1481 3/29/16 B 64660 4.00 12.57 5144 28 L 4 HB1 0 4.00 12.57 0 L 5 HB1 0 4.00 12.57 0 L Specification Requirement: 3000 28 L Remarks: t ii OF Test Results: x Comply R . AValve 0�,, pressivev r/ Ø?/ tOYt@ ((18Co8 Shear Columnar Reviewed B i N ' =iaj35 ` (A) &Spit year (D) (E) y. l'` ":; ($) (C) ` Types of Fractures commitJori 0,2005 Ftie0.trioamee-ignm7 can 1 . * L . GEO-TERRAIN ORGANIZATION, INC. "YOUR GOALS FOUNDED ON OUR INFORMATION" April 19,2016 Earthworks Excavating,Inc. Attn: Pete Wildman 4301 Watts Passage Charlottesville,Virginia 22911 RE: Undercut Lot 1 HIlibrook Subdivision COT Albemarle County, Virginia GTO Project No.:166-199-001 Dear Mr.Wildman: As requested, Geo-Terrain Organization, Inc. (GTO) has visited the above referenced project site to check the undercut from an apparent disposal pit located within the proposed building pad location for lot I. Our staff has exercised the degree of care normally associated with a project of this type.All inspections were performed in general accordance with 2009 IBC Section 1704 requirements for special inspections. In general, the undercut was performed satisfactorily, with removal down to natural materials that were observed to be a sandy silt with rock fragments. Once the unstable material was removed,the area was checked for stability utilizing the heavy duty construction equipment onsite. The area appeared to be stable,and backfill operations to finish subgrade elevations were able to begin. GTO personnel observed and checked the backfill operations. Appropriate soil samples from the onsite borrow material were obtained and transported to our laboratory for moisture-density relationship testing(standard Proctor)in general accordance with VTIVI-1 and ASTM 0698. in addition,field density testing using nuclear methods(ASTM 02922)were performed during soil subgrade backfill placement. Test results indicate soil backfill placed up to and including April 4th,2016 appear to conform to project specifications with regards to in-place density. Please see the field test results listed below and the attached laboratory data sheet enclosed for additional information. Summary of Soil Density - Lot 1 Elevation Proctor Location Below Density Moisture Percent Sa (lot) Subgrade (Pt* (X) mosCompaction (ft) Number i, 1 4 117,5 14.6 1 95,1 . i cm-A INTERSTATE BUSINESS PARK FREDERICKSBURG, VA 22405•OFFICE: 543-358-5724.FAX 540-36B-5725 • Earthworks Excavating, Inc. Re: Undercut, Lot 1 Hilibrook Subdivision COT April 19,2016 Page 2 1. -2' 1184 14.1 1 95.8 J. -IP 117.9 15.1 1 95.4 . 1 Subgrade 118.0 15.2 1 - 95.5 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. ,, -- .-- . 44 ----- . ,,, Sincerely; . OF 6171,,,g, ,,,Oritin/lial::',., / / ' 77 ‘yi ei , ti(1.06 11trfanara, P.E.E f----::T------,, et/i/ 4,- - Geot Finical Enfpneef, \'‘ r C'GTO Documents/GTO Geotechnical 2016/160-199-00VLIndercut Lot i Letter 4-19-18.doc Moisture-Density Relationship Test 130 1 1 l • f Iiii # i III t __ t__± -—4- i .t._ + , . -- ,......._,.. _ -- -. H.__- . @ i : 4 i { 125 I } ' _ _ 1 ; , GG7GT, G�� l 3i 1 { 3 _ i -- _ _.. -„_ { 1 I I { % i ' 1 ! i { 120 1 1 i iµ j 1 f , �` � t L! f. +_ _ _ .� --t— t. 1 1 _Lill- f , 1__.i I 1 1,_____J__1____t____L__.„,_..____:___+ _1 i 1 ' 1 t ' { i '. 1 s 1 11 i 110 { 1 1 1 , r- 1 ( i--_,--- _ - j._._ ;�.. __, i___4-_- --- -- — ' —_..1--.- -_.__I .._,—.._.-..,_.+_. , __ : .., .., ZAV for 1 , : 105 I{ , { .6 s 0 5' 10 15 20 25 30 Water content, —*—-Rock Corrected O -Uncorrected Test specification: ASTM D 698-12 Method A Standard ASTM D'4718-87 Oversize Corr:Applied to Each Test Point, Kiev/ Classification Nat. %.> °Jb Depth USCS AASHTO Moist Sp.G. LL PI #4 No.200 -3' 14.8 2.65 5.56 I ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Maximum dry density'= 123.6 pa 121.7 pcf ay and Brown sandy Silt,trace gravel and mica Optimum moisture- 12.2% 12.8% Project No. 16G-199-. Client: Earthworks Excavating Remarks: Project: H"illbrook Subdivision COT o Sources Sample from sewer excavation Sample No.: 1 Geo-Terrain Organization Figure * 11 L CiEO-TERRAIN ORGANIZATION, INC • "YOUR GOALS FOUNDED ON OUR INFORMATION" April 20,2016 Earthworks Excavating,Inc. Attn:, Pete Wildman 4301 Watts Passage Charlottesville,Virginia 22911 RE: California Bearing Ratio Test Results Hillbrook Subdivision COT Albemarle County, Wrginfa GTO Project 166-199-001 Dear Mr.Wildman: As requested,Geo-Terrain Organization,Inc.(GTO)has obtained representative samples of pavement subgrade soils at locations estimated using the civil engineering consultant produced plans at the above referenced project. Samples were obtained where feasible based upon previous investigation and California Bearing Ratio(CBR)tests were performed to verify the required pavement design thicknesses for the proposed development. The testing includes the full distances of roadway included within the planned Hilibrook subdivision (Hillbrook Court,all). Design parameters were established based upon the traffic count provided by the civil engineering consultant and laboratory testing performed on samples of proposed subgrade soils. The following results were obtained by performing CBR testing in general accordance with Virgnia Test Method(VIM)8. > The soils on site generally classify as silty sands and sandy silts,with some trace clays,mica, and gravel.As tested,these materials have an average soil support values,confirmed by an average CBR value of 7.1. > in paved areas,the soli up to six(6)inches below planned subgrade elevations for controlled fills should be compacted to ninety five percent (95%) of its maximum dry density as determined by VIM-1(AASHTO T-99)Specifications. The final six(6) inches up to subgrade should be compacted to at least one hundred percent(100%)of its maximum dry density. Moisture contents of the subgrade should conform to the moisture specifications set In the VDOT Road and Bridge Specification manual. > Any sidewalk,curb and gutter,and driveway areas should also be treated as above. 100-A INTERSTATE BUSINESS PARK FREDERICKSBURG, VA 22405'OFFICE: 540-368-57240 FAX: 540-368-572 s 5 Earthworks Excavating Re: California Bearing Ratio Test Results Hilibrook Subdivision COT April 20,2016 Page 2 A The following recommended pavement section is based on the VDOT Vaswani design method for Secondary Road Pavement, using the above mentioned average CBR value of 7.1. This value should be representative of the soils that may be encountered at pavement subgrades. The resiliency factor for the soil, given by the site location in Albemarle County and soft classifications, is 1.0, and the thickness equivalency factor used is 1.67. The design traffic volume is estimated to be 60 vehicles per day,one direction,for Hiilbrook Court. This traffic volume was assumed to contain five(5)percent heavy truck traffic. Pavement Sections for Hilibrook.Hilibrook Court(All): Asphaltic Concrete Surface Course,VDOT SM-8.5 2.0 inches Aggregate Subbase Course,VDOT 21A 6.0 inches Subgracles that have been exposed to weather changes or disturbances should be scarified approximately six(6)inches and recompacted to 100%of Maximum Dry Density Immediately prior to the placement of the aggregate base course. The roadway subgrade is also subject to proofroll utilizing a fully loaded tandem axle dump truck or similar pneumatic tire equipment to verify stability prior to the placement of the aggregate base course. 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. Sincerely, p , H 4 Geo Te 0 ` - Orgaft x Inc, - 0 f P ter 1. F are,P.l+, 11(1 9' • eotechnical Engin 45 ,f`rIO 1, WGTO oocumenWGTo ceotechn fie/Iso4ssOOVH#ttbrook CSR Letter 4.2046,doc `'`* Via Department of Transportation—Pavement Design Guide (01996(rev2000) Appendix IV Flexible Pavement Design Worksheet for New Subdivision Streets This sheet is intended for use and submission in conjunction with T's Subdivision Street Requirements County I v Date:/0zo 1 6 , Subdivision }-P r 7] " Street Name r If krr 1 Developer A! 1 /24 a v, Phone: ADT Projected traffic for the street segment considered,as defined in the Subdivision Street Requirements. CBRo Design CBR a Average of CBRT x 2/3 and modified only as discussed in the Pavement Design wide: CBR- CBR value of the subgrade samples taken and tested as specified in the Pavement Design Guide DME T District Materials Engineer . EPT Equivalent prejected baffle • HCV Number ofHeavy Commercial Vehicles(e.g,trucks,buses,etc.,with 2 or more axles and 6 or more tires). %ITCV Percentage of the total traffic volume composed of Heavy Commercial Vehicles: . RE Resiliency Factor w Relative value of the subgrade soil's ability to withstand repeated loading. SSV Soil support value of'subgrade(SSV=CBR0 x RF) DpTress index of proposed pavement design computed by the Conventional Pavement Design Method Da Thickness index required,based on Design ADT and SSV,determined by Appendix y j u+* sr. -..,‘4''''' J.:a -1 it k v:,, .. '.`Stet s ,, si et i1E13irteXeswt Values, ,... ' sx r: , =t .+ , `<- .„fv.es`t•--...,,,,,,,t,.'. '.. .c',",F' :=,;''*'r��'.°if-s". B+S. `i 1� -4�+ v�,. A {-.A- �'"."h5. ADT ' s Sample DBR Resiliency Factor (R #1 '), Source Value %%HCV=100xHCVxADT) °c,,,fit 02 S, 7 Table1 or 20 x HCV Note:For #3 Appendix I /,0 VaHCV>%, # MAE a roved RE /0 Irate:For%HCV G)5%,use ADT EI'T>AT?T - # For preliminarydesigns,use the lowest RF_. . # value in the equation Design ADT 6 D, CBRn x RF ;;SSV''';' Use greater of ADT or EFT ( 'f; 7) x ( /to ) a `7 Ste}}•'i3ttPavem.nt:Design 'tCheck appropriate box and show proposed pavement design below.) 0 (A) Limited td Design;ADT S 400-Show pavement material notations and thickness from Appendix IV Tables A and B. 0..03)'Show pavement section as developed in the Pavement Design Guide. ._--__._.DR=y..0 f . ....... (Set Appendix in tier material notations and thickness equivalency values{s)). from Appendix if Description of Proposed Pavement Section t lateriat Notation Thickness,h a (a x h) . Surface 4,1~ 4 e 61.,&i,..4 , Siki- 9° ' c? ,h 4?f / 14 Rase 7 6A-641 4, ' V_ , , io Subbase • Pp must equal or exceed the value of DR DI7.�E(a x b) 26 BEARING RATIO TEST REPORT VTM-008 (2005) 350 1 f 1 I 280 __T........._. ; 1 Fi 1 1 1 I i I 0.6 210 — .._ ___�_. __.._.._._ �.. ,..€ . _�.__ re I l I 3 f i 4 t4a --._�._ .-.____ 11I I 3 0 0 0.1 02 0.3 0.4 0.5 0 0 24 48 . 72 96 Penetration Depth(in.) Elapsed lime(hrs) Maw_ _ _ ___ Soaked ____.._ __ MIR(SI Linearity max.Density - Percent of € Moisture Density Percent at Moisture Correction Surcharge Swell (pet) j Max.D� : (')%) (Pe) Max.Dens. ' (%). E1.10 in. , D�ti ln. 0114 (i6s.) e) 1 0 125.1 i 99,6 I 119 124.5 99.1 I 15 Cr 8.4 i 9.2 0.000 10 0.5 2 A gg, Material Description NFU. Optimum LISC S Dens. Moisture U. PI (ecfl (V Brown sandy Silt,some gravel and rock fragments,trace mica ML 125.6 11.9 0 0 Project No: 166-199-001 Test Description/Remarks: i Project Rilibrook Subdivision COT Standard Proctor Compaction I Source of Sample:Millbrook Court and Old Brook Road Sta. 10+10 Sample Number:4 Depth:subgrade Date:4-20-16 BEARING RATIO TEST REPORT Geo-Terrain Organization Figure Moisture-Density Relationship Test I yI i kk f k l i E 130 . I 1 I i ij 'T 920 [ _ b a ( I t [ -,---i-- -- 110 iI ,,, € I f i E i i E I E I f h ----1- t I t 100 j i D 1 1 p £ i j 1 ` , Y f F for -4---L-L_7-_- ( __ --- sAv 90 I I I I I , i J , E I I I m X 2.65 0 5 10 15 20 25 '30 Water content,% -is—-Rock Corrected --o---Uncorrected Test specification: ASTM D 698-12 Method A Standard ASTM D 4718-87 Oversize Corr.Applied to Each Test Point Devi Classification Nat, - %y % Depth . USCS AASHTO Moist. #4 LL Pi #4 No,* subgrade ML A-405) 13.3 2,65 0 0 15.5 50.9 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Maximum dry density= 125.6 pcf 120.0 pet* Brown sandy Silt,some gravel and rock fragments,trace mica Optimum moisture= 11.9% 13.7% Project No 160-199- Client 'Earthworks Excavating Remarks: Project Llillbrook Subdivision COT o Source:Hilibrook Court and Old Brook Road Sta.10+10 Sample No.:4 Geo-Terrain Organization Figure Particle Size Distribution Report 100 I_ 1 . 1 I f , f L _ E I 1 1 1 1 1 1 11 i I i I 1 1 I ( 1 1 i so L 1 1 I i i I t, 1 I I i - 1 1 1 1 70 r l 1 l ( I I I ! I ( 1 ! ! I I i 1 1 +a F- 50 l 1 4 „1_, _ I I fI. , I I ( I I I 1 ( 1 E I f 1 1 l W 40 1 1 . r l , ,i ( i 1 1 I I 1 1 1 1 i l 1 1 1 I I I i 1 I 20 l 1 1 l I I 1 1 1 . 1 1 f I l 11 I I l I I 10 1 I ( 1 I I. I I 1 1 1 I I ( 1 l I 1 1 1 1 0 1 I 1 I I ! ( 1 f 100 10 1 0.1 0.01 0.001 GRAIN SIZE-MM. ,fr, %Gravel _ %Sand %Fines Coarse I Firm Coarset medium Fires Slit I Clay T 0.0 0.0 I 15.5 3.8 8.4 21.4 50.9 SIEVE, PERCENT SPEC.* PASS? MatedgiAgireditticiD SIZE FINER PERCENT (X=NO) Brown sandy Silt,some gravel and rock fragments,trace .375 100.0 mica #4 84.5 #10 80.7 #40 72.3 Atterberg Limits #60 64.9 PL= 0 LL= 0 P1= 0 #200 50.9 Coefficients Dge 6.3764 De5=4.8986 D60=0.1719 D 0= Cu=C Classification USCS= ML AASHTO= A-4(0) Remarks * fed specification provided) Source of Sample:t{iilbmok Court and Old Brook Road Sta.10+10 Sample Number:4 Depth:subgrade Date: 4-20-16 Client Earthworks Excavating Geo-Terrain Organization Pro}ect: H1Iibrook Subdivision COT No: 160-199-001 Figure . Moisture-Density Relationship Test 100 11 II 1a 1 } 1 i 1 - iii S i t : f i i ; —fa 1 1- -- f- r - -1'—P-++�t. t -_ ' —41---�_- 95 1 . 1 ► "1 t f 1 1 f1 I t :( [ _44_44--.-L.....�-, -L_- ---;-- 1... t...., t f i 1 P -1---1;----- ________t_l - T 11 r i \ , 11 i l ` __ x w_.._, . _- -...._ F 1 a 1 1 1 I 80 HI I ' , - r ZAV for i. L...--,Sp.G. 1 1 _ I I , t _ _ , I 2.68 f r___,__,t,.... i 1 '......., ...f________i_..1,,_ ij _______ 1 75 -h-.._ --t - - � .- ` [ 3 10� 15 i �` �� 1 i 1 i E 1 ' 25 30 35 40 Water content,% --♦ Rock Corrected 0 -Uncorrected Test specification: ASTM D 698-12 Method A Standard ASTM D 4718-87 Oversize Corr,Applied to Each Test Point Elev/ Classification Nat. %a %< Depth USCS AASHTO Moist. Sp.C3. LL Pt 1/4 No.10 scbgrade ML A-7-5(11) 29.2 2.65 49 19,, 6.6 62.3 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Maximum dry density um 94.7 pcf 91.8 pcf rO and Light 11rown sandy Silt,trace gravel,clay,and mita. Optimum moisture=21.3°%o 22.7% Project No. 16G-199- C1`tent: Earthworks&c vati g Remarks: Project Hillbeook Subdivision COT o Source:HillbrookCourt cul-de-sac Sta.11+62 Sample No.:3 Geo-Terrain Organization Figure N -. Particle Size Distribution Report 100 1T ( 1 0 I I i , i (` i 1 1 I i 1 I ! I ! I I I L I •90 1 I , I I I I I I I 11 I I I 10 , J I I I 1 I I I I ' Ian eb • ( I I I i I I I LT- z 50 I i I I I i I I i I I I f I I I I I I I I i 30 i I I 'I I I f 1 , I I 11 I I I I I 1 I 20, I_ 1 -i•. 1 I I I I I I I I I I I I I I I 1 I 10 0 , I 100 10 1 0.1 0.01 ., 0.00i GRAIN Si -mm. 94+3" SS Gravel - __ %Sand %Fines Coarse Fins Coarse I Medium Fina Silt _ CI { 0.0 0.0 I 6.6 3.3 ( 4.3 23.5 62.3 SIEVE PERCENT SPEC." PASS? Material Description SIZE FINER PERCENT ((rNQ) Brown and Light Brown sandy Silt,trace gravel,clay,and .375 100.0 mica #4 93.4 #10 90.1 #40 85.8 Atterberg Limits #60 79.7 PL= 30 LL= 49 Pl= 19 #200 62.3 Coefficients D601.7376 0 0.39080= L710= Cu= C Ciaeelflcatlgn USCS= ML AASHTU= A-7-5(11) Reingifkilt * (no specification provided) Source of Sample:Fiilibro©k Court cul-de-sac Sta.11+62 Depth; bgrade Sample Number:3 Date: 4-20-16 Client Earthworks Excavating Project; Millbrook Subdivision COT Geo Terrain Organization • Project No: 160-199-001 figure L • GE O-TERRAIN ORGANIZATION , INC. ;YOUR GOALS FOUNDED ON OUR INFORMATION" May 18,2016 Earthworks Excavating, Inc, Attn: Pete Wildman 4301 Watts Passage Charlottesville,Virginia 22911 RE: Underground Stormwater Storage Facility Hilibrook Subdivision COT Albemarle County, Virginia GTO Project No,:16G-199-00 . Dear Mr,Wildman. As requested, Geo-Terrain Organization, Inc. (GTO) has visited the above referenced project site to monitor the construction of the underground stormwater storage facility. The facility is located partially within the inbound lane right-of-way of Hiilbrok Court, Our staff has exercised the degree of care normally associated with a project of this type. The excavation for the facility was completed to the recommended depth and the soil subgrade appeared to be firm,stable,and free from debris or standing water. Pipe bedding and backfill to the top of the pipe was completed utilizing Virginia#57 stone.The remaining backfill above the storage facility up to finish subgracie elevations was completed utilizing Virginia 21A stone. Compaction testing of the stone was performed during placement. GTO personnel observed and checked the backfill operations. Appropriate soil samples from the Virginia 21A material were obtained and transported to our laboratory for moisture-density relationship testing(standard Proctor)in general accordance with VTM-1 and ASTM D698. In addition field density testing using nuclear methods(ASTM D2922)were performed during soil subgrade backfill placement. Test results indicate soil backfill placed up to and including May 17th,2016 appear to conform to project specifications with regards to in-place density. Please see the field test results listed below and the attached laboratory data sheets enclosed for additional information. Summary of Soil Density - Storage Tank Area thtion Elevation an'. Proctor Promo Below Densky Moisturesample Percent End Subgrade tib (° 3lum5er Compaction 00 15' -2' 146:6 5- i ' -''' - '.5 1 4 99,5 100-A INTERSTATE BUSINESS PARK FREDERICKSBURG, VA 22405.OFFICE 540.365.57724•FAX'. 540-368.572 t _ Earthworks Excavating, inc. Re: Underground Stormwater Storage Facility Millbrook Subdivision COT May 18,201.6 Page 2 -1' 1454 5.9 4 98.7 15' 0,5' 145,1 5.8 4 98.5 10' 0 1463 5.2 4 993 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. Sincerely '' e: 614i Geo-T * _=n'� ✓ •n,Inc. Fanara, a 839 e otechnical En O�, .: y" �I " O,/GTO Documents/GTO Geotechnical;2016/i.6G-i99 OO1/Tank Letter 5.18.16,doc - " U . .. ... . . , . Moisture-Density Relationship Test 155 1 I : 1 1 1 1 1 1 i III 1 -----1--- 1-1,-------4-4-' -„4-, 4.- -4,, 4.-- L 1.,-,1,------------i ------ 4----ri:- -,--4 , 1 I , ---, 4----1 -4-Li-----;-,----4---4- : : ; 4 4. L i i -1-- -1----4---Ir'--4--4--- III ! ! ! , ; [ -------f-1 --- 1? 147.1P'-!-1-----1-1-------1----1------F-1! i--1-----1-r--1--1---- -----h-i-F7 - ---i----4.-----------1-----r-i---1- -1-- I - - -- 4 1 44- ' I- --4- i 4 . i .; i [ • 1 L III ! 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I .L111 111 0 5 10 15 - 20 25 30 Water content, % ---4,----Rock Corrected 0 -Uncorrected Test specification: ASTM D 698-12 Method A Standard ASTMD;4718,47;Oversi;e-CorrrApplied to Each Test Point Bed Classification Nat. %> %< Depth litICS . AASHTO Moist. Sp.G. LL PI #4 No.200 subgrade 2.65 55.2 ROCK CORRECTED TEST RESULTS , UNCORRECTED MATERIAL DESCRIPTION Maximum dry density--.--- 147.3 pcf 127.4 pef Gray and Brown Virginia 21A stone Optimum moisture=5.1 % 1 9.0% Project No. 16G-1,99- Client: Earthworks Excavating Remarks: Project: Bilibrook Subdivision COT Source of Sample:Virginia 21A fiVITIRockydale Sample Number:5 ..: Geo-Terrain n Organization .. , Figure : , - L GEO-TERRAIN ORGANIZATION, INC. 1111 "YOUR GOALS FOUNDED ON OUR INFORMATION" May 19,2016 Earthworks Excavating,Inc. Attn: Pete Wildman 4301 Watts Passage Charlottesville,Virginia 22911 RE: kill/brook Curt Proofroll - -- Hilibrook Subdivision COT Albemarle County, Virginia GTO Project Nor:16G-199-001 Dear Mr.Wildman: As requested, Geo-Terrain Organization, inc. (GTO) has visited the above referenced project site to proofroll the Virginia 21A stone subbase.Roadway checked as part of this project includes all portions of Millbrook Court. Our staff has exercised the degree of care normally associated with a project of this type.A fully loaded on-road dump truck was utilized to proofrolf the aforementioned roadway sections. The proofroll revealed that the curb line at the extreme end of Hilibrook court cul-de-sac contained material that deflected excessively under the proofroll load. This Is likely due to moisture infiltration from previous recent rain events. GTO recommends excavating these areas to soil subgrade elevations,evaluating these conditions,and replacing excavated materials with new,full depth Virginia 21A stone compacted to Virginia Department of Transportation requirements. Thank you for the opportunity to assist you in this capacity. if you,have any questions regarding this litter, please do not hesitate to contact our office. Sincere ,, . "* ' 0,* II *.:.f.111*-T.;' i Inc, fa - iff t, iv?),i,,L• Pet,, anara, P.Vd '4u4ey : 0 Geotechnical EnOn : Po 'f.)._4 , - At FliG" e't sik1/204444404 CATO Document /GTO GeriternfliCal 2016/166-199-001/Fraefr0ll Latter 5-2.946.clee I CICI-A INTERSTATE BUSINESS PARK FREDERICKSBURG, VA 22405•OFFICE: 540-36E1-5724 0 FAX: 540-3613-8725