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SUB200400102 Calculations Road Plan and Comps. 2005-10-14
10/14/2005 15:32 4349793759 VDOT PAGE 01/02 j •Y Virginia Department of Transportation Charlottesville Residency 701 VDOT Way Charlottesville, VA 22911 Phone (434) 293-0011 FAX(434) 979-3759 Date: /0- /sd-os From : .at SCR To : �',Ccy CI'e- Phone: -7Y-293 FAX : `?' 7 2 y4,, ,s FAX: 6,7 Cal, C 47s, & fl, A,t..d 2c7cl $do �w ge��yC u�� �r 4 Number of Pages Z ,(Including Cover Sheet) If you, have any trouble receiving this information,please call VDOT at(434) 293-0011. 10I14/2005 15:32 4349793759 VllUI F'HUt b2/ez VIRGI NIA DEPARTMENT OF INTRA-DEPARTMENTAL, O NRAR TION NDUM October 13,2005 MEMORANDUM TO: Mr.I.S. Utterback ATTENTION: Mr.C.T.Baber FROM: Roger C.Riner `.k.,:P �LVi�c, n,.od SUBJECT: CBR Tests&pavement Design I OCT 7 4 20115 NFG' Summerford Lane&All "C" ^i_n„.., I_F VA Ballard Field Subdivisioq (sta. 18+52 to 23+61) 7, ;,Or l''JCF Albemarle County In response ne'o your memorandum dated 10-5-05,i have gn worksheets for the above roadways My revieweindicates that the tests a performed in the proper manner. the five( )CBR tests submitted with the pavement Ppear to have been The pavement design worksheets submitted are those from the preliminary soil conditions and not the actual test results, Consequently,1 have run design analyses using the actual test results and the traffic shown on the worksheets. However,i note that the traffic volumes given on the on assumed worksheets are inconsistent with the volumes indicated on the lot layout sheet which was also submitted with the test data. The volumes used on the worksheets are higher and are consistent with the tabulated traffic provided with the previous tests submitted in August of this year.Therefore i have used them in the design computations. My design analyses indicate that the minimal design for use of an asphalt concrete rfacing(2" SM-9.5A over 6"Aggr,Base,Type 1,Size 21A)is structurally adequate for the actual soil and anticipated traffic for these roadways. Consequently,the pavement designs shown on the worksheets submitted are much more than satisfactory for Summerford Lane. Although no worksheet was submitted for Alley"C",the table of design data from the August submittal shows the use of the minimum design of 2"SM-9.5A over 6"aggregate. This is satisfactory also. Let me hew if thither discussion is desired. etz,v......" Rorer Riner .&nt District Materials Engineer • A.opFA �t 1,11 dllll '7+ COUNTY OF ALBEMARLE Department of Community Development 401 McIntire Road, Room 227 Charlottesville,Virginia 22902-4596 (434)296-5832 Fax(434)972-4126 TRANSMITTAL TO: Jimmy Fretwell DATE: October 12, 2005 Virginia Department of Transportation SUBJECT: CBR Old Trail Lower Ballard The following items are being sent ® Attached ❑ Via Fax ❑ Copy of Letter 0 Specifications 0 Shop Drawings ❑ Plans 0 Contract ® Other ❑ Plat 0 Change Order COPIES DESCRIPTION 2 CBR test reports 2 Location Map 2 Pavement Design ❑ For Approval 0 Approved as Submitted 0 Resubmit Copies for Approval ® For Your Use 0 Approved as Noted 0 Submit Copies for Distribution ® As Requested 0 Returned for Corrections 0 Return Corrected Prints O For Review and Comment 0 For Bids Due ❑ Prints Returned after Loan to Us 0 Remarks: Copy: Signed: If enclosures are not as noted; kindly notify us at once. BEIGHTS DEVELOPMENT CORPORATION 800 EAST JEFFERSON STREET CHARLOTTESVILLE , VIRGINIA 22902 434 . 245 . 0100 FAX : 434 . 245 . 0300 TRANSMITTAL TO: WARNER WILKERSON FROM: TOM SINCLAIR COMPANY: DATE SEPT 29, 2005 COUNTY OF ALBEMARLE fax number: TOTAL NO.OF PAGES INCLUDING COVER: PHONE NUMBER: SENDER'S REFERENCE NUMBER: RE: OLD TRAIL, CROZET VA. YOUR REFERENCE NUMBER: ❑ URGENT ❑FOR REVIEW ❑ PLEASE COMMENT ❑PLEASE REPLY ❑PLEASE RECYCLE NOTES/COMMENTS: Transmittal for C B R test reports Brookview Road, sta 5+25 ave CBR value 15.0 Brookview Road, sta 10+25 ave CBR value 21.8 Brookview Road, sta 15+25 ave CBR value 35.3 Brookview Road, sta 20+25 ave CBR value 20.7 Grassdale Lane, sta 10+50 ave CBR value 22.0 Grassdale Lane, sta 15+25 ave CBR value 19.3 Hampstead Drive, sta 10+25 ave CBR value 8.8 Transmitting: three sets of CBR test reports with original pavement design copy to: Parham Construction(transmittal with reports) file(transmittal with reports) BEIGHTS DEVELOPMENT CORPORATION 800 EAST JEFFERSON STREET CHARLOTTESVILLE, VIRGINIA 22902 434-245-0100 434-245-0300 Fax September 29, 2005 Mr. Warner Wilkerson County of Albemarle Dept of Engineering& Public Works 401 McIntire Road Charlottesville,Virginia 22901-4596 Re: Old Trail, Ballard Field: CBR test reports Brookview Road sta 5+25, 10+25, 15+25, 20+25 Grassdale Lane sta 10+50, 15+25 Hampstead Drive sta 10+25 Fax no 972-4035 Dear Mr. Wilkerson, This letter is to accompany CBR test reports as described above. We are not anticipating a pavement redesign and are hereby requesting that the original design be approved as the final design. Please review this information to determine the adequacy of the current design for the pavement and notify me of your findings as soon as possible. If you have any questions or require any additional information, please contact me at any time of your convenience. pec y,. 'Thomas . Clair cc Mr. Ronnie Parham file • REAL ESTATE ADVISORS • CONSULTANTS INVESTMENTS • DEVELOPMENT N Virginia Department of Transportation—Pavement Design Guide ® 1996 Appendix IV Flexible Pavement Design Worksheet for New Subdivision Streets This sheet is intended for use in conjunction with VDOT's Subdivision Street Requirements County Alt{3c i,n.A(2i.7�- �p . Date: 7. Subdivision f3`.fin / :vr,D Street Name 3jg iv s 20 / Sib. Sfob Developer ,g_ i%sc,uo Aim.) 1'f1oP r, i.c phone: Ce3t j`'2�,0l Do ADT Projected traffic for the stree� t segment considered,as defined in the Subdivision Street Requirements. CBR0 Design OR=Average of CBRT x 2/3 and modified only as discussed in the Pavement Design Guide. CBRT OR value of thesubgrade sample,taken and tested as specified in the Pavement Design Guide • DME VDOT District Materials Engineer . EPT Equivalent projected traffic HCV Number of Heavy Commercial Vehicles(e.g.trucks,buses,etc.,with 2 or more axles and 6 or more tires). %HCV Percentage of the total traffic volume composed of Heavy Commercial Vehicles. RF Resiliency Factor=Relative value of the subgrade soil's ability to withstand repeated loading. • SSV Soil support value of subgrade(SSV=CBRo x RF) DP Thickness index of proposed pavement design computed by the Conventional Pavement Design Method DR Thickness index required,based on Design ADT and SSV,determined by Appendix IL • .yx 3zx: ,.,�:.<..�>s:<*�Ya;-''�:sa�w°33.s�`�:;�' ':z�a� xr�x.: _ .:�. ... :.:o: �.Y». ::'t.!'Y'_'`� -Y,''`R- • x, �6 SFr '^x`F%..a'w""ieai?asri,�A''x.."a aw. .' `� �f t P! 'Ca' ADT goo. Sample CBRT Resiliency Factor (RF) %HCV=100 x HCV_ADT # I Source . Value EPT=0.20(%HCV x ADT) �/ # 2 Table 1 or /'OD # 3 Appendix • 20 x HCV Note:For approved roved RF # '/oHCV>SYo Note:For%HCV S 5%,use ADT EP I�ADT' # For preliminary designs,use the lowest RF value in the equation Design ADT=greater of `Q 0 CBRo x RF ADT or EPT ( fib ) x ( '/-o ) = 5. 0 >>��� � e. �/ � .Y::^:i•{?' �w.r{�{ '"3'IIv" e '2'�S�w°v:raeS.;'tt �x<�z..�. T Ae{e+Y'.V'''nnr�'2 nnn Y�':G. �k�aFF ; w�.!-' x,>lniti 91 �`.. .: '. , .. a �y». _r �{( . . :may ... .w.w.. .0.. ::nfl'� YXY>1'9.vy..;>..:'Wv.b.. 6.' �..a'4�ir��wl �. ❑ (A) Limited to Design ADT s 400-Show pavement material notations and thickness from Append&IV Tables A and B. ❑ (B) Show pavement section as developed in the Pavement Design Guide. DR= fig 3 (See Appendix III for material notations and thickness equivalency values(a)). i from Appendix II . :x.ewv✓a»:,:n:.;:wz�;.»w.w.;:r.n:«u..u:;v;.m»:aw>xausaww»w>w»»:;wwwaE.w:emeam>:xawa:mc»max;.om.»r<wauzro.x..oa.«ova.,xar..:e:.xw:«w<e:;w�em.aw..:w:,wo:<e»:.vua:u..>:..xa.awcs Description of Proposed Pavement Section • Material Notation Thickness,h a (a x h) - Surface 7i1- %SA l•ce Z•zs 3 fl • Base 6m- 7,5.0 3" 27s -7 Subbase 2(- c3 h'a 0,6 3. 6o DP must equal or exceed the value of DR.. DP= _/3.`f 3 1/ 21 • Virginia Department of Transportation—Pavement Design Guide ® 1996 Appendix IV Flexible Pavement Design Worksheet for New Subdivision Streets This sheet is intended for use in conjunction with VDOT's Subdivision Street Requirements County Rt,(3 EMRRL.E CO Date: ? — q-oy Subdivision 13A Lt. MCI) F) E L P Street Name 5SOOK- UtE W lkort1) I t TO 25•F )b Developer MPOSCH MOu NI f11 N PROY EIS TI 651 1.•L. C. Phone: y3y_ Z.95—Pico ADT Projected traffic for the street segment considered,as defined in the Subdivision Street Requirements. CBR. Design CBR=Average of CBRT x 2/3 and modified only as discussed in the Pavement Design Guide. CBRT CBR value of thesubgrade sample,taken and tested as specified in the Pavement Design Guide I)ME VDOT District Materials Engineer • BPT Equivalent projected traffic HCV Number of Heavy Commercial Vehicles(e.g.trucks,buses,etc.,with 2 or more axles and 6 or more tires). %HCV Percentage of the total traffic volume composed of Heavy Commercial Vehicles. RF Resiliency Factor=Relative value of the subgrade soil's ability to withstand repeated loading. SSV Soil support value of subgrade(SSV=CBRX x RF) Dp Thickness index of proposed pavement design computed by the Conventional Pavement Design Method • • DR Thickness index required,based on Design ADT and SSV,determined by Appendix IL �/' cY rs � r. nr<LNs'�'.;k> :7"':' f.x."' .. %2a��:.:..>::: ..._� ... • > �:.. . : �1�<;�,I��te: � tr ��� .,. ' ,., :ta�d� '1�.�' t `" t ::<'•:;4,, . ADT 2 l7 Sample CBRT Resiliency Factor (RF) %HCV=100 x HCV_ADT # 1 • Source . Value EPT=0.20(%HCV x AM) # 2 Table 1 or 'Zd # 3 Appendix I • 20 x HCV Note:For # DME approved RF Note:For%HCV 5 5%,use ADT %E1�ADT # For preliminary designs,use the p ntary lowest RF value in the equation Design ADT=greater of CBRn x RF = ADT orEPT 21-0 ( 5 •o ) x ( 1. O ) = 5.0 3 +� r: � �'6a``yik:�'. `: '? T :.� .z"L�,::&;S�.i�`xF'<�T�`s:'_.:fi�n':��:7i: .r..... �z�,�.e':...>: -, �,.,-gOARP13 it nt ' ►9.W. ? PI �[. gi v3 P �% . a s ❑ (A) Limited to Design ADT S 400-Show pavement material notations and Oddmess from Appendix IV Tables A and B. ❑ (B) Show pavement section as developed in the Pavement Design Guide. j DR= 9' (See Appendix HI for material notations and thickness equivalency values(a)). it from Appendix H _ Description of Proposed Pavement Section Material Notation Thickness,h a (a n h) Surface 5 M- 9.5 R ' 1. 5 " 2..is 3.315 Base 1M- V5.o 3 it 2•t5 G•-15 Subbase 21 — B 6 " 0.S. g.t o Dp must equal or exceed the value of D . Dp=E(a x h)= 13,'73 17 21 , • Virginia Department of Transportation—Pavement Design Guide 0 1996 Appendix IV Flexible Pavement Design Worksheet for New Subdivision Streets This sheet is intended for use in conjunction with VDOT's Subdivision Street Requirements County A i,g EM A R C E (,O. Date: 7—4 -o Subdivision bR L t. h& D F161.0 Street Name Ht1M?S1EA0 PRIV E FELL Developer MptRcH Mov,07Pdt' QRoPCRTies, L.L.C. Phone: y3y.. 2y5---°too ADT Projected traffic for the street segment considered,as defined in the Subdivision Street Requirements. CBRJ Design CBR=Average of CBRT x 2/3 and modified only as discussed in the Pavement Design Guide. CBRT CBR value of the'subgrade sample,taken and tested as specified in the Pavement Design Guide DME VDOT District Materials Engineer EPT Equivalent projected traffic HCV Number of Heavy Commercial Vehicles(e.g.trucks,buses,etc.,with 2 or more axles and 6 or more tires). %HCV Percentage of the total traffic volume composed of Heavy Commercial Vehicles. RF Resiliency Factor=Relative value of the subgrade soil's ability to withstand repeated loading. SSV Soil support value of subgrade(SSV=CBR, xRF) Dp Thickness 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 II. ."..7F^:4 :S 7ti�i>i�r$K.: .,:;n;C.'1»:Atria�>,' ain- . .. '_ ::gin:,,. §?:5::g:.l cc ,XA _ #tee Dlpsigu,xAR x �, ' •eintiobAganie, -r"f ss ADT 6o Sample CBRT Resiliency Factor (RE) %HCV= 100 x HCV_ADT # 1 Source Value EPT=0.20(%HCVxADT) too # 2 Tablet or # 3 Appendix I 20 x HCV Note:For # DME approved RF Note:For%HCV S 5%,use ADT a/oEpI�ADT' # For preliminary designs,use the lowest RF value in the equation Design ADT=greater of \60 CBRr x RF = �: V, aie' �::xb.a ADT or EPT ( 5.0 1 x t. o — 5. d �'��.:x:err>�-�r�,�--.,�'w;.,..:...,�.-�.::w"�,. : .� .. a .g i3. • a U` S gnu. gc1 . : :'aRif e N" @ :< ,� ��.;,�;�.?�:�.��g,: :.�_�.:.��';;; . �a� �`� �:::.<.:R, �P� •?tit L :z� .. : r �x .. ..,:.. n�Y•,. �w....:.>..}::.. �'..S'.%n>':..'...:.`:.:r'.:.:rh ...Yr,..:m:r.;.:.<.-: i.:..,.�F:..�ti ❑ (A) Limited to Design PDT 5 400-Show pavement material notations and thickness from Append'oc IV Tables A and B. ❑ (B) Show pavement section as developed in the Pavement Design Guide. ; DR= 7•o (See Appendix III for material notations and thickness equivalency values(a)). i from Appendix II Description of Proposed Pavement Section Material Notation Thickness,h a (a x h) Surface 5 M- 9.5 p (•. 5 " 2.1-5 3.315 Base fSM ' 25.O 3 " V.25 6..7S Subbase Z\— Rj 6 If 0.6 3. 6 D. must equal or exceed the value of Da. Dp=E(a x h)= k 3.13 21 Virginia Department of Transportation-Pavement Design Guide 0 1996 Appendix IV Flexible Pavement Design Worksheet for New Subdivision Streets This sheet is intended for use in conjunction with VDOT's Subdivision Street Requirements County ALBEMflRLE CO. Date: 7- 9- oy Subdivision $pr L I A F.D P I f=L Street Name G4 pis OR I ' LPttE 'moo 7O 11t 5'1 Developer MARCH Movvt. 1gipN i'RotteRTIES, L.L. Phone: 43y-2y5- it) � ADT Projected traffic for the street segment considered,as defined in the Subdivision Street Requirements. CBR2 Design CBR=Average of CBRT x 2/3 and modified only as discussed in the Pavement Design Guide. CBRT CBR value of the'subgnde sample,taken and tested as specified in the Pavement Design Guide DME VDOT District Materials Engineer . EPT Equivalent projected traffic HCV Number of Heavy Commercial Vehicles(e.g.trucks,buses,etc.,with 2 or more axles and 6 or more tires). %HCV Percentage of the total traffic volume composed of Heavy Commercial Vehicles. RF Resiliency Factor=Relative value of the subgrade soil's ability to withstand repeated loading. SSV Soil support value of subgrade(SSV=CBR4 x RF) D. Thickness index of proposed pavement design computed by the Conventional Pavement Design Method DR Thickness index required,based on Design ADT and SSV,determined by Appendix IL �����:. :f':<£S.S^"rSs, �c".r. >:z'> ." "x w.,x...:..,xr,�..�..:..»..: �;,.r� x... e ell", ORMATt fig,W � P -Pi.t �►%riernA' ,419 ; ' 3.3..,>; Y .F,:....,. dE> .buy» .r £ 25, b ADT SO � 3t � . raa: ? ta O Sample CBRT Resiliency Factor (RF) %HCV=100 x HCV=ADT # 1 • Source . Value EPT=020(%HCV x ADT) Son # 2 Table 1 or # 3 Appendix 20 x HCV Note:For # DME approved RF Note:For%HCV S 5%,use ADT %E # For preliminary desk P bF valu designs,use the lowest RF value in the equation Design ADT=greater of CBR0 x RF = I`' Zoo .. ADT or EPT ( 5.o ) x ( I.o ) _ SD y :; , E'-*u ry ,e . ai f1 s r ❑ (A) Limited to Design ADT S 400-Show pavement material notations and thickness from appendix IV Tables A and B. ❑ (B) Show pavement section as developed in the Pavement Design Guide. I DR= 8.5 (See Appendix III for material notations and thickness equivalency values(a)). I from Appendix II Description of Proposed Pavement Section Material Notation Thickness,h— a (a x b) Surface 5 M ' C . S A I. 5 " tits 3.3'75 • Base bM- 25. p 3 " a.z5 y.i5 Subbase Z i- 5 6 " 0 .6 3.6 Dp must equal or exceed the value of DR. Dp=E(a x h)= 13,7 3 21 • Virginia Department of Transportation-Pavement Design Guide ® 1996 Appendix IV Flexible Pavement Design Worksheet for New Subdivision Streets This sheet is intended for use in conjunction with VDOT's Subdivision Street Requirements County A(;B (kk (O. Date: — OL( Subdivision BA- R() FIELD Street Name (a(}5 5 0 N i s L R NE 17h5 "I ?o )3 4-113 Developer MRRGH Mour$-rfrt'c ?RDtpeR71Cs, h. C. Phone: ti34 2tig_610-O ADT Projected traffic for the street segment considered,as defined in the Subdivision Street Requirements. CBRo Design CBR=Average of CBRT x 2/3 and modified only as discussed in the Pavement Design Guide. CBRT CBR value of the'subgrade sample,taken and tested as specified in the Pavement Design Guide DME VDOT District Materials Engineer • EPT Equivalent projected traffic HCV Number of Heavy Commercial Vehicles(e.g.trucks,buses,etc.,with 2 or more axles and 6 or more tires). %HCV Percentage of the total traffic volume composed of Heavy Commercial Vehicles. RF Resiliency Factor=Relative value of the subgrade soil's ability to withstand repeated loading. SSV Soil support value of subgrade(SSV=CBR0 x RF) Dp Thickness index of proposed pavement design computed by the Conventional Pavement Design Method DR Thickness index required,based on Design ADT and SSV,determined by Appendix H. ADT l o b Sample CBRT Resiliency Factor (RF) %HCV=100 x HCV_ADT # 1 Source , Value EPT=020(%HCV x ADT) # 2 Table I . or 20 o # g Appendix 1 20 x HCV Note:For # DME approved RF Note:For%HCV 5 5%,use ADT %HCV>5%, # EPDADT For preliminary designs,use the lowest RF value in the equation. Design ADT=greater of CBRc x RF = ADT or EPT 20.O f 5.o ) x ( t• o ) = S. •vim«. . v 9 p untC:bru& *See +Y d'x Yax .>n':.:�y. . .yF... :�"r..,;.�:�j.�:�a�'u.,¢crrA•.. ... ..�� , �bF� ';�.r .. .. . : .... : .�,u. :suede n o:. ❑ (A) Limited to Design ADT 5 400-Show pavement material notations tis and thickness from Appendtc IV Tables A and B. (B) Show pavement section as developed in the Pavement Design Guide. I DR= - 8.5 (See Appendix III for material notations and thickness equivalency values(a)). i from Appendix II Description of Proposed Pavement Section Material Notation Thickness,h a (a x h) Surface 5 M- ct. S A I. 5" t.�5 3.3-7$ Base fiM ^25. o 3 „ 2.25 6. 75 Subbase _ _ (j 6 " ob 3.6 O D, must equal or exceed the value of DR. Dp= h)= 13.-73 V 21 • Virginia Department of Transportation-Pavement Design Guide ® 1996 Appendix IV Flexible Pavement Design Worksheet for New Subdivision Streets This sheet is intended for use in conjunction with VDOT's Subdivision Street Requirements County fFGBEMARIX CO Date: - q -pt.J Subdivision S A I,(,A F 1 Gt,D Street Name ( fiss 0 RLE %.. Ne 13393 To IS 38 Developer MhRc.H Mot NI-1PttN Pftoeeglies L.L. C . hone: . H3y -2y$ - oloo ADT Projected traffic for the street segment considered,as defined in the Subdivision Street Requirements. CBR, Design CBR=Average of CBRT x 2/3 and modified only as discussed in the Pavement Design Guide. CBRT CBR value of the'subgrade sample,taken and tested as specified in the Pavement Design Guide DME VDOT District Materials Engineer . EPT Equivalent projected traffic HCV Number of Heavy Commercial Vehicles(e.g.trucks,buses,etc.,with 2 or more axles and 6 or more tires). %HCV Percentage of the total traffic volume composed of Heavy Commercial Vehicles. RF Resiliency Factor=Relative value of the subgrade soil's ability to withstand repeated loading. SSV Soil support value of subgrade(SSV=CBR, x RF) Dp Thickness 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 IL � ..,.::a'"z4yk.". • Stair' r[g tel � tte: s ,gt J1E i 3 ADT 2.0 0 Sample CBRT Resiliency Factor (RF) %HCV=100 x HCV_ADT # 1 Source . Value EPT=0.20(%HCV x ADT) # 2 Table 1 or 2D° # 3 Appendix I 20 x HCV Note:For approved roved RF # Note:For%HCV 5 5%,use ADT ��,I' # For preliminary designs,use the # lowest RF value in the equation Design ADT=greater of Zoo CBR, x RF = ADT or EPT f 5.0 ) x 1.o = ?per S ems. ,�.... o ::tea bra; y.�.,. :. Y.�y�., .R.. .. . : . iss5 % Yy}' r°�''�."i,.'2k?s�i..;�.,;.. ., a��»�:.aaro��..:x... � „�i;s ,<:. �,�xoi3�.: ,:F ',32?; ��4Q: �'' r>i'-.':.n.Ft:"�.,.. . 74es,-5 ❑ (A) Limited to Design ADT 5 400-Show pavement material notations and thickness from Appendix IV Tables A and 8. ❑ (B) Show pavement section as developed in the Pavement Design Guide. DR= 2.S (See Appendix III for material notations and thickness equivalency values(a)). ! from Appendix II .s[a::3>YW,::a>»e:3»%a%n>YgYri.:J>:3>}tri)»z',S:bX3))1.3a%tiYihiYi%tw.:..Y..»i>»»»irif3:Yry nV:W>»%3:>'x'%M.W.tl:N%3>:SyFN»'ny4.n.M3»T'J%3W.3TVi>'lnA:ttK'w:v»»%«3>:.:0.WN[M W'NHTE'W.Mi%I+M.H`.\a'.H'4: Description of Proposed Pavement Section Material Notation Thickness,h a (a x h) Surface 5M- 9.S Pt /•5 " 2.25 3.3'75 Base i5M-LSd 3 b' 2.t5 G.75 Subbase 2► - l3 6 " o.b 3.L.O D, must equal or exceed the value of Da. 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' z .I 54 4 . o , 153 1 l 152 o, ;"- k o /51 a o I i "I 0 'pcT / .. a 1 ,, a to r n .A ©, a . , o 01 41/4 N 0) ' D '� F; _ yeti 5'ca / / ` x�f _. :: :7 I O 3 0 t J`) ,;m/ RUNE \ I�(} < T �1 °' s� rx�.: t �° Ol1 f— l ( / ,,i ter '\ 3t pLLER O 0,3 SA K < 1. 1 I'` \ I John Y. Gooch, P.E. OOCIZ Steve Gooch, C.P.G./A.O.S.E. 724g- y-z nc- Phone (434) 293-7449 eSttl2 ', Ii'zc_ Fax (434) 293-5137 1821 Broadway Street Charlottesville, Virginia 22902 www.gooch-eng.com September 28, 2005 Mr. Tom Sinclair March Mountain Properties LLC 800 East Jefferson Street Charlottesville, Virginia 22902 Re: CBR Tests Lower Ballard Brookview Road, Grassdale Lane and Hempstead Lane—Sta 10+25 JOB CODE: 2141 Dear Tom: Enclosed are the results of seven (7) CBR tests we ran on soil samples from the referenced site. We ran duplicate molds on the samples and averaged the results to obtain the CBR value. We have also enclosed the moisture-density (compaction) curves, stress-strain curves and sieve analysis results. Our personnel performed sampling in the field. We hope this is the information you need. If you have any questions, please let us know. Sincerely, Gooch Engineering and Testing, Inc. Steve Gooch Encl. 0 o c h CBR TEST REPORT 1305 Carlton Avenue nf n g i n e e r i n g Charlottesville,VA 22902 Phone 804-293-7449 X e s t i n g, Inc . FAX 804-293-5137 Date: 8/18/05 By: HPP Project: Lower Ballard Job No.: 2141 Sample: Locat.: Brook View Road -Sta 5+25 Description: Brown silty sand AASHO T-99 X Max. Dry Dens. 106.9 pcf., Opt. Moisture 18.7 AASHO T-180 Cylinder No. 12 Cylinder Ht. 4.584 Cylinder Vol. 0.0744 cu.ft. Cylinder Wt. 9.40 Hammer Wt. 5.5 lb No. Lifts 3 Blows/lift 50 10 lb. surcharge wt. DENSITY AND MOISTURE DATA As Compacted After Soaking Can No. A19 A20 A17 A18 Wt. wet sample+ can, gm. 68.50 68.31 68.78 68.76 Wt. dry sample+can, gm. 61.1 61.07 60.7 61.03 Wt. water, gm. 7.40 7.24 8.08 7.73 Wt. can, gm. 21.04 21.52 21.23 21.57 Wt. dry soil, gm. 40.06 39.55 39.47 39.46 Percent moisture 18.5 18.4 18.3 20.5 20.0 19.6 Wt. mold +wet soil, lb. 18.67 18.98 Wt. wet soil, lb. 9.27 9.58 Wet density of soil, pcf. 124.6 127.9 Dry density of soil, pcf. 105.2 _ 106.5 • Percent max. lab density 98.5 .. • 99.7 PENETRATION DATA SWELL DATA Penetration Load - in. lb. Dial reading before soaking 0.053 in 0.000 0 Dial reading after soaking 0.085 in 0.025 125 Swell 0.032 in 0.050 275 Percent Swell 0.70 % 0.075 350 Volume after soaking 0.0749 cu. ft. 0.100 450 0.150 550 0.200 625 CBR= 100(450/3000) = 15.0 0.300 775 • 0.400 925 0.500 1075 Lower Ballard Brookview Road Sta. 5+25 1200 - 1000 800 V 0 600 J 400 • 200 0 0 0.1 0.2 0.3 0.4 0.5 0.6 Penetration Lower Ballard Brook View Road Sta 5+25 105.0 104.0 103.0 P 102.0 tt 101.0 • A 100.0 99.0 98.0 97.0 16.0 17.0 18.0 19.0 20.0 21.0 22.0 23.0 24.0 25.0 %MOISTURE l_.Ocreo{-e M QKlvit4wt rlet65i} 1 c41k Q cr o156re- peg— +W Wla-eina/ 6-47-+ai�e ( 59aei11c. you; t-•y - Z(70) SIEVE ANALYSIS REPORT Lower Ballard Bmokview Road Sta 5+25 Sieve Cumulative%Passing 100 4 92.0 10 84.4 40 66.1 200 41.1 ATTERBERG LIMITS Liquid Limit 40.4 Plastic Limit 31.1 Plasticity Index 9.3 CBR TEST REPORT 1305 Carlton Avenue n gin e e r i n g Charlottesville,VA 22902 Phone 804-293-7449 ‘0,i0Ch e s t i n g, Inc . FAX 804-293-5137 Date: 9/22/05 By: HPP Project: Lower Ballard Job No.: 2141 Sample: Locat.: Brookview Road Sta 10+25 Description: Red brown silty sand w/rock fragments AASHO T-99 X Max. Dry Dens. 111.1 pcf., Opt. Moisture 16.4 AASHO T-180 Cylinder No. 1 Cylinder Ht. 4.584 in. Cylinder Vol. 0.0744 cu.ft. Cylinder Wt. 9.31 Hammer Wt. 5.5 lb No. Lifts 3 Blows/lift 50 Surcharge Wt. 10 lb. DENSITY AND MOISTURE DATA As Compacted After Soaking Can No. Al A2 A25 A26 Wt. wet sample + can, gm. 68.26 68.59 68.51 68.51 Wt. dry sample + can, gm. 61.42 62.01 61.55 61.40 Wt.water, gm. 6.84 6.58 6.96 7.11 Wt. can, gm. 21.25 21.02 21.67 21.73 Wt. dry soil, gm. 40.17 40.99 39.88 39.67 Percent moisture 17.0 16.5 16.1 17.5 17.7 17.9 Wt. mold +wet soil, lb. 18.88 19.61 Wt.wet soil, lb. 9.57 10.30 Wet density of soil, pcf. 128.6 137.8 Dry density of soil, pcf. 110.4 117.1 Percent max. lab density 99.3 105.4 PENETRATION DATA SWELL DATA Penetration Load in. lb. Dial reading before soaking 0.047 in 0.000 0 Dial reading after soaking 0.069 in 0.025 295 Swell 0.022 in 0.050 450 Percent Swell 0.48 % 0.075 575 Volume after soaking 0.0748 cu. ft. 0.100 655 0.150 745 0.200 810 CBR= 100(655/3000)= 21.8 0.300 970 0.400 1120 0.500 1265 Lower Ballard Brookview Rd. Sta 10+25 1400 - 1200 - 1000 - 800 - • V 0 J 600 400 200 0 0 0.1 0.2 0.3 0.4 0.5 - 0.6 Penetration Lower Ballard Brookview Road Sta 10+25 105.0 104.0 103.0 102.0 101.0 p 100.0 m 99.0 98.0 97.0 c4 Ca 96.0 95.0 94.0 93.0 92.0 91.0 - 15.0 16.0 17.0 18.0 19.0 20.0 21.0 22.0 23.0 24.0 �+ II Qa %MOISTURE 1 Corrc4-ed >�WCIv w rCNS\� ai4 (NlOiSkic ea- `- !'V14 4d 6-vAn tl'Q.. (Src111c cjn&.i i l . 2.70 SIEVE ANALYSIS REPORT Lower Ballard Brookview Road Sta. 10+25 Sieve Cumulative%Passing 100 4 80.3 10 74.6 40 61.6 200 45.5 ATTERBERG LIMITS Liquid Limit 43.7 Plastic Limit 30.9 Plasticity Index 12.8 rk o c h CBR TEST REPORT 1305 Carlton Avenue n g i n e e r i n g Charlottesville,VA 22902 Phone 804-293-7449 e s t i n g, In C. FAX 804-293-5137 Date: 9/8/05 By: HPP Project: Lower Ballard Job No.: 2141 Sample: Locat.: Brookview Road Sta. 15+25 Description: Red brown silty sand AASHO T-99 X Max. Dry Dens. 104.3 pcf., Opt. Moisture 20.5 AASHO T-180 Cylinder No. 7 Cylinder Ht. 4.584 in. Cylinder Vol. 0.0744 cu.ft. Cylinder Wt. 9.02 Hammer Wt. 5.5 lb No. Lifts 3 Blows/lift 50 Surcharge Wt. 10 lb. DENSITY AND MOISTURE DATA As Compacted After Soaking Can No. A7 A8 A15 A16 Wt. wet sample+ can, gm. 68.61 68.64 68.63 68.82 Wt. dry sample+can, gm. 60.56 60.37 60.47 60.41 Wt.water, gm. 8.05 8.27 8.16 8.41 Wt. can, gm. 21.55 20.98 21.54 21.32 Wt. dry soil, gm. 39.01 39.39 38.93 39.09 Percent moisture 20.6 20.8 21.0 21.0 21.2 21.5 Wt. mold +wet soil, lb. 18.20 18.44 Wt. wet soil, lb. 9.18 9.42 Wet density of soil, pcf. 123.4 126.1 Dry density of soil, pcf. 102.1 104.0 Percent max. lab density 97.9 99.7 PENETRATION DATA SWELL DATA Penetration Load in. lb. Dial reading before soaking 0.162 in 0.000 0 Dial reading after soaking 0.18 in 0.025 435 Swell 0.018 in 0.050 755 Percent Swell 0.39 % 0.075 935 Volume after soaking 0.0747 cu..ft. 0.100 1060 0.150 1230 0.200 1360 - CBR= 100(1060/3000) =35.3 0.300 1595 0.400 1785 0.500 1940 Lower Ballard Brookview Road Sta 15+25 2500 - 2000 - 1500 - -o o o J 1000 500 0 0 0.1 0.2 0.3 0.4 0.5 0.6 Penetration Lower Ballard Brookview Rd Sta 15+25 102.0 101.0 100.0 99.0 E 98.0 co 97.0 • w 96.0 q 95.0 94.0 93.0 92.0 91.0 18.0 19.0 20.0 21.0 22.0 23.0 24.0 I %MOISTURE • Cot eFei M�K10luw• cQeM C.Mk 0401 urt fw -ty Ma emu C 1zLNii-e ( ycoc-u_ zoo SIEVE ANALYSIS REPORT Lower Ballard Brookview Road Sta 15+25 Sieve Cumulative%Passing 3/e 100 4 90.0 10 85.4 40 69.0 200 41.2 ATTERBERG LIMITS Liquid Limit 40.9 Plastic Limit 33.7 Plasticity Index 7.2 kCBR�o o c h TEST REPORT 1305 Carlton Avenue n g i n e e r i n g Charlottesville,VA 22902 Phone 804-293-7449 c� e s t i n g, Iri C. FAX 804-293-5137 Date: 9/8/05 By: HPP Project: Lower Ballard Job No.: 2141 Sample: Locat.: Brookview Road Sta.20+25 Description: Red brown sandy silt AASHO T-99 X Max. Dry Dens. 94.8 pcf., Opt. Moisture 26.2 AASHO T-180 Cylinder No. 11 Cylinder Ht. 4.584 in. Cylinder Vol. 0.0744 cu.ft. Cylinder Wt. 9.08 Hammer Wt. 5.5 lb No. Lifts 3 Blows/lift 50 Surcharge Wt. 10 lb. DENSITY AND MOISTURE DATA As Compacted After Soaking Can No. All Al2 A21 A22 Wt.wet sample +can, gm. 68.57 68.73 68.67 68.76 Wt. dry sample +can, gm. 58.67 59.15 58.65 58.44 Wt.water, gm. 9.90 9.58 10.02 10.32 Wt. can, gm. 21.13 21.35 21.66 20.92 Wt. dry soil, gm. 37.54 37.80 36.99 37.52 Percent moisture 26.4 25.9 25.3 27.1 27.3 27.5 Wt. mold +wet soil, lb. 18.14 18.29 Wt. wet soil, lb. 9.06 9.21 Wet density of soil, pcf. 121.8 123.4 Dry density of soil, pcf. 96.8 96.9 Percent max. lab density 102.1 102.2 PENETRATION DATA SWELL DATA Penetration Load in. lb. Dial reading before soaking 0.036 in 0.000 0 Dial reading after soaking 0.051 in 0.025 330 Swell 0.015 in 0.050 515 Percent Swell 0.33 0.075 580 Volume after soaking 0.0746 cu.ft. 0.100 620 0.150 730 0.200 840 CBR= 100(620/3000) =20.7 0.300 1020 0.400 1145 0.500 1255 Lower Ballard Brookview Road Sta 20+25 1400 - 1200 - • 1000 - 800 m 0 J 600 ♦ • 400 • 200 0 0 0.1 0.2 0.3 0.4 0.5 0.6 Penetration Lower Ballard Brookview Road Sta 20+25 97.0 96.0 95.0 94.0 93.0 r�� 92.0 - E 91.0 PO 90.0 Z 89.0 �a' 88.0 87.0 • 86.0 85.0 — 84.0 83.0 82.0 21.0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 29.0 %MOISTURE SIEVE ANALYSIS REPORT Lower Ballard Brookview Road Sta 20+25 Sieve Cumulative%Passing 100 4 100 10 98.1 40 89.5 200 72.7 ATTERBERG LIMITS Liquid Limit 45.0 Plastic Limit 36.0 Plasticity Index 9.0 kngineering o c h CBR TEST REPORT 1305 Carlton Avenue Charlottesville,VA 22902 Phone 804-293-7449 e s t i n g , Inc . FAX 804-293-5137 Date: 9/15/05 By: HPP Project: Lower Ballard Job No.: 2141 Sample: Locat.: Grassdale Lane Sta 10+50 Description: Red brown silty sand AASHO T-99 X Max. Dry Dens. 103.4 pcf., Opt. Moisture 20.3 AASHO T-180 Cylinder No. 15 Cylinder Ht. 4.584 in. Cylinder Vol. 0.0744 cu.ft. Cylinder Wt. 9.24 Hammer Wt. 5.5 lb No. Lifts 3 Blows/lift 50 Surcharge Wt. 10 lb. DENSITY AND MOISTURE DATA As Compacted After Soaking Can No. All Al2 A23 A24 Wt. wet sample+can, gm. 68.72 68.63 68.60 68.76 Wt. dry sample+ can, gm. 60.82 60.59 59.82 60.11 Wt.water, gm. 7.90 8.04 8.78 8.65 Wt. can, gm. 21.13 21.35 21.39 21.09 Wt. dry soil, gm. 39.69 39.24 38.43 39.02 Percent moisture 19.9 20.2 20.5 22.8 22.5 22.2 Wt. mold +wet soil, lb. 18.30 18.59 Wt.wet soil, lb. 9.06 9.35 Wet density of soil, pcf. 121.8 125.2 Dry density of soil, pcf. 101.3 102.2 Percent max. lab density 98.0 98.8 PENETRATION DATA SWELL DATA Penetration Load in. lb. Dial reading before soaking 0.141 in 0.000 0 Dial reading after soaking 0.16 in 0.025 210 Swell 0.019 in 0.050 430 Percent Swell 0.41 % 0.075 555 Volume after soaking 0.0747 cu.ft. 0.100 660 0.150 800 0.200 895 CBR= 100(660/3000) =22.0 0.300 1020 0.400 1130 0.500 1240 Lower Ballard Grassdale Lane Sta 10+50 1400 - 1200 - 1 000 - 800 - N 0 J 600 • 400 200 0 0 0.1 0.2 0.3 0.4 0.5 0.6 Penetration DRY DENSITY LBS/FT3 00 00 'C \'0 ‘C 'C VD Leo lb \0 \o VD O 0 00 'o 0 N La lt. CN v 00 b 0 O b b O O b O O b b b b b O T O O 0o • O b b N E o O O al .'1 O a N.. b w G w m r w N CCD N Cl) O a O LA O N w O N A O N N O f SIEVE ANALYSIS REPORT Lower Ballard Grass Dale Lane Sta 10+25 Sieve Cumulative%Passing 3/a 100 4 90.5 10 85.6 40 68.2 200 34.4 ATTERBERG LIMITS Liquid Limit 37.1 Plastic Limit 32.6 Plasticity Index 4.5 rko oCh 1305 Carlton Avenue ngineeYingCharlottesville,VA 22902 Phone 804-293-7449 CBR TEST REPORT e s t i n g, In C. FAX 804-293-5137 Date: 9/15/05 By: HPP Project: Lower Ballard Job No.: 2141 Sample: Locat.: Grassdale Lane Sta 15+25 Description: Brown red silty sand AASHO T-99 X Max. Dry Dens. 103.7 pcf., Opt. Moisture 20.4 °/u AASHO T-180 Cylinder No. 13 Cylinder Ht. 4.584 in. Cylinder Vol. 0.0744 cu.ft. Cylinder Wt. 9.10 Hammer Wt. 5.5 lb No. Lifts 3 Blows/lift 50 Surcharge Wt. 10 lb. DENSITY AND MOISTURE DATA As Compacted After Soaking Can No. A13 A14 A25 A26 Wt. wet sample +can, gm. 68.54 68.65 68.57 68.54 Wt. dry sample+ can, gm. 60.58 60.73 60.22 60.57 Wt.water, gm. 7.96 7.92 8.35 7.97 Wt. can, gm. 21.42 21.53 21.63 21.73 Wt. dry soil, gm. 39.16 39.20 38.59 38.84 Percent moisture 20.3 20.3 20.2 21.6 21.1 20.5 Wt. mold +wet soil, lb. 18.38 18.57 Wt.wet soil, lb. 9.28 9.47 Wet density of soil, pcf. 124.7 126.9 Dry density of soil, pcf. 103.7 104.8 Percent max. lab density 100.0 101.1 PENETRATION DATA SWELL DATA Penetration Load in. lb. Dial reading before soaking 0.092 in 0.000 0 Dial reading after soaking 0.105 in 0.025 200 Swell 0.013 in 0.050 385 Percent Swell 0.28 % 0.075 500 Volume after soaking 0.0746 cu.ft. 0.100 580 • 0.150 690 0.200 770 CBR= 100(580/3000)= 19.3 0.300 905 0.400 1025 0.500 1125 Lower Ballard Grassdale Lane Sta 15+25 1200 - 1000 - 800 0 600 J 400 • 200 0 0 0.1 0.2 0.3 0.4 0.5 0.6 Penetration Lower Ballard Grass Dale Lane Sta. 15+25 104.0 103.0 102.0 101.0 100.0 E 99.0 PI W 1-1 98.0 97.0 a a 96.0 95.0 94.0 93.0 92.0 91.0 17.0 18.0 19.0 20.0 21.0 22.0 23.0 24.0 25.0 %MOISTURE r SIEVE ANALYSIS REPORT Lower Ballard Grass Dale Lane Sta 15+25 Sieve Cumulative%Passing 100 4 95.9 10 93.7 40 81.2 200 49.0 ATTERBERG LIMITS Liquid Limit 35.2 Plastic Limit 28.9 Plasticity Index 6.3 rtrt0 O C h CBR TEST REPORT 1305 Carlton Avenue n gin eerin g Charlottesville,VA 22902 Phone 804-293-7449 & e s tin g , Inc. FAX 804-293-5137 Date: 9/15/05 By: HPP Project: Lower Ballard Job No.: 2141 Sample: Locat.: Hampstead Drive Sta 10+25 Description: Red brown sandy silt w/rock fragments AASHO T-99 X Max. Dry Dens. 104.6 pcf., Opt. Moisture 20.9 % AASHO T-180 Cylinder No. 7 Cylinder Ht. 4.584 in. Cylinder Vol. 0.0744 cu.ft. Cylinder Wt. 9.02 Hammer Wt. 5.5 lb No. Lifts 3 Blows/lift 50 Surcharge Wt. 10 lb. DENSITY AND MOISTURE DATA As Compacted After Soaking Can No. A13 A14 A23 A24 Wt.wet sample+can, gm. 68.62 68.60 _ 68.57 68.54 Wt. dry sample+can, gm. 60.46 60.42 60.43 60.52 Wt.water, gm. 8.16 8.18 8.14 8.02 Wt. can, gm. 21.42 21.53 21.39 21.09 Wt. dry soil, gm. 39.04 38.89 39.04 39.43 Percent moisture 20.9 21.0 21.0 20.9 20.6 20.3 Wt. mold +wet soil, lb. 18.47 18.55 Wt.wet soil, lb. 9.45 _ 9.53 Wet density of soil, pcf. 127.0 127.4 Dry density of soil, pcf. 105.0 105.6 Percent max. lab density 100.4 101.0 PENETRATION DATA SWELL DATA Penetration Load in. lb. Dial reading before soaking 0.18 in 0.000 0 Dial reading after soaking 0.206 in 0.025 110 Swell 0.026 in 0.050 175 Percent Swell 0.57 % 0.075 225 Volume after soaking 0.0748 cu. ft. 0.100 265 0.150 330 0.200 385 CBR= 100(265/3000)=8.8 0.300 475 0.400 550 0.500 615 • Lower Ballard Hampstead Drive Sta 10+25 700 - 600 - • 500 - 400 - -o m 0 300 - 200 100 0 I p p 0 0.1 0.2 0.3 0.4 0.5 0.6 Penetration Lower Ballard Hampstead Drive Sta. 10+25 105.0 104.0 103.0 102.0 101.0 100.0 99.0 • A 98.0 a 97.0 — — 96.0 95.0 - - - 94.0 93.0 - 16.0 17.0 18.0 19.0 20.0 21.0 22.0 23.0 %MOISTURE h Ballard Field (lower) ROAD Construction Bond Estimate (roads, site work, storm sewer) Cost No. Unit Unit Cost Item Item in ailed Number 2050.0 1138.89 cy $34.20 $38,950.00 �, View Road a base+00 to 25+507 .20 $55,965.00 1 aggregate 6.0 In d 2050.0 ft L 30.0 it W 799.50 tons $ asphalt base 3.0 in d 2050.0 ft L 28.0 ft W 399.75 tons $78.00 $31,180.50 1.5 in d 2050.0 it L 28.0 ft W Se pp $0.00 q asphalt surface 0.00 ft 4100.00 ft $13.17 $53,997.00 ),(6 �(/� curb CG-2 $13.1700 $0.007 curb CG-6 4.0 It W 0.00 tons X 8 N/�4 sidewalk,asphalto 0.0 in d 0.0 ft L 2050.00 ft $11.10 $22,755.00 /g 5 $300.00 $1,500.00 sidewalk,concrete 4'width .00 0 ramp C 2 1 $65.00 2 $47.00 $g4.00 1 '11 street name sign 94.00 2 traffic control sign 0 It $16.00 5 $150.001 $765.00 X 13 N/A guardrail (or rebuildy wall in rper road) 0 ft 53740 4 $1 50.00 $ 65.00 y/24 CBR tests (1 every 0.1 mi.per road) 2050.0 ft L 4.1 inc of 500' y/25 as-built drawings(1k+price per 0.1 i 2050.0 ft L 0.388 ml. 4 $500.OD $3, 00.00 survey and layout(price per 0.1 mi.) 2050.0 ft L 0.388 ml. $3,000.00 ��6 2050.0 ft L 0.388 mi. $500.00 X28 VDOT surety 0 X 29 VDOT maintenance fee(2 In rd.1 yr) 2050.0 ft L 0.388 ml. $34.20 $19,855.00 Welbourlle Lane to 13+20 560.56 cy aggregate base base asphalt 8.0 in d 1045.0 ft L 30.0 ft W 407.55 tons $70.00 $28,528.50 � 3.0 In d 1045.0 ft L 26.0 ft W 203.76 tons $78.00 $15,89 . !/4 asphalt surface445 1.5 In d 1045.0 ft L 28.0 ft W 6 N/AA curb CG-2 209 0.0050 .00 76 0.00 ft ft $8.00$13.17 $27,525.30 1� curb CG-6 2090 pp ft $11.10 $23,199.00 13 $300.10 $3,900.00 sidewalk,concrete 4'width $65.00 �b ramp C 2 1 $65.00 �12 $47.00 $94.00 street name sinng $0.00 �i2 rd control sign 0 ft $16.00 0 ES ei$3700 3 $150.0016 $465.00 X 1324 AO guardrail (or rebuildy wall in rig r rof-vaad) 1045.0 ft L 2.09 inc of 500' $3,000.00 �q CBR tests (1 every 0.1 per road) 2 $1,000.00 �15 as-built drawings(1k+price per 0.1 i 1045.0 ft L 0.198 mi. 2 $500.000 $ ,000.00 survey and layout(price per 0.1 ml.) 1045.0 ft L 0.198 ml. .00 X 28 VDOT surety(2 In rd) 1045.0 ft L 0.198 mi. $2,$000750.00 X29 VDOT maintenance fee(2 In rd,1 yr) 1045.0 ft L 0.198 ml. Hampstead-INive 10+25 to 21+20 1095.0 608.33 cy $34.20 20,80 . 0 6.0 in . $70.00 $29,893.50 % 1 aggregate base $ 5D d 10950 ft L 30.0 ft W 427.05 tons 43 asphalt b 3.0 in d 1095.0 ft L 26.0 ft W 213.53 tons $78.00 $16,654.95 4 surface 1.5 in d 1095.0 ft L 286.0 ft W 0.00 ft WOO $0.95 00 /r curb CG-2 2190.00 ft $13.17 528,842.30 �/j curb CG-6 2190.00 ft $11.10 $24,309.00 v9 sidewalk,concrete 4'width 8 $$11.10 $2,400.009 t�0 ramp CG-12 1 $65.00 $65.00 si11 street name sign 2 $94.00 4%123 $1$47.00.00 $480.00$ 4 traffic control sign $4,000.00 v2q CBR tests (1 every 0.1 mi.per road) 1095.0 ft L 2.19 inc of 500' 3 $1 000 00 s�25 as-built drawings(1k+price per 0.1 i 1095.0 ft L 0.207 mi. 3 $000.00 $2,500.00 v26 survey and layout(price per 0.1 mi.) 1095.0 ft L 0.207 mi. .00 X 28 VDOT surety(2 In rd) 1095.0 ft L 0.207 mi. $2,55$350.00 x 29 VDOT maintenance fee(2 In rd,1 yr) 1095.0 ft L 0.207 mi. 450.0 $34.20 $8,550.00 West End Circle to t-5+00 250.00 cy 1 aggregate base ^ 3.0 in d 450.0 ft L 30.0 ft W 175 50 tons $70.00 $12,285.00 asphalt base 3.0 in d 450.0 ft L 26.0 It W 87 75 tons $76.00 $6,844.50 ----4-........,._3 asphalt surface- 1.5 In d 450.0 ft L 26.0 ft W 70.75 ft 78.00 $0.004 4 E00.00 ft $$8. 0 $11,853.00 �( 6 ft/�� curb CG-2 7 curb CG-6 p pp 1t 0 $0.00 $11.1 X 9 sidewalk,concrete 4'width 0 $300.00511 $0.00 K�10 ramp CG-12 1 $65.00 $65.00 !��1 street name sign 2 $65.00 $65.00 v 1'L traffic control sign 0.9 inc of 500 2 5150.00 $285.00 q CBR tests (1 every 0.1 mi.per road) 450.0 ft L 1 $ 0.00 $$285.00 5 as-built drawings(1k+price per 0.11 450.0 ft L 0.085 mi. 1 $500.00, 2 X26 survey and layout(price per 0.1 mi.) 450.0 ft L 0.085 mi. $1,500.00$ ,550.00 X 28 VDOT surety(2 In rd) 450.0 ft L 0.085 ml. 11/5/2004 _�___ vucuav1.wu•Mir, V A LL7VL Vt34.) 70I-1 VJ 1 Page 1 of 1 Glenn Brooks From: Glenn Brooks Sent: Friday, November 09, 2007 8:14 AM To: Pam Shifflett Subject: Old Trail bonds Pam, The three bonds for Old Trail may be reduced as follows; Upper Ballard—to the minimum 20% Lower Ballard—to the minimum 20% Old Trail Dr—this bond has already been reduced, and further reduction is not possible at this time. Glenn Brooks, P.E. County Engineer Albemarle County 11/9/2007 ,hhbn ]�► Gooch, P.E. Cwooch Steve Gooch, C.P.G✓A.O.SE. n q neeriny Phone (434) 293-7449 C]gLeStZng,IYLC_ Fax (434) 293-5137 1821 Broadway Street Charlottesville, Virginia 22902 www.gooch-eng.com November 12, 2005 Mr. Tom Sinclair March Mountain Properties LLC 800 East Jefferson Street Charlottesville, Virginia 22902 Re: CBR Tests Lower Ballard Westend Drive—Sta 16+50 and Sta 20+00, Haden Terrace—Sta 3+50 Alley C—Sta 25+25 and Alley E—Sta 20+25 JOB CODE: 2141 Dear Tom: Enclosed are the results of five (5) CBR tests we ran on soil samples from the referenced site. We ran duplicate molds on the samples and averaged the results to obtain the CBR value. We have also enclosed the moisture-density(compaction) curves, stress-strain curves and sieve analysis results. Our personnel performed sampling in the field. We hope this is the information you need. If you have any questions,please let us know. Sincerely, Gooch Engineering and Testing, Inc. Steve Gooch Encl. , ,. O 0 C I2 CBR TEST REPORT 1305 Carlton Avenue n gin e e r i n g Charlottesville,VA 22902 Phone 804-293-7449 &a es tin g,I n C. FAX 804-293-5137 Date: 11/3/05 By: HPP Project: Lower Ballard Job No.: 2141 Sample: Locat.: Westend Drive Sta 16+50 Description: Red brown sandy silt AASHO T-99 X Max. Dry Dens. 104.1 pcf., Opt. Moisture 19.9 % AASHO T-180 Cylinder No. 1 Cylinder Ht. 4.584 in. Cylinder Vol. 0.0744 cu.ft. Cylinder Wt. 9.31 Hammer Wt. 5.5 lb No. Lifts 3 Blows/lift 50 Surcharge Wt. 10 lb. DENSITY AND MOISTURE DATA As Compacted After Soaking Can No. Al A2 Al7 A18 Wt.wet sample+can, gm. 68.70 68.71 68.52 68.39 Wt. dry sample+ can, gm. 60.67 60.48 60.31 60.26 Wt.water, gm. 8.03 8.23 8.21 8.13 Wt. can, gm. 21.25 21.02 21.53 21.57 Wt. dry soil, gm. 39.42 39.46 38.78 38.69 Percent moisture 20.4 20.6 20.9 21.2 21.1 21.0 Wt. mold +wet soil, lb. 18.77 18.89 Wt.wet soil, lb. 9.46 9.58 Wet density of soil, pcf. 127.2 128.3 Dry density of soil, pcf. 105.4 106.0 Percent max. lab density 101.3 101.8 PENETRATION DATA SWELL DATA Penetration Load in. lb. Dial reading before soaking 0.01 in 0.000 0 Dial reading after soaking 0.025 in 0.025 280 Swell 0.015 in 0.050 460 Percent Swell 0.33 % 0.075 590 Volume after soaking 0.0746 cu. ft. 0.100 680 0.150 815 0.200 900 CBR= 100(680/3000)= 22.7 0.300 1045 0.400 1170 0.500 1285 Lower Ballard Westend Drive Sta 16+50 1400 - 1200 1000 800 - m 0 600 400 200 0 0 0.1 0.2 0.3 0.4 0.5 0.6 Penetration Lower Ballard Westend Drive Sta 16+50 104.0 103.0 102.0 101.0 - 100.0 99.0 98.0 - M 97.0 96.0 95.0 c A 94.0 • a 93.0 A 92.0 - 91.0 90.0 - — 89.0 88.0 87.0 86.0 15.0 16.0 17.0 18.0 19.0 20.0 21.0 22.0 23.0 24.0 A I %MOISTURE Co rce.&J VUl axwLtuwt &ley' CWMt rv%OIt t re sec 4-4 04keine( ' 6-rAotl-e CSeeq�t� spt1( - Zt70) SIEVE ANALYSIS REPORT Lower Ballard West End Drive Sta 16+50 Sieve Cumulative%Passing 100 4 94.6 10 91.0 40 80.6 200 53.3 ATTERBERG LIMITS Liquid Limit 38.2 Plastic Limit 29.8 Plasticity Index 8.4 rO o C h kCBR TEST REPORT 1305 Carlton Avenue n g i n e e 1 i n g Charlottesville,VA 22902 Phone 804-293-7449 c� e s t i n g, In C. FAX 804-293-5137 Date: 11/3/05 By: HPP Project: Lower Ballard Job No.: 2141 Sample: Locat.: Westend Drive Sta 20+00 Description: Red brown sandy silt AASHO T-99 X Max. Dry Dens. 102.9 pcf., Opt. Moisture 21.2 AASHO T-180 Cylinder No. 2 Cylinder Ht. 4.584 in. Cylinder Vol. 0.0744 cu.ft. Cylinder WI 9.31 Hammer WI 5.5 lb No. Lifts 3 Blows/lift 50 Surcharge WI 10 lb. DENSITY AND MOISTURE DATA • As Compacted After Soaking Can No. A3 A4 A3 A4 Wt.wet sample+can, gm. 68.85 68.54 68.67 68.70 Wt. dry sample+can, gm. 60.36 59.97 59.89 59.63 Wt.water,gm. 8.49 8.57 8.78 9.07 WI can, gm. - 20.97 20.81 20.97 20.81 Wt. dry soil, gm. 39.39 39.16 38.92 38.82 Percent moisture 21.6 21.7 21.9 22.6 23.0 23.4 WI mold +wet soil, lb. 18.47 18.71 Wt.wet soil, lb. 9.16 9.40 Wet density of soil, pcf. 123.1 125.8 Dry density of soil, pcf. 101.1 102.3 Percent max. lab density 98.3 99.4 PENETRATION DATA SWELL DATA Penetration Load in. lb. Dial reading before soaking 0.087 in 0.000 0 Dial reading after soaking 0.107 in 0.025 165 Swell 0.020 in 0.050 270 Percent Swell . 0.44 0.075 375 - Volume after soaking 0.0747 cu.ft. 0.100 450 0.150 555 0.200 630 CBR= 100(450/3000)= 15.0 0.300 750 0.400 855 0.500 955 Lower Ballard Westend Drive Sta 20+00 1200 - 1000 - ::i a o 400 /7 2 00 0 0 0.1 0.2 0.3 0.4 0.5 0.6 Penetration Lower Ballard Westend Dr. Sta 20+00 101.0 100.0 99.0 98.0 97.0 w 6' 96.0 z • 95.0 94.0 • 93.0 92.0 91.0 18.0 19.0 20.0 21.0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 %MOISTURE Cm ICOla(AWN CleAt151 E4Aci rvtot4.t,t Pei- {Ai Metle Reel SIEVE ANALYSIS REPORT Lower Ballard West End Drive Sta 20+00 Sieve Cumulative%Passing s�4 100 4 92.5 10 89.8 40 78.8 200 56.0 ATTERBERG LIMITS Liquid Limit 41.9 Plastic Limit 30.6 Plasticity Index 11.3 r O o C h CBR TEST REPORT 1305 Carlton Avenue n gin Bering Charlottesville,VA 22902 Phone 804-293-7449 & es tin g,Inc. FAX 804-293-5137 Date: 11/3/05 By: HPP Project: Lower Ballard Job No.: 2141 Sample: Locat.: Haden Terrace Sta 3+50 Description: Red brown silty sand AASHO T-99 X Max. Dry Dens. 99.5 pcf., Opt. Moisture 22.5, % AASHO T-180 Cylinder No. 6 Cylinder Ht. 4.584 in. Cylinder Vol. 0.0744 cu.ft. Cylinder Wt. 9.32 Hammer Wt. 5.5 lb No. Lifts 3 Blows/lift 50 Surcharge Wt. 10 lb. DENSITY AND MOISTURE DATA As Compacted After Soaking Can No. A29 A30 A29 A30 Wt.wet sample+ can, gm. 68.34 68.42 68.59 68.58 Wt. dry sample+can, gm. 59.77 59.62 59.65 59.69 Wt.water, gm. 8.57 8.80 8.94 8.89 Wt. can, gm. 21.42 21.74 21.42 21.74 Wt. dry soil, gm. 38.35 37.88 38.23 37.95 Percent moisture 22.3 22.8 23.2 23.4 23.4 23.4 Wt. mold+wet soil, lb. 18.58 19.59 Wt.wet soil, lb. 9.26 10.27 Wet density of soil, pcf. 124.5 137.7 Dry density of soil, pcf. 101.4 111.6 Percent max. lab density 101.9 112.1 PENETRATION DATA SWELL DATA Penetration Load in. lb. Dial reading before soaking 0.084 in 0.000 0 Dial reading after soaking 0.096 in 0.025 330 Swell 0.012 in 0.050 530 Percent Swell 0.26 % 0.075 665 Volume after soaking 0.0746 cu.ft. 0.100 755 0.150 885 0.200 980 CBR= 100(755/3000)=25.2 , 0.300 1145 0.400 . 1290 0.500 1420 Lower Ballard Haden Terrace Sta 3+50 1600 - 1400 - 1200 - 1 000 v c 800 �.1 600 400 200 0 ♦ 0 0.1 0.2 0.3 0.4 0.5 0.6 Penetration Lower Ballard Haden Terrace Sta 3+50 99.0 98.0 97.0 96.0 M H 95.0 Q 94.0 Ca 93.0 92.0 91.0 90.0 19.0 20.0 21.0 22.0 23.0 24.0 25.0 III %MOISTURE • I VIe srekCccI 1MetKuDItu++n 1142m 9t- .avt) WIa/s ec Etf' ( 1,14,Jevic, (-ruhik Ch0-)Cc"h CIL 6auJ,- Z70) SIEVE ANALYSIS REPORT Lower Ballard Haden Terrace Sta 3+50 Sieve Cumulative%Passing 100 4 95.5 10 89.8 40 53.8 200 26.0 ATTERBERG LIMITS Liquid Limit 41.0 Plastic Limit 29.0 Plasticity Index 12.0 o 0 c h CBR TEST REPORT 1305 Carlton Avenue n g i n e e Y i n g Charlottesville,VA 22902 Phone 804-293-7449 ki e s t i n g , In c. FAX 804-293-5137 Date: 10/28/05 By: HPP Project: Lower Ballard Job No.: 2141 Sample: Locat.: Alley"C"Sta 25+25 Description: Brown silty sand . AASHO T-99 X Max: Dry Dens. 101.0 pcf., Opt. I 21.7 % - AASHO T-180 Cylinder No. 8 Cylinder Ht. 4.584 in. Cylinder Vol. 0.0744 cu.ft. Cylinder Wt. - 9.04 Hammer Wt. 5.5 lb No. Lifts 3 Blows/lift 50 Surcharge Wt. 10 lb. DENSITY AND MOISTURE DATA As Compacted After Soaking Can No. A5 A6 A29 A30 Wt.wet sample+can, gm. 68.72 68.57 68.66 68.55 Wt. dry sample+ can, gm. 60.14 59.92 60.30 60.20 Wt.water, gm. 8.58 8.65 8.36 8.35 Wt. can, gm. 21.00 21.14 21.42 21.74 Wt. dry soil, gm. 39.14 38.78 38.88 38.46 Percent.moisture 21.9 22.1 22.3 21.5 21.6 21.7 Wt. mold+wet soil, lb. 18.06 18.27 Wt.wet soil, lb. 9.02 9.23 Wet density of soil, pcf. 121:2 123.9 Dry density of soil, pcf. 99.3 101.9 Percent max. lab density 98.3 100.9 PENETRATION DATA SWELL DATA Penetration Load in. lb. Dial reading before soaking 0.045 in 0.000 • 0 Dial reading after soaking 0.051 in 0.025 335 Swell 0.006 in 0.050 515 Percent Swell 0.13 % 0.075 645 Volume after soaking 0.0745 cu. ft. 0.100 740 . 0.150 890 0.200 1020 CBR= 100(740/3000)=24.7 0.300 1230 0.400 1405 0.500 - 1555 Lower Ballard Alley C Sta 25+25 1800 - 1600 - 1400 - 1200 - 1000 _ 0 0 J 800 600 400 200 0 ♦ 0 0.1 0.2 0.3 0.4 0.5 0.6 Penetration Lower Ballard Alley"C" Sta 25+25 100.0 99.0 98.0 97.0 - F oa w� 96.0 - -- w• 95.0 - — c4 • 94.0 93.0 92.0 91.0 17.0 18.0 19.0 20.0 21.0 22.0 23.0 24.0 25.0 26.0 %MOISTURE Tke.94'e «l Ret.r. -i+uwA d.e4454-7 utc ,.e._ For -01 fW4kMf1 G NP Co ccSir_ 7 ut-17 - Z 7o SIEVE ANALYSIS REPORT Lower Ballard Alley"C" Sta 25+25 Sieve Cumulative%Passing 100 4 94.2 10 89.4 40 74.9 200 41.6 ATTERBERG LIMITS Liquid Limit 41.0 Plastic Limit 31.1 Plasticity Index 9.9 • rk O C I2 CBR TEST REPORT 1305 Carlton Avenue n g i n e e r i n g Charlottesville,VA 22902 Phone 804-293-7449 e s t i n g, In C. FAX 804-293-5137 Date: 10/28/05 By: HPP , Project: Lower Ballard Job No.: 2141 Sample: Locat.: Alley"E"Sta 20+25 Description: Red silty sand AASHO T-99 X Max. Dry Dens. 101.3 pcf., Opt. I 22.3 AASHO T-180 Cylinder No. 7 Cylinder Ht. 4.584 in. Cylinder Vol. 0.0744 cu.ft. Cylinder Wt. '9.02 Hammer Wt. 5.5 lb No. Lifts 3 Blows/lift 75 Surcharge Wt. 10 lb. DENSITY AND MOISTURE DATA As Compacted After Soaking Can No. A3 A4 A25 A26 Wt.wet sample+can, gm. 68.61 68.50 68.50 68.59 Wt. dry sample+can, gm. 60.08 59.72 57.18 57.80 Wt.water, gm. ' 8.53 8.78 11.32 10.79 Wt. can, gm. 20.97 20.81 21.63 21.73 Wt. dry soil, gm. 39.11 38.91 35.55 36.07 Percent moisture 21.8 22.2 22.6 31.8 30.9 29.9 Wt. mold+wet soil, lb. 18.01 18.63 Wt.wet soil, lb. 8.99 9.61 Wet density of soil, pcf. 120.8 129.0 Dry density of soil, pcf. 98.9 98.6 Percent max. lab density 97.6 s 97.3 PENETRATION DATA SWELL DATA Penetration . Load in. lb. Dial reading before soaking 0.11 in 0.000 0 Dial reading after soaking 0.116 in 0.025 120 Swell 0.006 in 0.050 190 Percent Swell 0.13 % 0.075 260 Volume after soaking 0.0745 cu.ft. 0.100 330 0.150 445 0.200 550 CBR= 100(330/3000) = 11.0 0.300 715 0.400 850 0.500 965 Lower Ballard Alley E Sta 20+25 1200 - 1000 800 - c 600 - J 400 200 0 0 0.1 0.2 0.3 0.4 0.5 0.6 Penetration Lower Ballard Alley"E" Sta 20+25 90.0 89.0 - 88.0 87.0 86.0 Q 85.0 rx ra 84.0 83.0 82.0 81.0 25.0 26.0 27.0 28.0 29.0 30.0 31.0 32.0 33.0 J_ %MOISTURE fx2+1 wl VvtaxwNuvH cr-2Lisc17 an M oattc_ 6 ur- M.a'l-tna. 6-TrA vttk ( ve<S-tc Snuth-ZQ 0) I v f SIEVE ANALYSIS REPORT Lower Ballard Alley"E" Sta 20+25 • Sieve Cumulative%Passing 3/. 100 4 73.8 10 69.9 40 60.7 200 33.6 ATTERBERG LIMITS Liquid Limit 50.2 Plastic Limit 38.7 Plasticity Index 11.5 co, /14. II BEIGHTS DEVELOPMENT CORPORATION 800 EAST JEFFERSON STREET CHARLOTTESVILLE , VIRGINIA 22902 434 . 245 . 0100 FAX : 434 . 245 . 0300 TRANSMITTAL TO: WARNER WILKERSON FROM: TOM SINCLAIR COMPANY: DATE. NOV 18, 2005 COUNTY OF ALBEMARLE fax number: TOTAL NO.OF PAGES INCLUDING COVER: PHONE NUMBER: SENDER'S REFERENCE NUMBER: RE: OLD TRAIL, CROZET VA. YOUR REFERENCE NUMBER: ❑URGENT ❑ FOR REVIEW ❑ PLEASE COMMENT ❑PLEASE REPLY ❑ PLEASE RECYCLE NOTES/COMMENTS: Transmittal for C B R test reports West End Drive, sta 16+50 ave CBR value 22.7 West End Drive, sta 20+0 ave CBR value 15.0 Haden Terrace, sta 3+50 ave CBR value 25.2 Alley "C", sta 25+25 ave CBR value 24.7 Alley "E", sta 20+25 ave CBR value 11.0 Transmitting: three sets of CBR test reports with original pavement design copy to: Parham Construction(transmittal with reports) file (transmittal with reports) • • Virginia Department of Transportation-Pavement Design Guide 0 1996 Appendix IV Flexible Pavement Design Worksheet for New Subdivision Streets This sheet is intended for use in conjunction with VDOT's Subdivision Street Requirements County ArLStiMRRLE co. I Date: 7_9-oq Subdivision 5/At t,R-tt 1 F I E t,O • Street Name !4,0S1\1 'C6RQ�Rc@ Developer MI-t.N Motet MTpi 142.49ERTnE5, L, t C. IPhone: LI34 -ZgS -Woo ADT Projected traffic for the street segment considered,as defined in the Subdivision Street Requirements. CBRZ Design CBR=Average of CBRT x 2/3 and modified only as discussed in the Pavement Design Guide. CBRT CBR value of the'subgrade sample,taken and tested as specified in the Pavement Design Guide DME VDOT District Materials Engineer • EPT Equivalent projected traffic HCV Number of Heavy Commercial Vehicles(e.g.trucks,buses,etc.,with 2 or more axles and 6 or more tires). %HCV Percentage of the total traffic volume composed of Heavy Commercial Vehicles. RF Resiliency Factor=Relative value of the subgrade soil's ability to withstand repeated loading. SSV Soil support value of subgrade(SSV=CBR3 xRF) De Thickness index of proposed pavement design computed by the Conventional Pavement Design Method DR Thickness index required,based on Design ADT and SSV,determined by Appendix IL • y cif "' \ fi {{v b5" Site ./�iTi. vu,L`Y'+. ADT 1`-.1O Sample CBRT Resiliency Factor (RF) %HCV=100 x HCV_ADT # I Source Value EPT=020(%}iCV x ADT) # 2 Table I or # 3 Appendix I • 20 x HCV o Note:For # DME approved RF Note:For%HCV 5 5%,use ADT /.IiChS/'' # For re ' desi g ,use the EPT>ADT lowest RAF va in thhe equation Design ADT=greater of CBR0 x RF = , A ADT or EPT 1110 ( 6.o ) x ( t 0 ) = S• 0 ' to � � i1x, H>.... 6.:�:f;:>s,� ,.�.. Wi:: ..:;x�. .7��...a ;. ' ��,�53:"'� ;B✓l� .. r. ^YcbO�'x^k .. �cG}::.v. .,»;. �,;,�:..., .,, :.x:;.: u �.�:art.::� a ❑ (A) Limited to Design ADT 5 400-Show pavement material notations and thldmess from Appendix IV Tables A and B. ❑ (B) Show pavement section as developed in the Pavement Design Guide. DR=.3.5 (See Appendix III for material notations and thickness equivalency values(a)). t from Appendix II Description of Proposed Pavement Section • Material Notation Thickness,h a (a x h) Surface S M -9. 5 A 2" 2.25 H .5 Base 2 i - A g 2.2.5 18 Subbase Dp must equal or exceed the value of DR. Dp=E(a x h)= 22.5 7 21 Virginia Department of Transportation-Pavement Design Guide ® 1996 Appendix IV Flexible Pavement Design Worksheet for New Subdivision Streets This sheet is intended for use in conjunction with VDOT's Subdivision Street Requirements County A.LPai ine,R 1 (o . Date: 7_ er 01 Subdivision a41-t-t—ACO Fred..sno Street Name Ww,sr g— o DtaIwg._ l34- 8( To 20+13 Developer Rae M Owuii6-I,i 1345AtRTIV ,L.L. C. Phone: Y3N•3qS- O(O0 i ADT Projected traffic for the street segment considered,as defined in the Subdivision Street Requirements. CBR., Design CBR=Average of CBRT x 2/3 and modified only as discussed in the Pavement Design Guide. CBRT CBR value of thesubgrade sample,taken and tested as specified in the Pavement Design Guide DME VDOT District Materials Engineer • EPT Equivalent projected traffic HCV Number of Heavy Commercial Vehicles(e.g.trucks,buses,etc.,with 2 or more axles and 6 or more tires). %HCV Percentage of the total traffic volume composed of Heavy Commercial Vehicles. RF Resiliency Factor=Relative value of the subgrade soil's ability to withstand repeated loading. SSV Soil support value of subgrade(SSV=CBR, x RF) DP Thickness index of proposed pavement design computed by the Conventional Pavement Design Method DR Thickness index required,based on Design ADT and SSV,determined by Appendix IL .ria, i2::i:(yp :f3 �.�. .. Y. .. e.2hy:Y'^`:S._.k:..�?Wn;i 'h v ..s. „ fi .,xQ.. wisomaretwittwomitviutoom g ADT "vV Sample CBRT Resiliency Factor (RF) %HCV=100 x HCV_ADT # I Source . Value EPT=0.20(%HCV x ADT) # 2 Table I or 3�� # 3 Appendix I 20 x HCV Note:For # DME approved RF %HCV>5% Note:For%HCV 5 5%,use ADT '»T # For preliminaiy designs,use the lowest RF value in the equation Design ADT=greater of CBRo x RF tat st. ADT or EPT 3116 f 5.0 1 x ( (•o ) = j. 6 t :<: [iejnt tist5�9E iii ef°`watire 1. z ... s . a.,.:. >�,5i,: /..4 an.:r,.�%h"�3'L" `: � ❑ (A) Limited to Design ADT s 400-Show pavement material notations and thickness from Appendix IV Tables Armand B. ❑ (B) Show pavement section as developed in the Pavement Design Guide. I DR= (See Appendix III for material notations and thickness equivalency values(a)). i from Appendix II r:,,.;,.;..,r..rRa;».»:;u vav:.ro:«;,.;eu..:.x;:;.:;w,)*,,r.hs:arror:;;<a.;:ry ow?,y, . ro>aw;:. ava.rw:w�:rrx r»Z<;owe::aew:<;r rr:<ormv.»:.;.:;<;;..::;;.r:a,.ra�an..w.r:-r:.rmr.,......x<oayss;x;•..:rrvrv:; Description of Proposed Pavement Section • Material Notation Thickness,h a (a x h) Surface 90�R C, - krCi9- lg cI 2.2S 3.37C Base 05.O .� Z.26 .7C Subbase i(-p, 6 AA 5. 6 DP must equal or exceed the value of DR. DP=E(a x h)= / 3,73 V. 21 grWttil COUNTY OF ALBEMARLE Department of Community Development 401 McIntire Road,Room 227 Charlottesville,Virginia 22902-4596 (434)296-5832 Fax(434)972-4126 TRANSMITTAL TO: Jimmy Fretwell DATE: November 22, 2005 Virginia Department of Transportation SUBJECT: CBR, Old Trail—Ballard Field The following items are being sent ® Attached 0 Via Fax ❑ Copy of Letter 0 Specifications 0 Shop Drawings ❑ Plans 0 Contract ® Other ❑ Plat 0 Change Order COPIES DESCRIPTION 2 CBR Tests for West End Drive(Sta 16+50, 20+00) and Haden Terrace(Sta. 3+50) i ❑ For Approval 0 Approved as Submitted 0 Resubmit Copies for Approval ® For Your Use 0 Approved as Noted 0 Submit Copies for Distribution ® As Requested 0 Returned for Corrections 0 Return Corrected Prints ❑ For Review and Comment 0 For Bids Due ❑ Prints Returned after Loan to Us 0 Remarks: Copy: Signed: / If enclosures are not as noted;kindly notify us a oncb. BEIGHTS DEVELOPMENT CORPOR AT ION 800 EAST JEFFERSON STREET CHARLOTTESVILLE,VIRGINIA 22902 434-245-0100 434-245-0300 FAX November 18, 2005 Mr. Warner Wilkerson County of Albemarle Dept of Engineering& Public Works 401 McIntire Road Charlottesville, Virginia 22901-4596 Re: Old Trail, Ballard Field: CBR test reports West End Drive, sta 16+50, 20+0 Haden Terrace, sta 3+50 Fax no 972-4035 Dear Mr. Wilkerson, This letter is to accompany CBR test reports as described above. We are not anticipating a pavement redesign and are hereby requesting that the original design be approved as the final design. Additionally, I have included similar information for Alley C and Alley E. It is my understanding that this pavement will not be included in the roadways that are to be state maintained but I am sending you the reports for your files. Please review this information to determine the adequacy of the current design for the pavement and notify me of your findings as soon as possible. If you have any questions or require any additional information, please contact me at any time of your convenience. /R spe y, C homas N. air cc Mr. Ronnie Parham file REAL ESTATE ADVISORS ' CONSULTANTS INVESTMENTS ' DEVELOPMENT 08/31/2005 07:30 4349793759 VDOT PAGE 01/02 Virginia Department of f Transportation 701 VDOT Wadency y Charlottesville, VA 22911 Phone (434) 293-0011 4 FAX(434)979.3759 Date: g-�, „s From ; s � To � Phone: -en-sow icy FAX ; FAX: / /s, F,;i i'd e G'o4V'ACc •T3 / .tom 9 C4 c 7arl en-Ar 4 C ' /o 11 ,:/ -5 ;;s:4;Au 4/4. c - F," C9sk tewbic C« r;,;ans No- 4k: c%Flir 91a04i n&4E .4•2� 599i4 ng /awy 44.ref-ow cve4 fl,c Number of Pages 2. (Including Cover Sheet) If you have any trouble receiving this information,please call VDOT at (434) 293-0011. 08/31/2005 07:30 4349793759 VDDT PAGE 02/02 • • VIRGINIA DEPARTMENT OF TRANSPORTATION /MIRA-DEPARTMENTAL MEMORANDUM August 17,2005 MEMORANDUM TO: Mr.J.S. Utterback ATTENTION: Mr. C.7'.Saber FROM: Roger C.Miner SUBJECT: CI3R Tests&Pavement Design Alley A., Alley C(10+00 to 18+52), West End Drive(5+00 to 13+81), Welbourne Lane(3+1 i to 13+50) Ballard Field 1 Old Trail Subdivision Albemarle County In response to your transmittal dated 8-4-05,I have reviewed the eight(8)CBR tests submitted for the above roadway segments. My review indicates that the tests appear to have been performed in a satisfactory manner. There does appear to be a typographical error on the test for station 6+50 of West End Drive,since the average CBR value is 22.5 versus the indicated value of 21.7. On the basis of the test results and the anticipated traffic indicated in the table from the plans that you furnished, pavement design analyses confirm that the design depths given in the table arc more than satisfactory. Please advise if further discussion is desired, tl Roger C.Miner Assistant District Materials Engineer RECEIVED AUG1B2° 5 qESIDEN ESVILLE Cy OFFICE CHAPLOTT VA Icanoe TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. co co N February 3, 2006 9 • co Albemarle County Community Development E r- 401 McIntire Road 2 oo Room 227 - o Charlottesville,VA 22902 Attn: Jay Schlothauer,Director of Inspections/Building Official rc• U. Re: Old Trail—Ballard Field Subdivision Road Plan(Decorative retaining walls) 2 N IS- LO a Dear Mr. Schlothauer: 0 °' z m Please allow this letter to serve as a formal certification that the retaining walls within the Old Trail Ballard Field Subdivision were built in locations as specified on the Old Trail Ballard Field Road construction plans. If you have any questions, please feel free to contact me at(434) 566-1328. o H C t 0 Sin e,ly, I E m 3 IS 3 Cott R. Collins, PE Timmons Group—Residential Services 76 a y m C v E 0. 0 m v 0 G) .05 Page 1 of 1 Greg Cooley From: Greg Cooley Sent: Friday, October 06, 2006 1:25 PM To: 'Tom Sinclair' Cc: Warner Wilkerson Subject: CBR Reports Lower Ballard, Alley F Tom Thank you for the CBR Reports for Lower Ballard,Alley F. They are approved as submitted. Let us know if you have any questions. Sincerely, Gregory J. Cooley Jr., P.E. Road Engineer Community Development Department Albemarle County,VA g co o f ey(a,a l b e m a rl e.o rq (434)296-5832 ext. 3336 10/6/2006 BEIGHTS DEVELOPMENT CORPORATION • 800 EAST JEFFERSON STREET CHARLOTTESVILLE , VIRGINIA 22902 434 . 245 . 0100 FAX : 434 . 245 . 0300 TRANSMITTAL To: GREG COOLEY FROM: TOM SINCLAIR COMPANY: DATE OCT 04, 2006 COUNTY OF ALBEMARLE fax number: TOTAL NO.OF PAGES INCLUDING COVER: PHONE NUMBER: SENDER'S REFERENCE NUMBER: RE: OLD TRAIL, CROZET VA. YOUR REFERENCE NUMBER: ❑ URGENT ❑FOR REVIEW ❑ PLEASE COMMENT ❑ PLEASE REPLY ❑ PLEASE RECYCLE NOTES/COMMENTS: Transmittal for C B R test reports Alley F, sta 15+50 ave CBR value 6.0 Alley F, sta 17+25 ave CBR value 21.8 Transmitting: one set of CBR test reports copy to: Parham Construction(transmittal with reports) file(transmittal with reports) -.z • r a q . 14 [ e r u.f�il y m'rut °7 r.t,.,w",,�s. y . _ . v. . � ��, �i.� F �� i il�y � ��� fir' �rc��TW � y f,} { (33 � tt n5 k l- � John Y. Gooch, P.E. �00CI'L Steve Gooch, C RGJA.O.S.E. rv,. ;YLSZfleering Phone (434) 293-7449 eSting- Inc. Fax (434) 293-5137 1821 Broadway Street Charlottesville, Virginia 22902 www.gooch-eng.com September 27, 2006 Mr. Tom Sinclair March Mountain Properties LLC 800 East Jefferson Street Charlottesville, Virginia 22902 Re: CBR Tests Lower Ballard , Alley F—Sta 15+50 and Sta 17+25 JOB CODE: 2141 Dear Tom: Enclosed are the results of two (2) CBR tests we ran on soil samples from the referenced site. We have also enclosed the moisture-density (compaction) curves, stress-strain curves and sieve analysis results. Our personnel performed sampling in the field. We hope this is the information you need. If you have any questions, please let us know. Sincerely, Gooch Engineering and Testing, Inc. Steve Gooch Encl. .I • O O C I2 CBR TEST REPORT 1821 Broadway Street ri n g i n e e r i n g Charlottesville,VA 22902 Phone 434-293-7449 & e s t i n g , Inc. FAX 434-293-5137 Date: 9/22/06 , By: HPP Project: Lower Ballard Job No.: 2141 Sample: Local: Alley F Sta 15+50 Description: Brown red sandy clay AASHO T-99 X Max. Dry Dens. 103.4 pcf., Opt. Moisture 24.6 AASHO T-180 Cylinder No. 3 Cylinder Ht. 4.584 in. Cylinder Vol. 0.0744 cu.ft. Cylinder Wt. 9.31 Hammer Wt. 5.5 lb No. Lifts 3 Blows/lift 50 Surcharge Wt. 10 lb. DENSITY AND MOISTURE DATA As Compacted After Soaking Can No. A5 A6 A5 A6 Wt.wet sample+ can, gm. 68.85 68.52 68.67 68.77 Wt. dry sample+ can, gm. 59.51 59.39 59.42 59.76 Wt.water, gm. 9.34 9.13 9.25 9.01 Wt. can, gm. 21.00 21.14 21.00 21.14 Wt. dry soil, gm. 38.51 38.25 38.42 38.62 Percent moisture 24.25 24.1 23.87 24.08 23.7 23.33 Wt. mold+wet soil, lb. 18.65 18.68 Wt.wet soil, lb. 9.34 9.37 Wet density of soil, pcf. 125.54 125.94 Dry density of soil, pcf. 101.19 101.81 Percent max. lab density 97.9 98.5 PENETRATION DATA SWELL DATA Penetration Load in. lb. Dial reading before soaking 0.023 in 0.000 0 Dial reading after soaking 0.023 in 0.025 75 Swell 0.000 in 0.050 110 Percent Swell 0.00 % 0.075 145 Volume after soaking 0.0744 cu.ft. 0.100 180 0.150 240 0.200 290 CBR= 100(180/3000)= 6.0 0.300 385 0.400 . 465 - 0.500 535 ' 2±):S.,9•4? C:t.4 • Lower Ballard Ally F Sta 15+50 600 - • 500 400 - -0 €8 300 200 100 - 0 0 , 0.1 0.2 0.3 0.4 0.5 0.6 Penetration • ,W;g) DRY DENSITY LBS/FT3 • •-• _ , v0 '.0 ‘0 '.0 '.0 5 5 0 0 a CA '...1 00 1/40 0 1—• N.) t'-) .0 .0 b 5 b so b 5 b ,.--, 5 •„.... , 0, hi IQ b 1 t..) u.) b .i. . . . r 1 0 0 t.) 1 co , (7) •ao tiv N . P ...t a. - . CD •-.< qi up N) a __. ch op t..) 0-, b . • . , . . -. .. . - . • t...) --.1 b . , • . . • • -, .• . ,.. . , . .,.. • , --"-!/-z;;t • , - - i •:'''';', --1/4 '- ' t I ,.-'' - - ,. `..: ',,,l--zI:. -td•I,J.:,'.;".. , .:,-1 -4:it:-, -." , .„:7.,,,.....,,... ,,. -•,,, ,,, .F,,, J. .., , ,.,•., ,,,,....,. t,,., , • :,..,„!r;' ;;.,:,4,;::4:7;,',:i:02:.--,..i;7.' '''''.'=.. - , J. ;?-.' ' 'r:171},..P6-5,W::;;I:17'it '..',.$1. -...... , I.,y,,A.,M, L. 14 1,i,,,,kit's=ve.,,,.;.:,•.,::*.,.•,,a;•y ,„i”,...4;-. ' -,'... .'4!:C4,,ev..:„":„,ya r,',,,.8-....,"?,-:F...r iic.?L*k::;,.;...,:::?-..:.::i,:c!$6z"jn.'i4f;,",.-;,.?,,-i.-,(,.,.,A,4,i,.,.t.'.2.,i6'..E,,?g,...;!7,:"..,:,:q;'4,1'•,:i..7'.4 .,...:.; a41.17i1li.1.4:nk:,tnik,,tjiA.,ht::: t4ri.4..:,,7a, a z. ;...;,:3,;J,--.: ..-, +.1V2k'R kk':R ' > ,atd 7 iYr itt Y ' v%-G F t t,p r L u5 a.� /.�.4. a� 3 kL fifty�`f��t va 4� SIEVE ANALYSIS REPORT Lower Ballard Alley F Sta 15+50 Sieve Cumulative%Passing 3/4100 4 98.9 10 96.5 40 83.4 200 58.6 ATTERBERG LIMITS Liquid Limit 32.9 Plastic Limit . 17.7 Plasticity Index 15.2 • O O C h CBR TEST REPORT 1821 Broadway Street n g i n e e r i n g Charlottesville,VA 22902 Phone 434-293-7449 Z e s t i n g, In C. FAX 434-293-5137 Date: 9/22/06 By: HPP Project: Lower Ballard Job No.: 2141 Sample: . . Locat.: Alley F Sta 17+25 Description: Brown sandy silt AASHO T-99 X Max. Dry Dens. 113.4 pcf., Opt. Moisture 16.5 % AASHO T-180 Cylinder No. 4 Cylinder Ht. 4.584 in. Cylinder Vol. 0.0744 cu.ft. Cylinder Wt. 9.31 Hammer Wt. 5.5 lb No. Lifts 3 Blows/lift 50 Surcharge Wt. 10 lb. DENSITY AND MOISTURE DATA As Compacted After Soaking Can No. A7 A8 A7 A8 Wt.wet sample+ can, gm. 68.76 68.57 68.44 68.85 Wt. dry sample+ can, gm. 62.15 61.67 61.47 61.42 Wt.water, gm. 6.61 6.90 6.97 7.43 Wt. can, gm. 21.55 20.98 21.55 20.98 Wt. dry soil, gm. 40.60 40.69 39.92 40.44 Percent moisture 16.28 16.6 16.96 17.46 17.9 18.37 Wt. mold+wet soil, lb. 18.92 19.18 Wt.wet soil, lb. 9.61 9.87 Wet density of soil, pcf. 129.17 132.11 Dry density of soil, pcf. 110.76 112.04 Percent max. lab density 97.7 98.8 PENETRATION DATA SWELL DATA Penetration Load in. lb. Dial reading before soaking 0.008 in 0.000 0 Dial reading after soaking 0.027 in 0.025 280 Swell 0.019 in 0.050 440 Percent Swell 0.41 % 0.075 560 Volume after soaking 0.0747 cu. ft. 0.100 655 0.150 785 0.200 895 CBR= 100(655/3000)=21.8 0.300 1085 0.400 1265 0.500 1420 wer Ballard Ally F Sta 17+25 1600 - • \ ,a . . ,z 1000 - ' \ f \ . f , . - - - , _ w y "/ • t \ s f ` . / . ^ . \00 /7 \ . \ /» 2 ` fi 0 , / o 0 0 0 '0 - < . . Penetration . ems ard Alley F Sta 17+25 / \ 109.0 ° - ~ . \ !o ' 106.0 - !aJ p !#B - ) ——--— — / / !o - e — § 101.0 \ 100.0 #, - - 9 97.0 \ ®0 ? \ . p . . 14 13.0 , !a 16.0 18.0 19.0 20.0 21.0 22.0 > m� . / \ . . > « /uea S"'y.r K,S asr�+ Tf x✓ r ' i°'ri1^sr rr etr,� a.Fr a t .cS rx fL 44 i t a Tw s 'Yt 5 3 5�54 �� Y^ \a‘ m b ir- a �, c e n �� .,lye " '1 d.t 'oak} .F ` � twi tm'tp t t� '� 4 { f ✓'. 'Mar a SIEVE ANALYSIS REPORT Lower Ballard Alley F Sta 17+25 • Sieve Cumulative% Passing 3/4100 4 87.6 10 84.0 40 73.6 200 61.5 ATTERBERG LIMITS Liquid Limit 32.2 Plastic Limit 24.4 Plasticity Index 7.8 4/11040,07. Q44/4 Li