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Home My WebLink AboutSUB201600021 Bond Release ROUDABUSH, GALE &ASSOCIATES, INC. A A PROFESSIONAL CORPORATION AA LAND SURVEYING Serving Virginia Since 19..56 ENGINEERING LAND PLANNING ENGINEERING DEPARTMENT SURVEY DEPART MIENT 172 SOI 3TI I PAN TOPS OPS DRIVE,S Ili A 914 MONTICELLO ROAD .JIML.FAGGART.RE. CIIAR1.OI,FESVILLE,VA22911 C)IARLOCFESVILLE.VA22902 \VII.LIAMJ.LEDBETFER..Ls. DON FRANCO.P.F. PI IONE(434)979-8121 PI IONF.(434)977-0205 BRIAN D.JA\IISON.I..S. DAVIT)NI.ROBINSON,P.E. FAX(434)979-1681 FAX(434)296-5220 DAVID A.JORI)AN.L.S. AYIy1Y NI.GEOROE.L.A. INFO'rrROI;DABI;S!LCOM ERIS I OPI TER C.WIN fERS,1..5. Albemarle County Street Acceptance Submittal Contents PROJECT: OLD TRAIL- East Village o OWNER CERTIFICATION OF COMPLETION o AS-BUILT CERTIFICATION LETTER o AS-BUILT PLAN o FINAL PLATS o IN PLACE PERMITS o VDOT OFFICAL 45 DAY PUNCH LIST o GEOTECH REPORTS -CBR -EARTHWORK -CON RETE -ASPHALT o PIPE VIDEOS o PIPE VIDEO SUMMARY Certificate of Completion This certifies that I/We, MARCH MOUNTAIN PROPERTIES LLC developer(s)of OLD TRAIL VILLAGE-EAST VILLAGE(BLOCKS 10,16,17.18,&30) Subdivision, have completed installation of all subdivision improvements and all construction conforms to the requirements of the Albemarle County Code and to plans as approved by the County of Albemarle,and any discrepancies have been documented and approved by the County. I/We also certify that that all of the construction costs for the improvements,including those for materials and labor,have been paid to the person constructing the improvements. By: gnature) (Date) �.C.t?.Q_ti tel (Print Name) ,QV1Gtirj� cC]�(Print Title) State of VIRGINIA City/County of ALBEMARLE The foregoing instrument was subscribed and sworn before me this /6 day of Szp-I-e ILA Ake' , C349 l ,by 5c4 a,oc- Zfe /gook,. rayd„ Notary Public My Commission Expires: I`9 13 I I -1 Registration#: a s a 3 CATHERINE H. FITZGERALD NOTARY PUBLIC REG.#252832 2/6/08,Rev.3/16109 ` COMMONWEALTH OF VIRGINIA MY COMMISSION EXPIRES OCT.31,2021 Certificate of Completion This certifies that I/We, March Mountain Properties LLC developer(s) of Old Trail Village, Blks, 10,16,178,18 Subdivision, have completed installation of all subdivision improvements and all construction conforms to the requirements of the Albemarle County Code and to plans as approved by the County of Albemarle, and any discrepancies have been documented and approved by the County. I/We also certify that that all of the construction costs for the improvements,including those for materials and labor, have been paid to the person constructing the improvements. By: (Signature) (Date) (Print Name) (Print Title) State of Virginia City/County of Albemarle The foregoing instrument was subscribed and sworn before me this day of , by Notary Public My Commission Expires: Registration#: 2/6/08,Rev.3/16/09 i ROUDABUSH, GALE &ASSOCIATES, INC. A A PROFESSIONAL CORPORATION S p LAND SURVEYING Serving Viiginia Since 195E ENGINEERING LAND PLANNING ENGINEERING DEPARTMENT SURVEY DEPARTMENT 172 SOULII PANTOPS DRIVE.STE.A 914 MOM(CELLO ROAD JIM L.TAGGART.P.E. CIIARLOL IESVILLE.VA22911 CIIARLOFIESVILLIi.VA 22902 WILLIAM J.LEDBEITLR.L.S. DON FRANCO.P.E. PI IONE(434)979-8121 PI IONE(434)977-0205 BRIAN D.JANIISi)N,L.S. DAVID NI.ROBINSON.P.E. FAX(434)979.1681 FAX(434)296-5220 DAVID A.JORDAN.L.S. AM\IY M.GEORGE.I..A. INrokRouD.ABUSI I.COM I:ItlS"EOPIIER C.WINTERS,L.S. June 25, 2018 Albemarle County Department of Community Development 401 McIntire Road Charlottesville, Virginia 22902 RE: Old Trail Village Blocks 10, 16, 17, 18 and 30 As-built Road Plans I have made an inspection and performed as-built surveys of the roads in Old Trail Village Blocks 10, 16, 17, 18 and 30. I certify that the roads have been built in accordance with the approved construction plans. As-built public road plans dated January 25, 2016, and last revised on July 15, 2015 were prepared based on field surveys of the final constructed improvement locations. The plans have been submitted to the Virginia Department of Transportation and County of Albemarle. The as- built plans show both the final horizontal and vertical alignments for the roads, the locations and elevations of storm drainage pipes, the locations of all stormwater conveyance channels and easements and all public road signage. All horizontal and vertical variations between the approved plans and the as-built features are indicated on the as-built plans. • William J. Ledbetter,L.S. OLD T RAI L VI LLAG E xR..., ,„4 I g _ ,,, s ,...., A§ . , g 11 .e. ,i1 BLOCKS 1 0, 1 6, 1 7, 1 8 & 30 vI5421a a- AS-BUILT ROAD & UTILITY PLAN cc �z lg SITE DATA , i 0 za el r r'� oa 99 OWNER/DEVELOPER. MARCH MOUNTAIN PROPERTIES LLC CONTACT: DAVE BROCKMAN \ ire _�% R" (V `� rI�'' SHEET INDEX to � oe OLD TRAIL VILLAGE i� 1I \ t\\i`\' ,L�.•',n,.1 '/'l��( ;( CROZ HEAT,A=RCROFT CIRCLE. SUITE f00 CELL: (7021-995-90BB / y �" �uS'� ��''�, e � '�-- , ®Q I CROZET VA. 22932 `� dave@oldtrailvilla9e.tole /ti �'' - _.; - �c // " 1—COVER$I'I� y(A WZ PLAN PREPARER ROUDABUSKMONTI GALE, &ASSOCIATES / i I ]Tt *T Y /\ f, W Bf4 HONTICELLO ROAD 'a +-'1 --T-T;,''r. -,\• / �J y CHARLOTTESVILLE, VA. 22902 �'�\ \ '�.+(;';,=�,•.,y. {,�,(�,?`;w\�\�k' '; _. r \' /y �� Q) F (434)-977-0205 .�J • \. �_ \ _ ;' +-Y-- rr� S. '\Fjw n .,t _ ` �/, A 'y,/j,z' *rep RXX.XX) MW as Z . 'i.'i- ,' '-` ` ; .`,4' *MC 6OK`<XX;f) RIAW` "� OW TAX NAP PARCEL No: A PORTION OF 055E0-01-60-000A1 \ X'\�_� I n'i' C J� �'. j•'*�•'- �'�' > W R -�.-- .lam _4;_�—+_, .�� 'L \ ZONING- NEIGHBORHOOD MODEL DISTRICT IN ACCORDANCE WITH PROFFERS �( a '�- ram k ` 11 / T� J -. *NC P B �2 1� m OF ZMA-2015-00001 APPROVED ON FEBRUARY 10, 2016 ♦ �� ) �3 .‘W, +i r ) r T''- 2`�\ *N� Q 2 USE: BLOCK 10: \..,si . �.� )'' ,i („/-) "ROQO'LJ L_' j`� L \ �, ,s NIC Z og 25 SINGLE FAMILY ATTACHED UNITS '� /-i ,/ 1 L..')`/ `- jr L 1 xT \. •r- V�r * O W .in 6 1 LYZ_ BLOCK 1& 1 \\ / 1•_ i; 1 ,., ]� /s-a 1oQ r' " SHEET 8 GRADING PLAN a 7 SINGLE FAMILY ATTACHED UNITS I ,k \ \`��\ '' T= yS�'' _.. ''. -. \ j ,�f% L- 1- SHEET BA AS-BUILT ROAD PLAN 24 SINGLE FAMILY DETACHED UNITS '\�, � �, {"�i...L`), _ � -mil ' BLOCK J7: _ ,. 1 - +.113..••..J/ \ _ -1'�0 14 SINGLE FAMILY ATTACHED UNITS / ' X,- - SHEET BB AS'BUILT UTILITY PLAN BLOCK 16: /,/ r-i.-_-\ L,;'y'`"`.., j,_._. t„ (' C, i `�-- l--_1; REVISIONS 20 SINGLE FAMILY ATTACHED UNITS i' T \ ;�-'� T- $1 SHEET 10—GRADING PLAN Yq,R�fE BLOCK 30: .I 1 ,�"Cr�i . ,.;,,.<'' .a 1::--`I \ :--....,._t SHEET 10A—AS-BUILT ROAD PLAN P.am.�ls 14 SINGLE FAMILY DETACHED UNITS / -- ! �r� �./ -_�'' , % '�� t \ � _. SHEETIOB—AS-BUILTUTIITY PLAN" crom.E� PARKING REWIRED: 2 SPACES FOR EVERY SINGLE FAMILY DETACHED DWELLING=2 x 37=74 SPACES I '"'I ! 2 SPACES FOR EVERY SINGLE FAMILY ATTACKED DWELLING, PLUS , l { `: ./ ` }t� ��,_�,4 "` r \ '= SHEET 11—GRADING PLAN A+i��a ONE (1) GUEST SPACE PER FOUR 60 UNITS SHALL BE PROVIDED= (2 x 66)+(0.25 x 66)=149.5 SPACES J _S�,' \1 �^` I\, l' \(T SHEET 11A—A$-BUILT ROAD PLAN AS-BUILT PLAN TOTAL SPACES REQUIRED=74+149-223 SPACES f----- ��y� {i :S. SHEET 118—AS-BUILT UTILITY PLAN �1�7 PARKING PROVIDE). 202 SURFACE SPACES+202 GARAGE SPACES=404 SPACES PROVIDED r. \ > --- *NIC - AODITIONAL PARKING AVAILABLE ON THE PUBLIC ROADS=APPROX. 161 SPACES it \ ` __ �' �/� _-(.r *NIC MAGISTERIAL DISTRICT: WHITE HALL MAGISTERIAL DISTRICT --`j\`----. \ �`" ` �� STORMWATER MANAGEMENT: AS DEFINED BY THE OVERALL STORMWATER MASTER PLAN !r ; -- \ -_ \r * . - WATERSHED' LICKINGHOLE CREEK . ,✓ -i ' \ \•t' ��, 1 SHEET 18—AS GUILT ILT ROAD&UTILITY PROFILES TOPOGRAPHY: LOUISA AERIAL SURVEYS, AUGUST 2012. ---TT I' 4�i �C ., 1 , / SHEET 17—AS BUILT ROAD&UTILITY PROFILES BLOCK 13B ROAD G UTILITY ASBUIL is 11/24/2015. BLOCK 14 ROAD&UTILITY ASBUIL75 04/24/2015. : { \`` j ti, -� .yu \.� TOPOGRAPHY FIELD SURVEY 03/03/2015. r , i Y, LA•\' *'ny''j+, s�� '\ \'i_le SHEET 18—AS-BUILT ROAD&UTILITY PROFILES DATE s fZT�, �� .:1 DATUM: VERTICAL-NAVD 88, HORIZONTAL NAO 03 ! -' -I-.. � `` _7,,,---- Q(. '� �,�•-G -- ----1 SHEET 19—AS AS-BUILT ROAD&UTILITY PROFILES January 25,2018 CRITICAL SLOPES: NO CRITICAL SLOPES EXIST WITHIN THE PROJECT LIMITS. �;�;.`�i.••,,,,..��\ `' -ri "- �A.r\^- i SHEET 20—'BUILT STORM SEWN;PROFILES "i SHEET 21—AS-BUILT STORM SEWER PROFILES sr i FLOODPLAIN THIS PROJECT IS NOT LOCATED WITHIN FLOODPLAIN. LIMITS AS SHOWN ON FLOOD INSURANCE RATE MAP. �, \ --L. ` 1 \ ( - SHEET 21A—AS-BUILT STORM SEWER PROFILES ( SCALE COMMUNITY PANEL NUMBER 510006 0237 D. EFFECTIVE DATE: FEBRUARY 4. 2005 z /j � /`, /I i ;t / j �` `� *ac l AS SHOWN LANDSCAPING SEE LANDSCAPING PLAN FOR PLANTINGS. SCHEDULE AND SPECIFICATIONS. NOTES-AND DETAILS I ! {' \\ �� _,J y�i6.+1 *MC LIGHTING 1. ALL PROPOSED LIGHTING WILL NOT EXCEED 3,000 LUMENS. <'\-Ye- 1< •~•i\ '�\�;'�o (� 1. *MC 'ppMpUpp�yKl 2. EACH OUTDOOR LUMINAIRE EQUIPPED WITH A LAMP THAT EMITS 3.000 OR MORE INITIAL LUMENS SHALL �' -. \ �.- J 'l - SHEET 25—TYPICAL SECTIONS.NOTES&DETAILS J BE A FULL CUTOFF LUMANAIRE AND SHALL BE ARRANGED OR SHIELDED TO REFLECT LIGHT AWAY FROM -- `- :\ Rt@ 250 _ N/A ADJOINING RESIDENTIAL DISTRICTS AND FROM ADJACENT ROADS. _ ",,,4::., l -- _ __ NIC 11� X 1r 3. ALL OUTDOOR LIGHTING SHALL BE ARRANGED OR SHIELDED TO REFLECT LIGHT AWAY FROM ADJOINING Z --'� -- - .i '^'=-"r RESIDENTIAL DISTRICTS AND AWAY FROM ADJACENT ROADS, O ,,, / yam," = ` •\_;' 1, j am__--'--'-;,,tl" 1—i ` __ *PTO NO EVIDENCE OF A BURIAL SITE WAS FOUND ON THIS PORTION OF PARCEL Al. w�'J C ` 1 J'"',l`�J' S' I �- ••• 6,-A h.,:' "�' W''' 47(-^+•4'. / •:4- _ \ `s<:: --- I ---: *WIC 6H= Z --- *NC h9 6CaBC�f3f�CtsAN JIP A[1' THE STREAM BUFFER(S) SHOWN HEREON SHALL BE MANAGED IN ACCORDANCE WITH ;�.�--" - �� \ \_-`-�t�S\\y- �.; -`-'1T`! Lj j lii�� I/- \ THE ALBEHARLE COUNTY WATER PROTECTION ORDINANCE. i -__ \ , _,ate,-�---r \: LI, I __--7 FYI! �I r \ *NC` 30000(ka'�N� THIS SITE IS NOT LOCATED WITHIN AN AGRICULTURAL-FORESTAL DISTRICT. *NC>SHEET 81,e4. .x1ArtrI P.EAN THIS SITE IS LOCATED WITHIN THE WATERSHED OF A PUBLIC WATER SUPPLY RESERVOIR. VICINITY MAP *NC h9EEEK22404E3r( W 0 LL ROAD PLAN APPROVAL IS DEPENDENT UPON THE APPROVAL OF THE OLD TRAIL STORMWATER MASTER PLAN 1��1000 FEET Lh AND STORMNATER MANAGEMENT PLANS FOR BLOCKS 10, IN 17-18, WHICH ARE NOW UNDER REVIEW. SCALE: *NC-war INCLUDED 0 of g� J LEGEND _;^? s GENERAL CONSTRUCTION NOTES EXISTING INTERMEDIATE CONTOUR --"--32 -_ PROPOSED TREE CD - T. )~ 1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT-OF-WAY, INCLUDING CONNECTION EXISTING INDEX CONTOUR - -Jo EXISTING WATERLINE WI TEE — -H— Cl)j TO ANY EXISTING ROAD. A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF PROPOSED CONTOUR —2o PROPOSED WATERLINE W/TEE w CC O 8 TRANSPORTATION(HOOT). THIS PLAN AS DRAWN NAY NOT ACCURATELY REFLECT TIE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE REQUIREMENT OF THE PERMIT SHALL GOVERN. EXISTING EDGE OF PAVEMENT - D P— - EXISTING FIRE HYDRANT '- W O eQ 9 VDOT MUST BE CONTACTED AT LEAST 48 HOURS IN ADVANCE OF THE START OF CONSTRUCTION. 2. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND PROPOSED EDGE OF PAVEMENT EP PROPOSED FIRE HYDRANT O STANDARDS OF VOOT UNLESS OTHERWISE NOTED. CBE's SHALL BE SUBMITTED TO VOOT FOR REVIEW 6 L___T/!^ APPROVAL. EXISTING CURB AND GUIIFIt -- IX' G— - EXISTING WATER VALVE N r W 3. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVE°EROSION CONTROL PLAN AND SHALL BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR PROPOSED CURB AND GUTTER CG-S PROPOSED WATER VALVE —®W Q U OTHER CONSTRUCTION. CO-6 ROLL-TOP O 4T9 oJ, ,J O J 4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED. SEEDED. AND MULCT-ED. TRANS(i(ON FROM CO-6 ROLL-TOP PROPOSED WATER METER ;�1,W y7� 5. THE MAXIMUM ALLOWABLE SLOPE IS S 1 (HORIZONTAL: VERTICAL). WHERE REASONABLY OBTAINABLE, DUE'RP EXISTING REDUCER P ,, J LESSER SLOPES OF 3:1 DR BETTER ARE TO BE ACHIEVED. EXISTING STORM SEWER o - 1 6. PAVED. RIP-RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF L6•Rip o O TYI PROPOSED REDUCER —►W COUNTY ENGINEER, OR DESIGNEE, IT IG DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE PROPOSED STORM SEWER e®-r-.�dsoC�, U v. CHANNEL. HANDICAP RAMP (CG-12) 03 7. TRAFFIC CONTROL SIGNS SHALL CONFORM TO THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL EXISTING SANITARY SEWER - -O— — — Do- 4I�y ,� Jimmy L Taggart CO DEVICES. u B. UNLESS OTHERWISE NOTED, ALL CONCRETE PIPES SHALL BE REINFORCED CONCRETE PIPE-CLASS III. PROPOSED SANITARY SEWER •--�...— ST... BO - Uc N. HMS PIPES MAY BE INSTALLED IN LIEU OF CLASS III RCP, AND SHALL CONFORM TO AASHTD M294. PARKING INDICATOR 1© o 22B41 4Y Q 9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR PROPERTY UNE - weans THE NM.OH rmr,PRYING SPAY 3 V CONSTRUCTION INDUSTRY (29 CFR PART 1B26). EASEMENT UNE BENCHMARK sGIONAL ES'c 10.VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM THE ENTRANCE CORRIDOR SHALL BE ELIMINATED. CENTERUNE - - CRITICAL SLOPE UMITS OF CLEARING AND/OR GRADING -s - ROES-BE RFDEa l'aCH''a 0000 EXISTING SPOT ELEVATION +12.0 APPROVALS DATE FILE NUMBER PROPOSED SPOT ELEVATION VEHICLES PER DAY COUNT +12.0 LIMITS OF DEMOLITION XXXXXXXX- PROPOSED STREET NAME SIGN + DEPARTMENT OFOOMMUNDYDEVELOPMENT 8053 I EXISTING FLOODPLAIN -s-w-m-a-a-o- EXISTING SIGN -Tr- PLANNING/ZONING -- STREAM BUFFER o:m v m a TT: PROPOSED SIGN ENGINEEFUNG EXISTING TREE DRIP UNE ,A...,L,u�,,,,, yNITAry MANHOLE IDENTIFIER OA ARE RESCUE EXISTING TREE 0 STORM DRAIN STRUCTURE IDENTIFIER A ALBEMARLE COUNTY SERVICE AUTHORITY SHEET \ VA.DEPARTMENT OF TRANSPORTATION --IA of 18 ``\ C AC-A TMMFFCTCLG TFAILEGEFIELCCu III.1EW s-E,/tslEaYDEe AsTults crc,11f O,Th 7 21C EE FM..,AGec rce \ \ J \ \\ \ \ \� \\ \ —'----\ '\\ \ \ % , \ .,\ \N % \ \ lk ---- \\ % \ \3 \ \\ \ \ \ 1 N 1 1 Illio ,,, \ ______) 1 q p m00 c 1 ° ---.' . ' Wry f--\ Ff ,.4 p � --- „..,-„---- - 41110‘ ....... 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D Was Q� 675 - 675 o w ¢¢ Zp 1. . cm Zd� � _ e4 D�S2 ::b0 '-50' HORIZNTAL (IJ mOWz 670 EX. 12'M/L�N t x • 3' SSA Or WIC 870 O W pNo a oO �� --X-ING ' 11 a x oro w/ `ar 9:LLE DI FEETIT,▪ V Wm ®" � TYP SERVICE 665 a =c1. o CONNECTIONS CTIONS =-SAG STAD24+4949 a ',u 1" CURB STOP A . a ----, 665 651113048 L u_ix¢ (SEE DETAIL) I 26 CD-: o FILL AT 95% c7 -.NA /� I COMPACTION h�14 �w'ra..m fE' HOPE / \ o K-ING 6Ana 62016 880 In Horizontal Scale m 1:50 • 15" HOPE 860 ab15.one m' Vertical Scale=13 w X-ING ,Lx w + w> CI Li- w> AS•BUI.TPLAN .m. Design Grade CL ~m ' - ~o �7 Ao-Blritt Grade CL m, mm m. - xm X Xm 655 rn m m m m m ml 655 o PI e 12 0 150 156 1F $5 5 II 1,2 19+00 +50 20+00 +50 21+00 +50 22+00 +50 23+00 +50 24+00 +50 25+00 +50 HIGHGATE ROW ADLERSGATE ROW J�,,,e,DA 25.TE 8 (25 MPH DESIGN SPEED) (25 MPH DESIGN SPEED) o SCALE m ¢� cm b O o n Fw-Ib�cm,,a W > a� mjr In O ,rj Q ImD "> ¢� rn o m r� "� �" ',-,:,,A, •¢." 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(SEE DETAIL) 1B" H4PE CO-1 Q X-IN, 18 660 _m m 660 660 @ 660 8N$S op A Horizontal Seale 1:50 a wLL w> Horizontal Seale = 1:50 0;4 .4 m Vertical Scale=1:5 c- 1-6 Vertical Scale 1:5 4_ `/ - FILE NUMBER a Design Grade CL o 6,g m• Des Grade CL - {7 ��/� 8053 As-Built Grade CL x: :�m As-Built Grade CL JJJffI///mnn ' 655 D- m m m m 655 655 655 my L.Taggart �`��}[ o p 11c Na p H m m gi 1 I i o 1E o a ' IV. $ g 11 aFS9, �.E�e4` 10+00 +5D 11+00 +50 12+00 +50 13+00 +50 14+00 +50 15+00 +50 10+00 +50 11+00 +50 12+00 +50 13+00 +50 14+00 +50 15+00 +50 16+00 SHEET 180118 C,GG.Tu FFCICLG TF.:iL.EC_E,ELCC,,IC 6 I EW s.F.a!IEi3s,CE csEults cv,1 i/L:LI,2 I 1__FIJ,aGearce UPLAND DRIVE BYWARD STREET a (25 MPH DESIGN SPEED) R a e m ZZ 2 2 n (25 MPH DESIGN SPEED) a „, �I_ oi� o vi an�r�y�Q moo-+? ((//�� § +m+m+m +m+ + Z Zb / e ' o m o� o _omo_mom o_n-{;^� Ob V O "ND O g.... Im S I rr-- N,d 0 0 O N I.r.n h C O C R'n. 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IIIIIIM j luipis 670 a m 670 670 N. gig.7- 670 REyl8pH8 m w I �1 W LL '� 1-� AO S!,(,11105.0E w o ~> TYP W/L S RVIC SAG EdEV.630,3� SAG SEL V»r4 66. o E rt U Per Ccranste 4r SSG ELEVfi66:B6 xm CONNECTIONS _ 1 CD-1 I ,Ymo4101E 1' CURB STOP P�OamrH� 665 ¢ 665 SCALE 1'=5'VERTICAL 665 z m (SEE DETAIL) 665 AV la sae ill I-LT_ 8 I-p w/L s I AS.BUILT PLAN p X-ING 0is�m w zs ¢ SB HOPE D 8/17 x co Nw 1- Horizontal Scale 1:50 -ING 660 •m 1Oa 660 660 w z Vertical Scale=1:5 934. 660 Horizontal Scale= 1:50 cn QEE _J 0 Design Grade CLDI FUT ; Vertical Scale=1:5 0. m o H AS-Bultt Grade CL = Design Grade CL a SCALE 1'-50' HORIZONTAL Lg. 14 w m 655 As-Built Grade CL 655 655 § m 'co 655 xAEn FEET o S.D. DATE • 19+00 {January 25,2016, +50 20+00 +50 21+00 +SD 22+00 +50 23+00 +50 24+00 +50 22 a c> . m c. 650 PETYWARD LANE PRIORY TERRACE d LE. d m 6 H: (25� MPH DESIGN SPEED) mo O� m (25 MPH DESIGN SPEED) m ^ v �•0 5 e`��', N 10+00 +50 11+00 +50 12+00 +50 13+00 +50 14+00 +50 15+00 ?1Do�o ri .a "r+ aN+:Cn a N o a8 noIIpp CONTOUR +.,o •i.m a o mo •o�o�m + V1 S o ouoio mm o >>wyo..•'m 8..8;0 •1O1r1 BnE.4L0 dd - ro FL mf •,2,7: o p �NW.d , W ?VP n »`"`_55 In F ��aW + n UUF-w, { m aa. >as M)w,-.e d ALBEMARLE COUNTY ENGINEERING GENERAL O' n VI ' 690 a..m�Li -, �°Q~i 690 6B5 - (-�9y9 lG.� 125.00 5.53SD � 0.WEI 685 CONSTRUCTION NOTES FOR PRIVATE ROADS CD Z 6P730.065D I. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT OF MAY.INCLUDING CONNECTION W lal ... 02.OLf( V.W. Ho- - - TO ANY EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF J 5 ��a 25.00 VC 33B'QB56 {gs( � TRANSPORTATION (VDOT). THIS PLAN AS DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS a" 1000.00SD 10.17-(-Vat 27 O04G y,, OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE REQUIREMENTS OF THE PERMIT SHALL IL 111 K = 36.33 8 GOVERN. O LY a w 1000.00SD 2. CONSTRUCTION INSPECTION OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL BE MADE BY �R 685 685 680 o THE COUNTY. THE CONTRACTOR MUST NOTIFY THE DEPARTMENT OF ENGINEERING (296-5861) 48 Q�,/r�( N K 21.68 HOURS IN ADVANCE OF THE START OF CONSTRUCTION. ^• 3. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFIRM TO CURRENT SPECIFICATIONS AND a Q s STANDARDS OF VDOT. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH �71 Z w OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926) *' J 4. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE F� APPROVED EROSION CONTROL PLAN ANO MUST BE INSTALLED PRIOR TO ANY CLEARING•GRADING OR ^ N� BBOIIIIII 680 675 875 OTHER CONSTRUCTION. 7 5 ti 5. UPON COMPLETION OF FINE GRADING AND PREPARATION OF THE ROADBED SLBERADE. THE CONTRACTOR SHALL HAVE CBR TESTS PERFORMED ON THE SUBGRAOE SOIL. THREE (3)COPIES OF THE ' TEST RESULTS SHALL BE SUBMITTED TO THE COUNTY. IF A SUBDRADE SOIL CBR OF 10 OR GREATER �.oB'~°:'"- _ � SAG STA.12-J9.8J T Q IS NOT OBTAINABLE. A REVISED PAVEMENT DESIGN SHALL BE MAC BY THE DESIGN ENGINEER AND .-___.--. SAG E7EV.67B.4B SUBMITTED WITH THE TEST RESULTS FOR APPROVAL. - •>'+�'� 6. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED. SEEDED AND MULCHED. THE 675 �� _ 675 67D 670 MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTAL:VERTICAL). WHERE REASONABLY OBTAINABLE, O 0 '`� E . B" W/L %6e a LESSER SLOPES OF 4:1 OR BETTER ARE TO BE ACHIEVED. QL T 1,,/ QQ CL CD-3 CO-10 7. SURFACE DRAINAGE ANm PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC RIGHT-OF-WAY OR 0 r 11, 4` s8 Dr w/L . CO-1 a TDTBENEXTENIDED TO ASEMENTS IOR TO BO NDARYCLINENCE OR AY TEE NATURALUNTY. ALL WATERCOURSEAINA6E OUTFACE EASEMENTS ARE CD-1 B. GUARDRAIL LOCATIONS ARE APPROXIMATE. EXACT LENGTH, LOCATION AND APPROPRIATE END Q • (3TREATMENTS WILL BE FIELD DETERMINED AT THE TIME OF CONSTRUCTION. ADDITIONAL 670 _I m IIII��_ ri 670 665 665 GUARDRAIL MAY BE REQUIRED AT LOCATIONS NOT SHOWN WHEN, IN THE OPINION OF THE 0 W DIRECTOR OF ENGINEERING, OR THE DIRECTOR'S DESIGNEE, IT IS DEEMED NECESSARY. WHEN A , HFN GUARDRAIL IS REQUIRED. IT SHALL BE INSTALLED FOUR (4) FEET OFFSET FROM THE EDGE OF J�V1¢< PAVEMENT TO THE FACE OF GUARDRAIL. AND ROADWAY SHOULDER WIDTHS SHALL BE INCREASED TO5 O W M'C N T PW/L SER ICEypQn SEVEN (7) FEET. MMLYZZ la 9. WHERE URBAN CROSS SECTIONS ARE INSTALLED. ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL DJ 1 CONNECTIONSMilli Q paLLCONFORM TO VDOT CG-9 (A. B. OR Cl. 1 /A665 p (SEEUOETAIU 10:0- 665 660 -' - 660 IO.HHERECONFO SECTIONS INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL ,N/ CD o ¢ v W 'm o¢00 _ Pj Zr IS.PAVED, RIP-RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED TO STABILIZE A Q o. • o.0 •a rn DRAINAGE CHANNEL WHEN. IN THE OPINION OF THE DIRECTOR OF ENGINEERING.OR THE DIRECTOR'S + •� +>�h +�< DESIGNEE. IT 15 DEEMED NECESSARY. O 1.: f Q b O-hn Horizontal Scale - 1:50 x ir.,.,,,_ ^LH],o Vertcal Scale=l:5 .m,w� 12.A NINIMLN CLEAR ZONE OF EIGHT (B) FEET FROM THE EDGE OF PAVEMENT SHALL BE p r y I MAINTAINED ON ALL RESIDENTIAL SUBDIVISION STREETS. 850 ^ 1 m •° _ •_ • 660 655 LL.r 655 13.COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH. SHOULDER WIDTH AND OITLH SECTIONS.AS SHOWN F' Horizontal Scale= 1:50 •• N-aw 7'oi'w Cn m> ON THE TYPICAL PAVEMENT SECTION DETAIL SHALL BE STRICTLY ADHERED TO. EXCEPTIONS WILL ST,SH Op m Vertical Scale=l:5 N moW N4W NmLL NOT BE ALLOWED. 4$ Df 0 •D h LL 14.UPON COMPLETION OF THE ROADWAY CONSTRUCTION, STREET NAME SIGNS SHALL BE INSTALLED BY o� stO RLE NUMBER 'm THE DEVELOPER AT ALL STREET INTERSECTIONS. SIGNS AND THEIR INSTALLATION SHALL CONFORM /' --_ Z CevgrlCade CL o ip� N TCJ Proposedrade N„+�- TO 'ALBEMARLE COUNTY STREET NAME SIGN REGUIREMENTS'.THE DEVELOPER SHALL BE RESPONSIBLE p / AsOuiW Grade CL 0. U 655 cJ Fxlshng Grade CL .,, FOR MAINTENANCE OF SIGNS UNTIL ROADS HAVE BEEN ACCEPTED. C .- f/ > 655 8053 15.ROAD PLAN APPROVAL IS SUBJECT TO FINAL SUBDIVISION PLAT VALIDATION. SHOULD THE FINAL / / PLAT FOR THIS PROJECT EXPIRE PRIOR TO SIGNING AND RECORDATION THEN APPROVAL OF THESE y L Taggart c^ `r�y�o » r�}m N F, F. .� R PLANS SHALL BE NULL AND VOID. Lie Na RING OR THE DIRECTOR'S 1/ r ^ :jm 'm ¢n ' ^ o I^e $ '$ m 15 o S6.TRAFFIC CONTROL DR OTHER REGULATORY SIGN9 AND BARRICADES SHALL BE INSTALLED BY THEDEV oA zzem ,f4t e m n DESIGNEE.THEY ARE DEEMED NECESSARYIN WHEN, IN THE OPTION OF THE I ORDER RTOFPROVIDEESAFE AND CONVENIENT ACCESS. ALL F'rs,oNAL E45''''' +50 10+00 +50 11+00 +50 12+00 +50 13+00 10+00 +50 11+0D +50 12+00 +50 13+00 +50 14+00 SIGNS OR OTHER REGULATORY DEVICES SHALL CONFORM WITH 'THE VIRGINIA MANUAL FOR UNIFORM SHEET- TRAFFIC CONTROL DEVICES'. 17of18 C>C-AttrAFFC.PCLD TRAIL-CC'31ELCCr ICE&IE..E1,Q 1E000CE',Eats cm 11(Lfl6I1311:7 FM ACecrpr, ROWCROSS ST. v (25 MPH DESIGN SPEED) I (20 MPH DESIGN SPEED) I (25 MPH DESIGN SPEED) Pr) m 0m tim gsa > „,.. g p ¢w 12 >Z N o=..m o WI o m HILI - G N n 01 CC N t 0 n R CNi m 0 TL 690 o g" H g do o¢a z vie, ''. in N>ge +r o nz m u %W 6Dg od on o>a> fir" ¢r ^ m it:5 0rtpp�l�FS rm ONm (' n�'y <LdZE rP'W IN N71.� c V� N❑ • Z $ $ m 41 665 ( G �4. �m 0 a g o g + cit., VtC:.DyyC Ham dd ."mw 5 �� QQ R � CO �: }:-. rI-+0 Z 350.JOVC r--m J z> 1n o S N F�.�' N d rJ. H NU "� Q CE 320.375D niw (� a w rn m vrw d?6r .nu 138E Z tiL F� f,w s_ -1' Q IL v 55A 22C.?C:'C w �2 i- Ra 207. ICI m Ce2 l� o1 675 2�e.7" w O YLICK Cam) W Ui .W 2 1 EZ$ FIRE EX. CD-1 S '�`-1.00% ;D-1 Z O 670 HYDRANT _ - _ lA.l O w /� C di z a `• ASSEMBLY SAG 617Lz8'P J /m 3 8" CL 52 Di NA SAG ELEV.B( _ 4' LAT. .."....1.1s" s _ 0 r 5 D EX. 8' N/L O-: x-NU ?tiNC REVISIONS �` yZ0 4'TAT. 18" CLEAR Q Ysy7,871® Per Connotes B" C., X-I VG CLEAR ir Gemara 660 07 M/L SAG STA2B+8B.Y8 G" .�'"'r CAR L '�10.�5 x18' A AS-BUILT PLAN 18' 24' HOPE -�®, FVF ..c�� 4'TAT- CLEAR X-ING 63 08/18/17 hem X-ING 4'LAT. TYP W/L SERVICE 655 35' HOPED x-ING r CONNECTIONS Hora (ontol Seale= 1:50 X-ING IL 1' CURB STOP Vertical Scale=l:5 X-INU / �\ Q 15" HD�E (SEE DETAIL) Design Grade CL 14 As-Built Grade CL 650 3[- HOPE CD K-ING _1 = = ClCA1E a A January 25.2018 m CO n CE a 645 rn z z (CI m•0 7.c' o m m 5 "'- BCALE 0, Ill0 l w„ H•1'=60' o v 'V CC r V:1•�51 H ELEr c x a v> 640 F- e¢_ ¢ m m.. 10. CONTOUR INTERVAL N/A 635 iF, CD 16+00 +50 17+00 +50 18+00 +50 19+00 +50 20+00 +50 21+00 +50 22+00 +50 23+00 +50 24+00 +50 25+00 +50 26+0D +50 27+00 +50 28+0D +50 g w° a }gopI = GENERAL CONSTRUCTION NOTES FOR STREETS MANDATORY INSPECTIONS AT THE FOLLOWING ~J' p 1. CONSTRUCTION INSPECTION OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL BE MADE PHASES ARE REQUIRED FOR ROADS THAT ARE - J F" $ r BY THE COUNTY. THE CONTRACTOR MUST NOTIFY TIE DEPARTMENT OF COMMUNITY DEVELOPMENT (296-5832) 4B HOURS IN ADVANCE OF THE START OF CONSTRUCTION. PROPOSED TO BE STATE MAINTAINED: P D 2. UPON COMPLETION OF FINE GRADING AND PREPARATION OF THE ROADBED SUBGRADE. TIE CONTRACTOR SHALL HAVE CBR TESTS PERFORMED ON THE SUBGRAOE SOIL. THREE (3) COPIES 1. INSTALLATION OF ANY ENCLOSED DRAINAGE SYSTEM BEFORE IT IS COVERED. Q OF THE TEST RESULTS SHALL BE SUBMITTED TO E COUNTY IF A SUBGRADE SOIL COR OF 00 2. INSTALLATION OF ANY ENCLOSED UTILITY PLACEMENTS WITHIN THE RIGHT-OF-WAY BEFORE BEING 03-r '^ 8 TIE OR GREATER IS NOT OBTAINABLE. A REVISED PAVEMENT DESIGN SHALL BE MADE BY THE DESIGN COVERED. V! ENGINEER ANO SUBMITTED WITH THE TEST RESULTS TO VOOT FOR APPROVAL. 3. CONSTRUCTION OF THE CUTS AND FILLS. INCLUDING FIELD DENSITY TESTS. BEFORE PLACEMENT OF 0 O i 3. OR WITHIN SURFACE EASEMENTINAGE S PRIOR TO PIPE SACCEPTANCEHARGE TBYETHETAINED COUNTY. ALLN THE DRAINAGEOUTFALIC L EASEMENTS ROADBED BASE ENTEDISIS. ♦1'�VTg Op yf T QQ ARE TO BE EXTENDED TO A BOUNDARY LIME OR A NATURAL WATERCOURSE. 4. A FINAL PAVEMENT DESIGN. BASED ON ACTUAL SOIL CHARACTERISTICS AND CERTIFIED TESTS. O 0) 4. GUARDRAIL LOCATIONS ARE APPNDXIMATE. EXACT LENGTH, LOCATION AND APPROPRIATE END SHALL BE COMPLETED AND APPROVED BEFORE THE PAVEMENT STRUCTURE IS PLACED. O p `VW 5. PLACEMENT OF BASE MATERIALS. INCLUDING STONE DEPTHS, CONSISTENT WITH THE APPROVED TREATMENTS WILL BE FIELD VERIFIED AT THE TIME OF CONSTRUCTION. ADDITIONAL GUARDRAIL PAVEMENT DESIGN. PRIOR TO PLACEMENT OF THE PAVING COURSE OR COURSES. FOLLOWED BY FIELD .!4y Cr �'.' MAY BE REQUIRED AT LOCATIONS NOT SHOWN WHEN. IN THE OPINION OF THE COUNTY ENGINEER DENSITY AND MOISTURE TESTS AND THE PLACEMENT OF A PAYING COURSE AS SOON AS P055IBLE. /` // U FOUR (4) FEET OFFSET FROM THE EDGE OF PAVEMENT TO THE FACE OF GUARDRAIL AND ROADWAY B CONSTRUCTION OF PAVEMENT. INCLUDING DEPTH AND DENSITY. UPON COMPLETION AS PART OF THE /' 0 J SHOULDER WIDTHS SHALL BE INCREASED TO SEVEN (7) FEET. FINAL INSPECTION. mmy L Taggart 5. WHERE URBAN CROSS SECTIONS ARE INSTALLED. ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL 7. THE CONTRACTOR IS RESPONSIBLE FOR CONTACTING RIOT A MINIMUM OF ONE MEEK PRIOR 70 EACH L.Na J J D CONFORM TO VOOT CG-9(A. B. OR C). OF THE ABOVE PHASES OF CONSTRUCTION TO SCHEDULE AN INSPECTION. ., 22en c`e CO� M 6. WHERE RURAL CROSS SECTIONS ARE INSTALLED. ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL B. FAILURE OF THE CONTRACTOR TO SCHEDULE THESE INSPECTIONS WILL REQUIRE ADDITIONAL TESTING Ofg 0 m O W Y.1 CONFORM TO EDIT STANDARD PE-1. OF THE ROADS AT THE DISCRETION OF VOOT OR MAY LEAD TO THE ROADS NOT BEING ELIGIBLE FOR SrONA1.fa A,n 7. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH. SHOULDER WIDTH. ANO DITCH SECTIONS AS STATE MAINTENANCE. I (%) SHOWN ON THE TYPICAL PAVEMENT SECTION DETAIL SHALL BE STRICTLY ADHERED T0. Cl) 'CCB. ROAD PLAN APPROVAL FOR SUBDIVISIONS IS SUBJECT TO FINAL SUBDIVISION PLAT VALIDATION. SHOULD THE FINAL PLAT FOR THIS PROJECT EXPIRE PRIOR TO SIGNING AND RECORDATION, THEN APPROVAL OF THESE PLANS SHALL BE NULL AM)VOID. 9. ALL SIGNS OR OTHER REGULATORY DEVICES SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES AND THE ALBEMARLE COUNTY ROAD NAMING AND PROPERTY SCALE 1'=5'VERTICAL NUMBERING ORDINANCE AND MANUAL. 10.TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED BY THE DEVELOPER WHEN. IN THE OPINION OF THE COUNTY ENGINEER. OR DESIGNEE. THEY ARE DEEMED NECESSARY IN ORDER TO PROVIDE SAFE AND CONVENIENT ACCESS. 29 11.TIE SPEED LIMITS TO BE POSTED ON SPEED LIMIT SIGNS ARE TO BE 5 MPH BELOW THE DESIGN TILE NUMBER SPEED. OR AS DETERMINED BY VOOT FOR PUBLIC ROADS. 12.VDOT STANDARD CO-1 OR CO-2 CROSS-DRAINS ARE TO BE INSTALLED UNDER THE SUBBASE MATERIAL AT ALL CUT AND FILL TRANSITIONS AND GRADE SAG POINTS AS SHOWN ON TIE ROAD PROFILES. n 8053 13.13. A VIDEO CAMERA INSPECTION IS REWIRED FOR ALL STORM SEWERS AND CULVERTS THAT ARE SCALE IN FEET OEEMEO INACCESSIBLE TO VOOT DR COUNTY INSPECTIONS. THE VIDEO INSPECTION SHALL BE CONDUCTED IN ACCORDANCE WITH VOOT'S VIDEO CAMERA INSPECTION PROCEDURE AND WITH A VDOT OR COUNTY INSPECTOR PRESENT. SCALE 1'-50' HORIZONTAL 14.14. INSPECTION B TESTING OF ALL ROADS DEDICATED FOR PUBLIC US SHALL BE COORDINATED WITH ROOT FOR ACCEPTANCE INTO THE STATE SYSTEM. INIMM iiiMI w E 0 50 DO SHEET SCALE M FEET 18 of 18 CIRC41TuuFFC,'CLOTF.YLEC`_`ELCC:It 61Gi-E.IISEza,de PzEutas cne,II COCA 721"14 PN PCee, pf p� m 01 A P E E O E 5 In E E J �I A a o MATCH LINE SHEET 18WA a �`' 86 .58 v k o19M ti 47e to 0 670.72 P' STA.29+7 00 'L• P ELEV.670, 2 671.04 4 PVC STA.2•+87.50 litPVC ELEV.: -:: + 67&76 $ B71.34 :71.19 + n 67/# 6713e PROP. ARV 0 ... ill PVI STA.31 .0.00 + 47ggg PVI ELEV. ' $ 671.42 67 ,42 IN1c97ei6 - B7D.78 (!cD g7�pp8'X6' TEE,6" GV, FHlI PVT PVT E EV_+12.50 669.9• i' . • STA.32+9• ELEV.--••• + 669.725 $ i t- 669� x o 667.66 p • aaa23 WE .11 rS LI + Ind m I m o 868444 ' 897.91 7 R R� o 'o :1 (' PVI 'TA.33+75.00 P- m '� PVI I LEV,RAC.CA- 667.96 • 6674+ D IN . 9TA. 34 0G.30 $ 666.03 fly+e6.0/ GOL' DRIVE T = C/ ELEV. CC'.C7 N 6°X8" EE. 3-B' V. 66:.05 N O xo N e8e++ v • 86e30 D•n m _ ^ ‘ 0 :0 1(2O x m 1 PVT STA.35+25.10 'v'/^, +n i PVT ELEV.670.17 2! V/ O 67e70..2 - r r n • w t + 67a6e ▪ �3'� B-X6• TEE,6" GV, FH It n~O a v�� a 1 $▪ 676.50 EoZH m - C STA.38+35.00 - C ELEV,6' S + 1 579.62 47saf I 8]i.91 STA.38+85.00 ELEV.68&&Fr e I` 680.27 • see,e+ $ 66013 X / STA.3EV.67C.9+35C- .00 EL N x /iiii 679.7506779.'524fi" GV, FH e78 D _ $ 67&55 m x[n d • 67iii 6 7m 61v ,{ m r t 0 676.63 X ti -`) �l PVC STA.41 09.50 '-'o PVC ELEV m 6,6.42 ��I • wsee `'' TA.41+64.50 Lb n :LEV675-66• v'.. El 675.BS S' 6 �+, 21111111 8" RED. E TEND 6° W L �%w ',. O 07B.D2 PVT STA.4. fi d o▪ } --_ -N I PVT ELEV.-PA n m -TA. 42+i".5 END G NRTRUCTIOi UT IN 12X�2- TEE, s '+= �• 1 •� a 1 • 1, '2"X B" RE1.. 8" G.V r R7 .4 w• 3� o.,y+� + I I� C/L ELEV.-R7 37 (ASB) ,j � A E 1- II R- N N " � � 'a 8 i i P, vb e , +FfR Y''' 8 m W W m W m W to 00 RW t rr S $ _ IS E S E o t> \ $ N m AS-BUILT ROAD&UTILITY PROFILES _ k ROUDABUSH,GALE&ASSOCIATES,INC. f▪ 0 De i OLD TRAIL VILLAGE 5 ENGINEERS,SURVEYORS AND LAND PLANNERS P P. Q ; BLOCKS 10. 16, 17. 555 N m n T' E. A PROFESSIONAL CORPORATION 8 Yj 18&30 B II 171 r� '�� l NIA SERVING VIRGINIA SINCE 1956 ▪ m b g AS-BUILT ACSA UTILITY PLAN a$ B 2 a 914MONTICELLO ROAD-CHARLOI ESVILLE.wROINIA2 6 P ALBEMARLE COUNTY,VIRGINIA 0 m PHONE 434-977�06-FAX 434-2966220-EMAIL INFO@ROUDABUSH.COM STORM SEWER PROFILE #1-#23 STORM SEWER PROFILE #1-#43 0 e wz 20 0 3 °to Is - /1 Dh2C Dh2C MH71 Dh2C Dh3C Dh38 01�3,4 MHA1 Dh3C Dh2C DI�,2B Dh2A MH�,1 DI�-2A Dh2A D� DI-2AMH�7 Dh2A Dh2A gQ. /- IR 1 3 5 7 9 11 13 15\ 17 19 21 23\ 1 29 31 35 37 39 41 43 0 ¢WSe mmm .g 17 M n �h O r r O m n 'NNN m nMr N I� p m °. r m M,7 m M a� a O N nM mNn 2 m 1'N Nhl� + n mhg !� N n NmOm fV,Njm om{� < pOp V� M,m I.j M nr7 'm ri O 17� ay mm n G m M 6 m m �N•-YIV� NmN NNN m ri mntu m� apm M m ?� O n YIO L mr•ir; az Z }�� }um p m +mm + + 1n + 1n n+r+rr n+n 3: +hn + n }rn m + n w - p ° p¢p m m �<.+m m N N N m m,7m,7tOm tgnm0 amm a m 7mm mV P -:-I m mN N m N E. bM IC El J 680 ^pp 'o i f n LP as n n a� n aa^ ¢ e a ^�d 680 680 of �.+ a r a a^ to ^�� 680 U AT. °I i N Alm �i Z U U to ::I O (� K O K 675 IY 675 675 3 o 675 O �O O lu w SERV. ce _ - 0 (0 84 wo --.. X-ING 0 0 E• CL (8 Qq u. 670 ca 13.8' - X-I VG / i i 670 670 WAT• We./L Al 4p V X-.NG 670 Wi as O, 001 U �Y HDPE Q /�%' SERV. X-ING Q 21Lu LIJ ��_/ O 14.4RA A 2/ / Ie. X-I NG w0 4e HOPE �! ii// 75.5' - 15" HDPE WA- 0 /77777'/ at 2 '%. ffl 665 8" W/L, 11-111:5921 / O 1.97R 665 665 X-ING A � ��e�`'- 665 ( ZW X-ING f i�15*20, 15-i 'E / �1•:e61F 41-+34R' a"1+� ®_ L. 64;<. 0 a a -• // *��.,�,� o-t•eefc• Q 110.9' -24'HDPE �� /� /3f3_- ';2�1` 4x 0 ¢ LL i i i / � 3 � is / Hir, 36�.0' �/W ��i .'••e• 7 / 0 43.5' ' 2.99% �� ///._ 4a=41svE �' 69.)' - 1 B' 0 e 4.54.. ii%�ii%�j///� / H� _ 1Y 36.6' - 15• ✓ i i/� /' af98% 1'DPEO _ a r 680 ++ / �':% ;%•;/.;%/,: 3aa- sr�' HDPE - 15• HDPE 660 660 i/ i;-:�/// © 1.55% 15. 660 `.L. I j /!: 3+•�--..o, 9 4a"96Bfi w-�eson 63.1' - O HDPE 3 4% �// QY 79.1' - 18• - 9.2 HDPE 33:e- 21.11w • 2.76% O // y M HDPE O 34.8' O /36.0'4F•&581658f6 � 37.4. 81.6' B' SDRtco� 4. O 0.02% 3.0 R .'� Q 0.90% 1B' HDPE 18. 1.39% REVISIONS 30' 34'9' - P4• - 24• S3 X-ING• H)PE 34.6' HDPE O vg9,�18 ,/�f1DPE - 24' HDPE HDPE O 655 655 0 0 O 2.26% 655 Aw Comets 655 B„ SOIL I{1G'� Do 'u-0 HUt•t O O 0A2% ' 2-f 5.23% .Y•40/tE SS X-I 6.17%- 30' O 1.6B7% 0.28% 8' • SOIL 26 HDPE PrCamRm HDPE 0.20% SS X-It O J4049718 n 0 w`n 1.30% _ 0.85% ii 650 650 •O' m N m' 650,lapOjQ tDn O !11I1IIil N mO7 m p1N pn apeOi xx �O ppn V'yN Nf4 1ma•10 cki O OO,m'a. mmd•} NY dm tGM, ,CmmT mo mm m rp? 1ON1 10 mm mnn m ^am.- 'V 1y ma m1c m°jmmy m1m m1e m1ym1u m1m mm mm m mm m1y 2 mO1 s p0 0.0 p1 B 60 pB 0°.o pe'1. O ,,0> k1:0 p1. 6I-K p6 > 6�'B pb > p> DATE 10+00 +50 11+00 +SO 12+00 +50 13+00 +50 14+00 +50 15+00 +50 16+00 10+00 +50 11+00 +50 12+00 +50 13+00 +50 14+00 +50 15+00 January 25,2016 STORM SEWER STORM SEWER PROFILE #Ex. 9-12-#57 STORM SEWER STORM SEWER STORM SEWER STORM SEWER NOTES: PROFILE PROFILE PROFILE PROFILE U. ALL STORM SEWER STRUCTURES DEEPER THAN 4' SCALE #31-#33 #53-#59 #13-#25 #15-#27 H:1'=60 REQUIRE STANDARD STEPS, VSOT ST-1. 2. ALL STORM SEWER STRUCTURES DEEPER THAN 12' V:1'=51 REQUIRE SAFETY SLABS, VDOT SL-1. DI-ZA DI-2C 5C `MH-1 DI-2A DI-2A DI-3A DI-2A DI-3C DI-3B DI-3A DI-3A DI-3A 3. ALL STORM SEWER STRUCTURES WITH A 4' OR ® ® ® ® ® At ® ® ® GREATER INTERNAL DROP BETWEEN THE INVERT IN CONIDURPnEAVAL AND INVERT OUT ARE REQUIRED TO HAVE INLET SHAPING, VOOT I-S1. N/A 4. MINIMUM WATER MAIN COVER HAS RECENTLY BEEN NO REVISED TO 3.5 FEET OF COVER. WHICH HAS o••M •o o M < M o •o r • o o Too o '.'? •'1: o "a m o •a o I` < BEEN REPRESENTED HERE FOR DETERMINING THE o•gym •m o • IN l'92s o •H M . o �m M••.. 1`4. CLEARANCE BETWEEN THE WATERLINE AND OTHER o+ .m .j :m o+ mIII o •e o •� o o •m o:; 1'IIN UTILITY LINES.a co B80 'n : 680 690 f •dIN i i 690 690 ^'n = 690 •n on 68D W -III 66o J i II OWCO 5- 675 675 685 685 685 685 675ill 675 0-5coJo W�^I- s 670 670 66D IIIin �� BBD BBO III880 670Ell 670 670 I IIJI 67D /7-.� . ,..„,,,,i m X- NGL 0,11 N 8 ■ . B' W/L SCALE 1'fi 5' VERTICAL 2-r X-I G665 O 665�wi� 665 675 I,II®-II..-_,I 675 675 till 675 665 665 665 Q Q 15' HDPE siiirp.,,in X-INGion O ly�1/i%i l HDPE 15.84% j/" z s Q CO Y CC 680 I I1.94% 660 670 U A _ �•.�..✓/ i _ ii670 670 670 660 iggl660 660 660 sc tE m Ear ° I. IIN ''/" i-• �"'_ Q� I 33.2'.. HOE ?Om J B" SDR 26 ��i�i,' %' ' T/ „9c• - 15' 0.66% SCALE 1•=50' HORIZONTAL •j/.'i• ...'" : 126.1' - 15'HDPE 47.95 yy"t.r,'Wp • Ca SS X-I 15' D' O 1.65% HDPE --'- H O E! ri m W 655 655 665 665 665 - 665 655 2.53% 655 655 655 (n 1 I� so s a m w < 1IL1 sou mrffT;I rn SH Oy• w • 1 mw 1111 660 .'m•5 660 w�LIIII 850 `�' I 650 _ mm ilx MMo0 il 'wo li In n� %. h: ;i'�1Qa�i 2, R� NN 0�'4� Of4,,, FlL.EEiEA'm7'ii m aem $a.mmm m� I•rI t [ mmm •'� m i �I °a1 'I'° U3toA iiFIi °p1 li °.1i �o ,d =5°. ._ _ E d_ _o_ EL d__-::. d__ 0-- ' 8053 --- o.- --- -- 655 --- - 655 --- 645 --- 645 my L Taggart ZZ .„ 37H41 a44,, WW fSSIONAL.Ea'\ 10+00 +50 11+00 10+00 +50 11+00 +50 12+00 +50 13+00 10+00 +50 10+00 +50 10+00 +50 SHEET -24 20of16 C 1FGMTtLFFC/OLD TFPIL-EC521ELCC1•IC&IEW,.C!ItS\Eae¢MCe:.MENU mw 1124A172.11 E2 FM,AGecrce i- STORM SEWER PROFILE #60-#78 STORM SEWER PROFILE #62-#96 STORM SEWER PROFILE U¢ [ � m ES o1 DI-ACC O64 C Ma-1 DB-62C Dh2A O�O D�Z D�a3C D�s C D78 DI- DI�-?A DI�-?A D® D® DI�-3A DI�-2C DI�-ZA im 2p /\ g k C7 fY ii:! fI 000[NI 5Oqn IllUI ma an+_' +h h+ $h3 - +h •0 Ne 1n �p z iO n �a o•a n-1 •i N.p Nl•n n•n 6B0 680 ^ten -a a o a 680 _ .° -:.° �..°®r r r o r Q r -••r r ! r ^..r r r 675 m 0 675 675 675 675- to,CE O - Ce ' I670 ii// 670 670 UiUI!L1167D 670 _� I 670 L X ING SERV Er W 2Q O ., B• W/L �/ � // ' -ING HAT %-INe X-ING A �/ •/ MgyE © �p■�® /��l XEIN 2 �� w 665 0 I®I / /'// 4 70.2' - 665 665 �- ___- _ rA 6FAl� .-L 665 665 r,_ ll BBs Q @ m _ 71 - i f- r'".y,0 -- a� © 15'HDPE -��/ ompstI® •: a LL 53.8', % /! :•'i '%' Q Q 89.5' - 15'HDaE ,I - •6' - 15'H1 PE - Q W i7 a `•- 6.1rbL T as+- . !� 8• SDP 6 79.3' - 15'HDPE O 0.03% 37.4' .; O 1.72R ' 15' �y �P "o a 660 HOE HBPE o-s.70- SS X-I) O 3 1 660 660 - r�• � 660 660 O 1.22% ii 660 w 2 . 24.T Q 113.80 054R HOPE HDPE A S XD I2• 4 �� _ 26.9' II RERS m 3 �•�,i;' Q - z4' ,,...,. O 147.4' 24'HDPE 24' 18' pi 655 r// 3 24- 0.040R 49.9'z HDPE 213.5' 3�R 655 655�� O 1.23R HDPEO • HDPEO 655 655 655 Po ts APE HOPE 24- 0 0.61% 0.• R 0.56%I Anoe.2016 C ii-s+sl+O- O HDPE 1.02% aCara110 A0.71% 0 N ,}�r °w 2.06R r o o * i, 1 -- 650 lSBIALT PLAN m'�° m mb c m�,n '''?',.o n 650 650 �r: :: ,.r, •.;' .:1 1 T. at. 650 65D m."N 650 o a IIK. h ho 12.2m oB 'm" N •a1 1: .. 'mm ,mmDBi18/17 h hlDlT ,� mn "Ir;•n ab ,nhN rp IV? N VmY.. ,hO1S c� nh,� R, '.Q 1. .mS� m t..,'HON,�, mIV ON < m b m0 .p 'OrO O ' ,_ h' h 1 .,1 ••I n •, i'I bnN MI3C2m ,mpbN '1; . i E;; Ens E - . sti p I lii Qb it •mmm rmD rna.. ,mDS..! ., ImaS� rm0" O,mO rmD O Imm - -Ea Im nm Im Ibb _1,p 1,p s 1 n,pm el' Im 1 '� „I •mm O Oil z Oikl O,Op > Cn. 6oO. 2 d°• O!. 2 op' z0 645 _ - OBE• Off•. I O..•" -e -.6•�• 01-- 645 645 -_on� II • DATE 10+00 +50 11+00 +50 12+00 +50 13+00 +50 14+00 +50 15+00 +50 16+00 10+00 +50 11+00 +50 12+00 +50 13+00 +50 14+00 10+00 +50 11+00 +50 January 25.2018 STORM SEWER PROFILE STORM SEWER STORM SEWER PROFILE #101-#1 15 STORM SEWER STORM SEWER NOTES: #70_#86 PROFILE PROFILE I. ALL STORM SEWER STRUCTURES DEEPER SCALEH.1 a #94-#98D #109-#117 THAN 4T REQUIRE STANDARD STEPS, V.i.=gr DI-3C DI-3C 2. ALL STORM SEWER STRUCTURES DEEPER 1 DI-2A I-3A DI-3B DI-3A DI-3C DI-2B DI-1 DI-1 ES-1 DI-3AA DI- DI-M DI-3C DI-2A DI-2A DI-3A THAN 12' REQUIRE SAFETY SLABS, A AD A ^ /� /� /� /� Att. VOOT SR1. CONIOURDi11:A11AL hi 107 03 10 10 109 111 11 15 3. ALL STORM SEWER STRUCTURES WITH A GREATER OR GREATER INTERNAL DROP N/A rn BETWEEN THE INVERT IN AND INVERT gal .o •o o •m n o a a, b h Nn o 1'4 m n n•`m mNmma r o oN mo _ OUT ARE REQUIRED TD HAVE INLET Om .,.. Np O nj'n m �l� K NCS n•'NmNm np;.ay NVmo 'N o••o a N v < m C rnnni �i� +'n� No+wo +<N•+� '+ ' 4. MINIMUM WATER MAIN COVER HAS +O -- ,•N ,b t .N p •N ..N +1'N O ,iOit, +f�'m Nbb n•cm mM VK arum mp '• a 1 10 [ 1 1� 1 n 1 o e� o n1� RECENTLY BEEN REVISED TO 3.5 FEETZ T.a a a a e 665 n ^c^ .-La -apo ®o -on.665 p -- DF COVER, WHICH HAS BEEN W � - � r tir 'tr.- �r rr r ..� rr REPRESENTED HERE FOR DETERMINING a THE CLEARANCE BETWEEN THE J w ci _ WATERLINE AND OTHER UTILITY 1.1111111 w8' W/L �S• LINES. O W O Li 675675 660 LL X-ING SERV. AT W/L 660 665ill 665 (1�0�y1 i 368'0 ),_IN X-ING 'PIIIIIIIIII HDPE X 'A w_I I- 6 670 �o�_..iII 670IOW 670 ,I,.II 670 sss m 2.12R ® //,%////� 655 sso IIIIMIENII 660 _ m 3 aes- // r�` LJI M;i 1, 41BPE ®•s669F .0-Br?37F 15'HOPE 665lijL /' /� 650 37,N •4 'A 650 655 655 2 /- 665 665 665 O 0.4SR Q c w .: ILL 1"5g$ 111 / •� 4•LAT. ''''" 57.3' - 62.6'- 1n - I f�"--I r c 4'LAT. A6% IlliX-ING 18'HDPE 18' MDPE 18'MDPE 15' SCALE 1'=5'VERTICAL 0 LL 0 O 1.59% O 0.38% O 2.25% HDPE F.4' LA X-ING �p 5 �y ._ ® O 'Y1 LL 660 m X-ING 660 660 °�' B' SOR Gil 15' HDPE 860 645 1• 0.29% T 645 650 .Qa 650 U I SS X I ?�O J 31.3' 15'HDPE 49.9' - 74.5'- 48.9' in 32.6' - 2.s - 15' • 1.68R 15'HOPE 0 0 13R HDPE '' 0 HOPE HOPE 0 3.13% o O U mn hob-.. O �"' O SOLE III FEET CO CO ® 655 640 0.63% \ Xi, h$$ Ziu$ 640 645 1.223% 645 655 0.38R 655 655 --�-r:s [G, mg no": n • ivn'� v1 S,mp � mo`-' a' nai SCALE 1'a 50' HORIZONTAL G ,�s a ' om on5 bmm oo-rj mo In mr 10 TIE 7loab p.00° Ibbo = 1,po 1b Ib2- ill �_�_m^ .., .� 650 mm '!}: 850 °°•. 0_,o ,tl:4 .3.._,a• ��T °o °0,1 640 m e scuFmE>£Ehlil ,n b•, mu'lhn•o •�:mm " m22 is h:aN • nd - -- __ __ -_- -- -- -- - vmi. Ei • lomm •:`me Ima.: �ulno [ .mn� III m� •:a p•• RyTH oP FILE NUMBER 1 co 011.1 a Imm 1 .. amIm o _ O- 4d Dfq- - -- •: 645 O o.n• -v d 1. d u. - O 10+00 +50 11+00 +50 12+00 +50 13+00 +50 14+00 635 0}' c 8053 1;:) /. ,/ s- y L Taggart 10+00 +50 11+00 +50 12+00 10+00 +50 11+00 +50 12+00 +50 70+00 +50 o 22ru1 k`, um Na + A .PL T+a+ SHEET '•,,c -}A 21 of 18 CIFCAITIFFFC.IICLLTFAILEC'_IELCCF to&IF,-EvlrcelEesCOEe PZEUiIll cvc,116L:Oi72 II EE FM.AG€crce STORM SEWER PROFILE #105—#131 STORM SEWER U m a PROFILE 4 W 41 #1r DI- DI- M H-1 DI- BB DI- BB DI-A4 DI-3A DI-3B DIBBL�-3G1D37 DI-3A 6m p 05 19 12 A 2S� M 12 A 25 35 13 4 1" I lu R 0. c N m p n n.•• .1.•� .., ?ci..n + ,N p•.1 ocy . � '2:412 ! OU ' 8 .4 4.to N Oi `� r aMo 1O r7 M .•yj + ,m G ON.. I,•.Om G a2 gZ p b o'o ± 2 0_.. }m + SIC n . R+ b 1 + .fra 0. . ~ + m+ rn0 MCA SJ B B is 1 1- 1 O 1 G _ B B+ - ip 1 �•y O(Q Iqa a `.n ` u L g `.ia rc a • _ 675 •a ap. .a o �yl `�{�1 F F _ a _oppw a ..F r F a `�y JZ NAT. 4.. SERY. [� W/L X-ING° R 2 670 " I X-ING 1 670 670 ��_�- 670IIIP" - II O O Vp . 4' LAT. 4• 0' O X-ING Mr ri �� s•aa/F 665 ® . • A 665 665 f 665 1� IL? WAT. 11� 45-HBPE /• (�(6 Q• c� X-ING ' 177' - 6 HDPE IT W pg / /: 5• A 1.38X fei Z Q° ° WF_ // J 119.2'- H3PE -45= 1taPe Q m 014 660 1 1 1• 660 660 _r, `=a., .TII9PE J.•.. 660 A w ,'!•//i - *eve - -'-•" O 3.34% 2.03% 45e% Fr'r1 � •-etc rem* 76' 4f+451(• 47 7 - H o © © C= p0 IL k ® ®74' 24 h DPE 1.77: 15'HDPE 22.9' 655 4'S LAT. M2' HDaPE 655 655 0 0.93% 23.4' - 655 X-ING 21 !MT QOOx 1 0.6 x 15' HDPE jHDPE O REVIS) J9 46.0' - O /93X BOSSING 650 HDPE 650 650 3.96% 650 Po Cam mns O - •1re4791® 1.65% it Ovvl� N N 41118•SO1E1 _ O AS BUILT PLAN �O :3 n^ 645 N q r /E�RpA/�LY/�t n •N m I.!II O N� mb nm .iuNnh Nra Ni. !InI .� N bb m�bNSV b0 b bb ._bbb bD b 15B •O11 B11 Y o- zo__ o; o q • DATE 10+00 +50 11+00 +50 12+00 +50 13+00 +50 14+00 +50 10+00 +50 11+00 January 25.2018 SCALE H:1'=60' { V:1'=6' STORM SEWER NOTES: CONTOUR INTERVAL 1. ALL STORM SEWER STRUCTURES DEEPER THAN 4' wA REQUIRE STANDARD STEPS. VDOT ST-1. 2. ALL STORM SEWER STRUCTURES DEEPER THAN 12' REQUIRE SAFETY SLABS, VDOT SL-1. 3. ALL STORM SEWER STRUCTURES WITH A 4' OR GREATER INTERNAL DROP BETWEEN THE INVERT IN W AND INVERT OUT ARE REQUIRED TO HAVE INLET SHAPING. VDOT I-SI. J 4. MINIMUM WATER MAIN COVER HAS RECENTLY BEEN I'1 REVISED TO 3.5 FEET OF COVER. WHICH HAS BEEN V.IW O EL REPRESENTED HERE FOR DETERMINING THE CLEARANCE 0'R 0 BETWEEN THE WATERLINE AND OTHER UTILITY LINES. v 05 agcoj z ccr — p WJin ^H s r0) 1 CIS 8 0SCALE 1°=5' VERTICAL i-O Y LP IL L I U 2 5N /_i J O S AEIII FEET '^1 O {LI V/ 1 SCALE 1•=50' HORIZONTAL Q Cl) _OIOIH-� _ - 50 a 0 so ,00 - - - - _- SCALE 13 FEE ALE NUMBER 8053 �v1ySH OF F4 ,__'' r:2 ii. r: my L Taggart Oc B°. o1 °� SHEET fss Fon�S ENa+ J 21A05 18 C',FCAITMFFC,CLG TFA4L-EC1EIELCC,II 51E,s-EL2NEass!OE AsEuiltt nvc 11/3OCO1]3 12 02 FM,AOeor°E 55' R-O-W 1 1�U�y a gQ R� POINT OF E I I 5'or 6' I I 1F".�,:"w c I u 1�1 E../ 4'3000 PSI FINISHED 4'3000 PSI c C`il •I •wj ' •W 3-.1 : CONCRETE VODT ST'0 VDOT 6T'0 CONC E S �l'c 4'3000 PSI CONCRETE EEc ED '''' r C6-6 I. 'SN-9.5 C 3• / __ icccss uo a `,.':�ccssDua"u,E®} 2 Z �j SN^.1'-� ►-lA":1' . jl•III-11 LIII_I t•.p••_.•..9.•' .•:••9'• - - If LII II110 ,h a-r,-.. ...,.s°,a,, . , ,.s.a 0 m iXdf .. `.a.. S/d.1 BASE /4e 1•-� .. -__ - _ it uo <__, __ 4'VDOT 2SA t u-Ir-lr- K�-'3• •1 4ST VCOT 21A 0 BASE 6'YDOT 2fA •�4'18-4 3'EN-25 4 IA-4 VWT 21A STOW t` I f1,=11=1L 4'VDONE BA21A 'II-Ir=31-11.11=11�11=11-T Exsnc ca a,,f,D7 o E.aw,• ,bwr- W 2 I ' o,� p�j Sj` .. - RR SE (2fA1. _ - __-11_II- ssEn.c"TA sorrv.E.s°tiE �"- _3_ xo*N a 4 em s={ D - = I N.F �� ¢III RI STBE BASE UTAEJORAIN UI✓DEFi67AIN STONE BASEF W rs tt arD. Erns cE PED g 1' 5' 6' 2' 13' f3' 2• 6• 5• ;• TYPICAL SIDEWALK SECTION �.rra+mw, £ ,:tfcsji,koan - .t•EgB.a:E`��.cDZSCC„TE E,t z pp ,,,- SIDEWALK RANTING TRAVEL LAZE TRAVEL LONE PLANTING CONCRETE N.T.B. E E E = - J Tv r=E BIDEl1ALK STRIP 0.5' 0.5' STRIP SIDENALN +� "' f' 1 I y 5 B. I3A 27.5' 27.5' ' Face or Curb Awert Line 9 i W D awe,Nc.wrD w W r PEDESTRIAN ACCESS ROUTE DETAIL WITH& O ¢� $ �, Face or Curb h ENIx.NCE Du„rs p WI TYPICAL SECTION .-r-- +r 7r t e u WITHOUT UNPAVED SPACE r 4 12'R•2 iri:is. garl Aa,s qE E K Ut GOLF DRIVE,UPLAND DRIVE ..;R.45� 75'--I r I f EEO.ED J 9 xs soa<o vTO IUI I E k"w del q Jz (25 MPH DESIGN SPEED) T}` ' 6. _E >.-�COW ggwuClr p 1S-~1 + 0 ?� 1� D. A.'D A. D.. 5(N4C,E a V iY au DESTRFAN xCCEsi�gFFTZ 7,SIV C ZT,;" .1-°.°e Q ROWCROSS STREET(18+16.14-22+19.90) - • - • '" ;DMED, o�E LE «�. :e=:;zo el p¢ (20 MPH DESIGN SPEED 20+00-22+25) R•125' 7It: 1- EDD DE P,VENENi '°gag''�D s,N„Ns,'Kass aW:E 5�,: FN, ¢ COPS.YNua.NmN s,+cuD Er s SECTION F-F et (25 MPH DESIGN SPEED 16+16-20+00) ="e-°!v° g; ...-':, - � ' im HALF PLAN C r1t`� �0 QI� Y ECOEiigµ kCC55 nW'iE5oU': }-p- �y W7U N.T.S. r aaz 6 I 2 sgE °a o rv...n`o s s Da c �2 1 Si' R-D-w Rot/top Curb Curb Std.CG-6 x,�N DUniED w i,�•ci,,.,,,a s„v,..D 1. W CI ¢¢ o N.T.S. ® °®°'" su i"s�Eac=ecc aiD c"u.ia a III tkalt S POINT OF I N.7.EL 1-yma srx n:.v[ MIMI P/11 FINISI.EO € R/N Source w0T Road Design Manuel,Appendix B Source VDOT Road Design Manual.Appendix B a' sP 4 I " 2 N 2 3000 00 PSI fCi_ ` 4Cl�EI VWT ST'0 GRAD 1 5 5 Via ST'D C �3t 5 TRANSITION Nc- -Nµtt ..: E E 1/4•:1• �6 'sKa c - 4•30arTE .. �'!-1 � .D:.-n:-i SECTION Q t Z s. �-S/4':S' !/4':S'-� f-f/4':f' r.. _ ... r Y._c... ` 2 . O .,,., ...-,... '�! ,n^'•'� �<El55 wl tN E.S,CCaC 4'VOOT 21A T-- .�-_••.. ,-.....• --:- --.' - 4'V00T 21A 3:t EDGE IX PVNT./GUTTER PAN '4•�s•.cce BADE TYPE E-sc2}e •"\'� �a I O W \% STONE BASE 6'VDOT 214 •^••�,. BASE 6'SUBBASE CNA/ STONE BASE , uu o- i°E W STOLE BASE 4'UD-4 3'EN-25 4'IB-4 VDOT 21A .a:l':'Y s. 4 Paw rnE CH.CE UNDERDRAIN UNEDiDRAIN STOKE BASE ROLLTOP FACE OF CURB 1' 5' 6' 2' 6' 6' 2', 6' 5' 1' CUFF .. v uw..v.,ca.,-.w norc.,,o.w,•sc.-Tc"...: CONCRETE T PLANTING fa' ' 10' PLANTING CO16E7E I FeD"OR CtB.,C0.160,0511.•'�c" • - :e:b4-Ve ti SIIXIIALK STRIP 0.5' 0.5' STRIP SIOENAL( O I a.. xO PTEI REVI810NB PARKINS LAM TRAVEL LANE TRAVEL LAPS PARKING LANE 3 s u s.wn c a w SECPE FOC P., +a a SECTION C-C 2 x ua•W DECREASE COP SEC<EECT6,NwY.a w,EPvas SECTION D-D 30"5' 30.5' BArIX lF T,i rsn'c+1 �VDOT FACE Of I EN BACK OF �'2.�4 TYPICAL SECTION L� wrools a� L� STANDARD ENTRANCE GUTTER eD PO*NO E ODE ST ,s A.1.6 HIGHGATE ROW&ROWCROSS STREET(22+23.07-42+27.46) �D} N o'DATE E, D Fvcvlmwr va+da,DEa.q,uEN,a,Nehs°Dn,enDN a SHEET 1 July la N 11 •INTERMEDIATE PARKING ALONG BOTH BIDES OF THE FTOAD• ROLLTOP TO CG$TRANSITIONS (25 MPH DESIGN SPEED) AS-BUILT PLAN N.T.S. THE FOLLOWING NOTES APPLY TO CG-6,CG-7,AND ROLL-TOP CURB: 1. CURB AND GUTTER MAY BE PRECAST OF CLASS A4 HYDRAUUC CEMENT CONCRETE OR CAST IN PLACE USING CLASS A3 FIYDRAUUC CEMENT CONCRETE. I` 30' PRIVATE P/N 1I L 24' PRIVATE R/W 2. WHEN USED WITH STABILIZED, OPEN-GRADED DRAINAGE LAYERS,THE BOTTOM OF THE I I I I- CURB AND GUTTER SHALL BE CONSTRUCTED PARALLEL TO THE SLOPE OF THE I I 1J4"I i' I 1/4':S' SUB-BASE COURSES AND TO THE DEPTH OF THE PAVEMENT BUT NOT LESS THAN THE ROAD CLASSIFICATION SCHEDULE R/N OBFACE R/H NM / E SURFACE R/N THICKNESS SHOWN. PAVEMENT PAVEMENT THICKNESS FUNCTIONAL POLLTOP 1.5'yN..g•5 ROLLTIF :: >' R�� 3.5'SN-9.5 ROLLTOP 'y ROAD NAME STATION VP a±'� aim co ti" S Lum Lum 1S WIDTH SM-9.5 BM-25.0 21A CLASSIFICATION Air:1' f/4':1' 3: .v,�. 3-r 3 S - -/ - 2 DATE - -1/4': S' 1/4•: 1'-+ �- r1/4': 1' 1/4': f'-� ADLFRSGATE ROW 70+00 15+07 230 18 1 1 2 2 1 6 S '" ,. �-'- .�.•---,>_.,,- - ._ ."-.:- •"-- -�s->- !REECHO/LANE 10100 14131 250 76' 7 1 2 2 1 2 6' ALLEY -- 3. - r 3� •r /' /• January 25,2018 BASE SUBBASE 2.5 STSUEHAMASVE BYWARD STREET 10+00-14+56 140 20' 1-1/2" 2-1/2" 6" LOCAL 2.II BM-25 6'AGGREGATE 121A 2s BN-zs s'AssREGATE tz1A GOLF DRIVE 19+87- 25+36 530 26' 1-1/2" 3" 6" LOCAL r 2' •1'\\2' 30' S0' 2' 1' 2' r f' 2' a' e' HIGHGATE ROW 10+00- 15+29 90 32' 1-1/2" 3° 6" LOCAL FACE OF FACE OF • FACE OF FACE OF PETYWARD LANE 10+00- 12+98 110 20' 1-1/2" 2-1/2" 6" LOCAL CURB CURB CURB CURB PRIORY TERRACE 10+00- 13+94 90 16' 1-1/2" 2-1/2" 6" ALLEY TYPICAL SECTION TYPICAL SECTION ROWCROSS STREET 17+70-18+16 410 28' 1-1/2" 3" 6" LOCAL COF4rouRlxrHNK BYWARD STREET&PETYWARD LANE BEECHEN LANE,ALDERGATE ROW&PRIORY TERRACE ROWCROSS STREET 18+16- 22+23 550 32' 1-1/2" 3" 6" LOCAL PRIVATE STREETS PRIVATE ALLEYS UPLAND DRIVE 19+37'-24+19 120 26' 1-1/2" 3" 6" LOCAL WA (25 MPH DESIGN SPEED) (25 MPH DESIGN SPEED) N.T.S. N.T.S. I CC 0 a-a I --N- A ND,E•rvNFN,1 00000i0a.KCESS NDUtC CO g siNucilc . o, c•c A - i'4:A A c coon°`ili'gE • ..I,. LONG arse x '_ ` ilI .,D"° FEETD� 0. F�-"I soowE..e EONc x swv .roN °" �`® •uN s A .,reurAuwm GENERAL NOTES Q -IT_M®�,-, - �� I w-".y� '' 'Vot o°ai`a.t I g CI rl re r,�.:,-i"�s:i n, .,•EN vwc rvw s,,,o-°Co, Q W B 1 � ,s \ --- 7 -_ n.,uu I1 �.. �+' ;:.•�\'� .`� I. cc-z oe . ��sw'u°w=E.;s, q .�cv°,'su�ar•Hc m q.,,s.DEsa.�ra r B WITH BUFFER STRIP / easuw„aln ICE•uq¢'.eFE EUFe -y it'�J:JSTED i0 W I . I _ ` e �s_Ex.,�. iD x N, D,,.��D LT" L___,4J TYPICAL DESIGN Yr^s A �` �� 1 sa i 51,6 L • k j cnti \ a ee se E uv:x r.,v.u.,a:xE:SO :c W a u. tt„c-w \ TO uE-Nip _F p` � �� '_.`ic"m:'ve'' / ___-1+0-P�`- Exau sev 9 i`Ga CO`er'� 1`E[T C.alC D E6 a:DE,u.S I F E_, FEC,RDC roR 1 EN*PPNDAVE,YN,-N.s.CAFi"'C O\ B COOP I ' cr CO.Lx�vC. ` --- ua.N h CO.*, JmNi q / } , \ 6.fx tt I E n It _- SW.h eS 1 ' +1L hf0v RiYD"KSS'd ni RenCS*U,)Ne�RiwgTwE 11 C }�urx IY/I WITH BUFFER STRIP v,,,F,yg :+� No`[xoi"'�,•},mcu sEc. �J" r.CEP, A _T R T m,l-)1 .e ,N<. PLAN VIEW ENTRANCE NOTES Z O L r- -I SECTION A-A v. `_�I `__® o uiKn,"ccwa-D.vE,N cc"hsircio. SEC710^I %.-A \ ----- WITHOUT _ �FEo p Ts o.z. • cT,.', ,,,, O T " .'.\-IE 1 z BUFFEP.STRIP _ .rqa.[C+NzT `•.�C, -ter'___ _ .-F:cur, I'C is•`x[Giio`E~-oJ•,:2E` .. _ ,. ._..." F TYPE A <oa;=coc-� sECC WITH BUFFER STRIP o -A , i i Na u.E coons. _--__I__-_-r__ ___ ..E, °i fP1F..P2E lu a a.,. _ ,..a.,.,,,. ._s Q SECTION B-B ' .. - -} _ a, a' xxd .,N cG. r[:` O rE-= ._, r., _a,Ee•.,.rv.N.,.. ,-,.SEE sN- ,,,- SE CT•OV E-E \ 1 �. \ !.e._nnh s`ry CP.,...ae, ?h c,`TAIE anu^ARE:.1-v21,.3.E.o,":i``,E, /J� J_ r,oa cuw'a':Jv,i:nu uce.ur•',-Mil,"_cE a-\w (I' (I y� CaN000 " fell/V.. Mil A 0 ly Ca., �'.e-E,Fex iEF:i::,s. ti INTERSECTION NOTES `l F ,N,. vD,ES tt,M tt,r..Er nu,,,,.,..h.l. CPC65n \ .p�u:Ru.'`'•urna I r,neun etiN et:E v3C G+, - dF ss -.i = 4 1'-x-"h•aF' y CO-4,a.r-Le00 <na"00 xnr a eu+edCtK CW,, , w� SNKt',1.4,+C.i'%E'r 0 CO rcG 5C`u. TYPICM.PL.".CEI:ENT E `o s'r•uL i.`T� _^rD:NtuEu`s..rt _ SECTION A- A v.N.Ds-.4:4 uo"vk,z gicuxE N: Cl:),.S0116S E tic •�u�i pia is`�2Ei Eatus`,%ss•r i. AT WTERSECTION j----:";',.. euri[.a ov,x rosirvi e.,vwn V�, E C jc \,-- _ .�Of rtT- uG T WITHW CROSSWALKs v v,i-ri``'orv.ti u»,000,E xEaw^cF, `iLn<rC S"e.: �N cgoss"'N,4„c rvnNn _o=vcµE°inn.., TYPE B PARALLEL "•` n vrzos"E:. cio", n Ti: _-W ye,-T ; neeox.r e"APPL'CATION r'" 1. ., [ x sum-. F ALLOWABLE ENTRANCE GRADE CHANGES =rc pp DIAGONAL PLACEMENT �_„ _- SH O �¢�U1 j N , v } w FEPCEN, we - _ %�' 4x "� ~ ? EN7ru,.:E vnu.E r.Nax aN,:, - 6p1. P Dr -1- CROSSWALK • u CROSSWAI,K % t ° _12"' c} II a J rI V� J II r� V'� �`=�-- ;a.i,E .., m,ISM we cEsw.e:r u.r}x e� y•6Qi FLE NUMBER ,00 TYPICAL PLACEMENT TYPICAL PLACEMENT 371 II �i3Occwa✓ / -w'�` � EEss, - _ ex AT INTERSECTION AT INTERSECTION CROSSWALK ��cx-" ,,, WITHIN CROSSWALK WITHIN CROSSWALK DIACONAL PLACEMENT DIACONAL PLACEMENT 6 . a �, SECTION GC 05. ..c -w,.sw-ro sEx 5S. 7 112 !' jo► 8053 (WITM BUFFER STRIP) WITH BUFFER STRIP WITH BUFFER STRIP co cece.p ` s E cx.+a 'c s w, / :�ie .i is's�sEE,ccvNEc*IDhs my L Taggart sp�K EpN CG 12 DETECTABLE WARNING SURFACE µ�� v�T Tin:, F F e, a e� Lk. ,. rF.E..� CG-12 DETECTABLE WARNING SURFACE s:E:EpN_" zutr:r METHOD OF TREATMENT qD .7.C,a',5 6"DUE 6,x+x...F[S n U 6,+.hDnY.K �. t ? TYPE A(PERPENDICULAR)APPLICATION REV..} wrt ESNEr7 x a s r o}Of er E TYPE B (PARALLEL)APPLICATION :as (CONNECTION FOR STREET INTERSECTIONS AND COMMERCIAL ENTRANCES) ,¢v,.-,,,,,-E -,e0",a, • fys,ONAE ECG 5,..S,CEFsv*uENT CE,q uSPOPTATION 203.OE 203 07 vu4hie DEa.a,uEN,OF igaNiaD,TarON SD, eD} h•"DEPMTUEN,OF Tc,VSaOUT00. D • SHEET 25 D118 C,Fr-.,TMFFC.nOLCT`ntdL-FG3,ELCCI.IC&IEY'-s-EuA0Exs=_,cecsecnl=mc II/3CCCi7:'I.Cl FN.610,Ic5 VDO I LAND USE PERMIT LUP-lPP Land Use Permit Application—In Place Utility(New Street Acceptance) August 22,2014 APPLICATION is hereby made for an in-place permit for utilities installed on subdivision streets to be accepted into the secondary system of state highways and as described below. Said activity(s) has been done under and in accordance with the rules and regulations of the Commonwealth Transportation Board of Virginia, in so far as said rules are applicable thereto and any agreement between the parties herein before referred to. Applicant agrees to maintain work in an approved manner. Applicants to whom permits are issued shall at all times indemnify and save harmless the Commonwealth Transportation Board, members of the Board, the Commonwealth and all Commonwealth employees, agents, and offices, from responsibility, damage, or liability arising from the exercise of the privileges granted in such permit to the extent allowed by law. APP .,CANT SH. . . -1.:CE)VE A . ,l-.-P .\C.: ,) AT : .O COST .Application should accompany Subordination of Rights or Quitclaim Agreement,if such agreement is necessary TYPE OR PRINT CLEARLY Utility Company Name: Central Telephone Company of Virginia Tax ID No.: 47-0537145 Mailing Address: 417 West Main Street Contact Name: a r i c a�'"( to• City: Charlottesville State: VA Zip Code: 22903 E-mail Address: Cr:...4.gY+t.•®C.....+...a1:..�.,•'.- Telephone Number: (4341 en t - I lit1 'D Fax Number: (4341 971-2694 SUBDIVISION NAME: Old Tr..,1 — E.i-1 V: I t .,• Plan Approval Date: I I Geographically located in County/Town/City of: A16...•.•4e. Connecting to Highway Route No.: 2 S.0 Type of utility(electrical, cable TV,telephone,water, sewer,gas):4't'p'...Telephone C...'wr. L:'+L Utility lines have been installed as shown on above-noted subdivision plan within the right-of-way of the following streets: STREET NAME FROM TO 1 IZ.•utr.IS s-k. I f'It.t.).�) re,... Dr. a3,....1 a4. 2 Pe..or 3 Ts►r. rF.:1t41. jZ. . Dr. Pe.4{.Tu.r3 LA,. 3 f r..r) 1 rr. rt..l.1.w' e.„w Or. ec.a;iu Ora) LA.. 4 Pr...3 ``err. rF�:..1...5 //ft,.. Or. P.4.45....�.}) Ln. 5 1�.4'I�tfCr+ L . t'i.(�.w♦ (.,... Dr. Pr:•ri ter. 6 R.•.•cr+•ss S4 . F:..13:..j� 2.. Dr. a1...o••7—, $4, , 7 tZo...r.ls S4. aVtJ ON..) Si. _ Up 1......) Or, 8 U�l....) Dr. C:.1.):..1 R... Dr. A;lvtz..t. 0.s 9 G.L( Or. (:;.t 0...5 (Z.o.. Or. HI 4 .4.. (Z.0 10 Rovcr•li S'4• Get(' Or. — RI.*ct.... I.A. — 11 R•...r•tis t4. 8....c.I. . L t, n. G.14 Dr. 12 G•If Dr. A...)1trs.,..l. R0%.3. R•ucr•tt S.4. 13 4a ivrs3.4. Re,. - Cs•I; Or. Oft.....) Dr. 14 A.)I.ria a (Le. G•IC D . Opt.._) Dr. 15 ()pl....1 �O"r. a,1..rt3.4.. R.ts t Q.oucroii S+. Signature of Applicant: A.e.0. , Title: Osr E^1i.."' Date: y(I o/ I V in z _ O ~ M Z C(.2)cn // to to Q' . Y \\ \ 4 -S Y 7 \ TTo 0 U CI \\\ CD _ 2 \ \ r : 8 1 ' ' •0•iii °,1 I I 11 0 r''"'I''d ,, .., ,,.:*-1 ,. ....,: ‘. ., : - ,-. . . 46401 7.4, ,_,.,:,....:----- 0 -- , Alaw i. �, 10. ,, :.--' - .., ,, vbr z.li .- il, ,, : , - II ...... . ' lit I - III lk *„: . 1. . • ,. 040 c 1_ a;,, If \ 4 /110/0::4‘ V '. 1110 ,, '... i, %._ ..*. ,1* 4iiie )114001100... j. o_enn yz(A cr O ,vo 414ri• '1* Iiir,„ ,, O ):,,/,'"\ i' .., Ua rf! r.s.„ ____ _. ., �5 , 0c7 z Z N • y O E. \ / , \, 7 / 2e (� s • 'Z �� U � U O , • U g 00PWWw 0100.1 Oil % .W. vok- , 161\1101 ci; ._ 4111- - \ '- a 'k li _....iiiiii i c '. ' lig 10. 1010 .1WS '.* . dil I.\ 0 irnioll a It= 0. . 0 Nir 0 \ ., iki 0 ,, ,,,,:', 0 tli..,;:,,,too. :o....0‘. , :. 1- 1. ‘,. ‘ o* *, 11‘ Ikk, . \'2':14. ,0 .4 40# ‘A,0,-.;..:14,,,,, ,,\, ,_ 1 .,A 0 Velkt., I ,40 . Iv c" ., A .,. . 4' • N. A*0,.: % .- v, . \ 1 W41$' W41>k 111 01 Vilidit:1% . \4_4 - -,w:.\ 1 SINCE FROEHLING & ROBERTSON, INC. r8 Engineering Stability Since 1881 1z 6181 Rockfish Gap Turnpike Crozet,Virginia 22932-3330 T 434.823.5154 I F 434.823.4764 1881 F&R Record Number 71U0166 February 15, 2017 Mr. Dave Brockman Old Trail Village 5496 Golf Drive Crozet,VA 22932 Re: Old Trail—East Village Crozet,Virginia Dear Mr. Brockman: The purpose of this letter is to provide you with the results of the corrosion potential soil testing conducted on five specimens collected from the above referenced project site. Soil samples were collected along the alignment of the proposed waterline running within the East Village development. Samples were tested in evaluation for ductile iron pipe (10-Point System) as required by the Albemarle County Service Authority(ACSA). The laboratory test results are provided within the following table. Sample Resistivity Redox Sulfides pH Moisture Points No. (ohm-cm) Potential (mg/kg) 1475 27,500 5.6 491Mv ND 23.5 1 1476 41,500 5.2 490Mv ND 26.7 1 1477 43,500 4.8 542Mv ND 19.2 1 1478 106,000 5.1 539Mv ND 25.4 1 1479 69,500 5.2 507Mv ND 48.1 2 1480 16,500 4.8 536Mv ND 27.3 1 1481 46,500 4.7 523Mv ND 31.2 1 1483 109,000 4.9 493Mv ND 27.8 1 1484 42,500 4.9 564Mv ND 30.1 1 1485 53,000 5.1 520Mv ND 27.7 1 *ND=None Detected Corporate HQ: 3015 Dumbarton Road Richmond,Virginia 23228 T 804.264.2701 F 804.264.1202 www.fandr.com VIRGINIA• NORTH CAROLINA•SOUTH CAROLINA• MARYLAND• DISTRICT OF COLUMBIA A Minority-Owned Business r&R Based on the displayed test results,the soil samples collected at the locations listed above do not appear to be corrosive according to the referenced criteria. However, we understand that the ACSA has final approval of pipe materials. F&R appreciates the opportunity to provide soils testing on this project. If you have any further questions concerning the information contained in this letter, or if we can be of further assistance to you, please contact us. Respectfully yours, FROEHLING &ROBERTSON, INC. Brendan L. Quirk r' �•.��Feb 15 2017 11:10 AM is � : Q n Brendan L.Quirk, P.E. Staff Engineer cc: \\71SVR\ServerHD\Projects 71U\71U0166 Old Trail East Village\East Village-Corrosion Test Reults Letter.doc Old Trail Village Old Trail—East Village 71U0166 2 February 15,2017 Soil Test Evaluation for Ductile Iron Pipe (10-Point System)* Soil Characteristics Points .Resist ivity Moisture <1,5(Y3 10 Poor drainage, 1,5(10-1,84)0 S continuously wet 2 >1,800-2,100 5 Fair drainage, >2,100-2,500 2 generally moist .1 >2,500-3,000 1 Good drainage, >3,000 0 generally dry 0 pH 0-2 5 24 3 4-6.5 0 •"Ten points-corrosive to Ductile Iron pipe. 65-7.5 0 Protection is indicated. 7.5-8..5 0 *iBased on water-saturated soil box. This >8.5 3 Method isdesigned to obtain the lowest-and Redd potential most accurate-resistivity reading, >+100 my 0 "x1.1 sulfides arc present and low(<100 mv) +50 to +100 my 3.5 Or negative rc-dox-potential results are 0 to+50 my 4 obtained,3 points should be given for this range. Negative 5 Note: DIP164 mommends that the soil sample Sulfides used in theltt-point cvaheation be taken at pipe Positive 3,5 depth rather than at the surface.Soil corrosivity Trace 2 readings can-.vary substantially from the Negative 0 surface to PiPe depth. 5. s. — _,�..1 , 'fie '�'! / �� "YOUR GOALS FOUNDED N®E® ONIN �� 8T 8p ® � y INC . > OUR INFORMATION" June'30, 2017 March Mountain Properties, LLC Attn: Dave Brockman 1005 Heathcroft Circle Suite 100 Crozet,Virginia 22932 RE: Stone Subbase Proofroll and Thickness Conditions Eastside Old Trail Subdivision CDT Albemarle County, Virginia GTO Project No.:17G-238-019 Dear Mr. Brockman: As requested,Geo-Terrain Organization, Inc.(GTO)has visited the above referenced project site on June 28th,2017 to proofroll and check the thickness of the stone subbase. Roadways checked as part of this project include the north loop of Rowcross Street from its east intersection of Golf Drive to the intersection of Rowcross Street, Golf Drive and Fielding Run Drive. • Our staff has exercised the degree of care normally associated with a project of this type.A fully loaded over-the-road dump truck was utilized to proofroll the aforementioned roadway sections. The proofroll revealed that minimal pumping, rutting,or deflection was noted under the dynamic proofroll load. Each roadway was checked for stone subbase thickness at prescribed Virginia Department of Transportation intervals. In general, the stone subbase was found to contain more than six inches of Virginia 21A. Based on our observations,the stone subbase appears to have been placed in general accordance with VDOT and project specifications. 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-Werra' 0 gani a 't1 .3 eter . Eana ra, P.E. Ge ethnical Engineer ' ' C:/GTo Documents/GTO Geotechnical 2017/17G-238-019/Second Proofroll Letter 6-30-17.doc''.,, I OO-A INTERSTATE BUSINESS PARK FREDERICKSBURG, VA 2240E e OFFICE: S40'368-5724• FAX: 540-3G8-5725 MOISTURE-DENSITY RELATIONSHIP 101 100 • C) 99 U a 'O O 98 • 97 96 18 20 22 24 26 28 30 Water content, % Test specification: VTM-1, Std.VTM correction Elev/ Classification Nat. % > %< Depth USCS AASHTO Moist. Sp.G. LL PI #4 No.200 ML 20.6 47 20 0.5 74.4 TEST RESULTS MATERIAL DESCRIPTION Maximum dry density= 99.7 pcf Brown,sandy SILT a Optimum moisture=23.3 % % Project No. 71U0166 Client: March Mountain Properties Remarks: 52 Project: Old Trail East Village L. o Location: SB-3 Sample Number: 3183 FROEHLING & ROBERTSON, INC. u) Figure f�R rieia uoservation rorm Report Date:2/28/2017 Various Crozet Office Client: Project: 6181 Rockfish Gap Turnpike rxoa?t VA22932 East Village,LLC 71U0166 'hone:434-823-5154 1005 HeathercroftCircle Old Trail East\Allege ax 434-823-4764 Crozet,VA22932 Fielding Run Driee Crozet,VA22932 Date: 01/31/2017 Location: Site-Other Category Soils/Earthwork Location Details: Utility lines along: Rowcross Street, Highgate Row, Byward Street, and Petyward Lane, Coverage: Sample Retrieval Type: Observation Frequency. N/A Mather: Sunny Air Temp.(deg. F): 45 F&R Personnel: MacEwen, Eric W ,Technician Description of Work Completed Work Completed: F&R representative arrived onsite as requested to perform sample collection at 10 locations along the proposed utility lines. Locations were staked by others and are labeled on the attached location plan. Tests Performed: Sample collection Observations: Collected samples at staked locations at grades excavated by the contractor. Staked locations were labeled sampled numbers 1475 through 1484 Determination: As Specified See OTV-MASTER-EAST SIDE_Corrosion Testing.pdf in the documents section Date Image Taken:02/28/2017 at the end of this report. Photographer:DeGaetano,Thomas Page 1 of 2 / / , , / :// � � Q , , 0/ , S / / , , , 3 , 0 N- f‘ / / / , , M , M ,Q (-- , , 'vo eAti A, - / oot/ , , 0 M ' ,� ♦• 'I I . ,� • .410 1 *. / I 10-04 thru 10-20 DFR 10-04thru 10-20 DFR �O D Report Date: 10/20/2016 Crozet Office Client: Project: 6181 Rockfish Gap Turnpike March Mountain Properties 71 U0166 rozet,VA 22932 3657 Main Street Old Trail East Village hone:434823-5154 Manchester,VT 05254 Fielding Run Drive Fax:434-823-4764 Crozet,VA 22932 10-04 thru 10-20 DFR Title Description Fill Monitoring Activity 10-04-16 DFR Soil Nuclear Gauge 10-04-16 NG Proofroll Activity 10-05-16 DFR Field Observation Form Proofroll Activity 10-14-16 DFR Proofroll Activity 10-20-16 DFR Page 1 of 9 f&R mil monitoring Actuvut Y Report Date:10/20/2016 Crozet Office aient: Project: 6181 Rockfish Gap Turnpike Crozet,VA22932 Mardi Mountain Properties 71U0166 Phone:434-823-5154 3657 Main Street Old Trail East Wage =ax 434-823-4764 Manchester,Vf 05254 Fielding Run Drhe Crozet,VA22932 Date: 10/04/2016 Location: Site- Embankment Category Soils/Earthwork Location Details: SB-3 Embankment Coverage: Fill Monitoring Type: Observation Frequency Periodic Weather: Cloudy Air Temp.(deg. F): 65 Personnel: Khaterzai, Reshad, Technician Description of Work Completed PLEASE NOTE: The tests and/or observations below and those recorded at this project site on this date in other related F&R reports represent spot tests only at the locations noted. Fulitime visual observation of materials placed or of placement methods should not be inferred. General Contractor: Earthwork AG Dillard Subcontractor: Work Description: Observation of fill placement for SB-3 Embankment Fill Monitoring Summary Placement Fill Moisture Fill Material Lift Compaction vibration Density Location Condition Description Thickness Equipment Used? Tests Taken (inches) SB-3 Location Moist Reddish Brown, Moist, 8 Sheepsfoot Yes Yes Elev.(ft)648.0 to Sandy Elastic SILT(MH) Roller Elev.(ft)650 Observations&Comments: Contractor placed soil fill in 8 inch loose lifts at the above mentioned locations and compacted each lift using a sheepsfoot roller style compaction equipment. F&R evaluated the fill placement by visual-manual methods,by probing with a small diameter steel rod,by observing the response of surficial soils under equipment loading,and by performing moisture-density tests by Nuclear Methods(ASTM D6938).Test results are attached and appear to meet project compaction requirements. Other Tests Performed: Moisture-Density Tests Determination: As Specified Discrepancy Recorded? No Page 2 of 9 f&K Soil Nuclear Gauge diet Project: 10-04-16 NG March Mountain Properties 71U0166 FAofiINLINo a ROYERT9UR,INC. Report Date: 10/20/2016 3657 Main Street Old Trail East Village s�•.rvv srodun sM.ew Crozet office Test Method:ASTM D6938 Manchester, VT 05254 Fielding Run Drive 6181 Rockfish Gap Turnpike Crozet, VA 22932 Crozet,VA 22932 Phone.434-823-5154I Fax,434-823-4764 Test Results Optimum Maximum In Place In Place Probe Min/Max Optimum Retest Test Soil Moisture Dry Density Moisture Dry Density Depth Percent Comp. Moisture Test# Of Date Proctor ID Method Classification (%) (pcf) _ (%) _ (pcf) (in) Compaction (%) Tolerance(%) Remark 13 10/4/16 3212 MH 24.4 94.6 _ 27.3 93.4 6 99 95/105 -3/3 14 10/4/16 3212 MH 24.4 94.6 26.4 94.1 6 99 95/105 -3/3 15 10/4/16 3212 MH _ 24.4 94.6 26.7 94.0 _ 6 99 95/105 -3/3 16 10/4/16 3212 MH 24.4 94.6 27.1 94.6 6 100 95/105 -3/3 Test Information Gauge Test# Test Location Elevation Reference Make/Model/SN Field Technician 13 Storm Water Pond: SB-3 east side -1.0 Troxler 3430 36329 Khaterzai, Reshad 14 Storm Water Pond: SB-3 north side -1.0 Troxler 3430 36329 Khaterzai, Reshad 15 Storm Water Pond: SB-3 west side -1.0 Troxler 3430 36329 Khaterzai, Reshad 16 Storm Water Pond: SB-3 south side -1.0 Troxler 3430 36329 Khaterzai, Reshad Remarks Comments Tests are"Direct Transmission"(Method A)unless probe depth is noted as "Backscatter".Gauge calibration data on file with the testing agency. Page 3 of 9 f&R rroorroi i Activity Report Date:10/20/2016 Crozet Office Client: Project: 6181 Rockfish Gap Turnpike Croa?t,VA22932 March Mountain Properties 71U0166 'hone:434-823-5154 3657 Main Street Old Trail East\Allege 'ex 434-823-4764 Manchester,Vf 05254 Fielding Run Dthe Crozet,VA22932 Date: 10/05/2016 Location: Storm Water Pond-Structure Category: Soils/Earthwork Location Details: SB-3 at finish grade Coverage: Proofroll Type: Observation Frequency. Periodic Mather: Cloudy Air Temp.(deg. F): 61 Personnel: Khaterzai, Reshad, Technician Description of Work Completed Work Description: Proofroll Proof Roll Equipment: Loaded Pan Subgrade Material Description: Reddish brown elastic SILT with little sand Note: Subgrade descriptions indicated in this report are based on visual observation and should be considered approximate.Subsurface conditions in unexplored locations may vary from those encountered and noted herein. Summary of Proofroll: Corrections Not Required:Area Tested Appeared Stable w/No Appreciable Pumping or Rutting. Determination: As Specified Discrepancy Recorded?: No Page 4 of 9 FsiR rim vaservation corm Report Date: '0/2020'6 Various Crozet Office Client: Project: 6181 Rockfish Gap Turnpike Croat,VA22932 March lvbuntain Properties 71U0166 'hone:434-823-5154 3657 lvt3in Street Old Trail East\Allege 'ax 434-823-4764 Manchester,VT05254 Fielding Run Drive Croat,VA 22932 Date: 10/13/2016 Location: Jobsite Category: Soils/Earthwork Location Details: Coverage: Subgrade Observation Type: Observation Frequency: Periodic Weather: Sunny Air Temp.(deg. F): 43 F&R Personnel: Bailes,William F,Technician Description of Work Completed Work Completed: Soil inspection Observations: Technician reported as scheduled to job site to test soils. Informed that site was not ready to be tested. Contractor will call later. Page 5 of 9 F&R rroorroii Activity Report Date: 10/20/2016 Crozet Office Client: Project: 6181 Rockfish Gep Turnpike Croa?t,VA22932 March Mountain Properties 71U0166 'hone:434-823-5154 3657 Main Street Old Trail East\Allage =ax 434-823-4764 Manchester,Vf 05254 Fielding Run Drive Crozet,VA22932 Date: 10/14/2016 Location: Building Pad Category: Soils/Earthwork Location Details: Block 16; lots 14,16,22,23,24 and 25 at elevation of-2.5'and-3.0' Cove rage: Proofroll Type: Observation Frequency. Periodic Weather: Clear Air Temp. (deg. F): 63 Personnel: Khaterzai, Reshad , Technician Description of Work Completed Work Description: Proofroll Proof Roll Equipment: Loaded Pan Subgrade Material Description: Brown,sandy SILT, reddish brown sandy elastic SILT and light brown,silty SAND Note: Subgrade descriptions indicated in this report are based on visual observation and should be considered approximate.Subsurface conditions in unexplored locations may vary from those encountered and noted herein. Summary of Proofroll: Corrections Not Required:Area Tested Appeared Stable w/No Appreciable Pumping or Rutting. tOther Comments/Observations: In general, the soils at the proofrolled area appeared stable,with no observable pumping or rutting. Determination: As Specified Discrepancy Recorded?: No Page 6 of 9 I-'TOOT r011 HCi l V l ty Report Date:10/20/2016 Crozet Office aient: Project: 6181 Rockfish Gap Tumpike Crozet,VA22932 March Mountain Properties 71U0166 'hone:434-823-5154 3657 Main Street Old Trail East Mllage =ax 434-823-4764 Manchester,VT 05254 Fielding Run Dri%e Crozet,VA 22932 Date: 10/20/2016 Location: Site-Other Category: Soils/Earthwork Location Details: See attached location plan Coverage: Proofroll Type: Observation Frequency: Periodic Wleather: Sunny Air Temp. (deg. F): 80 Personnel: DeGaetano,Thomas , P.E. Description of Work Completed Work Description: Observation of proofroll of prepared subgrades within green area of East Village Additional Tests Performed: Proofroll Proof Roll Equipment: Loaded Pan Subgrade Material Description: Brown,dry,Sandy SILT(NJ); Reddish brown, moist,Sandy Elastic SILT(M-1) Note: Subgrade descriptions indicated in this report are based on visual observation and should be considered approximate. Subsurface conditions in unexplored locations may vary from those encountered and noted herein. Summary of Proofroll: Corrections Required in One or More Small, Isolated Locations:Subgrade was Stable Except in a Few, Specific Locations as Noted Below. Summary of Locations Requiring Correction LOCATION/CONDITION I UNDERCUT VOLUME I BACKFILL (If Undercut Was Not Performed,Values Below (Blank Cells Indicate Fill Placement Was Not Are Subject To Reusion) ObseRed On This Date) Location Pumping/ Undercut Approx. Approx. Approx. Backfill Compaction Compaction Rutting Performed Area of Depth of Volume of Material Method Confirmed While Undercut Undercut Undercut Onsite? (ft2) (Inches) (yd3) Area of marginal Pumping Other Onsite cut pumping and classifying rutting were as Sandy observed. Elastic SILT ( ) Other Comments/Observations: F&R observed a proofroll of subgrade soils at the above mentioned locations.The proofroll was performed by observing a loaded pan dump truck drive slowly across the subgrade and noting the response of surficial soils. In general,the soils at the proofrolled area appeared stable,with minor observable pumping or rutting at relatively small locations within the proofroll zone.We understand this area is to be a green area with fill placement to install utility lines.Area is suitable for fill placement. Determination: As Specified Discrepancy Recorded?: No Page 7 of 9 F&R rroorroii Activity Report Date:10/20/2016 Crozet Office Client: Project: 6181 Rockfish Gap Turnpike Crozet,VA22932 March Mountain Properties 71U0166 Phone:434-823-5154 3657 Main Street Old Trail East\Allage Fax 434-823-4764 Manchester,VT05254 Fielding Run Drive Crozet,VA22932 See 10-20-16 Location Plan.pdf in the documents section at the end of this Date Image Taken: 10/20/2016 report. Photographer:DeGaetano,Thomas Page 8 of 9 33 04 _- . `y 111 it4 \ 10' PRIV. 10' PRIV - + 1 . . . .0 . . // , . got \ SAN. EMT. Ili SAN. ESM'''I ' �`: . . . . / o . . . . . . . 11 l \ WP • , li \ s • _ . . 0i to • n \ AI/ ... ,4!. ....-- Ak \ i_i ---...111"11111111p1V=SW /4k, I/ \ , - ' PRI1DRY1-E'" 11;„0 ltor � , :3.imilatio. \ r alPRIV,,,�:. .a • `� 1E 12 0• �� •. \ Ala* 10 11 1� 1►, 13 136 \ 1. . . . .: . 25 Ar - li Woo. y - VARDR• NAGE. ESM T `iq4cj)+ IAi0 ciNj i 04 ii 1 , :•'a BLO K 1 . y --� '� r 1111111111111111111 106 I I � , ,, 29 - I I 26 I I 28 11 ir/ VAR. WID. orti / /BLIC ��WA� IDRAINA �i p— V•Rkft4 . r *** __I I___ ALI hi All= .. . 1 1 01 - 'T / 1 , j_.!,Aili • J ----- id ____- / , _ __ . _ _ --:.- - - L.. - - - 4 iiii.,..-- INaida, ,--- _ 4 p9 Y , . / � /l )10001.-A4,, , / AMMO,' 141, .R°SS STREET AilboW A.0'' X ‘"27/ IV ATV - IVr D.I. W/L , am" 51Ap „ ," ------- �� '; J� 11-08 thru 12-14 DFR 11-08thru 12-14 DFR f&p Report Date: 12/19/2016 Crozet Office Client: Project: R181 Rockfish Gap Turnpike East Village, LLC 71U0166 rozet,VA 22932 1005 Heathercroft Circle Old Trail East Village . hone:434823-5154 Crozet,VA 22932 Fielding Run Drive Fax:434-823-4764 Crozet,VA 22932 11-08 thru 12-14 DFR Title Description Field Observation Form 11-08-16 DFR Field Observation Form 11-09-16 DFR Fill Monitoring Activity 11-14-16 DFR Soil Nuclear Gauge 11-14-16 NG Fill Monitoring Activity 11-18-16 DFR Soil Nuclear Gauge 11-18-16 NG Proofroll Activity 11-21-16 DFR Proofroll Activity 11-22-16 DFR Soil Nuclear Gauge 11-22-16 NG Proofroll Activity 11-23-16 DFR Soil Nuclear Gauge 11-23-16 NG Proofroll Activity 12-09-16 DFR Proofroll Activity 12-14-16 DFR Page 1 of 15 rrimuoservation rorm f oo f Various Report Date:12/19/2016 Crozet Office Client: Project: 6181 Rockfish Gap Turnpike :rozet,VA22932 East MIlage,LLC 71U0166 'hone:434-823-5154 1005 Heathercroft Cirde Old Trail East Village :ax 434-823-4764 Crozet,VA22932 Fielding Run Drhe Crozet,VA22932 Date: 11/08/2016 Location: Jobsite Category Soils/Earthwork Location Details: Type: Observation Frequency. Periodic Weather: Clear Air Temp.(deg. F): 60 F&R Personnel: Khaterzai, Reshad ,Technician Description of Work Completed Work Completed: Observation of soil backfill Observations: As requested an F and R technician visited the site to perform moisture-density tests on backfill area, but contractor was behind the schedule and was not ready for back fill. Reschedule for the next day. Page 2 of 15 rim uoservation rorm �O Vary Report Date:12/192016 Crozet Office Client: Project: 6181 Rockfish Gip Turnpike -rozet,VA22932 East Village,LLC 71U0166 hone:434-823-5154 1005 HeathercroftCirde Old Trail East\Allege ax 434-823-4764 Crozet,VA22932 Fielding Run Drhe Crozet,VA22932 Date: 11/09/2016 Location: Jobsite Category: Soils/Earthwork Location Details: Type: Observation Frequency: Periodic Weather: Cloudy Air Temp.(deg. F): 55 F&R Personnel: Khaterzai, Reshad,Technician Description of Work Completed Work Completed: Observation of soil backfill Observations: As requested an F and R technician visited the site to perform moisture-density tests on backfill area, but due to weather contractor cancelled the backfill. Page 3 of 15 f8R rill monitoring Activity Report Date:12/192016 FL/DEFILING 90EICRTSON.INC. Crozet Office Client: Project: 6181 Rockfish Gap Turnpike Crozet VA 22932 East Village,LLC 71 U0166 Phone:434-823-5154 1005 Heathercroft Cirde Old Trail East Wage Fax 434-823-4764 Crozet,VA22932 Fielding Run Drhe Crozet,VA22932 Date: 11/14/2016 Location: Utility Trench Category: Soils/Earthwork Location Details: Sewer line Rowcross Street Coverage: Fill Monitoring Type: Observation Frequency: Periodic Weather: Overcast Air Temp.(deg. F): 60 Personnel: Hoskin,Jeffrey, Technician Description of Work Completed PLEASE NOTE: The tests and/or observations below and those recorded at this project site on this date in other related F&R reports represent spot tests only at the locations noted. Fulltime visual observation of materials placed or of placement methods should not be inferred. General Contractor: Earthwork AG Dillard Subcontractor: Work Description: F&R representative arrived onsite to observe the placement of backfill over sewer line utility trench.A nuclear density test was taken to determine compaction results. Fill Monitoring Summary Placement Fill Moisture Fill Material Lift Compaction Vibration Density Location Condition Description Thickness Equipment Used? Tests Taken (inches) Sewer line Moist/Somewhat Brown sandy silt 8" Ram max Yes Yes Rowcross Street Dry Elev.(ft)-4.0 to Elev.(ft)-3 Observations&Comments: F&R evaluated the fill placement by visual-manual methods, by probing with a small diameter steel rod, by observing the response of surficial soils under equipment loading,and by performing moisture-density tests by Nuclear Methods(ASTM D6938).Test results are attached and appear to meet project compaction requirements. Other Tests Performed: Nuclear density test Determination: As Specified Discrepancy Recorded? No Page 4 of 15 of Soil Nuclear Gauge Clien_ Project: 11-14-16 NG East Village, LLC 71U0166 FwofiFILING a aooaa,ao.,,INC. Report Date: 12/19/2016 1005 Heathercroft Circle Old Trail East Village =',.,•,,arcWfM Sea teal Crozet office Test Method:ASTM D6938 Crozet, VA 22932 Fielding Run Drive 6181 Rockfish Gap Turnpike Crozet, VA 22932 Crozet,VA 22932 Phone 434-823-5154 I Fax:434-823-4764 Test Results 1 Optimum Maximum In Place In Place Probe Min/Max Optimum Retest Test Soil Moisture Dry Density Moisture Dry Density Depth Percent Comp. Moisture Test# Of Date Proctor ID Method Classification (%) (pcf) CO (pcf) (in) Compaction , (%) Tolerance (%) Remark 17 11/14/16 3189 ML 21.5 99.9 20.2 95.0 6 95 95/105 -2i2 A Test Information Gauge Test# Test Location Elevation Reference Make/Model/SN Field Technician 17 .Utility Trench: Sewer line -5.0 Troxler 3411 B 18982 Hoskin,Jeffrey Remarks - Comments A:Tests results comply with specifications Tests are"Direct Transmission"(Method A)unless probe depth is noted as "Backscatter".Gauge calibration data on file with the testing agency. Page 5 of 15 F&R riii ivionitoring Activity Report Date:12/1s/2o16 Crozet Office Client: Project: 6181 Rockfish Gap Turnpike rot VA22932 East Village,LLC 71 U0166 'hone:434-823-5154 1005 Heathercroft Cirde Old Trail East\Allage 'ax 434-823-4764 Crozet,VA22932 Fielding Run Drive Crozet,VA 22932 Date: 11/18/2016 Location: Utility Trench Category: Soils/Earthwork Location Details: Sewer line Court Mont Way; between manhole Y and existing manhole Coverage: Fill Monitoring Type: Observation Frequency: Periodic Weather: Overcast Air Temp.(deg.F): 60 Personnel: Khaterzai, Reshad , Technician Description of Work Completed PLEASE NOTE: The tests and/or observations below and those recorded at this project site on this date in other related F&R reports represent spot tests only at the locations noted. Fulltime visual observation of materials placed or of placement methods should not be inferred. General Contractor: Earthwork AG Dillard Subcontractor: Work Description: F&R representative arrived onsite to observe the placement of backfill over sewer line utility trench.A nuclear density test was taken to determine compaction results. Fill Monitoring Summary Placement Fill Moisture Fill Material Lift Compaction Vibration Density Location Condition Description Thickness Equipment Used? Tests Taken (inches) Sewer line Moist/Somewhat Brown sandy Elastic 8" Sheepsfoot Yes Yes Rowcross Street Dry SILT(MH) Roller/ Elev.(ft)-4.0 to Ram max Elev.(ft.)-2 Observations&Comments: F&R evaluated the fill placement by visual-manual methods, by probing with a small diameter steel rod, by observing the response of surficial soils under equipment loading,and by performing moisture-density tests by Nuclear Methods(ASTM D6938).Test results are attached and appear to meet project compaction requirements. Other Tests Performed: Nuclear density test Determination: As Specified Discrepancy Recorded? No Page 6 of 15 f&K Soil Nuclear Gauge Cheri Project: 11-18-16 NG East Village, LLC 71 U0166 Faofi.,LING`woaERTSO_,NC_ Report Date: 12/19/2016 1005 Heathercroft Circle Old Trail East Village Crozet Office Test Method:ASTM D6938 Crozet, VA 22932 Fielding Run Drive 6181 Rockfish Gap Turnpike Crozet, VA 22932 Crozet,VA 22932 Phone.434-823-5154 I Fax.434-823-4764 Test Results 1 Optimum Maximum In Place In Place Probe Min/Max Optimum Retest Test Soil - Moisture Dry Density Moisture Dry Density Depth Percent Comp. Moisture Test# Of Date Proctor ID Method Classification (%) (pcf) (%) (pcf) (in) Compaction . (%) Tolerance(%) Remark 18 11/18/16 3240 MH 27.4 89.9 28 0 89.9 6 100 95/105 -3/3 19 11/18/16 3240 MH 27.4 89 9 29.4 89.0 6 99 95/105 -3/3 Test Information Gauge Test# Test Location Elevation Reference Make/Model/SN Field Technician 18 Utility Trench-Sanitary Sewer:Court Mont Way; between manhole Y and existing manhole -4 0 Troxler 3411B 18982 Khaterzai, Reshad 19 Utility Trench-Sanitary Sewer:Court Mont Way; between manhole Y and existing manhole -2.0 Troxler 3411 B 18982 Khaterzai, Reshad Remarks Comments Tests are"Direct Transmission"(Method A)unless probe depth is noted as "Backscatter".Gauge calibration data on file with the testing agency. Page 7 of 15 F&R rroorroii Activity Report Date:12/192016 Crozet Office aient: Project: 6181 Rockfish Gap Turnpike 3ro�t VA22932 East Village,LLC 71U0166 Phone:434-823-5154 1005 Heathercroft Cirde Old Trail East Village Fax 434-823-4764 Crozet,VA22932 Fielding Run Drixe Crozet,VA 22932 Date: 11/21/2016 Location: Building Pad Category Soils/Earthwork Location Details: Lots 10,11,12 and 13 at subgrade& Lots 26,27,28,29,and 30 at elevation of-2.5' Cove rage: Proofroll Type: Observation Frequency: Periodic Weather: Clear Air Temp.(deg. F): 49 Personnel: Khaterzai, Reshad , Technician Description of Work Completed Work Description: Proofroll of building pad subgrades Proof Roll Equipment: Loaded Pan Subgrade Material Description: Red Brown sandy Elastic SILT with little gravel Note: Subgrade descriptions indicated in this report are based on visual observation and should be considered approximate.Subsurface conditions in unexplored locations may vary from those encountered and noted herein. Summary of Proofroll: Corrections Not Required:Area Tested Appeared Stable w/No Appreciable Pumping or Rutting. rOther Comments/Observations: F&R observed a proofroll of subgrade soils at the above mentioned locations.The proofroll was performed by observing a loaded tandem-axle dump truck drive slowly across the subgrade and noting the response of surficial soils. In general,the soils at the proofrolled area appeared stable,with no observable pumping or rutting. Determination: As Specified Discrepancy Recorded?: No Page 8 of 15 r&R rrooirouu Activity Report Date:12/192016 Crozet Office Client: Project: 6181 Rockfish Gap Turnpike Crozet,VA22932 East Village,LLC 71U0166 Phone:434-823-5154 1005 HeathercroftCirde Old Trail East\fllage Fax 434-823-4764 Crozet,VA 22932 Fielding Run Drive Crozet,VA 22932 Date: 11/22/2016 Location: Building-Subgrade Category. Soils/Earthwork Location Details: Lots 25-27 Coverage: Proofroll Type: Observation Frequency. Continuous Mather: clear Air Temp.(deg. F): 45 Personnel: Dunn, Nathan T, Technician Description of Work Completed Work Description: Fully loaded pan was observed while slowly driving over fill placed and compacted on lots 25-27. No pump or rutting observed. Additional Tests Performed: NG density testing Proof Roll Equipment: Loaded Pan Subgrade Material Description: Red Brown, Elastic SILT(MH) Note: Subgrade descriptions indicated in this report are based on visual observation and should be considered approximate. Subsurface conditions in unexplored locations may vary from those encountered and noted herein. Summary of Proofroll: Corrections Not Required:Area Tested Appeared Stable w/No Appreciable Pumping or Rutting. Other Comments/Observations: F&R observed a proofroll of subgrade soils at the above mentioned locations. The proofroll was performed by observing a loaded pan dump truck drive slowly across the subgrade and noting the response of surficial soils. In general,the soils at the proofrolled area appeared stable,with no observable pumping or rutting. F&R evaluated the fill placement by visual-manual methods, by probing with a small diameter steel rod, by observing the response of surficial soils under equipment loading,and by performing moisture- density tests by Nuclear Methods(ASTM D6938). Test results are attached and appear to meet project compaction requirements. Determination: As Specified Discrepancy Recorded?: No , �# ' < Date Image Taken: 11/23/2016 am Fri Ns.` • .fit a e Photographer:Dunn, Nathan T 111 sM 1• R� 14441 Page 9 of 15 r8; rroorroii Activity Report Date:12/19/2016 Crozet Office Client: Project: 6181 Rockfish Gap Turnpike Crozet,VA22932 East Village,LLC 71U0166 Phone:434-823-5154 1005 Heathercroft Cirde Old Trail East\ llage Fax 434-823-4764 Crozet,VA22932 Fielding Run Driee Crozet,VA 22932 1 Page 10 of 15 6,,, Soil Nuclear Gauge Clien Project: 11-22-16 NG East Village, LLC 71U0166 FAOENLINa..NGYEFTYGN•INC. Report Date: 12/19/2016 1005 Heathercroft Circle Old Trail East Village g:nce.:ng SrobuvSaa 1p: Crozet office Test Method:ASTM D6938 Crozet, VA 22932 Fielding Run Drive 6181 Rockfish Gap Turnpike Crozet, VA 22932 Crozet,VA 22932 Phone 434-823-5154 I Fax 434-823-4764 Test Results Optimum Maximum In Place In Place Probe Min/Max Optimum Retest Test Soil Moisture Dry Density Moisture Dry Density Depth Percent Comp. Moisture Test# _ Of Date Proctor ID Method Classification (%) (pcf) (%) (pcf) (in) Compaction (%) Tolerance(%) Remark 20 11/22/16 3183 ML 23.3 99.7 23.8 99.7 8 100 95/105 -3/3 21 11/22/16 3183 ML 23.3 • 99.7 20.3 100.0 8 100 95/105 -3/3 22 11/22/16 . 3183 ML 23.3 • 99.7 17.7 100.9 8 101 95/ 105 -3/3 23 11/22/16 n 3183 ML 23.3 99.7 19.6 99.4 8 100 95/ 105 -3/3 24 11/22/16 3183 ML 23.3 • 99.7 18.8 98.3 8 99 95/105 -3/3 Test Information Gauge Test# Test Location Elevation Reference Make/Model/SN Field Technician 20 Building-Subgrade: Lots 25-27 -5'to-4' Troxler 3411 B 18982 Dunn, Nathan T 21 Building-Subgrade: Lots 25-27 -5'to-4' Troxler 3411 B 18982 Dunn, Nathan T 22 Building-Subgrade: Lots 25-27 -5'to-4' Troxler 341 1 B 18982 Dunn, Nathan T 23 Building-Subgrade: Lots 25-27 -4'to-3' Troxler 341 1 B 18982 Dunn, Nathan T 24 Building-Subgrade: Lots 25-27 -4'to-3' Troxler 341 1 B 18982 Dunn,Nathan T Remarks Comments Tests are"Direct Transmission"(Method A)unless probe depth is noted as "Backscatter".Gauge calibration data on file with the testing agency. Page 11 of 15 f&Drroorroii HCtivity . I� Report Date:12/192016 Crozet Office Client: Project: 6181 Rockfish Gap Turnpike Crozet,VA22932 East Village,LLC 71U0166 Phone:434-823-5154 1005 HeathercroftCirde Old Trail East Mllage .7ax 434-823-4764 Crozet,VA22932 Fielding Run Dri%e Croat,VA22932 Date: 11/23/2016 Location: Building Pad Category: Soils/Earthwork Location Details: Lots 25-27 and 29-30 Cove rage: Proofroll Type: Observation Frequency: Continuous Weather: clear Air Temp.(deg. F): 55 Personnel: Dunn, Nathan T, Technician Description of Work Completed Work Description: Fill placement and compaction at lots 25-27 and 29-30 Additional Tests Performed: Moisture Density Test Proof Roll Equipment: Loaded Pan Subgrade Material Description: reddish brown Elastic SILT(MH) Note: Subgrade descriptions indicated in this report are based on visual observation and should be considered approximate.Subsurface conditions in unexplored locations may vary from those encountered and noted herein. Summary of Proofroll: Corrections Not Required:Area Tested Appeared Stable w/No Appreciable Pumping or Rutting. Determination: As Specified Discrepancy Recorded?: No Page 12 of 15 f&K Soil Nuclear Gauge Clien Project: 11-23-16 NG East Village, LLC 71U0166 FROENUNG i ROYERTfiON.INC. Report Date: 12/19/2016 1005 Heathercroft Circle Old Trail East Village -'9nN'np f[a0frti Snn:p: Crozet office Test Method:ASTM D6938 Crozet, VA 22932 Fielding Run Drive 6181 Rockfish Gap Turnpike Crozet, VA 22932 Crozet,VA 22932 Phone 434-823-5154 I Fax 434-823-4764 Test Results Optimum Maximum In Place In Place Probe Min/Max Optimum Retest Test Soil Moisture Dry Density Moisture Dry Density Depth Percent Comp. Moisture Test# Of Date Proctor ID Method Classification (%) (pcf) (%) (pcf) (in) , Compaction (%) Tolerance(%) Remark 25 11/23/16 3183 ML 23.3 99.7 20.3 101.3 12 102 95/105 _ -3/3 26 11/23/16 3183 ML 23.3 99.7 23.1 96.4 12 97 95/ 105 -3/3 Test Information Gauge Test# Test Location Elevation Reference Make/Model/SN Field Technician 25 Building-Subgrade: Lots 25-27 -2'to-1' • Humboldt 5001 P 709 .Dunn, Nathan T 26 Building-Subgrade Lots 25-27 -2'to-1' • Humboldt 5001 P 709 Dunn, Nathan T Remarks Comments Tests are"Direct Transmission"(Method A)unless probe depth is noted as "Backscatter".Gauge calibration data on file with the testing agency. Page 13 of 15 r&R rroorroii Activlt Y Report Date:12/192016 Crozet Office aient: Project: 6181 Rockfish Gap Turnpike aoa?t,VA22932 East'Allege,LLC 71U0166 Phone:434-823-5154 1005 Heathercroft Circle Old Trail East Village Fax 434-823-4764 Crozet,VA22932 Fielding Run Drive Crozet,VA22932 Date: 12/09/2016 Location: Building Pad Category: Soils/Earthwork Location Details: Lots 11,12 and 13 on Rowcross Street at elevation of-8'and-7' Cove rage: Proofroll Type: Observation Frequency: Periodic Weather: Clear Air Temp.(deg. F): 31 Personnel: Khaterzai, Reshad, Technician Description of Work Completed Work Description: Proofroll Proof Roll Equipment: Loaded Pan Subgrade Material Description: Brown silty SAND with little gravel and brown sandy SILT with little gravel Note: Subgrade descriptions indicated in this report are based on visual observation and should be considered approximate. Subsurface conditions in unexplored locations may vary from those encountered and noted herein. Summary of Proofroll: Corrections Not Required:Area Tested Appeared Stable w/No Appreciable Pumping or Rutting. Determination: As Specified Discrepancy Recorded?: No Page 14 of 15 1&R rroorroil ACtivlty Report Date:12/192016 Crozet Office Client: Project: 6181 Rockfish Gap Turnpike Crozet,VA22932 East V1Ilage,LLC 71U0166 'hone:434-823-5154 1005 Heathercroft Circle Old Trail East\Allege :ex 434-823-4764 Crozet,VA22932 Fielding Run DrNe Crozet,VA22932 Date: 12/14/2016 Location: Building Pad Category: Soils/Earthwork Location Details: Lot 10,11, 12 and 13 at elevation of-2' Cove rage: Proofroll Type: Observation Frequency: Periodic VVe athe r: Cloudy Pir Temp. (deg. F): 46 Personnel: Khaterzai, Reshad , Technician Description of Work Completed Work Description: Proofroll Proof Roll Equipment: Loaded Pan Subgrade Material Description: Brown sandy elastic SILT with little gravel Detailed Soils Description Soils Moisture Condition General Description Location(s)Observed Wet Note: Subgrade descriptions indicated in this report are based on visual observation and should be considered approximate. Subsurface conditions in unexplored locations may vary from those encountered and noted herein. Summary of Proofroll: Extensive Correction Required: Pumping and/or Rutting Characterized Most or All of the Area Tested. Other Comments/Observations: Backfill area was very wet and rutting observed under the loaded pan tires, recommended to remove all the very wet soil and contractor removed the very wet soil from the area and did not place a lift on this day. Contractor elected to reschedule observation on a different day. Determination: Discrepancy Discrepancy Recorded?: No Page 15 of 15 row rrooi rou u ACti V l ty Report Date:12/28/2016 Crozet Office aient: Project: 6181 Rockfish Gap Turnpike C.rozat,VA22932 East Village,LLC 71U0166 'hone:434-823-5154 1005 Heathercroft Cirde Old Trail East Mllage 'ax 434-823-4764 Crozet,VA22932 Fielding Run Drioe Crozet,VA 22932 Date: 12/21/2016 Location: Building Pad Category: Soils/Earthwork Location Details: Lots 5,6,7,8,9,10,11,12 and 13 on Highgate Row. Cove rage: Proofroll Type: Observation Frequency: Periodic Mather: Clear Air Temp.(deg. F): 45 Personnel: Khaterzai, Reshad , Technician Description of Work Completed Work Description: Proofroll Proof Roll Equipment: Loaded Pan Subgrade Material Description: Brown,sandy elastic SILT and light brown silty SAND Note: Subgrade descriptions indicated in this report are based on visual observation and should be considered approximate.Subsurface conditions in unexplored locations may vary from those encountered and noted herein. Summery of Proofroll: Corrections Not Required:Area Tested Appeared Stable w/No Appreciable Pumping or Rutting. 1Other Comments/Observations: Contractor removed the soil which was placed on top of the top soil and under cut the top soil and the unsuitable soil up to 4'on lots 5,6 and 7 and up to 2'on lots 11, 12 and 13 and proofroll performed on the new subgrade,subgrade was stable and contractor started backfill and then later that day proofrll performed on Lots 5 to 13 on Highgated Row at elevation of-1 ft from FFE;areas were stable. Determination: As Specified Discrepancy Recorded?: No Page 1 of 5 r&r rrooTroul Activity Report Date:12/28208t20 16 Crozet Office Client: Project: 6181 Rockfish Gap Turnpike Crozet VA22932 East Village,LLC 71U0166 'hone:434-823-5154 1005 Heathercroft Cirde Old Trail East Village 'ex 434-823-4764 Crozet VA22932 Fielding Run Drive Crozet,VA22932 Date: 12/22/2016 Location: Site-Other Category. Soils/Earthwork Location Details: Lots 5- 13 East Village about-16 ft from FFE Coverage: Proofroll Type: Observation Frequency: Periodic Mather: Sunny Air Temp.(deg. F): 39 Personnel: Bailes,William F, Technician Description of Work Completed Work Description: Proofroll Proof Roll Equipment: Loaded Pan Subgrade Material Description: Reddish Brown, Moist,Sandy Elastic SILT(WI)and brown, IVbist,Sandy SILT(M_.) Note: Subgrade descriptions indicated in this report are based on visual observation and should be considered approximate. Subsurface conditions in unexplored locations may vary from those encountered and noted herein. Summary of Proofroll: Corrections Not Required:Area Tested Appeared Stable w/No Appreciable Pumping or Rutting. Determination: As Specified Discrepancy Recorded?: No Page 2 of 5 f&R vroorroii Activity Report Date:12/28/2016 Crozet Office Client: Project: 6181 Rockfish Gap Turnpike Crozet,VA22932 East Village,LLC 71U0166 Phone:434-823-5154 1005 Heathercroft Cirde Old Trail East Wage Fax 434-823-4764 Crozet,VA22932 Fielding Run Drive Crozet,VA 22932 Date: 12/28/2016 Location: Jobsite Category: Soils/Earthwork Location Details: Block 10 Beechen Lane, Rowcross Street,and Golf Drive -15 ft from finished grades Coverage: Proofroll Type: Observation Frequency. Periodic Weather: Sunny Air Temp.(deg.F): 32 Personnel: DeGaetano,Thomas , P.E. Description of Work Completed Work Description: Observation of subgrade with proofroll. Additional Tests Performed: Visual-Manual Proof Roll Equipment: Loaded Pan Subgrade Material Description: Red Brown, Moist to Wet,Sandy Elastic SILT(WI);and Brown, Moist to Wet,Sandy SILT(ML) Note: Subgrade descriptions indicated in this report are based on visual observation and should be considered approximate. Subsurface conditions in unexplored locations may vary from those encountered and noted herein. Summary of Proofroll: Extensive Correction Required: Pumping and/or Rutting Characterized Most or All of the Area Tested. Other Comments/Observations: F&R observed a proofroll of subgrade soils at the above mentioned locations. The proofroll was performed by observing a loaded pan dump truck drive slowly across the subgrade and noting the response of surficial soils. In general,at locations shown on the attached location plan,we observed minor and significant pumping,waving,and rutting;wave-like pumping with 6 inch ruts. Based on our observations and call- in to F&R engineer,we recommend undercutting and remediating the areas indicated on the attached location plan. We also noted visible frost and frozen soils within the subgrades observed. Additionally, due to the incoming cold weather,we recommend the contractor take measures to protect placed fill soils from frost and rain. We recommend a thin lift(4 to 6 inches)of loose and seated soils on top of production fill to protect from frost and moisture. We understand the contractor will rework the placed lift by scarifying,drying,and recompacting. We understand the contractor will reschedule reobservation of the locations mentioned above. Determination: Discrepancy Discrepancy Recorded?: Yes Discrepancies Discr. Date Category Discrepancy Description Discrepancy Resolution Resolution Description No. Recorded Status Date 1 12/28/2016 Soils/ Remediate failed proofroll Open Earthwork soils. Protect future production fill soils from frost/heave by means and methods selected by the contractor. We recommend loose thin lift soils on top of production fill prior to Page 3 of 5 r&R rroo roue Activity "i2 8V`.,Report Date:12/282016 Crozet Office Client: Project: 6181 Rockfish Gap Turnpike Cro et VA22932 East Village,LLC 71U0166 Rhone:434-823-5154 1005 Heathercroft Cirde Old Trail East\Allage :ex 434-823-4764 Crozet VA 22932 Fielding Run Drive Crozet,VA22932 I I I I halting activities for the day. I I I I See 12-28-16 Location Plan.pdf in the documents section at the end of this Date Image Taken: 12/28/2016 report. Photographer:DeGaetano,Thomas Page 4 of 5 i / I I 'tip • 1 ik-, „r• \ ,,,,. ....-\\ ., ...., , \'----- \', ‘,', \ ---......-_____-,...,,,,/,/, „ di., , - 1.?..1\ �\ APPROXIMATE \ \ . -' , LOCATION OF , \ ". \\\\\\ , ' . PUMPING, WAVING, , � ✓ AND RUTTING \ ' ' �^ OCK '16 - N , -, _, \ \ ,, \_-_. -_,....--„,.-- . t v \ 1 i : ,,, , :::::: v Iiii ‘... \', j ,�, \,\0 . ,----- ' \ it\ UpLAND DRIVE - ,__ _ „..., ____ _ \ \ ri , , ,_..„,,,„, . ,. , ____ .,,,,. \,.,,,,, ,_,\ , , ------% , __ 00 \ , , �l\ :. � „ Tip • _._..___ ... BLOC K i 7 . B Liu et, K_ 4,.i. \ \ // / 1 i iii0V y, f OPEN SPAC�— i ems' ..� / // / \ \ 1 (pn DFR DFR rO�l( Report Date: 1/26/2017 Crozet Office Client: Project: 6181 Rockfish Gap Turnpike East Village, LLC 71U0166 ;rozet,VA 22932 1005 Heathercroft Circle Old Trail East Village 'hone:434-823-5154 Crozet,VA 22932 Fielding Run Drive Fax 434-823-4764 Crozet,VA 22932 11-28 11-29 11-30 12-29 Title Description Field Observation Form 11-28-16 DFR • Field Observation Form 11-29-16 DFR Field Observation Form 11-30-16 DFR Field Observation Form 12-29-16 DFR Page 1 of 5 rieia u servation rorm f Oo cR Various Report Date: 1/262017 Crozet Office aient: Project: 6181 Rockfish Gap Turnpike Crozet VA 22932 East Village,LLC 71 U0166 'hone:434-823-5154 1005 Heathercroft Cirde Old Trail East Village =ax 434-823-4764 Crozet,VA 22932 Fielding Run Drive Crozet,VA22932 Date: 11/28/2016 Location: Building Pad Category: General Location Details: Lots 28-30 Coverage: Site Observation Type: Observation Frequency: Periodic Mather: cloudy Air Temp.(deg. F): 50 F&R Personnel: Dunn, Nathan T,Technician Description of Work Completed J Work Completed: Technician arrived on site as requested with nuclear gauge for fill placement testing. Contractor didn't need services due to relocation of top soil instead of building pad backfill. Deterrrination: As Specified Page 2 of 5 F&R rim voservation rorm Various Report Date:1/262017 Crozet Office Chant: Project: 6181 Rockfish Gap Turnpike Crozet,VA22932 East Village,LLC 71U0166 Phone:434-823-5154 1005 Heathercroft Circle Old Trail East Mllage Fax 434-823-4764 Crozet,VA22932 Fielding Run Drhe Crozet,VA 22932 Date: 11/29/2016 Location: Building Pad Category. General Location Details: Lots 28-30 Coverage: Site Observation Type: Observation Frequency Periodic Weather: rainy Air Temp.(deg. F): 50 FAR Personnel: Dunn, Nathan T,Technician Description of Work Completed Work Completed: Technician arrived on site as requested with nuclear gauge for fill placement testing. Contractor didn't need services due to inclement weather. Determination: As Specified Page 3 of 5 f&R rim vaservation rorm Report Date:1/26f2017 Various Crozet Office aient: Project: 6181 Rockfish Gap Turnpike Crozet,VA22932 East Village,LLC 71U0166 Phone:434-823-5154 1005 HeathercroftCirde Old Trail East'village Fax 434-823-4764 Crozet,VA22932 Fielding Run Drive Crozet,VA22932 Date: 11/30/2016 Location: Building Pad Category General Location Details: Lots 28-30 Coverage: Site Observation Type: Observation Frequency: Periodic VVeather: rainy Air Temp. (deg. F): 50 F&R Personnel: Dunn, Nathan T , Technician Description of Work Completed Work Completed: Technician arrived on site as requested with nuclear gauge for fill placement testing. Contractor didn't need services due to inclement weather. Determination: As Specified Page 4 of 5 F&R rim uoservation rorm Report Date�,/26/2017 Various Crozet Office Client: Project: 6181 Rockfish Gap Turnpike Crozet,VA22932 East\1l lege,LLC 71U0166 'hone:434-823-5154 1005 Heathercroft Cirde Old Trail East\illege 'ex 434-823-4764 Crozet,VA22932 Fielding Run Drive Crozet,VA 22932 Date: 12/29/2016 Location: Jobsite Category: Soils/Earthwork Location Details: Type: Observation Frequency: Periodic Weather: Cloudy Air Tenp.(deg. F): 45 F&R Personnel: Khaterzai, Reshad ,Technician Description of Work Completed Work Completed: Backfill observation Observations: As requested an F and R technician visited the side at 08:30 to perform a proof roll on the lots at block 10 but contractor was not ready for backfill,then at 13:00 contractor requested for another visit but the time F and R technician arrived to the site they decided to work on grass areas. Determination: As Specified Page 5 of 5 14) F'roorroii Activity/ Report Date: 2/19r20 6 Crozet Office aient: Project: 6181 Rockfish Gap Turnpike :twat,VA22932 East Village,LLC 71U0166 Phone:434-823-5154 1005 Heathercroft Cirde Old Trail East Village Fax 434-823-4764 Crozet,VA22932 Fielding Run Drive Crozet,VA 22932 Date: 11/21/2016 Location: Building Pad Category: Soils/Earthwork Location Details: Lots 10,11,12 and 13 at subgrade& Lots 26,27,28,29,and 30 at elevation of-2.5' Cove rage: Proofroll Type: Observation Frequency: Periodic Weather: Clear Air Temp.(deg. F): 49 Personnel: Khaterzai, Reshad , Technician Description of Work Completed Work Description: Proofroll of building pad subgrades Proof Roll Equipment: Loaded Pan Subgrade Material Description: Red Brown sandy Elastic SILT with little gravel Note: Subgrade descriptions indicated in this report are based on visual observation and should be considered approximate. Subsurface conditions in unexplored locations may vary from those encountered and noted herein. Summary of Proofroll: Corrections Not Required:Area Tested Appeared Stable w/No Appreciable Pumping or Rutting. Other Comments/Observations: F&R observed a proofroll of subgrade soils at the above mentioned locations.The proofroll was performed by observing a loaded tandem-axle dump truck drive slowly across the subgrade and noting the response of surficial soils. In general,the soils at the proofrolled area appeared stable,with no observable pumping or rutting. Deterrrination: As Specified Discrepancy Recorded?: No Page 8 of 15 f&n F'1'OOTI'OII Activity Report Date:12/19/2016 Crozet Office Client: Project: 6181 Rockfish Crap Turnpike Cromt,VA22932 East Village,LLC 71U0166 3hone:434-823-5154 1005 Heathercroft Circle Old Trail East'vfllage =ax 434-823-4764 Crozet,VA22932 Fielding Run Drive Crozet,VA22932 Date: 11/22/2016 Location: Building-Subgrade Category Soils/Earthwork Location Details: Lots 25-27 Coverage: Proofroll Type: Observation Frequency. Continuous Weather: clear Air Temp.(deg. F): 45 Personnel: Dunn, Nathan T, Technician Description of Work Completed V rk Description: Fully loaded pan was observed while slowly driving over fill placed and compacted on lots 25-27. No pump or rutting observed. Additional Tests Performed: NG density testing Proof Roll Equipment: Loaded Pan Subgrade Material Description: Red Brown, Elastic SILT(WI) Note: Subgrade descriptions indicated in this report are based on visual observation and should be considered approximate.Subsurface conditions in unexplored locations may vary from those encountered and noted herein. Summary of Proofroll: Corrections Not Required:Area Tested Appeared Stable w/No Appreciable Pumping or Rutting. !Other Comrnents/Observations: F&R observed a proofroll of subgrade soils at the above mentioned locations. The proofroll was performed by observing a loaded pan dump truck drive slowly across the subgrade and noting the response of surficial soils. In general,the soils at the proofrolled area appeared stable,with no observable pumping or rutting. F&R evaluated the fill placement by visual-manual methods, by probing with a small diameter steel rod, by observing the response of surficial soils under equipment loading,and by performing moisture- density tests by Nuclear Methods(ASTM D6938). Test results are attached and appear to meet project compaction requirements. Determination: As Specified Discrepancy Recorded?: No #> Date Image Taken: 11/23/2016 tcXsii --- tom+ I' Photographer:Dunn, Nathan T fie a AI + '42. , ^ A le • qr J y,,S� ,ttf Page 9 of 15 F8.12 rrootroii Activity Report Date:12/192016 Crozet Office Client: Project: 6181 Rockfish Gap Turnpike Crozet,VA22932 East Village,LLC 71U0166 phone:434-823-5154 1005 HeathercroftCirde Old Trail East NAllage =ax 434-823-4764 Crozet,VA22932 Fielding Run Dthe Crozet,VA 22932 Date: 11/23/2016 Location: Building Pad Category: Soils/Earthwork Location Details: Lots 25-27 and 29-30 Cove rage: Proofroll Type: Observation Frequency: Continuous Mather: clear Air Temp.(deg. F): 55 Personnel: Dunn, Nathan T , Technician Description of Work Completed Work Description: Fill placement and compaction at lots 25-27 and 29-30 Additional Tests Performed: Moisture Density Test Proof Roll Equipment: Loaded Pan Subgrade Material Description: reddish brown Elastic SILT(MH) Note: Subgrade descriptions indicated in this report are based on visual observation and should be considered approximate. Subsurface conditions in unexplored locations may vary from those encountered and noted herein. Summary of Proofroll: Corrections Not Required:Area Tested Appeared Stable w/No Appreciable Pumping or Rutting. Determination: As Specified Discrepancy Recorded?: No Page 12 of 15 FB�R rrootroii Activity Report Date: 12/19/20'6 Crozet Office aient: Project: 6181 Rockfish Gap Turnpike ;rozat,VA22932 East Village,LLC 71U0166 'hone:434-823-5154 1005 Heathercroft Cirde Old Trail East Wage :ax 434-823-4764 Crozet,VA22932 Fielding Run Driee Crozet,VA22932 Date: 12/09/2016 Location: Building Pad Category Soils/Earthwork Location Details: Lots 11,12 and 13 on Rowcross Street at elevation of-8'and-7' Cove rage: Proofroll Type: Observation Frequency: Periodic VVeather: Clear Air Temp.(deg. F): 31 Personnel: Khaterzai, Reshad , Technician Description of Work Completed Work Description: Proofroll Proof Roll Equipment: Loaded Pan Subgrade Material Description: Brown silty SAND with little gravel and brown sandy SILT with little gravel Note: Subgrade descriptions indicated in this report are based on visual observation and should be considered approximate.Subsurface conditions in unexplored locations may vary from those encountered and noted herein. Summary of Proofroll: Corrections Not Required:Area Tested Appeared Stable w/No Appreciable Pumping or Rutting. Determination: As Specified Discrepancy Recorded?: No Page 14 of 15 r&R rroorrolI Activity Report Date:12/19/2016 Crozet Office orient: Project: 6181 Rockfish Gap Turnpike :3roa?t,VA22932 East Village,LLC 71U0166 Phone:434-823-5154 1005 Heathercroft Circle Old Trail East\Allege Fax 434-823-4764 Crozet,VA 22932 Fielding Run Dri%e Crozet,VA22932 Date: 12/14/2016 Location: Building Pad Category. Soils/Earthwork Location Details: Lot 10,11, 12 and 13 at elevation of-2' Coverage: Proofroll Type: Observation Frequency: Periodic Weather: Cloudy Air Temp. (deg. F): 46 Personnel: Khaterzai, Reshad , Technician Description of Work Completed Work Description: Proofroll Proof Roll Equipment: Loaded Pan Subgrade Material Description: Brown sandy elastic SILT with little gravel Detailed Soils Description Soils Moisture Condition General Description Location(s)Observed Wet Note: Subgrade descriptions indicated in this report are based on visual observation and should be considered approximate. Subsurface conditions in unexplored locations may vary from those encountered and noted herein. Summary of Proofroll: Extensive Correction Required: Pumping and/or Rutting Characterized Most or All of the Area Tested. Other Comments/Observations: Backfill area was very wet and rutting observed under the loaded pan tires, recommended to remove all the very wet soil and contractor removed the very wet soil from the area and did not place a lift on this day. Contractor elected to reschedule observation on a different day. Determination: Discrepancy Discrepancy Recorded?: No Page 15 of 15 F'rooiroII Activity Report Date:12/19/2016 Crozet Office amnt: Project: 6181 Rockfish Gap Turnpike :rozet,VA22932 East Village,LLC 71U0166 'hone:434-823-5154 1005 HeathercroftCirde Old Trail East Mllage =ax 434-823-4764 Crozet,VA22932 Fielding Run Dri.e Crozet,VA22932 Date: 11/21/2016 Location: Building Pad Category: Soils/Earthwork Location Details: Lots 10,11,12 and 13 at subgrade& Lots 26,27,28,29,and 30 at elevation of-2.5' Coverage: Proofroll Type: Observation Frequency: Periodic Weather: Clear Air Temp.(deg. F): 49 Personnel: Khaterzai, Reshad , Technician Description of Work Completed Work Description: Proofroll of building pad subgrades Proof Roll Equipment: Loaded Pan Subgrade Material Description: Red Brown sandy Elastic SILT with little gravel Note: Subgrade descriptions indicated in this report are based on visual observation and should be considered approximate.Subsurface conditions in unexplored locations may vary from those encountered and noted herein. Summary of Proofroll: Corrections Not Required:Area Tested Appeared Stable w/No Appreciable Pumping or Rutting. Other Comments/Observations: F&R observed a proofroll of subgrade soils at the above mentioned locations. The proofroll was performed by observing a loaded tandem-axle dump truck drive slowly across the subgrade and noting the response of surficial soils. In general,the soils at the proofrolled area appeared stable,with no observable pumping or rutting. Determination: As Specified Discrepancy Recorded?: No Page 8 of 15 f8R rrooTr01I ACtIVIty Report Date:12/19201s Crozet Office a,ent: Project: 6181 Rockfish Cep Turnpike roa?t,VA22932 East Village,LLC 71U0166 'hone:434-823-5154 1005 Heathercroft Cirde Old Trail East Village 'ax 434-823-4764 Crozet,VA22932 Fielding Run Drive Crozet,VA22932 Date: 11/23/2016 Location: Building Pad Category Soils/Earthwork Location Details: Lots 25-27 and 29-30 Coverage: Proofroll Type: Observation Frequency. Continuous Weather: clear Air Temp.(deg. F): 55 Personnel: Dunn, Nathan T , Technician Description of Work Completed Work Description: Fill placement and compaction at lots 25-27 and 29-30 Additional Tests Performed: Moisture Density Test Proof Roll Equipment: Loaded Pan Subgrade Material Description: reddish brown Elastic SILT(MH) Note: Subgrade descriptions indicated in this report are based on visual observation and should be considered approximate. Subsurface conditions in unexplored locations may vary from those encountered and noted herein. Summary of Proofroll: Corrections Not Required:Area Tested Appeared Stable w/No Appreciable Pumping or Rutting. Determination: As Specked Discrepancy Recorded?: No Page 12 of 15 .41 PHONE(434)977-0205 FAX(434)296-5220 .11 INFOpROUDABUSH.COM gkral ROUDABUSH, GALE &ASSOCIATES, INC. A PR()f-EssIONAL( )RPORAHON NO SURVEYING Serving Viiginiv inee 1956 NGINEERING 914 MONTICELLO ROAD .AN!)PLANNING CHARLLY1TESVILLE,VIRGINIA 22902 WILLIAM J.LEDBETTER,L.S. BRIAN D.JAMISON,L.S. JIM L.TAGGART.P.E. DAVIS A JORDAN,I..S. DAVID M.ROBINSON,P.E. KRISTOPHER C.WINTERS.L.S. AMMY M.GEORGE.LA. Old Trail East Village Pavement Analysis for Final Install May 2017 CBR Testing GeoTerrain Organization,May 2017 Traffic Splits, Flexible Pavement Evaluation Roudabush Gale&Assoc.,Inc. May 2017 vfa:Eleitir s' • • 1! 7 ••, y L. nrt elo C'LL'J..!41 • A(' ',, Old Trail - East Village CBR Testing Locations l5.0 I 6.4 ) .../vii'' % 'it Olj .....,----- dgis14\l'.' ,, \ ,..,,01. 1 Ili 0.00 'N. VIP * , ("1‘ IP' c'sP.G ' s )‘0 14 /-\ ct, ver,or",t0A — (. .ICI:k 1111111%8, ie.,, i all lA \ I ,__ _____..------------ . or '• , at .}.1 _00. oil .. 011, , 1111 '°' /ill 1 -''':'...tl . 4 :: 1 Or /A111 0,, ., po„Ba �J r8 im viossi4.9 1 ` 1 4.4 �— , 5.4 / EEE 3 7 5.5 ��\ 1 15., 1 ROUDABUSH, GALE & ASSOCIATES, INC. ENGINEERS, SURVEYORS AND LAND PLANNERS May 2017 no scale f 11 A PROFESSIONAL CORPORATION B SERVING VIRGINIA SINCE ta60 914 MONTICELLO ROAD-CHARI OTlESVILLE,VIROINIA 22902 $ PHONE 434-977-0205-FAX 434-296-5220-EMAIL INFO@ROUDABUSH.COM J Old Trail - East Village Final Estimated Traffic Splits \\.-ceolfi \......-40 - % • 14; 223- ` ` / / _Ada i ilk _...iiiii rb. 110 VPD ..---------- ti IIIIIIIIre 01 �'" 150 VPD I kV,' \�`� 210 _` / N, VPD 0 113 VPD `'--': i IL 0, \ 100 VPdA. 1 �( r- 40 VPD "; it �- 40 VPD r �' 11 120 VPD L �� $0 VPD � Mt° . la 800 170 VPD 79 VPD imk _......M iml VPD q P.,?, I,� 30'r. mil 2 � --p, 20 iliawito-------milleVPD gra Lc•DIN4 ' 20 i VPD �.-- N 20 VPD ROUDABUSH, GALE & ASSOCIATES, INC. Design ADT for Each ENGINEERS, SURVEYORS AND LAND PLANNERS Street Shown Shaded i May 2017 no scale A PROFESSIONAL CORPORATION NASERVING VIRGINIA SINCE 19S6 914 MONIICELLO ROAD-CHARLOTTESVIIIE.VIRGNIA 22902 `s r PHONE 434-977-0206•FAX 484-2066220-EMAIL NFO®ROUDABUSH.COM s ■ GEO-TERRAIN ORGANIZATION YOUR GOALS FOUNDED ON OUR INF ORM' GOALS ��N , ' May 24, 2017 March Mountain Prope'ties, LLC Attn: Dave Brockman 1005 Heathcroft Circle Suite 100 Crozet,Virginia 22932 RE: Stone Subbase Proofrol` and Thickness Conditions Eastside Old Trail Subdivision COT A;bemarle County, Virg'nia GTO Project No.: 17G-238-019 Dear Mr 3rockman: As requested, Geo-Terrain Organization, Inc. (GTO) has visited the above referenced project site on May 24', 2017 to proofroll and check the thickness of the stone subbase. Roadways checked as part of this project include the majority of Golf Drive, Upland Dr ve, Highgate Row, Aldersgate Row, Byward Street, Petywari Lane and Pliory Terrace. Our staff has exercised the degree of care normally associated with a project of this type.A fully loaded over- the-roar dump truck was utilized to proofroll the aforementioned roadway sections. The proofroll revealed that minimal pumping,rutting,or deflection was notec under the dynamic proofroll load. Each roadway was checked for stone subbase thickness at prescribed Virginia Department of Transportation intervals. In general, the stone subbase was found to contain more than six inches of Virginia 21A. Based on our observations,the stone subbase appears to have been placed in general accordance with VDOT and project specifications. However, with he precipitation received in the past week, the stone subbase is well over optimum moisture content at this time and is not ready for paving operatiors. Some drying of the store needs to occur prior to commencing paving. Once these processes are complete, it is G T O's opinior :hat the roadway subgrade is sufficiently stable and prepared for stone subbase placement operations to begin. 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. Sincere) Geo- rganiz Ion c-— • P t -1 ana , , , _otechni Engineer 6';, C;GTC Documents/GTO Geoteclnical 2017(17G-238-019/F.rs: roofr i Letter 5-24-17.doc 1 DD-A INTERSTATE BUSINESS PARK FREDERICKSBURG, VA 22405 •OFFICE: 540-36E1-5724• FAX: 540.368-5725 TCS Engineering Co. Flexible Pavement Design Evaluation Worksheet Page 1 project: Old Trail- East Village )ate: 25-May-17 Street( or section): Rowcross Dr. Testing Firm: Geo-Terrain Organization Testing Date(s): 19-Apr-17 17-May 24-May Design ADT Soil Support Average Daily Traffic, or VPD: 223 Measured CBR 1 5.4 Present Year: 2017 Results: 2 Design Year: • 2015 3 Growth Rate (%): 0 4 1. Design ADT at Design Year: 223 I 5 I. Percent Trucks: 0 i Measured CBR Average: ' 5.4 Design Traffic Volume: 223 I Design CBR: 3.6 Resiliency Factor 2 Soil Support Value 7.2 Design Pavement Index: 8.7 Total Proposed Thickness Index: 11.1 OK Material Equivalency Min. Max. Thickness, (h Value, (a) Inches. Inches (a x h) Surface Asphalt Concrete (SM-2A,B, orC) (Superpave SM-9.5A) 1 1.5 1.67 1.5 3 2.5 Prime &Double Seal or Blotted Seal Surface 0 0.84 k 0.0 Intermediate Asphalt Concrete (IM-1A or 1B)(Superpave 1M-19.0A) 0 1 1.67 2 2 0.0 Base 1 Asphalt Concrete(BM-2 or BM-3)(Superpave BM-25.0) 3 1.67 3 5.0 Full Depth Asphalt Concrete(BM-2 or BM-3)over Surface 0 1.60 6 0.0 Untreated Aggregate(21A or 21B) i 0 1.00 6 6 0.0 Cement Treated Aggregate 0 1.67 6 6 0.0 Cement Treated Select Material, Type II, min. CBR=20 0 • 1.50 6 6 0.0 Select Material Type I & II, non-plastic, min CBR= 30 0 0.84 6 6 0.0 Select Material Type II, non-plastic, min CBR = 20 0 i 0.60 6 6 0.0 Soil Cement 0 1 1.00 6 6 0.0 Cement Treated Select Material, Type II 0 i 1.17 6 6 0.0 Cement Treated Select Borrow 0 1.00 6 6 0.0 Base 2 Untreated Aggregate(21 A or 21 B) j 6 0.60 4 8 3.6 Cement Treated Aggregate 0 1.33 4 8 0.0 Select Material Type I, non-plastic, min CBR= 30 0 0.50 4 8 0.0 Select Material Type I & II, non-plastic, min CBR = 20 0 0.40 4 8 0.0 Soil Cement 0 1.00 6 8 0.0 Soil Lime 0 0.92 6 8 0.0 Cement Treated Select Material,Type II 0 1.17 6 8 0.0 Cement Treated Select Borrow 0 1.00 6 8 0.0 Total Proposed Thickness Index:' 11.1 5/25/2017 Roudabush Gale Assoc. Inc. CBR Test Cumulative Analysis Project: Old Trail East Village Test Date: 19-Apr-17 Testing Firm: Geo-Terrain Organization Street: Rowcross Field Station: CBR Notes Omitted 18+50 5.5 443+2.6- Golf drive near end of Rowcross 6.4 22+00 5.1 -25+2- End Golf drive near intx Rowcross 4.4 27+00 5.7 30+50 5.4 36+00 5.7 41+50 5.0 Average CBR Value 5.4 (Use for Unadjusted Average) Tests Used 6 Tests Rejected 2 FS multiplier 0.67 (From VDOT Man?.) Final Design CBR 3.6 BEARING RATIO TEST REPORT VTM-008 (2005) 200 — 1 2 150 — — 1.6 . i n. 120 1.2 c ti ea cC 1 1 / c o rn y 80 0.8 — m / a • 40 0.4 / o% I 0 0 0.1 0.2 0.3 0.4 0.5 0 24 48 72 96 Penetration Depth (in.) Elapsed Time(hrs) Molded Soaked CBR(%) _ __- Linearity Surcharge Mx.a DensityDensity Percent of Moisture Percent of Moisture CorrectionSwell (pcf) Max.Dens. (%) (pcf) Max.Dens. (%) 0.10 In. 0.20 In. (in.) (Ibs.) (%) 1 C 100.9 100 22.4 99.4 98.5 28.1 5.5 5.0 0.005 10 1.5 2 A 3 ❑ Material Description Max. - Optimum USCS Dens. Moisture LL PI (pa) (%) Brown and Reddish Brown sandy Silt,trace gravel and clay ML 100.9 22.5 45 10 Project No: 17G-238-019 Test Description/Remarks: Project: EastSide Old Trail Subdivision COT Standard Proctor Compaction Source of Sample: Rowcross Street Station 18+50 Sample Number: 8 Depth: suhgrade Date: 5-17-17 BEARING RATIO TEST REPORT Geo-Terrain Organization Figure Moisture-Density Relationship Test - ' - \-- , j A I 102 - , - _ 22_�%, 110.9 pc_ 3 0%, 100.0 pc 97 u a -- ------- - — — • __ N m {. 92— . \. • . \ . 87 . _ _ _ . ___ ZAV for Sp.G. = 2.65 8210 1�5 20 25 30 35 40 Water content, % --f- -Rock Corrected —0—-Uncorrected Test specification: ASTM D 698-12 Method A Standard ASTM D4718-15 Oversize Corr.Applied to Each Test Point Elev/ Classification Nat. %> %< Depth USCS AASHTO Moist. Sp.G. LL PI #4 No.200 suberade AIL A-5(10) 24.4 2.65 45 10 2.2 77.5 ROCK CORRECTED TEST RESULTS I UNCORRECTED MATERIAL DESCRIPTION Maximum drydensity100.9pcf 100.0pcf Brown and Reddish Brown sandy Silt,trace = aravel and clay Optimum moisture=22.5 % 23.0% I Project No. I7G-238- Client: March Mountain Properties.LLC Remarks: Project: EastSide Old Trail Subdivision COT o Source: Rowcross Street Station 18.-50 Sample No.: 8 Geo-Terrain Organization Figure Particle Size Distribution Report T e s o o 0 o 8 Q 8 c ; 4/ r Z ; g Q I f. ; ; `R 100 I i' ! I y ' I i i ' ! — i Ii i I i i1i ; 90 i + __L l I I 11 HI I 1 : I 41 I i I I' I i i I I ' I I 1 I I I i 80 I , I 11 i I I ; I I 1 f I i I I I ! I I I j iI I " I 1 I li ( jl I III jI ; i , I I I! ! i i 1 zo �ilt iI i � ; 1 i 1 1 w 60 jl1 ( I II I I I . 1 z I I I I I { I I LI 11 j 1 I I I I I Z 50 �I f1 I ' i I I- ._ 0 I I I I I I I W I l i I I I Ill a 40 't I � - "t' - - - - 1 I I I 30 N I 1 I � I I I I I I I I I 4 20 11 IJ 11 I L I I I I l l I I i I IA/01[1 10 ( . I I l i l I II I I I j I -t ti1 ! 1 I 1 I I 1 1 1 1 1 iI I I I I 0 I I I I I i i I it I I I 100 10 1 0.1 0.01 0.001 GRAN-SIZE-mm. %+3" %Gravel / %Sand %Fines Coarse Rine rse Medium Fine Silt Clay 0.0 0.0 2.2 1.8 2.1 16.4 77.5 SIEVE j PERCENT SPEC.* PASS? Material Description SIZE ! FINER PERCENT (X=NO) Brown and Reddish Brown sandy Silt,trace gravel and clay .375 ? 100.0 #4 97.8 , #10 96.0 #40 j 93.9 Atterberg Limits :60 90.9 PL= 35 LL= 45 P1= 10 #200 77.5 rP V Coefficients D90= 0.2244 D85=0.1375 D60= D D15 9 ./ /1 D1'10 Cu== Cu Cp Classification / .,/ USCS= NIL Classification = A-5(10) / Remarks _.- (no specification provided) Source of Sample: Rowcross Street Station 18-50 Depth:subgrade Sample Number: 8 Date: 5-17-17 Client: March Mountain Properties,LLC Project: EastSide Old Trail Subdivision COT I Geo-Terrain Organization Project No: 17G-238-019 Figure REARING RATIO TEST REPORT VTM-008 (2005) 1 N l v 120 1.2— C N c N el.)ce7 3 c to 0 80 — 0.8 Z c 0 a i 40-- 0.4 1 i 0// • 0 0 1 0.2 0.3 0 4 0.5 0 24 48 72 96 Penetration Depth (in.) Elapsed Time (hrs) Molded Soaked CBR(%) Linearity Max. Surcharge Density Percent of Moisture Density Percent of Moisture Correction Swell (pcf) Max. Dens. (1/4) (pcf) Max.Dens. (�) 0.10 in. 0.20 In. (in.) (Ibs.) (%) 1 C 100.1 I00.1 22.5 98.8 98.8 27.8 5.1 5.0 0.002 10 1.4 2 3 Material Description Max. Optimum — USCS Dens. Moisture LL PI _1Pc0 (%) Brown and Reddish brown sandy Silt,trace clay and gravel ML 100.0 22.4 (? 9 Project No: 17G-238-019 Test Description/Remarks: Project: EastSide Old Trail Subdivision COT Standard Proctor Compaction Source of Sample: Rowcross Street Station 22-00 Sample Number: 7 Depth: subgrade Date: 5-17-17 BEARING RATIO TEST REPORT Geo-Terrain Organization Figure Moisture-Density Relationship Test 110 \ 1 f \ .. .... -- - --\i 105 -- 2.4%. 10•.0 pci----- 48- 14i\ WO 0 i • ZAV for 1 Sp.G. _ - — -- - - 2.65 85 10 15 20 25 30 35 40 Water content, % —•—- Rock Corrected -0—-Uncorrected Test specification: ASTM D 698-12 Method A Standard ASTM D4718-15 Oversize Com Applied to Each Test Point Elev/ Classification Nat. Sp.G. LL PI %> % p Depth USCS AASHTO Moist. #4 No.200 subgrade ML A-5(9) 24.0 2.65 42 9 2.0 80.9 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Brown and Reddish brown sandy Silt.trace Maximum dry density= 100.0 pcf 99.2 pcf clay and gravel Optimum moisture=22.4 % 22.8% Project No. 17G-238- Client: March Mountain Properties,LLC Remarks: Project: EastSide Old Trail Subdivision COT o Source:Rowcross Street Station 22+00 Sample No.: 7 Geo-Terrain Organization Figure Particle Size Distribution Report • • 'c . - • .5 yy O O n P O 8 4 8 f0 M N - , S °Y 1 # M # N # 100 ! , I ! 11 1 ;II �, ii;H J 1 i i I i I ; i; � I . 1 4 ! , it � I I! I I II i , 11 1 1i I i 1 1 I i }, �r J i i I I i I ,I i II III i! i II • 11 i' I I i'` I I I j 11 I • � I I 70 ( ; •- I I T i ;j 1 I i ; , 1 ; ; I� i i 1 ! i i 1 ; ; 11 i I II I I I X I I I I I I I , ( 1 1 I I I 0.1 Z 60 I ' I I I I I ' ( I i I E I I ( 1 I I1 11 I Z 50 1 i � ) I _. I I I I U II I I I I i i I w 40 t I t a I I I iIlill 30 1 I ; 1 I I I I I I I 1 I I I i I I 20 4 r-I ` 11 .l . 4 . . L -L i t . I I I l l ` I I I I I ''(� 70 I I l i l I I I ' I " 1 10 t f— - - - t p t I I l i I I 11 I � . 0 I I I �I III! ( I I I f l I 100 10 _ — 0.1 0.01 0.001 GRAIN SIZE-mm. I _ %Gravel %Sand %Fines +g„ _ Coarse Fine , Coarse Medium Fine Silt Clay 0.0 1 0.0 2.0 1.3 1.5 14.3 ...-1--- 80.9 SIEVE PERCENT SPEC." I PASS; - Material Description SIZE FINER PERCENT t (X=NO) Brown and Reddish brown sandy Silt,trace eta) and gravel .375 100.0 #4 98.0 • #10 96.7 #40 93.2 Atterberg Limits #60 91.5 , PL= 33 LL= 42 P1= 9 #200 80.9 / Coefficients t�1 A D90= 0.2099 D85=0.1184 060= .�!` D50= D30= 015' t D10 Cu 0 Classificatio ;Z •� USCS= NIL AA TO= A-5(9) 1?"'t Remarks `"_ 1 • * (no specification provided) Source of Sample: Rowcross Street Station 22-00 Depth: suberade Sample Number: 7 Date: 5-17-17 —.i Client: March Mountain Properties,LLC Project: EastSide Old Trail Subdivision COT Geo-Terrain Organization 1 Project No: 17G-238-019 Figure REARING RATIO TEST REPORT VTM-008 (2005) 200 — 2 160---- 1.6 I i U) U 120— 1 1.2- T aat fe in m IX C 1 it' 80— 0.8 4) c m a. 40 f 0.4 /1 , Ii ( , k rJ ( E 0, JJ 0 0 0.1 0.2 0.3 0.4 0.5 0 24 48 72 96 Penetration Depth(in.) Elapsed Time(hrs) Molded Soaked CBR(%) _ Linearity Surcharge Max. 0.10 in. 0.20 in. Density Percent of Moisture Density Percent of Moisture Correction Swell 1 (pcf) Max.Dens. (%) (pcf) Max.Dens. (%) (in.) (Ibs.) (%) 1 O 104.4 100.1 18.2 103.1 98.8 26.9 5.7 6.5 0.000 10 1.2 2a 3R Material Description Max. Optimum USCS Dens. Moisture LL PI (pcf) (%) Light Brown and Reddish Brown sandy Silt,trace gravel ?AIL 104.3 18.1 36 3 Project No: 17G-238-0 19 Test Description/Remarks: Project: EastSide Old Trail Subdivision COT Standard Proctor Compaction Source of Sample:Rowcross Street Station 27+00 Sample Number: 5 Depth: subgrade Date: 4-29-1 7 BEARING RATIO TEST REPORT Geo-Terrain Organization Figure _ __________ _._ r___... _______ ___,.. .. „ Moisture-Density Relationship Test 110 T_ __. \` . 1 ... 1 _ 11 105 18. °, I• !oil { -- 104.11c$ -- - - - 1D0 j i 95— / � i J 9G, ZAV for Sp.G. - ) 2.65 85 5 10 15 20 25 30 35 Water content, % ---0—- Rock Corrected O - Uncorrected Test specification: ASTM D 698-12 Method A Standard ASTM D4718-15 Oversize Corr.Applied to Each Test Point Elev/ Classification Nat. %> %< p.5 G. LL pi Depth USCS AASHTO Moist. #4 No.200 subgrade ML A-4(4) 15,6 2.65 36 3 0.5 79.5 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION 1 Light Brown and Reddish Brown sandy silt, Maximum dry density= 1043 pcf j 104.1 pcf trace gravel Optimum moisture= 18.1 % ! 18.2 % Project No. 17G-238- Client: March Mountain Properties,LLC Remarks: j Project: EastSide Old Trail Subdivision COT i V_)Source: Rowcross Street Station 27-E00 Sample No.: 5 a e -Terrain Organization Figure Particle Size Distribution Report 5 8 g l i ii I I i 1 i 1 il ; eo 1 1 I i 1r ` 1 IJ - ; � I I i I ' II I ' 1 I IIt I I 1 ! ,i l i ill I I 11 1 80 i I ' i 'II I I :I it III i IIGI I1 I f 1'I II I i I 70--1--- ; 1 r �l1 1 1 i ;1 f I i • ; I I ' II i j ! I 1_ w 60 I ; III , II I I III 50 I f I -I• - Z ► ; I 0 I I IIt w 40 11 I , CI_ II I ; I 1 ► 11 _ LI I _ I t‘ilia 30 ' I ► i I I I i I I I I I I J t l I t t .l. 4. i •AU 20 , I I I I I 1 1 l I I I II i 10 t ; I ' 1 1 I f t� I ' ► I I l 1 I I I I 0 I I I I I I ,'; I I 1 I 100 10 1 0,1 0.01 0.001 G SIZE- nfi, %Gravel ± %Sand %Fines +3.� Coarse Fine Coarse Medium Fine Silt Clay 0.0 0.0 0.5 3.3 3.1 13.6 79.5 SIEVE PERCENT SPEC.* , PASS erial Description SIZE FINER PERCENT (X=NO) Light Bros- nd Reddish Brown sandy Silt,trace gravel .375 100.0 i ` —,,- 44 , 99.5 #10 96.2 Atterberg Limits #60 90.1.1 #60 9 ► PL= 33 LL= 36 PI= 3 #200 ' 79.5� Coefficients l _�jy n D90=0.2458 D85= 0.1340 D60= ` tJ D50= D30= D15= D10_ Du_ C - $0 I qiClassification // USCS= ML AASHT = A-4(4) c.:LA Remarks —_, (no specification prop ided) Source of Sample: Rowcross Street Station 27+00 Depth: subgrade Date: 4-29-17 Sample Number: 5 Client: March Mountain Properties,LLC Project: EastSide Old Trail Subdivision COT Geo-Terrain Organization I Project No: 17G-238-019 Figure BEARING RATIO TEST REPORT VTM-008 (2005) 200 I 2 ' I 1 C 120 1.2 to d 3 c 23 to h. 80 0.8 I I tr,c a) a i I t 0.4 ao J l 01 0 ! 1 0 0.1 0.2 0.3 0.4 0.5 0 24 48 72 96 Penetration Depth (in.) Elapsed Time(hrs) Molded Soaked CBR(%) Linearity Surcharge Max. DensityPercent of Moisture DensityPercent of Moisture Correction Swell 0.10 In. 0.20 in. (In.) (Ibs.) (%) (pet) Max.Dens. (%) (pet) Max.Dens. (%) 1 0 102.8 100 19.0 101.6 98.8 27.1 5.4 4.9 0.000 10 1.2 2 0 3 O Material Description Max. Optimum USCS Dens. Moisture LL PI (pcf) MI Brown and Reddish Brown sandy Silt.trace gravel ML 102.8 19.0 42 6 Project No: 17G-238-019 Test Description/Remarks: Project: EastSide Old Trail Subdivision COT Standard Proctor Cmpaction Source of Sample: Roweross Street Station 30+50 Sample Number: 4 Depth: subgrade Date: 4-29-17 BEARING RATIO TEST REPORT Geo-Terrain Organization Figure Moisture-Density Relationship Test 110 i A, 105 19.0%,102,8 •c l` -_ � 1 100 13 _ p 95 90 ZAV for \Sp. . 2.65 85 5 _ 10 115 20 25 30 35 Water content, —+--- Rock Corrected -0—-Uncorrected Test specification: ASTM D 698-12 Method A Standard ASTM D4718-15 Oversize Corr.Applied to Each Test Point Elev/ Classification Nat. Sp O LL PI Depth USCS AASHTO Moist. #4 No.200 subgrade M1.. A-5(71 16.9 2.65 42 6 0.7 82.2 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Brown and Reddish Brown sandy Silt,trace Maximum dry density= 102.8 pcf 102.5 pcf gravel Optimum moisture= 19.0% i 19.1 % Project No. 17G-238- Client: March Mountain Properties.LLC Remarks: I Project: EastSide Old Trail Subdivision COT 10.Source:Rowcross Street Station 30+50 Sample No.: 4 Geo-Terrain Organization I Figure Particle Size Distribution Report E. e 0 0 0 0 0 8 ' i_ IT e� III� 100 " Ili j 1 1 1 1 1 -rou ! i I ' II { i i _ i II i l l 1 1 I I 1l 90 � I II I I I i ' i 1 1 1 l I; l II ! I l l I IN SG 1 1 j i ( ` } : 11 ' i 1 i IIi I`' i I 1 Ii E; U :. I l I ' c 70 i 11 ; i 111 ' ' I l ( III I I I I' 11 I 1 NH 1 L i I I II ! 1 Z 50 1 I I d i- i- - II ' 1 - w I I I II i . v 1 1 I 1 i t w 40 t ' 1 ' t - I r- W '-•,' a I 1 I i 1 1 I . I 4 1 30 - I I i I I I I I I I ' -I 1 1 ,- iI , '' 1 20 t 1 1 ! 1 1 I 1 I I I I � I I ' I I I 1 to I -I. 1 1 - I i t 1--- - ' - 1 1 , • I i I. 1 1 - I l i 1 1 1 ! 1 i lii ii. , I II 1 ! l i I I I '1 --I- f -!U 1 1 _ L_ 1 ° 100 10 1 0.01 0.001 GRAIN SIZE-rrirt‘, 1 %Gravel %Sand \ %Fines T_ — Clay %+3 1 Coarse Fine Coarse Medium Fine " 0.0 ; 0.0 0.7 2.d 2.0 12.7 8_._ SIEVE PERCENT . SPEC.' PASS ,-Material Description SIZE FINER 1 PERCENT ,1 (X=NO) t • :rid Reddish Brown sand} Silt,trace gravel .375 ' 100.0 1 #4 99.3 #10 96.9 Atterberg Limits #60 1 94.9#60 1 91.0 V PL= 36 LL= 42 P1= 6 #200 82.2ekf Coefficients (� D90= 0.2202 D85=0.1116 D60= I CA _k 1ro % /� D50= D30= D1c5 D10= Cu= J Classification / '1 Classification ML AASHT6e A-5(7) Remarks 1 1 t (no specification provided) Source of Sample: Rowcross Street Station 304-50 Depth: subgrade Date: 4-29-17 Sample Number: 4 I Client: March Mountain Properties,LLC 1 Project: EastSide Old Trail Subdivision COT Geo-Terrain Organization i, 1 Project No: 17G-238-019 Figure BEARING RATIO TEST REPORT VTM-008 (2005) 200 2 - �' I i I i 160 — I I — 1.6 1120 12 A;R c O Va :.= / V, 80 0.8 c a� a 40 I i 0.4 —7 ( , 1I ! j 0 0.1 0.2 0.3 0.4 0.5 0 24 48 72 96 Penetration Depth(in.) Elapsed Time(hrs) Molded Soaked CBR(%) Linearity Max. ---- _ _ Surcharge Density Percent of Moisture Density Percent of Moisture Correction Swell (pcf) Max.Dens. (%) (pcf) Max.Dens. (%) 0.20 in. (In.) (Ibs.) (%) 1 0 103.0 100 17.8 101.7 98.8 25.3 5.7 5.4 0.000 10 1.3 20 30 Material Description Max. \ Optimum USCS Dens. Moisture LL PI (pcf) (%) Brown and Reddish Brown sabdy Silt,trace gravel and clay ML 103.0 17.8 44 8 Project No: i 7G 238 019 Test Description/Remarks: Project: EastSide Old Trail Subdivision COT Standard Proctor Compaction Source of Sample: Rowcross Street Station 36+00 Sample Number: 13 Depth: subgrade Date: 5-24-17 BEARING RATIO TEST REPORT Geo-Terrain Organization Figure Moisture-Density Relationship Test I ._ __ . . III - - _____-- — -_ __-. - 103— — 17.8%, Q3 0 o.1 t,o /rT\ \ j 93 E--- ZAV for Sp.G. = 88 _ 2.65 2 7 12 17 22 27 32 Water content, % --0—- Rock Corrected c -Uncorrected Test specification: AS-t v1 D 698-12 Method A Standard ASTM D4718-15 Oversize Corr.Applied to Each Test Point Elevl Classification Nat. %> %c Depth USCS AASHTO Moist. Sp.G. LL Pt #4 No.200 suburade NIL A-5(9) 17.7 2-65 44 8 0.7 80.2 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Maximum dry density= 103.0 pcf 102.7 pcf Brown and Reddish Brown sabdy Silt,trace Gravel and clay Optimum moisture= 17.8 % 18.0% Project No. 17G-238- Client: March Mountain Properties.LLC Remarks: Project: EastSide Old Trail Subdivision COT I Source:Rowcross Street Station 36+00 Sample No.: 13 f Geo-Terrain Organization Figure Particle Size Distribution Report I el N 5 if I .I 1 Ti11 ' I1 1I 11 I I i I -I 1 , ' 1 ' 1 i l 1 1 1 11 70 11 II i 1 . I 1 I i l 11 I I 1' ' I I ` li l 1 tl 1 ( I i; ! -- 111 ' I 1 1 1 1 i I Ij i1'�I , - I I I I fw 60 ' - Z � 1 1 1 1 IL I I I Z 50 1 . � t1 14-- , I, } 0 I I i 1 I i I tr I I i 1 1 1 a 40 I 1' f' 1 t i - I- I 1 I I I I 1 ' I 30 I 1 I 11 1 1 j I 1 I I I I 1 ! I 1 " I I I 111 1 I ( 1 20 4 —i-_ ) I l j J I ( I I I I I I l I I Il IlPi I 1 1 1 1 1 1 I I I 1 10 1 ) t-, t f 1 I- 1- -4 ' - I- I- ' 1- I- - I I I I I 1 1; I I I 1. I� 1 1 1 0 1 I I I I I I1 I i 1_ 11 1 j 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. °/,+3" %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine alit Clay 0.0 0.0 0.7 2.7 0.8 15. 80.2 SIEVE PERCENT SPEC.' PASS? Material Description SIZE FINER PERCENT (X=NO) Brown and Reddish Bro%1sabdy Silt,trace gravel and clay .375 100.0 44 i 99.3 NO ,N,T e'Z of Al I GA- 10 96.6 #40 95.8 Atterberg Limits �60 ; 92.0 PL= 36 LL= 44 PI= 8 g200 ' 80.2 Coefficients D90= 0.200 I D85= 0.1199 D60= D D50 D30= D1_5 / v D10 Dc ._ - Clas f ation c2-f USCS= NIL ( AASHTO= A-5(9) ) Remarks 1 (no specification provided) Source of Sample: Rowcross Street Station 36+00 Depth: subgrace Sample Number: 13 Date: 5-24-17 Client: March Mountain Properties.LLC i Project: EastSide Old Trail Subdivision COT Geo-Terrain Organization Project No: 17G-238-019 Figure • BEARING RATIO TEST REPORT VTM-008 (2005) 200-- 2 I . -- ` 160— I 1.6 i . a 120 1.2 re ce y /* - c 3 o w i m 80 0.81 c a. I /i I 40 1 0.4 --1 I / j , I 0f 0/ I j 0 0.1 0.2 0.3 0.4 0.5 0 24 48 72 96 Penetration Depth(in.) Elapsed Time(hrs) Molded Soaked C8R(%) Linearity Max. Surcharge Density Percent of Moisture Density Percent of Moisture Correction Swell (pcf) Max.Dens. (%) (pcf) Max.Dens. (%) 0.10 in. 0.20 in. (In.) (Ibs.) (%) 1 0 102.5 99.9 18.3 101.4 98.8 26.5 5.0 5.1 -0.010 10 1.1 2 L 3 ❑ Material Description Max. Optimum USCS Dens. Moisture LL PI (pcf) (%) _, Brown and Reddish Brown sandy Silt,trace gravel and clay NIL. 102.E 18.2 37 9 Project No: 17G 238 0I9 Test Description/Remarks: Project: EastSide Old Trail Subdivision COT Standard Proctor Compaction Source of Sample: Rowcross Street Station 41+50 Sample Number: 14 Depth: subgrade Date: 5-24-17 BEARING RATIO TEST REPORT Geo-Terrain Or• anization Figure _ � Moisture-Density Relationship Test -_� 105 I 1 I - \ I • - - • 103� o , _s � ; I{{ _,......•. . P isi . i i` o r 4.___. la 101 I ,, . . \.\ Ci 99 ti 97 - if • - - ZAV for • Sp.G. = 95 2.65 3 8 13 18 23 28 33 Water content, % —go—- Rock Corrected p - Uncorrected Test specification: ASTM D 698-12 Method A Standard ASTM D4718-15 Oversize Corr. Applied to Each Test Point Elev/ Classification Nat. % > % < Depth USCS -- AASHTO Moist. Sp.G. LL PI #4 No.200 subgrade NIL A-4(7:) 18.5 2.65 37 9 1.1 77.8 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Brown and Reddish Brown sandy Silt,trace Maximum dry density= 102.6 pcf 102.2 pcf gravel and clan Optimum moisture = 18.2 % 18.4 % r Project No. ]7G-238- Client: March Mountain Properties, LLC Remarks: j Project: EastSide Old Trail Subdivision COT i lo Source:Rowcross Street Station 41--50 Sample No.: 13 Geo-Terrain Organization , Hare 9 Particle Size Distribution Report 'D ! w .- i :Q m I 5' a : $ 1 * 8 100 1 ' '!! , 0 I ! I 1 y! 4i , I j , • 11 I I I t I I � I�� i I I II ; i I II j 1 r f I I! I 80 I I I I ( ;i I I j l I I `I I I; I I i I I I ! `r i 70 I I I I i i ! L• I I,I i t r I I?l fif r I: I 1 ;1 tr- I ; I 1 1 I i 1 I' i, j I � f i , IC z I i I '! I I II ! I 1 1 � I I I l I 11 ' I I I I I I I � f I I w 50 I a - I I I ! a I. I I U I f I I I I I I i E G: I 1 I i I 140 t t d r r 1 l 1 1 I I30 I I I I Vs I I i 1 1 1 442 20 1 -! I , t 1 1- 4_ 1 1 1 1 I ( 110 I 1 1 ~{ I 1 I I 1 4A(4c) o ! i ! I II_100 10 0.1 I 0.01 0.001 Fines _GRAN-S E--IAa__- +3" %°Gravel %Send 1 °i Coarse F e Coarse Medium Fine— Silt Clay 0.0 0.0 1.1 2.5 1.5 17.1 77.8 `_ SIEVE PERCENT 1 SPEC.' I PASS? Material Description SI2E FINER ( PERCENT ! (X=NO) I Brown and Reddish Brown sandy Silt,trace gravel and clay .375 • 100.0 44 98.9 /VD /.Ge`T-t' ' Vf" " tc,4..- #10 96.4 #40 94.9 Atterberg Limits #60 90.5 PL= 28 LL= 37 P1= 9 #200 77.8 Coefficients D90=0.2386 D85=0.1465 060= D50= D30= D15= D10= Cu- Cc- . �i - Clitsstfication 5) USCS= NIL k, AASHTO= A-4(7) Remarks 1 * (no specification provided1 Source of Sample: Rowcross Street Station 41+50 Depth: suberade Sample Number: 14 Date: 5-24-17 I Client: March Mountain Properties,LLC Geo-Terrain Organization Project: EastSide Old Trail Subdivision COT I Project No: 170-238-019 Figure Roudabush Gale Assoc., --xible Pavement Design Evaluation Worksheet Page 1 Project: Old Trail- East Village Date: 8-May-17 Street( or section): Golf Drive lntx Fielding to lntx Rowcross Testing Firm: Geo-Terrain Organization Testing Date(s): 19-Apr-17 Design ADT Soil Support Average Daily Traffic, or VPD: 150 Measured CBR 1 6.4 Present Year: 2017 Results: 2 4.4 Design Year: 2015 3 Growth Rate (%): 0 4 Design ADT at Design Year: 150 5 Percent Trucks: 0 Measured CBR Average: 5.4 Design Traffic Volume: 150 Design CBR: 3.6 _ Resiliency Factor 2 Soil Support Value 7.2 Design Pavement Index: 7.3 Total Proposed Thickness Index: 11.1 OK Material Equivalency Min. Max. Thickness, (h) Value, (a) Inche: Inches (a x h) ---__-.- Surface Asphalt Concrete (SM-2A,B, orC) (Superpave SM-9.5A) 1.5 I 1.67 1.5 3 2.5 Prime & Double Seal or Blotted Seal Surface 0 i 0.84 * 0.0 Intermediate Asphalt Concrete (IM-1A or 1B)(Superpave IM-19.0A) I 0 1.67 2 2 0.0 Base 1 _ Asphalt Concrete (BM-2 or BM-3)(Superpave BM-25.0) 3 1.67 3 * 5.0 Full Depth Asphalt Concrete (BM-2 or BM-3) over Surface 0 1.60 6 * 0.0 Untreated Aggregate (21 A or 21 B) 0 1.00 6 6 0 0 Cement Treated Aggregate _ __0 1.67 6 6 0.0 Cement Treated Select Material, Type II, min. CBR=20 0 1.50 6 6 0.0 Select Material Type I & II, non-plastic, min CBR= 30 _ 0 - 0.84 6 6 0.0 Select Material Type II, non-plastic, min CBR=20 0 0.60 6 6 0.0 Soil Cement 0 1.00 6 6 0.0 Cement Treated Select Material, Type II 0 1.17 6 6 0.0 Cement Treated Select Borrow 0 1.00 6 6 0.0 Base 2 Untreated Aggregate (21A or 21B) 6 _ 0.60 4 8 3.6 Cement Treated Aggregate 0 1.33 4 8 0.0 Select Material Type I, non-plastic, min CBR = 30 0 _ 0.50 4 8 0.0 Select Material Type I & II, non-plastic, min CBR = 20 l 0 0.40 4 8 0.0 Soil Cement ' 0 1.00 6 8 0.0 Soil Lime 0 0.92 6 8 0.0 Cement Treated Select Material, Type II 0 1.17 6 8 0.0 Cement Treated Select Borrow 0 1.00 6 8 0.0 Total Proposed Thickness Index:: 11.1 j 5/24/2017 BEARING RATIO TEST REPORT VTM-008 (2005) 200 1 1 160 08 . v 120 0.6 ` c Z- /, I / 0 tu R 80 — 0.4 a+i1 / 1 c m D. If 40 — 0.2 / i / 0 . 0/ 0 0.1 0.2 0.3 0.4 0.5 0 24 48 72 96 Penetration Depth(in.) Elapsed Time(hrs) Molded Soaked CBR(%) - Linearity Max. Density Percent of Moisture Density Percent of Moisture Correction Surcharge Swell (pcf) Max.Dens. (%) (pcf) Max.Dens. (%) 0.10 In. 0.20 in. (In.) (iba.) (%) 1 0 105,5 100.1 18.4 104.6 99.2 25.1 6.4 5.6 0.000 10 0.9 2 3 + Material Description Max. Optimum USCS Dens. Moisture LL Pi _.—(pcf) (%) Brown and Gray sandy Clay,trace gravel CI, 105.4 18.3 36 16 Project No: 17G-238-019 Test Description/Remarks: Project: EastSide Old Trail Subdivision COT Standard Proctor Compaction Source of Sample: Golf Drive Station 20+25 Depth: subgrade Sample Number: 3 Date: 4-29-17 BEARING RATIO TEST REPORT Geo-Terrain Organization Figure Moisture-Density Relationship Test 110 I I 1 — .ti `18.9%. 104.1 pcil 18.3%,105.4 p—f, ? — / `\105 \ \ , } w 100 U a) C a) _ V o • 95 _ \ . _ 90— e -. \� r___. ZAV for \ Sp-G. 2.65 85 5 10 15 20 25 30 35 Water content, % — ,---Rock Corrected —0—-Uncorrected Test specification: ASTM D 698-12 Method A Standard ASTM D4718-15 Oversize Corr.Applied to Each Test Point Elev! Classification Nat. %> % Depth USCS AASHTO Moist. Sp.G. LL PI #4 No.200 subgrade CL A-6(12) 15.0 2.65 36 16 3.4 78.9 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Maximum dry density= 105.4 pcf 104.1 pcf Brown and Gray sandy Clay,trace gravel Optimum moisture= 18.3 % 18.9% 'Project No. 17G-238- Client: March Mountain Properties,LLC Remarks: ;Project: EastSide Old Trail Subdivision COT o Source of Sample: Golf Drive Station 20-r25 Sample Number: 3 1 1 Geo-Terrain Organization 1iI Figure Particle Size Distribution Report i _ F § i I 0 100 1 1 1 ; I I ' 'I I II I IA 11 I I ;' I I I l 1 " I 'I I II a i ' I I I I 90 I_ -a 1 I i I i1 I I e I I_.1___i. 1 I, i !I 111 i 11,i ! 1 I I • ! I! I) I; I III 1; 1 . I I II ' 1I i 80 I .li ► iI . 11 „ . i I 1 11, I II II! ;I 1I I I I Ii , 1 ii II!I " 1 ;I ; Ij I I; 70 I I : II '1 i 1 1 111 i ( I r iv' I I I ' I ,I I ' I 1 ' ; I 1I I 11� 1 1 ll i I i; i ` i ILI i j I I ii1 ! IIi I J' 1I ! i i I t' � i z 60 ! 1 I ' I I I I I I 'I ! il , 11 i 11 II L I 1 Ill I ; I I III I I I I I z 50 ! ! a I I 1 ' I I I, w I I i i II I I I 1 I I w 40 I 0. 11 I I � I — 11 i 11 I I I I I I i IP 1 1 1 I ) t I I I ! I I l I 1 I i I , i 1 1 I 11 I I _ I I: 30 1 1 I I I I 1;, I I ' ll 1 I I I I I I ! i I I ILA i l I II I I I I II h I I I I III! 20 1 1 11 1 i I I I I I I ! I 10 f 1 { 1 I ' i t I - fi 1 1 1 1II I 1 ! d' I1 I I III 0 !II ICI I I , • I 1 I I I 100 10 1 \ 0.11 0Oil 0.001 GRAIN SIZE-mm. +3„ %Gravel %Sand ` ! %Fines % Coarse Firle Coarse Medium Fine Silt Clay 0.0 I 0.0 3.4 3.4 1.7 12:'6 78.9 SIEVE PERCENT I SPEC.* ' SS? / Material Description SIZE FINER PERCENT (X 0) o6�n and Gra} sandy Clay.trace gravel 375 i 100.0 #4'1 96.6 0 93.2 #40 981.5 .(\\\ Atterberg Limits PL= #60 87.3 � 20 LL= 36 PI= 16 4'200 78.9 Coefficients "ti' ( D90= 0.3448 D85= 0.1870 DB0= rei 1' D100= D30= D1_5'`_ �f O D Cu --,\ (\& "'l 1, Classification USCS= CL AASH 0= A 6112) s Remarks . * (no specification provided) Source of Sample: Golf Drive Station 20-25 Depth: subgrade Sample Number: 3 Date: 4-29-17 ' Client: March Mountain Properties.LLC Geo-Terrain Organization IProject: EastSide Old Trail Subdivision COT Project No: 17G-238-019 Figure BEARING RATIO TEST REPORT VTM-008 (2005) 200 2 I ; 160 1.6 _-, N a V 120— — 1.2 C ctl y e N m y cc3 O to ea „1- 80— 0.8 a! d Q. I ' 40 0.4 I 0 0 0.1 0.2 0.3 0.4 0.5 0 0 24 48 12 96 Penetration Depth (in.) Elapsed Time(hrs) Molded Soaked CBR(%) Linearity Surcharge Max. Density Percent of Moisture Density Percent of Moisture Correction Swell (pcf) Max.Dens. (%) (pcf) Max.Dens. (%) 0.10 in. 0.201n. (In.) (Ibs.) (%) 1 0 100.2 99.9 19.6 98.9 98.6 28.0 4.4 4.7 0.000 10 1.4 2 3 ❑ Material Description Max. Optimum --- USCS Dens. Moisture LL PI (Oct) I%1 Brown and Reddish Brown sandy Silt,trace gravel ML 100.3 19.7 45 5 Project No: 17G-238-019 Test Description/Remarks: Project: EastSide Old Trail Subdivision COT Standard Proctor Compaction Source of Sample: Golf Drive Station 25+25 Depth: subgrade Sample Number: 6 Date: 4-29-17 BEARING RATIO TEST REPORT Geo-Terrain Organization Figure Moisture-Density Relationship Test 108 1 -1 1\ 1 - \ I 119.9%, 99.9 pct) , 103 7 . 19 7%. 100,3 pcf / \., 98 - -i_ - ______. c -o 1 -- ---- - a \ — 88---- — 1 ZAV for _ __r_ ---- _ - 2.65 83 J _.. � _ 5 10 15 20 25 30 35 Water content, % —•—-Rock Corrected o -Uncorrected Test specification: ASTM D 698-12 Method A Standard ASTM D4718-15 Oversize Corr.Applied to Each Test Point Elevl Classification Nat. %> % p S G. LL PI Depth USCS AASHTO Moist. #4 No.200 subgrade NIL A-5(61 17.7 2.65 45 5 0.9 75.2 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Maximum dry density= 100.3 pcf 99.9 pcf Brown and Reddish Brown sandy Silt,trace gravel Optimum moisture= 19.7% 19.9% Project No. 17G-238- Client: `larch Mountain Properties.LLC !Remarks: Project: EastSide Old Trail Subdix ision COT c Source of Sample: Golf Drive Station 25+25 Sample Number: 6 I Geo-Terrain Organization Figure Particle Size Distribution Report 100 i I I.I [ I . p' I: I I it 3i it 7 i ! 1 I ll l 1 i 1 1i ' i 11 1 1 i, so - 1 f • 1 1 (1 II . 1, 1 ! ; I I i i, • II 111 I I ; ! '' i 1 I 1 I • 1 I I II I I 1 I I1 11 50 I l !I' + I it 4. I 1I1 1I 1 1 1 i 1 III ( ( ,1 III 1 , ; . i 111, I i 1 1 1 i II i + f 11 `i I' Il ' N iii 5 70 I 1 II !I 1 {, I _._... ,-4 ti it I I i I, �- 1 l ; 1 ; II I li ' 1 ` 1 w 60 ! I Ij I i ; {I 61 I _ i ' ,� i I I _i Z . I , 1 II I I I I I I i 1 j l l 1 1 'I I ! 1 I 1 I 1 ' I Z 50 I I — I I I I 1 : ; I I I- I , U I f 1 I I I i I I i I I I I I ( i s ! i f i , i I fl a d0 I 1 I i 1 ` 1 i r ; 1 (; I I ! 1 1 1 I it { I I i i I I I I 30 ;1 11 I 1 , I I I l `I 1 I 1 i ! 1 20 I ! I Ili jl I ► I I I I I I ✓, I ' I I II 1 i 1 I I I I 10 I f l i 11 1 , I I 11 I I I i ;1l1 I I [ I 11 II IIr i ! fI ;1 1 0 ! i I ? I 1 I 1 [ , 1, :: i I 1I 1 LI 1 1 100' 10 1 0.1 0.01 0.001 GRAIN SIZE -mm. %+3" ( %Gravel t %Sand I %Fines Coarse Fine ,Coarse Medium Fine I Silt Clay 0.0 0.0 0.9 1.8 4.8 17.3 1 75.2 SIEVE PERCENT ( SPEC.. PASS? Material Description SIZE FINER PERCENT (X=NO) Brown and Reddish Brown sandy Silt.trace gravel .375 100.0 44 99.1 #10 97.3 #40 92.5 Atterberg Limits 460 89.3 PL= 40 LL= 45 P1= 5 #200 75.2 Coefficients D90= 0.2760 D85=0.1612 D60= [ D50= D30_ D15= D10= Cu= ��'�_ D Classification USCS= NIL AASH 0= A-5(6) i Remarks * (no specification pro%ided) Source of Sample: Golf Dri'e Station 25+25 Depth: subgrade Sample Number:6 Date: 4-29-17 Client: March Mountain Properties.LLC Project: EastSide Old Trail Subdivision COT Geo-Terrain Organization l' ! I' Project No: ►7G-238-019 Figure TCS Engineering Co. Flexible Pavement Design Evaluation Worksheet Page 1 'Project: Old Trail- East Village Date: i 8-May-17 Street( or section): Upland Drive Testing Firm: IGeo-Terrain Organization • Testing Date(s): 19-Apr-17 Design ADT Soil Support Average Daily Traffic, or VPD: 210 Measured CBR 1 4-7 Present Year: 2017 Results: 2 Design Year: 2015 3 Growth Rate (%): 0 4 Design ADT at Design Year: 210 5 • Percent Trucks: 1 0 Measured CBR Average: 4.7 Design Traffic Volume: 210 j Design CBR: 3.1 Resiliency Factor 2 Soil Support Value 6.2 Design Pavement Index: 8.7 Total Proposed Thickness Index: 11.1 OK Material Equivalency Min. Max. Thickness, (h Value, (a) Inches Inches (a x h) Surface Asphalt Concrete (SM-2A,B, orC) (Superpave SM-9.5A) 1.5 1.67 1.5 3 2.5 Prime & Double Seal or Blotted Seal Surface 0 0.84 * 0.0 Intermediate Asphalt Concrete (IM-1A or 1B)(Superpave IM-19.0A) 0 1.67 2 2 0.0 Base 1 Asphalt Concrete(BM-2 or BM-3)(Superpave BM-25.0) s 3 - 1.67 3 * 5.0 Full Depth Asphalt Concrete (BM-2 or BM-3) over Surface 0 1 1.60 6 * 0.0 Untreated Aggregate or 0 1.00 6 6 0.0 Cement Treated Aggregate 0 .i 1.67 6 6 0.0 Cement Treated Select Material, Type II, min. CBR=20 0 1.50 6 6 0.0 Select Material Type I & II, non-plastic, min CBR= 30 i 0 0.84 6 6 0.0 Select Material Type II, non-plastic, min CBR = 20 0 0.60 6 6 0.0 Soil Cement i 0 1.00 6 6 0.0 Cement Treated Select Material, Type II 0 1.17 6 6 0.0 Cement Treated Select Borrow 0 1.00 6 6 0.0 Base 2 Untreated Aggregate (21A or 21 B) 6 J 0.60 4 8 3.6 Cement Treated Aggregate 0 j 1.33 4 8 0.0 Select Material Type I, non-plastic, min CBR = 30 0 I 0.50 4 8 0.0 Select Material Type I & II, non-plastic, min CBR = 20 _ 0 0.40 4 8 0.0 Soil Cement 0 1.00 6 8 0.0 Soil Lime I 0 .- 0.92 6 8 0.0 Cement Treated Select Material, Type II " 0 _ ` 1.17 6 8 0.0 Cement Treated Select Borrow 0 1.00 6 8 0.0 Total Proposed Thickness Index:j 11.1 5/24/2017 BEARING RATIO TEST REPORT VTM-008 (2005) 200 I 1 2 • 1 1 160 — 6 — , A i / j g 120 , 2 c te 3 o CA t 80 0.8 7— a) i C m a 40 0.4 (71 ; 0l/ I o 0 0.1 0.2 0.3 0.4 0.5 0 24 48 72 96 Penetration Depth (in.) Elapsed Time(hrs) Molded Soaked CBR(%) Linearity Max. Surcharge Density Percent of Moisture Density Percent of Moisture Correction I(bs Swell (pcf) Max.Dens. rig) (pcf) Max.Dens. (%) 0.10 In. 0.20 an. (in) .) (%) 1 0 101.1 99.8 15.3 99.7 98.4 24.4 4.7 4.7 0.000 10 1.4 2A 3C Material Description Max. Optimum USCS Dens. Moisture LL PI _lad) (%) Reddish Brown and Brown sandu Silt,trace clay and small gravel ML 101.3 15.1 39 12 Project No: 17G-238-019 Test Description/Remarks: Project: EastSide Old Trail Subdivision COT Standard Proctor Compaction Source of Sample: Upland Drive Station 20+00 Sample Number: 2 Depth: subgrade Date: 4-1 9-17 BEARING RATIO TEST REPORT Geo-Terrain Organization Figure Moisture-Density Relationship Test 110 105 \ . ...\ . . 1% 101.3 pc! 100 71111111111114-tH '8 \ - N • N -0 o 95 90 • _ _ _ __...__._- _-___ - _ _._--- __-_-_.___ ZAV for Sp.G. = 2.65 85 0 10 20 30 40 50 60 Water content, % —•---Rock Corrected —0—-Uncorrected Test specification: ASTM D 698-12 Method A Standard ASTM D4718-15 Oversize Corr.Applied to Each Test Point Elevl Classification Nat. %> % p.S G. LL PI Depth USCS AASHTO Moist. #4 No.200 subgrade M1. A-6(11) 28.5 2.65 39 12 1.1 85.0 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Maximum dry density= 101.3 pcf 100.8 pcf Reddish Brown and Brown sandu Silt,trace clay and small gravel Optimum moisture= 15.1 % 15.3 % Project No. 17G-238- Client: March Mountain Properties.LLC `Remarks: Project: EastSide Old Trail Subdivision COT C Source of Sample: Upland Drive Station 20+00 Sample Number: 2 Geo-Terrain Organization Figure Particle Size Distribution Report SOS 100 1 1 I ini i ( I r 1 I II 1 1 1 1 i l ` I �....1 1 I I I cm I- 1 L 1 1 1 1 1_ _ 1 f 1 I I I . , ii ' ! it ,i 1 I I , I I, 1 H i 1 's 1 1 1 1 ! I I I I. i r a0 I + I i ? , i 1 1 1 I I Il--f . , 1 I . I I I I IL' ! i, , I i Ii I l 1 I Ii 11 1 II; •I { ;;' 11I ; I I' I i I i 70 i { I II l i �_1t. I, i I II, i 1 I I I I ; Ill l I' I i I I , Ili cc w 60 I I I I I ' I z I I i 1 1 1 I I I 1 I ti_. I I I I I I I I I I— 50 1 i- 1 d i 1 ...li. . _ . UI I I I I I CG I I I I I I I w 40 , 1 1 I '1 'f" ' 1"" I I I I I 1 I I 1 I I I I I I I , i t I' II ! , I i I Ii I 20 l i ' ,1 .11 . I .L ,i , I I I I I I I Ii I 1 1 I I I I I I I I I 11 I I 10 1 d i 1 1 t - II i I I f - 1' _ I I I I I I I I I I I 0 ( _ I I I I I 1 , I I I 1°, i , 100 10 1 'r 0.01 0.001 -GTIAIIVi41--I"."1"\0.1t '/o+3^ %Gravel / %Sand _ %Fines Coarse Fine Coarse Medium Fine _ Silt Clay 0.0 i 0.0 1.1 ' 3.7 1.5 8.7 85.0 SIEVE PERCENT SPEC' PASS Material Description SIZE FINER ; PERCENT (X=No) _Rdish Brown and Brown sandu Silt.trace clay and small .375 I 100.0 gravel #4 98.9 #10 95.2 r � #40 93.7 V� Atterberg Limits #60 91.8 PL= 27LL= 39 PI= 12 #200 85.0cc.,, Coefficients D90= 0.1727 D85= 0.0756 D60= D50= D30= D15= 7 ., i Classification *j USCS= M1. AASHT = A-6(11) 17 Remarks ' 11 ---...\ I I —, (no specification provided) Source of Sample: Upland Drive Station 20+00 Depth: subgrade Sample Number: 2 Date: 4-1 9-17 Client: March Mountain Properties.LLC l Project: EastSide Old Trail Subdivision COT Geo-Terrain Organization ; IL Project No: 17G-238-019 Figure TCS Engineering Co. Flexible Pavement Design Evaluation Worksheet Page 1 Project: Old Trail- East Village fate: 8-May-17 Street( or section): Highgate Testing Firm: Geo-Terrain Organization Testing Date(s): 19-Apr-17 Design ADT Soil Support Average Daily Traffic, or VPD: 40 Measured CBR 1 8.1 Present Year: 2017 Results: 2 Design Year: 2015 3 Growth Rate(%): 0 4 Design ADT at Design Year: 40 5 i Percent Trucks: 0 Measured CBR Average: 8.1 Design Traffic Volume: 40 Design CBR: 5.4 Resiliency Factor 2 Soil Support Value 10.8 Design Pavement Index: 6.4 Total Proposed Thickness Index: 11.1 OK Material Equivalency Min. Max. Thickness, (h Value, (a) Inches Inches (a x h) Surface Asphalt Concrete (SM-2A,B, orC) (Superpave SM-9.5A) 1.5 1.67 1.5 3 2.5 Prime & Double Seal or Blotted Seal Surface 0 _ 0.84 * * 0.0 Intermediate _ Asphalt Concrete(IM-1A or 1B)(Superpave IM-19.0A) 1_ 0 _ 1.67 2 2 0.0 Base 1 Asphalt Concrete (BM-2 or BM-3)(Superpave BM-25.0) 3 1.67 3 * 5.0 Full Depth Asphalt Concrete (BM-2 or BM-3)over Surface 0 1.60 6 * 0.0 Untreated Aggregate(21A or 21 B) 0 1.00 6 6 0.0 Cement Treated Aggregate 0 1.67 6 6 0.0 Cement Treated Select Material, Type II, min. CBR=20 0 1.50 6 6 0.0 Select Material Type I & II, non-plastic, min CBR= 30 0 _ 0.84 6 6 0.0 Select Material Type II, non-plastic, min CBR=20 0 _ 0.60 6 6 0.0 Soil Cement 0 _ 1.00 6 6 0.0 Cement Treated Select Material, Type II 0 1.17 6 6 0.0 Cement Treated Select Borrow 0 1.00 6 6 0.0 Base 2 _ Untreated Aggregate(21A or 21 B) 6 0.60 4 8 3.6 Cement Treated Aggregate 0 1.33 4 8 0.0 Select Material Type I, non-plastic, min CBR = 30 0 0.50 4 8 0.0 Select Material Type I & II, non-plastic, min CBR =20 0 0.40 4 8 0.0 ___ __ Soil Cement _ 0 1.00 6 8 0.0 Soil Lime 0 0.92 6 8 0.0 Cement Treated Select Material, Type II 0 1.17 6 8 0.0 Cement Treated Select Borrow 0 1.00 6 8 0.0 Total Proposed Thickness Index: 11.1 5/24/2017 BEARING RATIO TEST REPORT VTM-008 (2005) 200— 1 i 160 1 Z 0.8 — I I I 2! s;1/ s ca /197' 0. o 120 ; / 0.6 C 1 p H / cs 80 0.4 j m / C a. ' 40 0.2 I 0 i 0 0 0.1 0.2 0.3 0,4 0.5 0 24 48 72 96 Penetration Depth (in.) Elapsed Time(hrs) Molded Soaked CBR(%e) Linearity Max. Surcharge Density Percent of Moisture Density Percent of Moisture Correction Swell (pcf) Max.Dens. (%) (pcf) Max.Dens. 1%) 0.10 in. 0.20 In. (in.) (Ibs.) (%) 1 0 108.9 100 16.2 108.1 99.2 24.8 8.1 7.6 0.000 10 0.8 20 3 ❑ Material Description Max. ' Optimum USCS Dens. Moisture LL PI (pcf) (%) Gray and Brown sandy Silt,trace gravel and rock fragments ML 108.9 16.1 0 0 Project No: 17G-238-019 Test Description/Remarks: Project: EastSide Old Trail Subdivision COT Standard Proctor Compaction Source of Sample;Highgate Row Station 12-50 Sample Number: 1 Depth: subD ade Date:4-19-17 BEARING RATIO TEST REPORT Geo-Terrain Organization Figure Moisture-Density Relationship Test 130 A . 120 ' • -- ` 110 % .4%. 105,3 p 1 t - a i. iu 100 - 0 • 90 - ZAV for _ _ Sp.G. = ._.,_ -- - -- 2.65 B0 5 10 15 20 25 30 35 Water content, % —f--Rock Corrected —0—-Uncorrected Test specification: ASTM D 698-12 Method A Standard ASTM D4718-15 Oversize Corr.Applied to Each Test Point Elev/ Classification Nat. %> %< p�S G. LL PI Depth USCS AASHTO Moist. #4 No.200 subgrade ML A-4(0) 14.3 2.65 0 0 8.7 59.4 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Maximum dry density= 108.9 pcf 105.3 pcf Gra}and Brown sandy Silt trace gravel and rock fragments Optimum moisture= 16.1 % l 17.4% Project No. 17G-238- Client: March Mountain Properties,LLC Remarks: Project: EastSide Old Trail Subdivision COT c Source of Sample: Highgate Row Station 124-50 Sample Number: 1 Geo-Terrain Organization Figure Particle Size Distribution Report ID N . a .iI i s v. 100 I 1 ' 1 1 ! H1 ' � ; 1 I I 11, i i i 1 1 I 1 i i ''i t it i l , l 1 " i ` l j 1 1 1 1 1 , • Li it f I I •I { I I I '. + f 1 ! ! I 1 r �` ► I I I I ` il` ;! I ! I� 80 I ! ill Id :11 I; i 11 !I ' I f ;I { I 1 I I 1111 1II t I: it ij ` , 1 ! '1I I 1 I Ij 111: 11 I 1 , i { 70 I f i I 1 ' t I I l i Li ti I I l ; II ; I I; 11 j 1 i w 60 - ' r- - 1- 1--.1 1 l If I I�. ' 1 Z + I I 1 1 I I { I 14: i i I I i— ( ; 1 _ ui 50 I l 11 1 w 40 I I 1_ 1, I ! I . 1' I ! ; 1 ii l 1 : I 30 1 1 1 I I I 1 I I i 1 10 1 ! I 20 - �, 1 t 1 1 1 L 1 l I- _ . . I I I ! I I I I l f 1 1 I I i I I I I I I j/( I I 10 ' I I 1 1 i 1 i i . i I I 1 I I I I I I I F I I I 0 I - 100 10 1 .1 0.01 0.001 GRAIN SIZE-mm. %Gravel %Sand %Fines %+3 Coarse Fine Coarse Medium Fine 1 Silt Clay 0.0 0.0 8.7 ' 3.6 3.7 24.6 e 59.4 SIEVE PERCENT SPEC.* PASS? Mat rial Description SIZE FINER PERCENT (X=NO) •d :oN,n sandy Silt,trace gravel and rock fragments .375 100.0 #4 91.3 #10 87.7 #40 84.0 Atterberg Limits #200 59.4 PL= 0 LL= 0 P1= 0 Coefficients D90=4.0121 D85=0.4957 D60=0.0775 D50= D30= DSO= Cu— (5) = Classificatio USCS= NIL AAS4 Remarks (no specification provided) Source of Sample: Highgate Row Station 12-50 Depth: subgrade Sample Number: I Date: 4-19-17 IFClient: March Mountain Properties,LLC Organization Project: EastSide Old Trail Subdivision COT Geo-Terrain Organ Project No: 17G-238-019 Figure TCS Engineering Co. Flexible Pavement Design Evaluation Worksheet Page 1 Droject: Old Trail- East Village )ate: 1 23-May-17 Street( or section): (Aldersgate Row Testing Firm: ;Geo-Terrain Organization Testing Date(s): 19-Apr-17 17-May Design ADT Soil Support Average Daily Traffic, or VPD: 130 Measured CBR 1 8.8 Present Year: 2017 Results: 2 Design Year: 2015 3 Growth Rate(%): 0 4 Design ADT at Design Year: 230 5 Percent Trucks: 0 j Measured CBR Average: 8.8 Design Traffic Volume: 230 . Design CBR: 5.9 Resiliency Factor I 2 Soil Support Value 11.8 Design Pavement Index: 8 Total Proposed Thickness Index:j 10.3 OK Material Equivalency Min. Max. Thickness, (h Value, (a) Inches Inches (a x h) Surface ..... .. ... ... ....... Asphalt Concrete (SM-2A,B, orC) (Superpave SM-9.5A) ; 1.5 1.67 1.5 3 2.5 Prime& Double Seal or Blotted Seal Surface I 0 0.84 0.0 Intermediate Asphalt Concrete(IM-1A or 1B)(Superpave IM-19.0A) _ 0 1.67 2 2 0.0 Base 1 Asphalt Concrete(BM-2 or BM-3)(Superpave BM-25.0) 2.5 1.67 3 4.2 Full Depth Asphalt Concrete(BM-2 or BM-3) over Surface 0 j 1.60 6 * 0.0 Untreated Aggregate(21 A or 21 B) 0 i 1.00 6 6 0.0 Cement Treated Aggregate 0 1.67 6 6 0.0 Cement Treated Select Material, Type II, min. CBR=20 0 j 1.50 6 6 0.0 Select Material Type I & II, non-plastic, min CBR= 30 _0 0.84 6 6 0.0 Select Material Type II, non-plastic, min CBR =20 0 0.60 6 6 0.0 Soil Cement _ 0 1.00 6 6 0.0 Cement Treated Select Material, Type II 0 1.17 6 6 0.0 Cement Treated Select Borrow 0 1.00 6 6 0.0 Base 2 Untreated Aggregate (21 A or 21 B) 6 0.60 4 8 3.6 Cement Treated Aggregate 0 1.33 4 8 0.0 Select Material Type I, non-plastic, min CBR = 30 0 0.50 4 8 0.0 Select Material Type I & II, non-plastic, min CBR= 20 _ 0 0.40 4 8 0.0 Soil Cement j 0 1.00 6 8 0.0 Soil Lime ...._... 0 0.92 6 8 0.0 Cement Treated Select Material, Type II 0 1.17 6 8 0.0 Cement Treated Select Borrow 0 1.00 6 8 0.0 Total Proposed Thickness Index:1 10.3 5/24/2017 BEARING RATIO TEST REPORT VTM-008 (2005) 200 ( 1 ; i 160 / --- 0.3 -- — i . ` u 120— 0.6 -I C N y it 3 c u7 0 7. 03 a� 80 0.4 c e1 O. 40 / 0.2 — f ! ' I ' I 0 I 0 0 0.1 0.2 0.3 0.4 0.5 0 24 48 72 96 Penetration Depth(in.) Elapsed Time(hrs) Molded Soaked CBR(%) Linearity Surcharge Max. Density Percent of Moisture Density Percent of Moisture Correction Swell (pcf) Max.Dens. (%) (pci) Max.Dens. (%) 0.10 in. 0.20 In. (in.) (Ibs.) (%) 1 0 108.5 99.9 15.8 107.9 99.4 20.5 8.8 7.6 0.000 10 0.5 20 3 ❑ Material Description Max. Optimum USCS Dens. Moisture LL PI (Pcf) (%) Gray and Brown sandy Silt,trace gravel and rock fragments ML 108.6 15.8 0 0 Project No: 17G-238-019 Test Description/Remarks: Project: EastSide Old Trail Subdivision COT Standard Proctor Compaction Source of Sample:Aldersgate Row Station 13+00 Sample Number: 9 Depth: subgrade Date: 5-18-17 BEARING RATIO TEST REPORT Geo-Terrain Organization Figure Moisture-Density Relationship Test 115 ----._— --- ` _ \-1 ' I\- - - --- 1 I 110 1 15.8%, 108.6 pcf i ;16,0% 105.9 pcf • i \ . .. _. _ i .7. .. . ._ _ w a 105 \ � . to CDal .________ _ ..._ ____ ___ . _______________ . __ \____ ... . . _ . . _ 100 95 i -- -------------- ZAV for __ - -------_____--__------- -- Sp.G. _ 90 — 2.65 3 8 13 18 23 28 33 Water content, % —o---Rock Corrected O -Uncorrected Test specification: ASTM D 698-12 Method A Standard ASTM D4718-15 Oversize Corr. Applied to Each Test Point Elev/ Classification Nat. %> %< Depth USCS AASHTO Moist. Sp.G. LL PI #4 No.200 suhgrade NIL A-4(0i 14.4 2.65 0 0 6.8 58.5 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Gray and Brown sandy Silt.trace gravel and Maximum dry density= 108.6 pcf 105.9 pcf rock fragments Optimum moisture= 15.8 % 1 16.8% Project No. 17G-238- Client: March Mountain Properties.LLC Remarks: Project: EastSide Old Trail Subdivision COT I c•Source: Aldersgate Row Station 13+00 Sample No.:9 j 1 Geo-Terrain Organization Figure Particle Size Distribution Report c ., W gg Q gg 5� 8 4 co of c! 4 • g E ie if d # E ; 100 I i i i , I I 1 Ili i;i I ' , ' I i 1I 1 ; 11 1 I' ! i , ' I 90 , I 11 1 'L_ II 1 I (1 ; 1 I l i 11 ; I 1 I 11;11 1 I i 11 iil i i i 1 80 . 1 i ! { iI I I I li 1 1 ! ( I: ! I 1 i I i { 1 I 'I ! f P : 111 , W 60 1 i1 1 ! . 1 'If 1 i 1 I'' `' L 1 Z i I I 1 i 1 i i !1 i : 1 I' , Il ; I 1 1 ( 1 I 1 1 1 li Z 50 4 1 I l I f I; U ; 11 1 I l i 1 ! 11 ix • i ill ! I I I 11 1 I. i 1I U-I 40 1 ii r 1 i 1 i i I I i �0 a j -,to I ► II I ! I II 1 ! ' 1 1 1 , I I I IIII1 I I j 30 it I I I ! ,I T I i 1 I1 i I 'I 1 " i II , i i; 1 20 1 . _. ( I ' l l 1 ; 1. I -1 1 1 I II i i l l I ! I l i I I I 1!i ll I 1 11 II 1 ! I I I I I 10 I - i 1 i I ti 1 !I I I I I I t— r ,1 1 1 1 1 1 1 1 i ; I I I I I 0 I I t 1 11 !I 1 I, I I I ; I i I I I , I - - 1111 100 10 / �-�— 0.1 0.01 0.001 � ' GRAIN SIZE- mn' N. %Gravel -' %Sand - I %Fines --- -------- - Coarse F ne Coarse Medium Fine ) Silt Clay 0.0 0.0 C 8 4.1 4.1 26.5 ' _.,J 58.5 SIEVE I PERCENT 1 SPEC.' P S9-.,`_ _ ___ — "Material Description SIZE FINER I PERCENT i (X=NO) Gray and Brown sandy Silt.trace gravel and rock fragments .375 100.0 I 44 93.2 40 89.1 (5, Atterberg SSA � .��J' 9 Limits 4'60 79.8 �(j PL= 0 LL= 0 PI= 0 200 58.5 Coefficients t D90= 2.6718 DB5= 0.4281 D60=0.0809 �` D50= D30= D15= 0° q /() D10= Cu= Cc= ,/ Classification q..0 USCS= Mt. AASHTO= A-4(0) / Remarks i i i * Ino specification provided) Source of Sample: Aldersgate Row Station 13-00 Depth: subgrade Sample Number: 9 Date: 5-18-17 Client: March Mountain Properties,LLC Project: EastSide Old Trail Subdivision COT j Geo-Terrain Organization 1 Project No: 17G-238-015) Figure TCS Engineering Co. Flexible Pavement Design Evaluation Worksheet Page 1 Project: Old Trail- East t Village Date: 23-May-17 Street ( or section): Byward Street Testing Firm: Geo-Terrain Organization Testing Date(s): 19-Apr-17 17-May Design ADT Soil Support Average Daily Traffic, or VPD: 100 Measured CBR I 1 4.9 Present Year: 2017 Results: 2 Design Year: 2015 3 Growth Rate (%). 0 4 Design ADT at Design Year: 100 5 Percent Trucks: i 0 Measured CBR Average: 4.9 Design Traffic Volume: j 100 Design CBR: 3.3 Resiliency Factor 2 Soil Support Value 6.6 Design Pavement Index: : 6.4 Total Proposed Thickness Index: 10.3 OK Material Equivalency Min. Max. Thickness, (h Value, (a) Inches Inches (a x h) Surface Asphalt Concrete (SM-2A,B, orC) (Superpave SM-9.5A) 1.5 1.67 1.5 3 2.5 Prime & Double Seal or Blotted Seal Surface 0 0.84 0.0 Intermediate Asphalt Concrete (IM-1A or 1B)(Superpave IM-19.0A) j 0 1.67 2 2 0.0 Base 1 Asphalt Concrete(BM-2 or BM-3)(Superpave BM-25.0) 2.5 1.67 3 * 4.2 W Full Depth Asphalt Concrete (BM-2 or BM-3) over Surface 0 1.60 6 0.0 Untreated Aggregate (21A or 21B) ___ _ 0 1.00 6 6 0.0 Cement Treated Aggregate _ 0 1.67 6 6 0.0 Cement Treated Select Material, Type II, min. CBR=20 i_.- 0 1.50 6 6 0.0 Select Material Type I & II, non-plastic, min CBR= 30 3 0 0.84 6 6 0.0 Select Material Type II, non-plastic, min CBR =20 _0 0.60 6 6 0.0 Soil Cement �__ 0 1.00 6 6 0.0 Cement Treated Select Material,Type II 0 1.17 6 6 0.0 Cement Treated Select Borrow 0 1.00 6 6 0.0 Base 2 Untreated Aggregate (21A or 21B) I 6 I 0.60 4 8 3.6 Cement Treated Aggregate 0 1.33 4 8 0.0 Select Material Type I, non-plastic, min CBR =30 0 0.50 4 8 0.0 Select Material Type I & II, non-plastic, min CBR =20 0 1 0.40 4 8 0.0 Soil Cement 0 1.00 6 8 0.0 Soil Lime 0 0.92 6 8 0.0 Cement Treated Select Material, Type II 1.j__ 0 1 1.17 6 8 0.0 Cement Treated Select Borrow 1 0 1 1.00 6 8 0.0 Total Proposed Thickness Index:; 10.3 5/24/2017 BEARING RATIO TEST REPORT VTM-008 (2005) 200 1 2 • I I 160 1.6 — -- i I i ! a O. I d 120 1.2 c N ;E C I O y 1- 80 0.8 a+ d l'....--N.7.------ a I 0.4 i' 0/ 0 0.1 0.2 0.3 0.4 0.5 0 24 48 72 96 Penetration Depth (in.) Elapsed Time(hrs) Molded Soaked CBR(%) Linearity Surcharge Max. Density Percent of Moisture Density Percent of Moisture CorrectionSwell (pcf) Max.Dens. (%) (pcf) Max.Dens. VA) 0.10 in. 0.20 in. (in.) (Ibs.) (%) 1 102.2 100 17.0 100.8 98.6 26.4 4.9 4.7 -0.005 10 1.4 2 z 3E Material Description Max. Optimum USCS Dens. Moisture LL PI (pcf) (%) Reddish Brown and Briwn sandy Silt,trace gravel and clay NIL 107./ 16.9 45 12 Project No: 17G-238-019 Test Description/Remarks: Project: EastSide Old Trail Subdivision COT Standard Proctor Compaction Source of Sample:Syward Street Station 12+25 Sample Number: 10 Depth: subgrade Date: 5-18-17 BEARING RATIO TEST REPORT Geo-Terrain Organization Figure Moisture-Density Relationship Test 105 ti 102.5 — -- ; . •0. i _. 0. 1 . , —— - - - � _ _ \ 1 `� 100 j 0 . . _ . \---Ft- • 10 97.5 , I \_: 95 _ .. _. . . .. . _ _ . \ . ___ ZAV for Sp.G. _ 2.65 92.5 3 8 13 18 23 28 33 Water content, % —0---Rock Corrected --o—-Uncorrected Test specification: ASTM D 698-12 Method A Standard ASTM D4718-15 Oversize Corr.Applied to Each Test Point Elev/ Classification Nat. %> % p S G. LL PI Depth USCS AASHTO Moist. #4 No.200 subgrade NIL A-7-5(9) 18.5 2.65 45 12 2.6 69.6 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Maximum dry density= 102.2 pcf 101.1 pcf Reddish Brown and Briwn sand} Silt,trace gravel and clay Optimum moisture= 16.9% i 17.3 % Project No. 17G-238- Client: March Mountain Properties.LLC ;Remarks• Project: EastSide Old Trail Subdivision COT i c Source: Byward Street Station 12+25 Sample No.: 10 Geo-Terrain Organization i+ Figure Particle Size Distribution Report C C C zg .G C C O O Oyy Epp 0 Y S CO el NI x SH I 1 1 1 )1ji 1 1 I 1 III I i 1 1 1 1 f 1 •1 1 1 111 so ! ! 1 ,1 1 1 1 II it 1liI I MIiii1 !! 11 11 ! I 1 70 i ! r -- 1 1 !! 11 I Ij w 60 ` I: ! it I I ! 1! Z 1 1: 1 1 1 1 1 i! I 1 ! : ! I I I LT { 1 1 1 I 1 • l - i !� I )f ! 1 =— Z 50 I i l ! ! I Iv 1 I 1 1 1 1 w 40 11 1 1 a ! 1 1 i I t 1 1-"1 - ' 0 1 I I I I I I I I /._ ko I I 1 1 1 C I I I I 30 I! I 1 1 I I ! I I i I 1 ! 1 ; 1 I I I 20 - 1 1—, 1 r- 3 J . I _L . I. L . t I I I I I I I ; I 1 I I 11 I 1 I I I 1 I II i . 1 I I I 111! 10 - t -t- - t I i— 1 1 f I -I t 1 I 11 I I � I I 11 11 I I I 1 0 1 1 , 11 I Ii_ 1 I , 1---i—r- I 1.- . I too to / o.t o.ot o.00t GRAIN SIZE-mm. +3„ %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 j 0.0 2.6 0.6 5.3 21.9/ i 69.6 SIEVE PERCENT SPEC." ; PASS --11 terial Description SIZE FINER PERCENT (X=NO) Rdt5h Brown and Brien sand) Silt,trace gravel and clay .375 100.0 #4 97.4 #10 96.8 #40 91.5 Atterberg Limits 460 87.3 • PL= 33 LL= 45 P1= 12 #200 69.6 Coefficients C 1 DDgp=0.3419 p85_ 0.2038 D60= 50 30 D15- 1 s�- j D10= Cu= Cc= Classification USCS= MI, AASHTO= A-7-5(9) Remarks 1 * (no specification prof ided) Source of Sample: Byward Street Station 12+25 Depth: subgrade Sample Number: 10 Date: 5-18-17 Client: March Mountain Properties,LLC I Project: EastSide Old Trail Subdivision COT Geo-Terrain Organization Project No: 17U-238-019 Fi ure TCS Engineering co. Flexible Pavement Design Evaluation Worksheet Page 1 Project: Old Trail- East Village Date: 23-May-17 Street( or section): Priory Terrace Testing Firm: Geo-Terrain Organization Testing Date(s): 19-Apr-17 17-May Design ADT Soil Support Average Daily Traffic, or VPD: 80 Measured CBR, 1 4.9 Present Year: 2017 Results: 2 Design Year: 2015 3 Growth Rate (%): 0 4 Design ADT at Design Year: 80 5 1 Percent Trucks: 0 Measured CBR Average: 4.9 Design Traffic Volume: 80 Design CBR: 3.3 Resiliency Factor 2 Soil Support Value 6.6 Design Pavement Index: 6.4 Total Proposed Thickness Index: 10.3 ' OK Material Equivalency Min. Max. Thickness, (h Value, (a) Inches Inches (a x h) Surface Asphalt Concrete (SM-2A,B, orC) (Superpave SM-9.5A) 1.5 1.67 1.5 3 2.5 Prime & Double Seal or Blotted Seal Surface 0 _ 0.84 0.0 Intermediate Asphalt Concrete (IM-1A or 1B)(Superpave IM-19.0A) 0 ) 1.67 2 2 0.0 Base 1 Asphalt Concrete (BM-2 or BM-3)(Superpave BM-25.0) _ 2.5 1.67 3 4.2 Full Depth Asphalt Concrete (BM-2 or BM-3) over Surface 0 _ 1.60 6 0.0 _ Untreated Aggregate (21A or 21B) 0 1.00 6 6 0.0 Cement Treated Aggregate 0 1.67 6 6 0.0 Cement Treated Select Material. Type II, min. CBR=20 0 1.50 6 6 0.0 _ Select Material Type I & II, non-plastic, min CBR = 30 0 0.84 6 6 0.0 4 Select Material Type II, non-plastic, min CBR = 20 0 0.60 6 6 0.0 _ Soil Cement 0 1.00 6 6 0.0 Cement Treated Select Material, Type II 0 1.17 6 6 0.0 Cement Treated Select Borrow 0 r 1.00 6 6 0.0 Base 2 _- Untreated Aggregate (21A or 21B) _ 6 0.60 4 8 3.6 Cement Treated Aggregate 0 __ 1.33 4 8 0.0 Select Material Type I, non-plastic, min CBR = 30 0 _ 0.50 4 8 0.0 Select Material Type I & II, non-plastic, min CBR =20 _ 0 _ 0.40 4 8 0.0 Soil Cement 0 _ 1.00 6 8 0.0 Soil Lime 0 _ 0.92 6 8 0.0 Cement Treated Select Material, Type II _ 0 1.17 6 8 0.0 Cement Treated Select Borrow 0 1.00 6 8 0.0 Total Proposed Thickness Index: 10.3 • 5/24/2017 BEARING RATIO TEST REPORT VTM-008 (2005) 1 ao 2 , r '/ j' 4 i z I 80-- , -'/ --- --- — 1.13 V , y i /I 61) 60— ,.2 l NZe .O � 07 Ti; / c / /N O 1- 40 — 0.8 m gdi a 20 / i I i o, + o 0 0.1 0.2 0.3 0.4 0.5 0 24 48 72 96 Penetration Depth (In.) Elapsed Time(hrs) Molded Soaked G8R,c%) Linearity Surcharge Max. Density Percent of Moisture Density Percent of Moisture j Correction Swell (pcf) Max.Dens. (%) (pcf) Max.Dens. (%) 0.10 In. 0.20 In. (in) (Ibs-) (%) 1 O 101.7 100 18.5 100.1 98.4 28.7 4.9 i 4.8 0.004 10 1.6 2 n u 3 Material Description Max. ' Optimum — USCS Dens. Moisture LL PI fact) (%) Brown and Reddish Brown sandy Silt,trace gravel and clay IviL 101.7 18.5 34 5 Project No: 17G-238-019 Test Description/Remarks: Project: EastSide Old Trail Subdivision COT Standard Proctor Compaction Source of Sample:Priory Terrace Station 12+00 Sample Number: 12 Depth: subgrade Date: 5-18-17 BEARING RATIO TEST REPORT Geo-Terrain Organization Figure Moisture-Density Relationship Test 112 ` H' i \ l 107 , \ • • H\H 102' — 5%. 101.7 pc1 T C 'D 97 --\ \-- 92 _ . . _ ____ ___ — ----.--__ _._;.__.._.__.w.. -------- ---- ZAV for Sp.G. _ 87 _ 2.65 5 10 15 20 25 30 35 Water content, % — -Rock Corrected —0—-Uncorrected Test specification: ASTM D 698-12 Method A Standard ASTM D4718-15 Oversize Corr.Applied to Each Test Point Elev/ Classification Nat. %> %< Depth USCS AASHTO Moist. Sp.G. LL PI #4 No.200 subgrade ML A-4(4) ) 16.6 2.65 34 5 2.6 78.5 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Maximum dry density= 101.7 pcf 100.7 pcf Brown and Reddish Brown sandy Silt,trace gravel and clay Optimum moisture = 18.5 % 18.9 % Project No. 17G-238- Client: March Mountain Properties.LLC Remarks: Project: EastSide Old Trail Subdivision COT o Source: Priory Terrace Station 12±00 Sample No.: 12 Geo-Terrain Organization Figure Particle Size Distribution Report z g -,z Tc. ; ; t.-. a ei & i i co, ,, 100 H i 1 ti 1 11 , , . ,' i Hi , II , -1.---7-f—HL 1 1 , !I ! i 1 1 i 11 1 i ill ii I 90 i il I 1 1 1 ;III i! 1 ' II 11 1 I I I' ( ; 11 111 i 0 0 0 , ; , « , 0 Id 0 , I '' I 11 0 i i Lii 60—L-1- I 1 ' 1— Z 50 l i I I , . : I /. 4 I-. % ui 1 I I III 1 II ii 0 cr I I I I 1 I 1 I I I ILI 40 I 1- I I i I i 1 ' f 0 ci.. ! III , II 30 1 I I I i 1 I 20 4 I 1- I 1 I 10 ,I 0 IIIIIriII . 1i ---'U:lit---F---1.H 4 —' N1 %0.1' ..„. 100 10 0.01 0.001 7 / GRAIN SIZE-mm. L %+3 %Gravel %Sand i/ %fines " Coarse Fine Coarse Medium Fine Silt Clay ,,./, 0.0 0.0 2.6 \:110 2.6 14.3 78.5 ,.."" SIEVE PERCENT SPEC.* PASS? N.,, ..---. Material Description SIZE FINER PERCENT (X=NO) Brown and Reddish Brown sandy Silt,trace gravel and clay .375 100.0 44 97.4 410 95.4 #40 92.8 Atterberg Limits #60 85.0 PL= 29 LL= 34 P1= 5 4700 78.5 Coefficients D90= 0.3478 D85=0.2504 0r,60= D50= D30= 015= D10= CU— Cc= Classification USCS= ML (L. AASHT0= A-4(4) ....._ ) Remarks WO //12/.`64.-- ( !;f1) no specification provided) "*...°4 Z-"''' Source of Sample: Prior). Terrace Station 12+00 Depth: subgrade Sample Number: 12 Date: 5-18-17 Client: March Mountain Properties,LLC ! Geo-Terrain Organization Project: EastSide Old Trail Subdivision COT i Project No: 17G-238-019 _ Fiqure TCS Engineering Co. Flexible Pavement Design Evaluation Worksheet Page 1 Project: 01d Trail- East Village )ate: 23-May-17 Street( or section): Petyward Lane Testing Firm: Geo-Terrain Organization Testing Date(s): 19-Apr-17 17-May ' Design ADT Soil Support Average Daily Traffic, or VPD: 120 Measured CBR 1 5.3 Present Year: 2017 Results: 2 Design Year: 2015 3 Growth Rate (%): 0 4 Design ADT at Design Year: 120 5 Percent Trucks: 0 Measured CBR Average: 5.3 Design Traffic Volume: 120 Design CBR: 3.5 Resiliency Factor 2 Soil Support Value 7 Design Pavement Index: 6.6 Total Proposed Thickness Index: 10.3 OK Material Equivalency Min. Max. Thickness, (h Value, (a) Inches Inches (a x h) Surface Asphalt Concrete(SM-2A,B, orC) (Superpave SM-9.5A) 1.5 1.67 1.5 3 2.5 rime& Double Seal or Blotted Seal Surface 0 0.84 0.0 Intermediate Asphalt Concrete(IM-1A or 1B)(Superpave IM-19.0A) 0 1.67 2 2 0.0 ... . . ......... ... Base 1 Asphalt Concrete(BM-2 or BM-3)(Superpave BM-25.0) 2.5 1.67 3 4.2 Full Depth Asphalt Concrete(BM-2 or BM-3)over Surface 0 1.60 6 0.0 Untreated Aggregate (21A or 21B) 0 1,00 6 6 0.0 Cement Treated Aggregate 0 1.67 6 6 0.0 Cement Treated Select Material, Type II, min. CBR=20 0 1.50 6 6 0.0 Select Material Type I & II, non-plastic, min CBR = 30 0 0.84 6 6 0.0 Select Material Type II, non-plastic, min CBR = 20 0 0.60 6 6 0.0 Soil Cement 0 1.00 6 6 0.0 Cement Treated Select Material, Type II 0 1.17 6 6 0.0 Cement Treated Select Borrow i 0 I 1.00 6 6 0.0 Base 2 Untreated Aggregate (21A or 21B) 6 I 0.60 4 8 3.6 Cement Treated Aggregate I 0 1.33 4 8 0.0 Select Material Type I, non-plastic, min CBR = 30 0 0.50 4 8 0.0 Select Material Type I & II, non-plastic, min CBR= 20 0 0.40 4 8 0.0 Soil Cement 0 1.00 6 8 0.0 Soil Lime 0 0.92 6 8 0.0 Cement Treated Select Material, Type II 0 1.17 6 8 0.0 Cement Treated Select Borrow 0 1.00 6 8 0.0 Total Proposed Thickness Index:1 10.3 1 5/24/2017 BEARING RATIO TEST REPORT VTM-008 (2005) 200 2 1---- , l 160 — 1.6 --- 1 AIM 1 I • / 1 j i 1120 - 12 .� f X W 4a co.Q I 80 4 0.8 , a. 40— — — 0.4 // I i/ I 01 I 0/ 1 0 01 0.2 0.3 0.4 0.5 0 24 48 72 96 Penetration Depth (in.) Elapsed Time(hrs) Molded Soaked CBR(%) Linear) Max. Linearity Surcharge Density Percent of Moisture Density Percent of Moisture Correction Swell (pcf) Max.Dens. (%) (pcf) Max.Dens. (%) 0.10 In. 0.201n. (In.) (Ibs.) (%) 1 0 101.3 100.1 18.1 99.8 98.7 27.1 5.3 5.1 -0.002 10 1.5 2 0 3 0 Material Description Max. ' Optimum USCS Dens. Moisture LL PI (pcf) (%) Brown and Gray sandy Silt,trace clay and gravel ML 101.2 18.1 37 7 Project No: 17G-238-019 Test Description/Remarks: Project: EastSide Old Trail Subdivision COT Standard Proctor Compaction Source of Sample: Petyward Lane Station 12+50 Sample Number: 11 Depth: subgrade Date: 5-18-17 BEARING RATIO TEST REPORT Geo-Terrain Organization Figure Moisture-Density Relationship Test 102.5 1 I I i 18.3%. 100.8 p . _ \ 1 18.1%. 101,2 pcf , i iI i 101 - I 1 -- I • • 99.5 U _ . 98 — L 1 . . \I 96.5 —' _.__-_—__.____ __ . _ ZAV for Sp.G.= _. . - . . .. ___ _ ______ 2,65 95 5 10 15 20 25 30 35 Water content, % —•—-Rock Corrected —0—-Uncorrected Test specification: ASTM D 698-12 Method A Standard ASTM D4718-15 Oversize Corr.Applied to Each Test Point Elev/ Classification Nat. %> %c p S G. LL PI Depth USCS AASHTO Moist. #4 No.200 subgrade ML A-4(6) 17.5 2.65 37 7 1.1 80.2 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Maximum dry density= 101.2 pcf 100.8 pcf Brown and Gray sandy Silt.trace clay and eravel Optimum moisture= 18.1 % 1 18.3 % I Project No. 17G-238- Client: March Mountain Properties,LLC Remarks: Project: EastSide Old Trail Subdivision COT ' I Ic Source: Pet)-ward Lane Station 12+50 Sample No.: II Geo-Terrain Organization . F; ure 9 Particle Size Distribution Report y 0 fop 8 g i T Ti r ji C 100 ( 1 I!11!1 11 i 1 I 11 I 1 . iI1 ' I 1 I 111 11 1 ', , I I 1tl' 80 ` i i �+ if 4 ' ! • 1 i • ! I I 1 ; I 1 i 'I ' ! ! i. ii ' I �'I, ;• 'i 1111 ( 11 1 , I :, 1 70 ' 1 1" !I i T1, 11 t , r I ! i 1 111 ! `II { L' ' �I 1 �� w sa —I i 11 1 11 i 111 ( II_ II . I ; I , ; i 1 I' , , . I; 1 I z i I ! 1 I I l it li II ' : 11 11 1' 1 ` ! 1 ' u- 1 1 1 I I II I I I I I 1: i- 50 - i 1 1 1 1 w 1 1 1 t i I I i I 1' cc ! I I . I I I I I I in a 40 't- 1 r i I 't I r I j ' HI! 1 1 I ! I I I I 1 l 1 li 0 1 1 i I I I I I 30 i I I 111 '1 1 I' I I , h ! I III 1 1 1 1 1 I , 20 I • I( I i ' 1 -1 I1 11 {L. L L . I1 L . 1 I f I I I I 11 I I I 11'1 1 I i ' ( I 1 1 1 1 I I I I1 1 I 10 1 , I I I i ' 1 I ' 1 I I hfi - o I II I . I ' Ilii III ; I 1 I ntt, i , too to 1 o.1 '\ o.os o.00t GRAIN SIZE-mm. Gravel %Sand 1 / %Fines +3 Coarse FI a ';Coarse Medium Fine I / _ Silt Clay 0.0 0.0 ]. 1.8 3.1 13.8 !',' 80.2 SIEVE i PERCENT SPEC.* P SS? iateriai Description SIZE FINER PERCENT (X■ ` __Jroovrr aand Gray sand) Silt,trace clay and gravel .375 100.0 4 98.9 1 #10 97.1 440 94.0 1 /'Q Atterberg Limits 460 85.8 j''�!� PL= 30 LL= 37 PI= 7 #200 t 80.2 a fr Coefficients D90=0.3259 D85= 0.2342 D60= r. D50= D30= D15= kil\f 0D10= Cu= Cc= Classification / V USCS= ML 12 RemarksAASHTO= A-4(6) 1 * (no specification provided) Source of Sample: Pety and Lane Station 12T50 Depth: subsrade Sample Number: 11 Date: 5-18-17 Client: March Mountain Properties.LLC Project: EastSide Old Trail Subdivision COT Geo-Terrain Organization ;_Project No: I7G-238-0I9 Figure