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HomeMy WebLinkAboutSDP200700155 Assessment - Environmental 2008-02-29 SHADWELL MARKET ALBEMARLE COUNTY VIRGINIA 1000 GPD ADVANTEX TREATMENT SYSTEM WITH DRIP DISPOSAL I { PROJECT #4259 • o P L T H OF . Li. • o RICHARD L. z 0 BLACKWELL III > ' NO. 024322 lv o�Fss! NAI E"G\� % ^.x .C =a;T E iN z; F.Ri 566 EAST MARKET STREET _HARRISONBURG, VA 22801 ,. Phone: (540)` 432-9555 FAX: ` b (540) 434-7604 �. I O • Trevi`siian Mountain 1358A o 1if o(ipi f:�ourta in 1.498 to 1� i \p , ' '). . 1j ) .\ f l � NN P ,,, ‘kl. \ (. IIt q 4 7 vJ — l \\ \\ o d. ,14 /— 4' t Q El \ (T.:7 /\ \\,„..,- s mil_' ) M-�,, i hU"4_RS , { �' f _ _ Jk E qy „E-- © Cam Branch• zso Shadwell �>� yl_..\, zso Marketer �— a �c� -� `Shad ell�/ � , ' Zf ----4 --------..,....ff ---2C / 3 ,•:. - -----)'1° c;:i"250 '4. ‘,......,..:1 .... I) sep Milton;.,,-:� L r ' BrN / -64-., tiw Sg 732' �� vCt ¢� r �Q =� -- Q �'{ 4*..,`"` 't R8Yi2D Ca pp►�� a� dt r'`°. °� <:: �. q t A l ccC. �f °t: p C9 •fit y rm' i. gQ- pa—t _, n- `.Cam 'Swannanoa /- -J P r ❑ . =�'�`', ,� /-' r % \ ��' � ��G`°mac ( II?2 P+ a5 ° -�E� ,f _-°� Qgr"• 2 G:�--`� ,�g) 1 ids. R ! ��� • O tom' ti S',G � t L rt f �c 3. eF C TSW Lo / 55�'" 4,` tic ` 7�9 LN 'f Henderson Creek QQ. oo W���'�f- -"VP Cott ,NE'H--'',,�'i,' P,F y �oo \ �i �h Pub 'fZ t y cot— o \ ff • f ` j "Y f 1. o. `� GNF�--� L GREEKRo it 1 lntistp + P< RPpI OLe s' G\I\l'k.k7Vk {i., ''''\..) Fj �h ! Lt'' v i \ f GNI 1998 DeLomie. Street Atlas USA Co' Engineering Design Summary Advantex Treatment"with Drip Effluent Disposal Shadwell Market Albermarle County,Virginia 4259 I. General Design Requirements 1 Domestic wastewater's generated from the facility will receive pretreatment in a settling'chamber(anoxic), then secondary treatment in a recirculating attached growth aerated biological filter (oxic) prior to disposal into a drip irrigation drainfield. 2. Wastewater generated from the property will flow as diagramed. 500 Domestic Facility Settling Tank ' -. mot ;.;: _.,. :�::.-,;;:..,. 500 — V V ' I Food Prep. d Settling Tank I Drip Irrigation Settling Tank w/ Pump I Drainfield A ' IAdvanTex I Drip Pump 1 (2) AX-20 ` System 3. Design Assumptions: a. Maximum wastewater volume, 7 days/week discharged from the facility is tabled below. ;• t%,4el�',' :.:' ,4,:1;_..: =5.... TE;?',F.,......- ` Design Upit #of Units gpd/unit gpd Service,/Convenience Store vehicles 100 5 500 food preperation 100 5' 500 1,000 b Pollutant concentrations and loads. a ° vehicles ' food preperation ' TOTAL I Flow gpd 500 500 1,000 .: "'=;,::. T= Conc. Load Conc. Load )Coric. Load ,,-: .,,; ,, mg/L lbs./day mg/L lbs./day mg/L lbs. ay BOD 240 1001 400 1 668 320 2.669 TSS 240 1 001 400 1 668 320 2.669 ' O&G 100 0 417 150 0 626 125 1 043 TKN 60 0.25.0 80 0.334 - 70 .0 584 Blackwell Engineering 2/13/2002 Page 1 2/13/2002 II. Primary Settling Tanks 1. The anaerobic settling tank volume is DonestiCTank : Interior Dimensions Units determined according to state and local Length (L) 5 41 ft regulations.'. The minimum hydraulic Width (W) _ 5.25 ft detention time shall be 24 hours based on Depth (D) 5 58 ft the daily flow rates. Volume 973 gallons FOttrf:00jOriK : Interior Dimensions Units Length (L) 5 41 ft Width (W) 5.25 ft Depth (D) 5 58 ft Volume 973 gallons 2. Anaerobic treatment tank average Solids Loading Rate (SLR) SLR =TSS/Surface Area 3 Calculate the Hydraulic Surface Loading Rate(HSLR) HSLR = Flow/Surface Area 4 Average Flow through Velocity (FV) FV = Flow-/(W(D-t-b)) 1 ' Top (t) 1 0 ft Bottom (b) 1 0 ft Calculations indicate that septic tank design size will be ' _:H,,.,. -x SLR HSLR' FV ;t, : .', ;;s>.. Ibs/ftz/day gpm/ft2 ft/s of adequate volume for accomplishing‘oil water separation ���:'"'-:; �V�y2°°'�, and pollutant reduction in the wastewater Domestic 0.035 0 0122' 0 00031 Food Prep. 0 059 0 0122 0 00031 Influent Percent Effluent 5 Expected anaerobic treatment D00#0`''1 I tank pollutant removals and Stream - Conc. Load Removed Conc. Load fit: `'u;"' �` mg/L lbs-/da mg/L lbs-/da - effluent concentrations and , , _ _ g Y Y loads. BOD 240 0 1 001 55% 108 0 0 450, TSS 240 0 1 001 55% 108 0 0 450 O&G. 100 0 0 417 80% 20 0 0 083 TKN 60 0 0.250 25% 45.0 . 0 188 Kitchein , = Influent Percent , Effluent Stream f";.a: ,Conc. Load Removed Conc- Load i%w,,,dlw; -'' mg/L kg/day mg/L kg/day BOD _ 400 0 1 668 55% 180 0 0 751 TSS 400 0 1 668 55% 180 0 0 751 0&G 150 0 0 626 80% 30 0 0 125 ITKN I 80.0 0 334 I 25% I 60 0 0.250 0004100-1 Effluent Strearti; ' ,Conc. Load .. . . °,.;''s :': mg/L kg/day BOD 144 0 1.201 TSS 144 0 1.201 O&G 25 0 0.209 TKN 52.5 0 4'38 Blackwell Engineering 2/13/2002 Page 2 2/13/2002 III. Secondary Treatment Unit 1 The AdvanTex processing tank (nominal Treatment Tank Exterior Dimensions Units 3,000-gallon) combines the benefits and Length (L) 9 42 ft functionality of a septic tank with a pump Width (W) 5 33 ft tank. The capacity of the processing tank's Depth (D) 5 00 ft first compartment is 2,670 gallons. The second compartment houses the AdvanTex - Interior Dimensions recirculation pumping system The capacity Treatment Chambers Settling Pump Units of the second compartment is approximately Length (L) 6 92 6 ft 1,100 gallons Width (W) 6.25 3 ft Depth (D) 9.25 9.25 ft Surface Area 43 18 ft` Volume 2,669 1,111 gallons 2. This design is based on the AdvanTex treatment system provisional approval and testing protocol, September 27, 2001, issued by the Division of Onsite Sewage and Water Services. The engineer has determined that GMP 114 is incomplete and the following additional requirements are necessary to protect the public and environmental interest. If the engineers requirements are,not complied with, then the engineer is to be held harmless upon system failure. Engineers Requirements a. The AdvanTex treatment system is to be properly installed as per manufactures specifications, see attached installations guide. b The AdvanTex treatment system must be operated to maintain secondary quality effluent as defined by VDH, Footprint Committtee c The option to distribute effluent before treatment shall not be acceptable, no matter what dosing type is used d A maintenance contract must be exicuted between the owner and a manufacturers authorized service provider who has completed training in the proper testing, troubleshooting, record-keeping, and cleaning of the AdvanTex treatment system. 3. System Operation: Description of Treatment Process Raw sewage enters the two-compartment processing tank throughits inlet tee. In the first compartment, the raw sewage separates into three distinct zones a scum layer, a sludge layer, and a clear layer A flow- through port in the tank's baffle wall allows effluent from the clear layer to flow, into the second compartment of the tank. The Biotube pump package in the second compartment, pumps filtered effluent to a distribution manifold in the AdvanTex filter Effluent percolates down through the textile media and(is collected in the bottom of the filter pod. The treated effluent flows out of the filter pod through the filtrate return line that returns the treated effluent to the recirculating splitter valve (RSV) The RSV also controls the liquid level within the processing tank. During extended periods of no flow, 100% of the treated effluent is-returned to the processing tank. The residential AX series filter have a passive vent system and do not require the use of a fan. 5 The AdvanTex treatment system " ,; _5,r,fp. Influent Effluent is expected to produce effluent ;'i,:;at Conc. Load Reduction Conc. Load quility below secondary levels, ;, ; ,' ;;.r,q mg/L lbs./day % mg/L lbs./day provided that influent residential BOD 144 0 1.201 ' 96% 6 0 048 strength wastewater flow from the TSS 144 0 1.201 95% 7 0 060 facility O&G 25 0 0.209 95% 1 0 010 TKN 52.5 0 438 90% 5 0 044 Blackwell Engineering 2/13/2002 Page 3 2/13/2002 , v IV. Drip Irrigation Pump System 1 The drip irrigation pump chamber is designed Treatment Tank Interior Dimensions Units to conform to the requirements as specified Length (L) 6 00 ft in the Sewage Handling & Disposal Width (W) 3 00 ft Regulations and with GPM 107 Depth (D) 9.25 ft Volume 1,111 gallons 2. Calculate the float levels, and run time settings. ;.: ' - �: : '' . M.j Drip Drainfield s�;;:z'� � ��r' `=:;fit �. �.- ,; -<x=. r = ;xr • = .,y Return I Units Supply Design Pumping Rate gpm 9 5 I 8 0 Dosing Volume gal. 42 Doses per Day 24 Pump Run Time min 4.4 Pump Rest Time min. 55 6 Float Switch Levels A2-9 Timer Enable . in. 24 0 A2-9 Override in. 73.7 A2-9 Alarm in. 76 7 Working Volume gal. 592 — Volume above Alarm gal: 250 , :. fi, >?y�;, v,s; `':rs '-,,-, ,�.; :. •;shy;;' ?,� ,',:'r .:'; ,r . :4�: � ... sa ,..,_ ..__.x.✓neY��^_ ,,. ..... ....... .. . ..,,°."x%"F .. ..,"s�i:�t.; „�._. ..,.°f ;„�"'. ..,.._. .../.a`,.. ... .. .. Pump discharge header size in.. 1.25, 1 00 Header Length ft. 250 250 Friction Factor(Disposal) ft./100ft. 2.14 xr Friction Factor(Flushing) ft./100ft. 6 64 4 62 Velocity(Disposal) fps. 3 10 ;;.); .w' Velocity (Flushing) fps. 5 71 3.27 Velocity Additional Flushing (Tube) ' fps. 1 04 1 Friction Head (Disposal) ft. 5 35 -,1.,.::. Friction Head (Flushing) ft. 16.60 11 56 Average System Pressure Head ft. ' 104.07 52.99 Drip Tube Head Loss ft. 15 02 15 02 Effluent Filter 1 5" spin filter ft. 2.10 4.20 Zone Valve Head 4402 ft. 2.22 5 38 Elevation Head ft. -16.75 -12.75 Total Head Disposal • ft. 112.00 -.. Flushing I ft. „ .'i =; 93.00 grade 86.25 1 00 zone valve ) -25 00 Elev , Head grade 111.25 / > • -16 75 A le-- 125 ►I 11.25 ' drip field water level ., T 2'00. (..7..) 100 00 base elevation bottom of tank 3 The drip irrigation drainfield pump and electrical controls are as tables below See attached pump and control specification for additional details. Blackwell Engineering 2/13/2002 Page 4 2/13/2002 Pump Flow Rate Head Horse Volts/ Discharge Manufacture Model# gpm ft. Power Phase Amps Size (in ) A.Y McDonald 22050P2A 9 5 112.0 1/2 220/1 1.25" NPT _...,... 1 :§,. ... ..,. .,..;:;,. 17 5 93.0 _z. ,._..., . 1-7_._-. . ,. _ ._,., ...:`"k.. Electrical Control Panel Manufacture Model# ball float' Hg float SJE Rhombus Controls TD1W114H-10E-18A 3 r 0 V. Drip Irriigation Effluent Disposal Drainfield 1 The surface drip irrigation network of lateral line occupy an area located by.a VDH official with the size of the area determined by the estimated soils percolation rate 3+�;`m 'r4 ,,,, : y Minimum Required r4,.,,>.;�" This Design 4 :..` ;A j 1-, Fes,,. ;.,:', ,..;y, ,.,,.,,_,.: Value Units .�r. µ ' §>:fi;=:4 Value Units ' Daily Design Flow Rate 1,000 gpd _ ;t. ,T 1,000 gpd Disposal Area Percolation Rate 80 min/in ;=:,: W; "_~ ,'� 80 min/in i Disposal Area Slope 19 %o ',,y:,x° ",`z:g emu- 19 % j_. Depth to.Estimated Water Table 24 in `£ -.7f:v.,;: -'"r=:.,-. 24 in Depth to Rock or Impervious Layer 30 in t. ,;_z:, :..;y�7- ,: 30 in Surface Area of Drip Drainfield 71 ft2 ,,,, t.-.- c. 5,850 ft2 Length of Lateral Lines 2,381 I ft rv4�„„.44 2 500 ft Number of Emitters 1,190 a; : -, =F'-� 1,250 Number of DripZones 2 '' '.: ,.,„ ^yi '�. 2 7; - ,r,� 5 Number of Loops per zone 5 t,. ,n= Number of Drip Lines Per Loop 2 *-- 2 Length of Loop Line 238.1 ft '"`' " 250 0 ft Flow Rate per Emitter 0 91 gph 4 „'% '~ "' 0 91 gph Average Zone Working.Pressure - 30 psi 'f`"t9 "' ":Try 45 1 psi Working Flow Rate per Zone 9 0 gpm '='', :�,`:.- ' 9 5 gpm Cleaning Flow Rate per Zone 17 0 gpm i ,x'=� b,,k .: 17 5 gpm Drip Tube Installation Depth 12 in Center to Center Tube Spacing 28 1 in Depth of Cover Fill Material 0 in Volume of Cover Fill Material 0 0 CY 2 Drip systems shall be installed in native undisturbed soils and should follow elevation contours. 3 Designs requiring the drip tube installation depth to be less than twelve inches(12") shall till the sod or ground surface prior to installation of the disposal field. 4 Small, undesired and-all hydroscopic trees within the drip disposal drainfield shall be removed prior to the installation of the drip tubing. Solid sections of tube shall be used around remaining trees or rocks End of Calculations • Blackwell Engineering 2/13/2002 Page 5 2/13/2002 Engineer's Cost Estimate Shadwell,Market Albermarle County, Virginia Treatment Equipment & Tank $19,247.00 - quantity unit cost * System Tank 2,500 gal 1 $3,500 00 $3,500 00 5,000 gal 1 \ $6,000 00 $6,000 00 ** AdvanTex AX20 - 2 . $4,500 00 $9,000 00 *** Drip Irrigation Pump A.Y McDo 22050P2A 1 $350 00 $350 00 *** Drip Irrigation Panel SJE Rhom4H-10E-18A 1 $325 00 $325 00 *** Float Switches A2-9 3 $24 00 $72.00 Piping w/ Fittings $2,448.23 pipe field verify size (in ) len•th ft.) unit cost *** Building to Treatment 6 0 80 $2.00 $160 00 *** Treatment piping 4 0 20 $1.20 $24 00 *** Drip Irrigation Field supply piping 1 25 320 $1.20 $384.24 *** Drip Irrigation Laterals 0 5 2,500 $0.40 $1,000 00 *** Drip Irrigation Return Piping 1 00 290 $1.20 $347 74 *** Air supply 2.0 50 $1.20 $60 00 *** Zone Valve r 4402 K-Rain 1 $130.00 $130 00 *** Flush Valve 2 $12.00 $24 00 *** AirNacuum Relief Valve 3 $5.00 $15 00 *** Ball Valve 1 00 3 $5.00 $15 00 *** Spinloc Connectors, ' 40 $0.65 $26 00 *** Flexable PVC 0 5 140 $0.65 $91.00 , • *** Couplers 5 $0.25 $1.25 *** API Spin Clean Filter 1 5" 1 $170.00 $170 00 *** PVC Vent Pipe .6 10 $5.00 $50.00 Disposal Field Cover Material $0.00 CY 0 0 $75 00 Contractor (labor& equipment) ( $10,847.61 @ 50% of materials costs i Engineering $3,250.00 -TOTAL ESTIMATED COST $35,792.84 This is an engineers cost estimate,the purpose of this estimate is to assist the property owner I� and the contractor in establishing actual project cost. Owner and contractors should verify equipment and materials cost prior to construction. i * Allied Ready Mix, (800) 868-8386, Craig Shrewsbury '** Paul Small LLC, (800)965-8411, Paul Small *** May Supply, Harrisonburg,800-296-9997 Mike Heatwole Blackwell Engineering 2/13/2002 Page 6 2/13/2002 5m /01/27/2002 17:28 804293E GETINC PAGE 01101 ! tti{.i 4 1 f }. t, 1 ` 1 S S ; t t.:trl�` _— — — NAL.�l�y_p,- 1 1ii ! t � l 1 � ' t1 i i sl 11�\ t;�- i 1 .' . ? :•t 1,I ;?I I Post-Jt'" brand fax t ansmiI t 1 , : ; 1 411; y , j ,i°; ttaf memo 7671 of pages ►■ ! �� \ ' ' .11•\`\�1t\,11! , 1\� 1'1hilif / from I 1 1• i . , f 1 !! \1, 11t \4:`1411\'1;i1\,1-`\1 \i\l Dept .i 1 • 1 '`•` \Y1 s t I i .' itJ1Jt \\:.1` 1 '11ti1'' ' ,S1y'1'" 11t1it` ti▪ \` \`�11:'"t1 , ` \ \� 'I k,—\��,\' `��•\\�\\N ► Ilf ; 1111 \"t4111\il-; `:11 ,, 1',\ 11- . , �,. :`� \ ..;, ��\` \, { I 11 1 I \ 1 �; 111• ,\\ c1\'\1, , h1 • 1i ', 1 i : \ 11 \\�\\�\�\ \, fl � ' ri � f ' 1 ! 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'ems 33 �i' 'r •.� '`` — — — • • �r.— t' = = IS e • C1► I P° \ .,\\ \\Vi� l sulcK ENGINEERING TOP 0 ' SHEET' -..., 566 EAST MARKET STREET j HARRISO,tBURG, VA 22801 SHAD WELL ELL MARKET Phone: (54') 432-9585 T FAX: (540) 434-?$, 5 SCALE •DATE1-0ES.:7 BP: DRAWN 8'r: CHECKED BY: PROJECT f: i"=5E3' 1/Z?✓Zflp2 TWW RLB 11I 4259 Received Tiine Jan , 21 , 5 :41PM C Oo Gov / / \/ `cd //G° �° �` /-__ 0 O // 7o - 1Z" o /v 7 /-j '%/- , / �- ''/ \v�o( GOoo // / 7 /// /. V - , -- qi z/ -/ OOOo °_0c,r') ~ , -/ -:/ ' / GOO /Z7 / / '/ - ` ( (617 /r.' /. , - i _ .,-- , ZZ7 ,,c-ejsrn v 2i-i 1 33 • / 0O° / 7 I j! r — ; lk , o°•sac / / / / 0o o G /// / �/ / � ZZ / ,3 )0,-<, 7> z \ '. 4(P , es 0 00 • z .-, / \. ® , O _ •-_ Z Z,7 I \ , 5 \ _7 - /6 . o /// — ���f Ys- ' 4)4` 9---- -4-PO4((-Pc- ----- 7 _.--1, --. / , , 6 - 7 \F' 6 o .jl j z% 5=f; / , 5° - /� \� / ' 7 / Z /�` ' %i i _// / /- , / ,/ J/' I • I if , l i ii �. ; `t Scale 1"=20' - Soil P• o Profile Hole J - _� ` Soil Profile Hole Locations �� \ -- ---__. r{,u Potential Drain Field Site --------_____ I: Shadwell Store Luck Stone Property`'�, �� '� p rty across Rt. 25.0 �, ���.. _ 3 5 U Albemarle County i _ -- -- —___ _ Gooch Engineering & Testing, Inc. - - - - 13 05 Carlton Avenue -----"--- ---- -� - � - --- .- -_- ___ ----_ __�` Ch arl nttevi 11 P V;ram;,-,;q o )Q n ) e Soil Profile Shadwell Store Luck Stone Property across Route 250 Albemarle County Hole Depth Horizon Material Description Soil Texture (in.) Group 1 0-24 Bt Red(2.5-YR 5/8) silty clay loam 3 24-37 Bt2 Yellowish red (5YR 5/8) clay loam 3 37-44 C Light olive brown (2.5Y 5/8) loam , 2 44- Cr Weathered greenstone (hand auger refusal) 2 0-3 BE Reddish brown (2.5YR 5/4) clay loam 3 3-24 Bt Red(2.5YR 5/8) silty clay loam 3 24-33 C Light olive brown(2.5Y 5/8) loam 2 33- Cr Weathered greenstone (hand auger refusal) 3 0-20 Bt Red (2.5YR 5/8) silty clay loam 3 20-29 Bt2 Yellowish red (5YR 5/8) clay loam 3 29-45 BC Yellowish red(5YR 5/8) clay loam and light olive brown 3/2 (2.5Y 5/8) loam 45- Cr Weathered greenstone (hand auger refusal) 4 0-6 BE Brown (7.5YR 5/4) clay loam 3 6-27 Bt Red (10R 5/8) silty clay loam 3 27-42 Bt2 Yellowish red (5YR 5/8) clay loam 3 42-48 .0 Light olive brown(2.5Y 5/8) loam 2 48- Cr Weathered greenstone (hand auger refusal) 5 0-3 BE Reddish brown(2.5YR 5/4) clay loam 3 3-20 Bt Red (2.5YR 5/8) silty clay loam 3 20-33 C Light olive brown(2.5Y 5/8) loam 2 33- Cr Weathered greenstone (hand auger refusal Soil Profile Shadwell Store Luck Stone Property across Route 250 Albemarle County Hole Depth Horizon Material Description Soil Texture (in.) Group 6 0-18 BE Reddish brown(2.5YR 5/4):clay loam 3 18-30 Bt Red (2.5YR 5/8) silty clay loam 3 30-57 C Light olive brown(2.5Y 5/8) loam • 2 57- Cr Weathered greenstone (hand auger refusal 7 0-5 BE Reddish brown (2.5YR 5/4) clay loam - 3 5-26 Bt Red (2.5YR 5/8) silty clay loam 3 26- Cr' Weathered greenstone (hand auger refusal) • • Soil Information Summary Shadwell Store Luck Stone Property across Route 250 Albemarle County 1) Position on slope information—Position satisfactory, side slope 2) Slope— 18% 3) Depth to rock/impervious strata—Max.—48 inches Min.—33 inches in vicinity of holes 1-5 4) Depth to seasonal water table—48 inches+ 5) Free water present-No 6) Soil percolation rate estimated— 80 @ 12-18"in vicinity of holes 1-5 ) APPENDIX F r J'a "Ye- 1.4,1 • J `N %.%\V 040