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Home My WebLink About20060843 Ver 1_Wasterwater Treatment Plans_200708161 1 1 1 Soils, Geologic, and Hydrogeologic Site Analysis for the Proposed Wastewater Infiltration Pond Sites Majestic Oaks Hampstead, Pender County, North Carolina Three Dimensional view of Pond 1 and Pond 2, loading 60,000 gpd at 6 years ~~ ~ ~ _„-„ .' ~_ '~ Apri117, 2007 ~,;;'•~ Prepared in Support of: Joseph S. Hill, Jr. And Associates EDWIN ANDREWS & ASSOCIATES, P. C. CONSULTING HYDROGEOLOGISTS & SOIL SCIENTISTS P.O. BOX 30653 r RALEIGH, N.C. 27622 ~ ~,~L{ ~~,~ ~~ ~' ~ ' L~, k ~ ~ 2007 AJG 3~EhIR -WATER Lli;<~l1Tl' 1HETt.ANO~ ~;JD STf?;ia~+tATwR E}RANCH I{YDROGEOLOGI' GEOLOGY ENVIRONMENTAL SCIENCES SOILS EDWIN ANDREWS & ASSOCIATES, P.C. CONSULTING HYDROGEOLOGISTS AND SOIL SCIENTISTS P.O. 130X 30653 RALEIUH. N.C. 27622 - 0653 1 PHOM? (919) 851-7844 FAX: (919) 851-6058 April 17, 2007 Mr. Don Millard Deuce Investments, Inc. P.O. Box 595 Selma, N.C. 27576 Re: Soil and Hydrogeologic Assessment for Permit Application Infiltration of Tertiary Treated Wastewater with Nutrient Reduction ~ Majestic Oaks Subdivision, Pender County, NC EAA Proj. INF-0507 ' Dear Mr. Millard: Enclosed is the report entitled "Soils, Geologic, and Hydrogeologic Site Analysis for the Proposed Wastewater Infiltration Pond Site, Majestic Oaks, Pender County, North Carolina" The evaluation provides the disposal analysis for 60,000 gallons per day of tertiary treated wastewater into two infiltration ponds (total 0.65 acres). Pond 1 is located in an area currently permitted to Hampstead ~ Center Associates LP. Pond 2 is located in the area currently approved as a storage pond (WQ0030088, permit issuance date September 28, 2006). This report also evaluates solute transport for wastewater with a total nitrogen of 7 mg/L or less. ^ If you have any questions, please call us at (919) 851-7844. ~ Veiy truly yours, Edwin Andrews & Associates, P.C. (~,~~.Q.Q.~. ~ ^ ~a ~~ Analee H.~~~~~~~~~:~~.G. Pro j ect ~.~~al}~~.~'' ~,, 0 f a ~~ `i s a °~ w ~ A. °" u n encl. ,,~ „ ~Y°~:'-• 0 a,'= '~ '~ x'31+ 1~ C Y^~ !n. f J ' ' w f t G~}~N r G .1 J 1 4 ', ! L ^ ~- ~ Edwin E. Andrews I,II~,~ C,~~ N~C.L.S.S. ~~~`°`,~I+C~on~i}l~ingHydr~ ~i`,'~ Scientist 7 1 i' i "~ '1 Q ~ t ~ n .f~ j i ~ ~ ?~ ~. ~/ ~~~. ~is. ~'r I'~a t " 3~a~'i~~~ ~1 r~ . , / ~'~ 1 t. t 1 Y M1~ ~ ! . ~ o+ t SJ P~ >~ ,~ P` ~.'~ ~ m M •~ s t { tt R ;" y~ ._. ~.. ~/~~.. i..' a w\• Hydrogeologic and Soil Investigation Majestic Oaks, Pender County EAA Project No. INF-0507 3.0 - HYDROGEOLOGY: 3.1 General Hydrology: The hydrogeology portion of this evaluation focuses on the ability of the treated wastewater to drain into and through the soil, then laterally into the hydrologic cycle. This vertical movement is characterized by infiltration rates. During infiltration, water gravity-drains from the infiltration pond through saturated interstices into the water table aquifer. As the water reaches the water table surface, the water table surface rises as a result of the new water (mounding). All of the soil horizons will be excavated. and removed, minimizing the influence that restrictive horizons will have on water movement. Therefore, lateral movement and mounding control the loading volume of the ponds. This has been quantified by direct aquifer testing and model calibration to water level measurements collected from the piezometers. The initial aquifer coefficients of the surficial aquifer were used to develop a modeled simulation of the system, which were modified by the calibration process. A confining unit was encountered within 20 feet of the land surface in the area around Pond 2. The water level fluctuates as a function of recharge (typically rainfall) and discharge by evapotranspiration or base flow to surrounding surface water streams. The height and shape of the water table surface is a function of the aquifer coefficients, recharge, and outlets, therefore the measured water level elevations provide confirmation of the conceptual model prior to computer simulation. 3- 1 Hydrogeologic and Soil Investigation Majestic Oaks, Pender County EAA Project No. INF-0507 3.2 Water Table Contour Surface: The water table surface is generally influenced by heterogeneity in the soil matrix, recharge, water table aquifer characteristics, surface drainage, and surface permeability. The water table contour map shows the influence of the unnamed tributaries to Mill Creek as the groundwater flow is generally to the south (Figure 3 -Water Table Contour Map). This water table information was used to calibrate the model for the non-loading conditions. The MODFLOW simulation in this evaluation considers the rainfall and evapotranspiration as dynamic variables. The calibration to the synoptic surface does not reflect all of the drainage and evapotranspiration fluctuations. Generally, the piezometers used in the preparation of the water table contour map serve as the basis for calibration for the MODFLOW simulation, allowing for seasonal evapotranspiration, average rainfall, and estimated drain conductance for the drains and streams. The model was calibrated using data from a synoptic water level evaluation in both September 2005 February 2007. To calibrate the differences between the two sets of synoptic water level data, evapotranspiration was adjusted for the appropriate season. 3.3 Unsaturated Thickness Mapping: The depth to water and the water table contour was determined from a synoptic measurement of two water level wells in the vicinity of Pond 2 from the July 2, 2006 report along with four water level wells and one pumping well in the vicinity of Pond 1 in March 2007 (Table 4 -Water Level Data). 'These water levels indicate the area's water level elevations range from 21 to 28 feet above mean sea level. The expected seasonal high water table in the vicinity of the infiltration ponds is not within one foot of land surface, therefore the system will function as modeled by utilizing a pumped dewatering system in the sandy aquifer. 3- 2 1 1 t t i i i Hydrogeologic and Soil Investigation Majestic Oaks, Pender County EAA Project No. INF-0507 The water levels taken from the July 2, 2006 report reflect conditions expected in the summer (high evapotranspiration with rainfall loading). The water levels reflected in early March 2007 conditions expected in winter (low evapotranspiration with rainfall loading). The depth to water ranged from 2 to 5 feet below land surface (Table 4 -Water Level Data). Actual isopach thickness contours will probably reflect localized surface features such. as line sinks or ditches that run through the site. The depth to water should be greater during the spring, summer, and fall months due to regional evapotranspiration. 3.4 Aquifer Hydrology: Two sets of aquifer test wells were utilized from the previous investigation (report dated July 2, 2006). Additionally, one set of aquifer test wells (pumping well and observation well) were installed in March 2007 by Groundwater Well and Pump Company using a washdown method utilizing potable water to optimize well hydraulics. Aquifer Test (Waterloo Hydrogeologic, Inc.) was utilized to generate a curve which is subquently hand matched to the Type B (late time data) Curve of the Neuman method for unconfined aquifers. "Type A Curves are used for early drawdown data when water is released from storage. The hand match completed by Edwin Andrews and Associates, PC,utilizes late time data because the effects of gravity drainage are minimized. The Neuman solution requires the drawdown vs. time data at an observation well, distance between the pumping and observation wells, and pumping rate. These are listed below and indicated on each analysis (Table 5). Aquifer Test uses the match point coordinates to solve to transmissivity (T) and specific yield (sy). Transmissivity is a measure of how much water can be transmitted horizontally in an aquifer and is directly proportional to aquifer thickness (b). The aquifer test analyses indicate estimated hydraulic 3- 3 Hydrogeologic and Soil Investigation Majestic Oaks, Pender County EAA Project No. INF-0507 Using the calibrated results, a transient state model was prepared fora 20-year operation of the infiltration pond. The permitted capacity of 60,000 gallons per day was loaded into two ponds at the following loading rate (Table 1 -Pond Summary): Pond 1:35,000 gpd over 15,712 ftZ results in a loading rate of 2.228 gpd/ft2. Pond 2: 25,000 gpd over 12,540 ft2 results in a loading rate of 1.994 gpd/ft2. Monthly rainfall from Pender County and evapotranspiration data from Wilmington were used in the model to simulate water level fluctuations during the 8`~ in 10 wettest years (Table 3 -Rain Data). A drain system was assigned to the model around the ponds at an elevation of 10 feet (above mean sea level). The drain was assigned at a di stance of 100 feet from the edge of the maximum designed water level in the ponds. The water level in the center of Pond 1 showed increasing water levels during the wet season (2754 days) to an elevation of 27.9 feet above mean sea level. The water level in the center of Pond 2 showed increasing water levels during the wet season (2760 days) to an elevation of 32.0 feet above mean sea level (Figure 6A to 6E -Mounding Analysis). Therefore, the berm elevation should be constructed higher than elevation 30 feet at Pond 1 and 34.0 feet at Pond 2. Mounding in the model was determined by subtracting the water levels calculated in the calibration model from the water levels at each time step (Figure 7A to 7D - Drawdown). Zone budgets for a maximum loading using the pond is shown for the time period of 2,250 days. The zone budget of the flow into the drain around Pond 1 is 86,342 gpd (1 1,543 ft3/d). 'hhe zone budget of the flow into the drain around Pond 2 is 95,901 gpd (12,821 ft3/d) (Figure 9 -Drain Budget). The zone budget includes all groundwater flowing into the zone. The control pumps are to be designed by the engineer and should be able to accommodate this volume to adjust groundwater levels after a large rain event. 3- 6 i 1 1 1 1 1 1 1 1 1 1 1 1 Hydrogeologic and Soil Investigation Majestic Oaks, Pender County EAA Project No. INF-0507 3.6 Solute Transport: A MT3D solute transport model was completed using 7 mg/L of nitrogen after infiltration. Basically, the model reveals that total nitrogen accumulates with advection and dilution with the plume of contamination extending toward drainage to the drain (Figures 8A - 8F -Nitrogen Loading). Main factors that will attenuate the effect of nitrogen are dilution (water table exposure to rainfall recharge), adsorption, and microbiological digestion. Due to the proximity to surface drainage such as the unnamed tributaries to Mill Creek, it is important that treatment be adequate as a non-point source to surface water. The model shows that there will not be groundwater degradation below 15A NCAC 2L limits provided that nitrogen is reduced to 7 mg/L at the treatment plant. 3- 7 1 1 1 1 Hydrogeologic and Soil Investigation Majestic Oaks, Pender County EAA Project No. INF-0507 4.0 CONCLUSIONS AND RECOMMENDATIONS: 4.1 CONCLUSIONS: This analysis has evaluated the soils and hydrologic characteristics of the proposed wastewater disposal system for the Majestic Oaks Subdivision, Pender County, North Carolina. The infiltration pond areas consist of soils most like Baymeade, Foreston, and Goldsboro which will be excavated during the construction of the pond. The ponds should be excavated a minimum depth of 6 feet at Pond 1 and 7 feet at Pond 2to adequately remove the overlying restrictive soils. The pond sites should be inspected prior to use to ensure infiltration capacity. To accommodate a wastewater volume of 60,000 gallons per day, Pond 1 should be loaded at 35,000 gpd (15,712 ft2 pond) resulting in a loading rate of 2.228gpd/ft2, and Pond 2 should be loaded at 25,000 gpd (12,540 ft~ pond) resulting in a loading rate of 1.994 gpd/ft~. To control groundwater levels, the pond should be surrounded with a pumped drainage system set 100 feet away at an elevation less than 10 feet above mean sea level. Groundwater quality will be protected by nutrient reduction during wastewater treatment. Therefore, the wastewater is restored to comply with groundwater standards at the review boundary without relying on treatment through the soil horizons. The loading has been modeled using an effluent concentration of 7mg/L fora 20-year operation period. The modeling shows that the disposal system will function with the controlled drainage. A method of controlling the groundwater drain such as valves will help manage levels in the infiltration ponds. Also, a supplemental water supply should be used to maintain an 4-1 Hydrogeologic and Soil Investigation Majestic Oaks, Pender County EAA Project No. INF-0507 attractive pool elevation until the treated wastewater flow is available if these ponds are to be used as an amenity. The infiltration ponds should use level control devices to operate the pump system. 4.2 RECOMMENDATIONS: The recommendations resulting from this analysis are summarized as follows: • The infiltration ponds can accommodate 60,000 gallons per day by loading 2.228 gpd/ft~ into Pond 1 (35,000 gpd) and 1.994 gpd/ft~ into Pond 2 (25,000 gpd). • Provide treatment at the wastewater treatment plant that will insure that the groundwater will not be degraded at the compliance boundary (Total Nitrogen 7 mg/L or less). • Ponds should be excavated a minimum of 6 feet (Pond 1) to 7 feet (Pond 2) from existing land surface to ensure restrictive soil horizons have been removed. • Pond sites should be inspected after excavation prior to use to ensure infiltration capacity. • Maintain the bottom of the ponds periodically to ensure infiltration capacity is maintained at the modeled loading rate. • Berm height should be built to a minimum elevation of 30.0 ft above mean sea level at Pond 1 and 34.0 feet above mean sea level at Pond 2, which is 2 feet above the modeled maximum water levels in each pond. • A drain should be installed at an elevation of less than 10 feet above mean sea level around the ponds so that groundwater levels can be managed to maintain stable levels in the infiltration ponds. 1'he drain should be configured 100 feet from the ponds. 4-2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Hydrogeologic and Soil Investigation Majestic Oaks, Pender County EAA Project No. INF-0507 4.3 LIMITS OF INVESTIGATION' Data presented in this investigative report represent isolated data points. Conclusions of this report, including maps, calculations and models, are based on extrapolations beriveen data points and on subjective hydrogeologic, geologic interpretation, therefore, may not be completely representative of all conditions in the study area Conclusions and recommendations of this report are based on best available data, collected within budgetary constraints of the original proposal. It is the premise of this effort that the information collected and analyzed is representative of a reasonable effort to understand and solve the existing problem. No guarantee is expressed or implied that new or additional data will not be required at a later time. Submitted April 17, 2007 a.~mes";taaa~ea ~ ~ a "o q ~ y r r f ~ ~~ ~ ~ ~ ~'~~~~/~~~ /~/~/I ~4/~ j/~/ ~ l S ' v~'L~. J e el. n tj ~ ~ Analee H. Thornburg, P.G. r a b~ ~ ~ ~~~~ ~ ~`~ " ~ . Project Hydrogeologist for /~rJ `~'' ' EDWIN ANDREWS & ASSOCIAT`~~^; a~.~~°=~ ':~~~~- - .,;,-- .. a~~ Andrews III P G Edwin E ~` ~~ "` >~°'r°~ °~~_~ ~n~°°• ' ~Y `'~ `° , . . . Consultin H dro eolo Ist for g Y g g ~^^ ~'` Y tom' - ~~~ " <~ ~f~ „tiY,~ ;., ; ,~ ~ ~ - ~ ,, , ,,. . - ~ ~.~ , ~ fl ~.~, ~ U EDWIN ANDREWS & ASSOCIATES; ~ C. ~~~~~, ~~ ~7 ~ ~ {' ~ " ~~ :~~ `P a dr Lr's ..~, = s i s ~ ~ kl ~~ r eay ; c' ~ ~ tl " a s ,o ~. `\ _ . ., ti u "'av un ;; ~~~r ky ~'"`+y ._~_,,, ~~~yr '' id at i ~ ~ A M „+ ",'r~ fit! ~~ ~,r~~~ ~ 0. A~ ~ ti `~~ ~~ ~~ ~~~ . I/, $ ''l~ri: al4S1E' 4-3 Figures s~~p ai~salpy~ LOSO-3I~II 'ol~I ~aaload ~g~ s~si~uaiaS IioS pug s~si~oioa~o.zp~H ~ut~Insuo~ Baal OOb = Maui i =aipaS `sa ~iaoss u~ snnaa a uin~ d~~ a~iS '~.d ~ ~ P P ~ P~ i azn~i~ ~"~ F--~ F--~ ----~ 0 ,~ o o ~ o 0 X23 ~ ~%, ,~ O 0 0 p ~,; cn ° e~ 3 y 3 v: [- in F- y a~i ~ v L (1y-~ '.~T Q `~. `, ~ C~ ~ y C2Ci J ~ ~ • L! ® gg~ 6 ~ ~ i r ~ ~ ^~ ~ ~ ~ i ~ ~ ~ r ~ ~ ~ i o aafo.z uor7 pooh - s~~p at~sa~~~ LOSO-3I~II • ICI ~ d Fl~~ s~st~uatas jtos pug s~st~ojoa~o.zp~H ~ut~jnsuo~ d~~ jtos ~aa~ pp~ = uaui t ~aI~aS -~•a `sa~~taoss~ pug sma.zpu~ u~mp~ Z a.zn~i~ T W rr ~ J ~. . M--~ H O ~J V L f L • s ~ ® • I ~~ ~ 227000 I ' ~ 226500 - i 1 ' 226000 225500 - 1 1 225000 9~~ O P ~1fTim Romar~j~C~lit 1 ate. ~~ J~ O~ 2390000 2390750 2391500 Figure 3, Depth to Water r Majestic Oaks Edwin Andrews & Associates, I'.C. Scale as shown Consulting Hydrogeologists and Soil Scientists EAA Proj. No 1NF-0507 {1fTlrr ~S ~~ Rum n~b0~i (cQ~l ~~ 7~~~.~5 0 ft2} 227000 226500 2390000 2390500 2391000 2391500 X18;\ ~_ ~-,a {\fTi es IVoW Rom n~b0~i0~c0~~ ~~\~\~~~~~ 1~2~ ~Q f~2~ {\fTim ~i~~/ Rom~n~~0(iQ 1 15, 712 ffi~'.~ ~~°~. z ~% / \ _;~~~ ~_ _ . ~ \ 1C~ ~, ~ . ~ ~ ~ ~ . r r ~ ~ ~ ~ ^~ ~ ~ ~ ~ ~ ~ ~ EDWIN ANDREWS & ASSOCIATES, P.C. Figure SA, Model Grid with Drains Consulting Hydrogeologists & Soil Scientists Majestic Oaks rr rr r r rr r r~ rr r rs rr rr rr r rr ~r r~ rr rr i N~ -_ I _- i N ~ T N (V \ , i ; ~.a ~ ~ ;~ - '~ / I.~ ~~ t i ,~:. ~ °~ .~ ~ '~ ~- o -~o ,.~x ~ \ , P18 ~ ~ ~., 1 i t '~.~ n ~ ~- - _ ~~ , e. _ 1 ~ \ ~' ~ '~ ___ t l/ ~~ ~ i~ ~ i ~ ~, -. ~ PUiA!v'nFiH~LL ~. ~, ~ ~ i~ 0. r', ` r r - _ _ t ~ . ;~ ,_ ~~ ~~ ~ ~ l ;' _ ~---- - ~ ~~ ~~ (1r -~ ' % i I i % /~ _ ~ ~- ro--I ~ -- P 2G,1 ~ I ~ / ~ f ~ ~ ~ ~ ~ I ~. rf '/ - ~ III A - ~ ` _ ~`'---- i -__._ :~~ .. .. ` O / t` \ - \ T ._ 1 /_ ~, ~ °, , ~_ ~ 1-' o l W ~ r r ~ -~- i i -~ .. ~~ w i w,_ ; __ c~j i ~ :; , ., ., '. ;~ V ~\ 1 i ~~~ fi ~~ EDWIN ANDREWS & ASSOCIATES, P.C. Consulting Hydrogeologists & Soil Scientists 1200 1500 1 Figure SB, Calibrated Water Levels Majestic Oaks 21 . . . . . ~ r ~ ~ . . . ~^s . . . . . . a m m 2 _m U U Residual: -0.55 (ft) at P18/A Residual: -0.135 (ft) at P1W/A jual Mean : -0.138 (ft) Residual Mean :0.313 (ft) EDWIN ANDREWS & ASSOCIATES, P.C. Consulting Hydrogeologists & Soil Scientists Figure 5C, Calibration Graph Majestic Oaks ^ Layer #1 I - 95% confidence interval 95% interval Standard Error of the Estimate :0.127 Root Mean Squared :0.34 Normalized RMS :5.455 Correlation Coefficient : O.S 21.75 23.75 25.75 27.75 Observed Head (ft) Num. of Data Points : 7^ ar r r ~r r r ~r rr r~ r~ rr r r r~ r r r ~r r -- -- ---- ------_ N r 1 f Y ~. 3 .Tk ~~ .t 5C ~ ~4'" C' 'FZ~e~.' _ Y~ _ u~' k „ :~ ~ .' . ~ f ys. v ~ ~. N o-:5 ~ `3 ~ ~ - ! k ~~ \ ,` dig q .. ,. °= z ,,n~a ti .. . ay~.° ~ .fiq~ .. _ - ' m a aa' ~ q . '3 ~- * ~ ~ a ~. -. ~: _ '~~ - ,~ ~ ~ . ~~p ~ ryll ~ ~~ MM ~ ,t r H +~` t .. t - ~ ~ ; O Jt .. ~ '~'Y ~"~'~ . y~Y "~''... ~ ~., ~~, ~ ,~ ~ P34! µ 1 '" Pl~iB1.£ITMFi NULL ~ O T '~%°y ~~•y~~ ~ 4y Q µ ,~ ., _w v T ,YM ~~ ~, "'~"'y .. _.. °~" m ~ is z~, a- 'y ~ ~ . *~ ~. r . . la ~ ~. e r `~ ~ y / 3 r..t r ~ ~ '~ ` „ " ~ ` ~ ~ V~ _ / v+ ~ ~ ..~ ~ a1 r f~ ~~ ~ u a j ~," -~'r ~ P1N O ~" ~ ~ # { . ' ~~ y; ~ ~ ~ _ J o ~ ~ f ~~ ~ m ~U -- - -c 112 ~ T 30G 600 r 900 EDWIN AI~~DREWS & ASSOCIATES, P.C. Consulting Hydrogeologists & Soil Scientists m m= r m m m m m m=== m m= m m ~ ~ ~ ~ ~ ~ ~ ~ ~ r ~ ~ ~ ~ ~ ~ ~ ~ ~ s ~ ,~ -- - ht Blue - 1 ft/d Li ht grayy - 6 ft/d, Dark teal - 3.5 ft/d, Light teal - 0.4 ft/d Dark blue - 0.4 ft/d, White - 10 ft/d ray - 4 ft/d, ~urp~e - 1 ft/d Kelly green - 0.01 ft/d, Light teal - 0.4 ft/d, olive vreen - 0.01 ft/d -~0 ftid_ EiriQht arPPn - 5 R/rl ° N P. N ~~;~, Xk 1 y,~'1"~~~ j ~ (I~~ i ~nductivities Cross Section South (left) to North (right), Column 100 s ht Blue - I ft/d Li ht gray ~- 6 ft/d, Dark teal - 3.5 ft/d, Light teal - 0.4 ft/d. Dark blue - 0.4 ft/d, White - 10 ft/d gray - 4 ft/d, )3urp~e - 1 ft/d, Kelly green - O.U 1 ft/d, Light teal - 0.4 ft/d, Olive green - 0.01 ft/d ~10 ft/d. Brieht green5_ft/_d __ . ~ ~ r ~ r ~ ~ ~ ~ ~ s ~ ~ ~ ~ . ~ ~ M li ~ I~6 ~~ ~~ d f _ ~ itI` I ~4 ~, ~ .i N ~ i ~I !~ 1, N EDWIN ANDREWS & ASSOCIATES, P.C. Consulting Hydrogeologists & Soil Scientists 1 1 .. J _ _ _ T. _ _ 2000 4000 Time [days] Figure 6A Time vs Water Levels Majestic Oaks 6000 i ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ i ~ ~ ~ ~ ~ EDWIN ANDREWS & ASSOCIATES, P.C. Consulting Hydrogeologists & Soil Scientists Figure 6B, Modeled Water Levels 1020 Spring Wet Year Majestic Oaks EDWIi~r ANDREWS & ASSOCIATES, P.C. Figure 6C, Modeled Water Levels !~ 1110 Summer Wet Year 'Consulting Hydrogeologists & Soil Scientists Majestic Oaks ~ i ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ i ~ ~ i ~ ~ ~~ \ ~ -- ~ i kr t ~~~ ~ ~` ti w~~~' r ~. ,:.,., N `,S = .. ~ ~. ~r .. ~ r ~`-\ ~,; ~- °J o -,- ,. ~ , ~ rn ~ ; ~~ ~ ~-. . ~~ ~~ _, .,~; / ~ .. i ~~ / A \ ~: _ ~.. p~o_ a ,. /' f , _ ~ .,,h.~ ~ ~ ~..~ i'' i ~\'~ ~`. ._ - , ~ ~ `~ ~, '~ ~ ~ ~ ~. ~~ ~ , `\ '+ ~ ~ ~ '~`' J'~~ ,~ / `~ I ~ " ~''~~ ~ `~`,-r---~ -~` ~ ~ ' ~~' / I 1 ~, ~ ~r ~ ,' %~ ~ - ~,~' .. ,~ ,., ~ ~~ ~~ ~ I i d~ Pbi^.~=:NG ~FE~.L I ~~ ~ _,x F.__ tai ~~ ~ ~ ~ ~T~ ~ 1 -~' ., ~ \ ~ +fl/ /! -. ~ ,:: ,. \ ~ I l t~ 3 1, l ~~ i, i r{f 111 Y.. r l -..`~;, h ~ J~.. fir','/ f ~ / /~ / ~~ /^.~~~ ~ ~/~~ L q °`3iu~u ~ ~ , / •~/ \~ ~ 17 ~! ~J~~ ~r ~ lJ~..llj ~ "~ .. ~. ~/ .. ~ 1's „~, x ~ _~_---- =a ~ `~,,. ~ __ _ ~~. _ _ - _ .. a', ~~ ~~-"+~~, '4, \ O ~t° '~ .,~ ~ ~ _ '~ ~, ,~ _.___ _ -- ,~ ~ ~ I ~; m ~ ~s ~ ~ ~~ ~ ~ ti _ ~~ ~ ~` D 136 300 600 900 1200 1500 1800 2141 EDWIN ANDREWS & ASSOCIATES, P.C. Figure 6D, Modeled Water Levels Consulting Hydrogeologists & Soil Scientists 1200 Fall Wet Year Majestic Oaks ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ i ~ ~ ~ ~ ~ ~ ~ ~ r. - ~ ., ~~ ~ ~ ~H , o ~~ ~ ; `~,.e~ ,~N ~ ~~ ~ _ -~ -,-- ~ ~ ~- n~ s. ~ - /, / ; ` £ .~ O ~ y r ~~ ~ ~ - -f ~ ~. I u ~ \- ~ ... Y !" ~. ~-_ / :~ ~_ ( ~ ~. 1, \ ~ \ _ -~ ~r -~ ,~~ ~_ ,- ~ a _F ;. ---- ~~ } ~. r„ r ~ ~ \ Ati ~~ `~~ ~ ~ ~ ~ ~:;a,_ .. ~_ ,_ _._ .,. ,~~ -,~~.- ~ ~ ~~ ~- _ .tip ,~ ' ~~' ~,~ -_ ~' - - ,$._ ~~ ~ ~~ - 0. ~ __ ~ ~, , ,_~ ~ >> j ~ ~r~ . ~ , ~ ~-_ y~ ; _~ T .~, ~. ~~ ~" ` ~'" J ~ PUr.r1NG~W~LL ~ ~~ ~-~ '~~ e ~~ w~ ' 'av ~ ~~;? ~ ~ . „~ ~ ~ ~ ~, d"I ,,.:aiS3r-y ~+ ... ~,qt '' j 'Vi'i _ ~ ~ - ~~ ! -. P~, r«` s ~~ ... .s_. M / a. r q '' _ ~ ~ ~ ~ I _ ~ ~ :~ _ :. ! )({/ µ I ~. ~'"~ ~~~ ~ -r ~ ~' '~ ~ ---- o ~, - ~ - ''s ~ ~~~~ ~ ~ ire _ v,. w ~ _.~ _____ , ~~ ~--- ,~ ~,. \` ___- .; ~ ~ ~ ~ F __ ~ ~. ~_1 Q '~;oi r , ~,`~ ,~; ~ J s 136 300 600 G 900 1200 1500 I'EDWIN ANDREWS & ASSOCIATES, P.C. Eigw-e 6E, Modeled Water Levels 'Consulting Hydrogeologists & Soil Scientists 1290 Winter Wet Year Majestic Oaks i ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ r ~ ~ ~ ~ ~ ~ i I~~ ~ N a. 1 ~_..._. .,,..., ~~ ~ ' "app ~~,., .; ' w ~'' a ,~' / - \\ a> ~ ,.~,2 ~~ -~~ ~ .~ ~ ~~ 1i ,_ i ~~, jib ,-M--~. ~~~~~ I .. r~~b f f N fib, ~~ ~ ~~ l t ~ ~ ~ .x ~ '~ y,~, .~ ~ r~ ~. t ~ - ,., ~, '~ tiq ,~Z p, ~•, ~ ni f/`~. ,' ~, ". .,/ / ?, ~ ~ / ~. ,% a° I .: ., < ,:. i d s k „ ~ ,,, ~ r,, /,~ r: ~ ~ ~ . I i ~r ~ _ Fltf'.P'.NG '><+ELL / ~ j ' .~ ~ A f fff . ~ ~ l r/ CC 1 I ~ ~, ~ 1 ,. ~„~ r ~ ~ J i,1 Jd i { I ~ ~ ~_ 'LO'S j~(i 1~~~! , 1 f % ~ J i / I ... =~ 1' *~t~~;,` J ,I 1$ 7"J\Q ,_~ ~ ~ ~fl~j~ r l~ v II d - ~° . F ""`=- _ / ~~ 1 ~ ~ r# ~ ,;:' i :. x .. li r-we' f/ '~ fi'4' ~'~ a ..tl, ~8" . _r, f ,. :9 ~ ~ ~ ~ ~,: i ~. J m JG~ I 136 300 600 U 900 1200 1500 1800 2141, EDWIN ANDREWS & ASSOCIATES, P.C. Figure 7B, Modeled Mounding Consulting Hydrogeologists & Soil Scientists 1110 Days, Summer Wet Year Majestic Oaks EDWIN ANDREWS & ASSOCIATES, P.C. i i~uic ~~-, ivivucicu ivwuiiuiiig Consulting Hydrogeologists & Soil Scientists 1200 Days, Fall Wet Year Majestic Oaks i EDWIN ANDREWS & ASSOCIATES, P.C. Figure 7D, Modeled Mounding Consulting Hydrogeologists & Soil Scientists 1290 Days, Winter Wet Year Majestic Oaks r~ r ~r rw r rr rr rr r ~r r rr ~r r~ rr r ^r ~r r~ .~ _ :~~ ~ ~~ ~~ ,; ~ ~ ,~ ~, ,~ ~, ~~ ._. _, :~~ O f }w~ ~ / \ r j t ~'-~ I ~. ~~ ". t` m ~ l .~.~ ...~ '~ r i ~ ..~ ~. fir. ~ I , I{f ~ ' /i \ ~.~.__ /' I ~__f ti I ~ ~ ~` t ~}~~'" ' ~ ~' ~ ~x n ~~ ~. q- t ~ `... 1 `s~ ~ ~ r~ ~ ~ k1 ~ o ~' ~ ~ ~ ~. ~,. ~ ~ ti " ~. ~ ,. _;.T `\ l ~ ~,~ , O ~-^ ~ ~~ . - ~ ~ ~ W, F. r ,. 164 300 600 900 1200 1500 1800 1959 EDWIN ANDREWS & ASSOCIATES, P.C. Figure 8A, Modeled Nitrogen Consulting Hydrogeologists & Soi] Scientists Year I at 7 mg/L ;Majestic Oaks ~ ~ ~ ~ ~ r ~ r ~ ~ ~ r r ~ ~ ~ ~ ~ . EDWIN ANDREWS & ASSOCIATES, P.C. Figure 8B, Modeled Nitrogen Consulting Hydrogeologists & Soil Scientists Year 3 at 7 mg/L Majestic Oaks .._ EDWIN ANDREWS & ASSOCIATES, P.C. Figure 8C, Modeled Nitrogen Consulting Hydrogeologists & Soil Scientists Year 5 at 7 mg/L Majestic Oaks W : e ~~~~ ~ ~ ~::~. ~, ~~~ o ~~ r .z ~~ v2 s ,~r .. N ".... "' ~ ~~ ~~ ~ , n "~ •u „ ~. ~~ .~ `«.a 3 u° ~ ~- ., r r j ~• # it ~~. 'q, J ! f S ~~ > v :. `\ x ~ ~ ~~ ~ ~. ~~ ~ - ~ ~ ~ "r :k ~° 9 ~ ~ ./ . •_ r O ~~x. .~-~-°' mil! i .. -- --. _ a x '~~ Ili ~' ~ ~ a r- ,~a-.: ~ '-~-.- rNG LIELL r~ ~``.~~ ~. fem. i ' " ~. e' . - '~ y t `, v. ~ ~ ~ A , ~~ / ~ a~ f % ~ ~ ~ ~i .. ~~ ,~.~. , -~ ., ~ ~~ ~~*' - ~, I ,- p E ~ '4 ~! . , 6 ~ ~ <. _ ~"r' ~ s i r~ ~. .,~ d ~ ~ -., ~. ~ !, 3'' -' ~~ O _ • ~ ~* \ """ ~ -' p ~ ~.~-: / ~ ~~ ~ ~ ~ ~ _ ,~_ ~ . ,~ ~ I '~ ~~ ~ ~:.~ gr a ~~ :~ ~ ' ,~ ~~F ~ n i ~ O~o _ __ ~ 164 30C 600 900 1200 1500 1800 19591 EDWIN ANDREWS & ASSOCIATES, P.C. Figure 8D, Modeled Nitrogen (Consulting Hydrogeologists & Soil Scientists ,Year 10 at 7 mg/L Majestic Oaks i N ~ \ N \ ~ ~~`-. . `~, O ~ ~ , ,.. ~: r 0~~,. Q! N / ~// ~T _ _ _ _ _ __ __ _ _,. --~-----~_- ~---- --- -- , r 3.429 5.143 6 857 8.571 10 286 12.000 b ~i.,yxr ~\.~\ +rnv r b u~~ ~~ -~ .f ,. ~ ~ \ ~fi O ~T-n ,~.e ~ ~ - ~ ~i ~. C~ .. ~~' ~< ~ o ~ ~ ~ n `\~ Y ~ ~ \ r 16~ 4 300 600 900 1200 1500 1860 1959 EDWIN ANDREWS & ASSOC[ATES, P.C. Figure 8E, Modeled Nitl-ogen Consulting Hydrogeologists & Soil Scientists Year 20 at 7 mg/L Majestic Oaks 0 0 0 0 a M ~_ y N O O O i ~ O Figure 9, Zone Budget at 2760 days Majestic Oaks Pond 1 drains into Zone 2, Pond 2 drains into Zone 3 Zone3 _. Zone2 1 1 1 1 1 ~ Tables 1 1 1 1 ii t 1 1 1 1 ~ ~ ~ ~ Q ~ O M N U rr~h M ~ ~ ~ ~ ~ ~ ~ ~ --+ . O w ~`'' O O r . ~~ r, ,-~ ~ ' ~ ~ ~g O o O o o o ~ a ,~ c n N ~O ~ ~ ~ ~ ~ M ~ N ~ ~O ~ ~ O O O ~ N ~ ~ O ~ N ~ ~ ~; ~ ~ [~ Vl N N 00 .-~ ~ N it ~ N ~ < ~ ~ ~ N ~ ~ Q N •-' ~ 0 ~ N v .. ~ ~ ~ ~ ~ N ° F ` E ti m a '~ a a ~L ~ m ~ ~ ~ ~ ~~ q N ~ ,~a0 m N U N Y x TABLE 2a, Soil Profile Descriptions by Edwin Andrews, N.C.L.S.S B-1 B-Z B-3 TABLE 2b, Soil Profile Descriptions by David Meyer, N.C.L.S.S. P17 P18 TABLE Zc, Drilled Soil Boring Logs PW-1 Test 1 Test 3 _~ ' TABLE 2a, Soil Profile Descriptions by Edwin Andrews, N.C.L.S.S ' Soil Description - B-1 A - 0 - 4 inches Dark brownish gray (1 OYR 4/2) sandy loam granular friable E - 4 - 10 inches Light gray (lOYR 7/2) fine sand with medium fine strong brown (7.5 YR 5/6) concretions E/Bh - 10-33 inches Very pale brown (lOYR 7/4) fine sand with few medium red yellow (SYR 6/8) nodules subangular blocky friable ' Bt - 33 - 49 inches Strong brown (7.SYR 5/6) sandy loam, subangular blocky friable ' BC - 49 - 55 inches Strong brown (7.SYR 5/6) loamy sand with few fine red brown (5 YR 2/4)concretions and few light brownish gray (10 YR 6/1) clayey mottles C - 50 - 72 inches Mottled Red (SYR 5/8), gray (10 YR 7/1) and light yellowish brown (10 YR 6/4) sandy clay loam subangular blocky ' Soil Series: Most like Baymeade Landscape: Coastal Plain Landform: Marine terrace Parent material: Estuarine sediments reworked by fluvial processes Drainage class: Well drained Particle size class: Fine loamy Temperature Regime: Thermic Subgroup Classification: Arenic Hapludult i Examination Method: Hand auger Date: April 4, 2007 Weather: Sunny ' Investigator: Ed Andrews, NCLSS t 1 1 Soil Description - B-2 A - 0 - 4 inches Dark brownish gray (lOYR 4/2) sandy loam granular friable E - 4 - 10 inches Light gray (1 OYR 7/2) fine sand with medium fine strong brown (7.5 YR 5/6) concretions E/Bn - 10-33 inches Very pale brown (lOYR 7/4) fine sand with few medium red yellow (SYR 6/8) nodules subangular blocky friable Bt - 33 - 49 inches Strong brown (7.SYR 5/6) sandy loam, subangular blocky friable BC - 49 - 55 inches Strong brown (7.SYR 5/6) loamy sand with few fine red brown (5 YR 2/4)concretions and few light brownish gray (10 YR 6/1) clayey mottles C - 50 - 72 inches Gray (10 YR 8/1) and light yellowish brown (10 YR 6/4) loamy sand subangular blocky iron concentrations Soil Series: Most like Baymeade Landscape: Coastal Plain Landform: Marine terrace Parent material: Estuarine sediments reworked by fluvial processes Drainage class: Moderately well drained Particle size class: Fine loamy Temperature Regime: Thermic Subgroup Classification: Arenic Hapludult Examination Method: Hand auger Date: Apri14, 2007 Weather: Sunny Investigator: Ed Andrews, NCLSS Soil Description - B-3 A - 0 - 8 inches Light gray (lOYR 7/2) fine sand, loose E - 8 - 11 inches Very pale brown (lOYR 7/4) fine sand, loose Bh - 11 - 22 inches Brownish yellow (10 YR 6/6) fine sand, loose Bt - 22 - 44 inches Brownish yellow (10 YR 6/8) sandy loam, subangular blocky, friable with many medium brownish yellow(10YR6/6) fine sand mottles C - 44 - 64 inches Gray (10 YR 6/1)1 fine sand loose, caving at 64 inches Soil Series: Baymeade Landscape: Coastal Plain Landform: Marine terrace Parent Material: Littoral sediments Drainage Class: Well Particle Size Class: Loamy Temperature Regime: thermic Subgroup Classification: Arenic Hapludult Slope: 2% Profile by: Edwin Andrews, NCLSS _ ~ TABLE 2b, Soil Profile Descriptions by David Meyer, N.C.L.S.S. , Soil Description - P1 ' A - 0 - 5 inches Dark grayish brown (lOYR 4/2) fine sand; very friable, granular structure E 5 20 i h - - nc es Ve ale brown lOYR 8/4 fine sand with few faint ellowish brown rY p ( ) Y (1 OYR 5/6) concentrations; loose, single grained. - , Btl 20 - 26 inches Yellowish brown (lOYR 5/8) sandy clay loam; friable, suban ular block g Y structure , Bt2 - 26 - 36 inches Light yellowish brown (2.SY 6/4) sandy cla loam with man rominent Y Yp yellowish brown (lOYR 5/8) concentrations and few faint very pale brown (lOYR 7/3) depletions; friable, subangular blocky structure BE - 36 - 44 inches Yellowish brown (lOYK 5/8) sandy loam with many prominent yellowish brown (lOYR 5/8) concentrations and few faint very pale brown (10YR 7/3) depletions; friable, subangular blocky structure Bt3 -44 - 54 inches Yellowish red (SYR 5/8), brownish yellow (1 OYR 5/8), and light gray (lOYR 7/2) sandy clay loam; friable, subangular blocky structure BC 54 65 i h B i h ll - - nc es rown s ye ow (1 OYR 6/6), yellowish red (SYR 5/8), and light gray (lOYR 7/2) loamy sand; friable, massive C - 65+ inches Light gray (2.SY 7/2) loamy sand; friable, massive Soil Series: Foreston Landscape: Coastal Plain Landform: Marine terrace Parent material: Marine sediments ~ , Drainage class: Well drained Particle size class: Coarse-loamy Temperature Regime: Thermic ' Subgroup Classification: Arenic Paleudult Examination Method: Hand auger Date: June 16, 2005 , Weather: Sunny Investigator: David Meyer, NCLSS ' ' Soil Description - P2 1 A - 0 - 5 inches Dark grayish brown (1 OYR 4/2) fine sand; very friable, granular structure E - 5 - 20 inches Very pale brown (lOYR 8/4) fine sand with few faint yellowish brown ' (lOYR 5/6) concentrations; loose, single grained. Btl - 20 - 26 inches Yellowish brown (IOYR 5/8) sandy clay loam; friable, subangular blocky ' structure Bt2 - 26 - 36 inches Light yellowish brown (2.SY 6/4) sandy clay loam with many prominent yellowish brown (lOYR 5/8) concentrations and few faint very pale brown (lOYR 7/3) depletions; friable, subangular blocky structure ' BE - 36 - 44 inches Yellowish brown (lOYR 5/8) sandy loam with many prominent yellowish brown (lOYR 5/8) concentrations and few faint very pale brown (1 OYR ' 7/3) depletions; friable, subangular blocky structure Bt3 -44 - 54 inches Yellowish red (SYR 5/8), brownish yellow (1 OYR 5/8), and fight gray (1 OYR 7/2) sandy clay loam; friable, subangular blocky structure BC - 54 - 65 inches Brownish yellow (lOYR 6/6), yellowish red (SYR 5/8), and light gray (lOYR 7/2) loamy sand; friable, massive C - 65+ inches. Light gray (2.SY 7/2) loamy sand; friable, massive Soil Series: Foreston Landscape: Coastal Plain ' Landform: Marine terrace Parent material: Marine sediments Drainage class: Well drained ' Particle size class: Coarse-loamy Temperature Regime: "Thermic Subgroup Classification: Arenic Paleudult Examination Method: Hand auger Date: June 16, 2005 ' Weather: Sunny Investigator: David Meyer, NCLSS Soil Description - P3 A - 0 - 5 inches Dark grayish brown (lOYR 4/2) fine sand; very friable, granular structure ' E - 5 - 20 inches Very pale brown (1 OYR 8/4) fine sand with few faint yellowish brown (lOYR 5/6) concentrations; loose, single grained. Btl - 20 - 26 inches Yellowish brown (1 OYR 5/8) sandy clay loam; friable, subangular blocky structure , Bt2 - 26 - 36 inches Light yellowish brown (2.SY 6/4) sandy clay loam with many prominent yellowish brown (lOYR 5/8) concentrations and few faint very pale brown (lOYR 7/3) depletions; friable, subangular blocky structure BE - 36 - 44 inches Yellowish brown (1 OYR 5/8) sandy loam with many prominent yellowish brown (1 OYR 5/8) concentrations and few faint very pale brown (1 OYR 7/3) depletions; friable, subangular blocky structure Bt3 -44 - 54 inches Yellowish red (SYR 5/8), brownish yellow (1 OYR 5/8), and light gray (lOYR 7/2) sandy clay loam; friable, subangular blocky structure ' BC - 54 - 65 inches Brownish yellow (lOYR 6/6), yellowish red (SYR 5/8), and light gray (lOYR 7/2) loamy sand; friable, massive C - 65+ inches. Light gray (2.SY 7/2) loamy sand; friable, massive Soil Series: Foreston Landscape: Coastal Plain Landform: Marine terrace ' Parent material: Marine sediments Drainage class: Well drained Particle size class: Coarse-loamy ' Temperature Regime: Thermic Subgroup Classification: Arenic Paleudult Examination Method: Hand auger ' Date: June 16, 2005 Weather: Sunny Investi t D id M NCLSS ga or: av eyer, 1 LJI 1 Soil Description - P17 Ap - 0 - 4 inches Very dark brown (lOYR 3/2) sandy loam; very friable, granular structure E - 4 - 14 inches Yellowish brown (1 OYR 5/8) loamy sand; friable, subangular blocky ' structure. Btl - 14 - 30 inches Yellowish brown (lOYR 5/8) sandy clay loam with few distinct red ' (2.SYR 5/8) concentrations; friable, subangular blocky structure Bt2 - 30 - 48 inches Reddish yellow (7.SYR 6/8) sandy clay loam with few distinct red (2.SYR 5/8) and few distant pale yellow (2.SYR 7/3) depletions; friable, subangular blocky structure BCg - 48 - 60+ inches Yellowish brown (lOYR 5/8) sandy clay with many prominent gray (2.SY 7/2) depletions with loamy sand lenses; friable, subangular ' blocky structure Soil Series: Goldsboro Landscape: Coastal Plain Landform: Marine terrace Parent material: Marine sediments ' Drainage class: Moderately well drained Particle size class: Fine loamy Temperature Regime: Thermic Subgroup Classification: Aquic Paleudult Examination Method: Hand auger Date: September 1, 2005 ' Weather: Sunny Investigator: David Meyer, NCLSS J 1 1 Soil Description - P17 Ap - 0 - 4 inches Very dark brown (lOYR 3/2) sandy loam; very friable, granular structure E - 4 - 14 inches Yellowish brown (lOYR 5/8) loamy sand; friable, subangular blocky structure. Btl - 14 - 30 inches Yellowish brown (10YR 5/8) sandy clay loam with few distinct red (2.SYR 5/8) concentrations; friable, subangular blocky structure Bt2 - 30 - 48 inches Reddish yellow (7.SYR 6/8) sandy clay loam with few distinct red (2.SYR 5/8) and few distant pale yellow (2.SYR 7/3) depletions; friable, subangular blocky structure BCg - 48 - 60+ inches Yellowish brown (1 OYR 5/8) sandy clay with many prominent gray (2.SY 7/2) depletions with loamy sand lenses; friable, subangular blocky structure Soil Series: Goldsboro Landscape: Coastal Plain Landform: Marine terrace Parent material: Marine sediments Drainage class: Moderately well drained Particle size class: Fine loamy Temperature Regime: Thermic Subgroup Classification: Aquic Paleudult Examination Method: Hand auger Date: September 1, 2005 Weather: Sunny Investigator: David Meyer, NCLSS i TABLE 2c, Drilled Soil Boring Logs ' PW-1 -March 2007 0 - 18 feet Gray and brown sand (SM) 4 200 Test 1 (DB- ) -May 5 0 - 0.3 feet Very pale brown loamy sand (SM) ' 0.3 - 1.3 feet Brownish yellow loamy sand (SM) 1.3 - 3.3 feet Yellowish brown sandy clay loam (CL) 3.3 - 9 feet Light yellowish gray sandy loam (SM) ' 9 - 14 feet Strong brown fine to medium sand (SM) 14 - 16 feet Dark brownish gray clay (CL) ' Test 3 DB-5 -June 2005 ( ) 0 - 1 foot Black silty fine sand (SM) 1 - 3 feet Yellowish brown clayey sand (SC) 3 - 5 feet Gray fine sandy clay (CL) 5 - 7 feet Dark gray fine silty sand (SM) 7 - 14 feet Light brownish gray silty fine to medium sand (SM) 14 feet Dark gray clay (CL) 1 1 1 1 1 1 1 Majestic Oaks Table 3a, Rain Data, Pond 1 Start Day End Day Rainfall ft/d Wastewater ft/d Total Loading ft/d Start Day End Day Rainfall ft/d Wastewater ft/d Total Loading ft/d 0 30 0.01075 0.01075 0.30856 930 960 0.0]959 0.01959 0.3]739 30 60 0.01022 0.01022 0.30803 960 990 0.01657 0.01657 0.31438 60 90 0.01125 0.01125 0.30906 990 1020 0.00844 0.00844 0.30625 90 120 0.00794 0.00794 0.30575 1020 1050 0.00981 0.00981 0.30762 L20 150 0.0]261 0.01261 031042 1050 1080 0.01044 0.01044 0.30825 150 180 0.01583 0.01583 0.31364 1080 1110 0.01075 0.01075 0.30856 180 210 0.02081 0.0208] 0.31861 1110 1140 0.01022 0.01022 0.30803 210 240 0.01714 0.01714 0.31495 1140 1170 0.01125 0.01125 0.30906 240 270 0.01450 0.01450 0.31231 1170 1200 0.00794 0.00794 0.30575 270 300 0.00739 0.00739 0.30520 1200 1230 0.01261 0.01261 0.31042 300 330 0.00858 0.00858 0.30639 1230 1260 0.01583 0.01583 031364 330 360 0.00914 0.00914 030695 1260 1290 0.02081 0.02081 0.31861 360 390 0.01075 0.01075 0.30856 1290 1320 0.01714 0.01714 0.31495 390 420 0.01022 0.01022 0.30803 1320 1350 0.01450 0.01450 0.31231 420 450 0.01125 0.01125 0.30906 1350 1380 0.00739 0.00739 0.30520 450 480 0.00794 0.00794 0.30575 1380 1410 0.00858 0.00858 0.30639 480 510 0.0]261 0.01261 0,31042 1410 1440 0.00914 0.00914 0.30695 810 540 0.01583 0.01583 0.31364 1440 1470 0.00943 0.00943 0.30724 540 570 0.02081 0.02081 0.31861 1470 1500 0.00897 0.00897 0.30677 570 600 0.01714 0.01714 0.31495 1500 1530 0.00987 0.00987 0.30768 600 630 0.01450 0.01450 031231 1530 1560 0.00697 0.00697 0.30478 630 660 0.00739 0.00739 0.30520 1560 1590 0.01]06 0.01106 0.30887 660 690 0.00858 0.00858 0.30639 1590 1620 0.01389 0.01389 0.3]]70 690 720 0.00914 0.00914 0.30695 1620 1650 0.01825 0.01825 0.31606 720 750 0.01229 0.01229 0.31009 1650 1680 0.01503 0.01503 0.31284 750 780 0.01168 0.01168 0.30949 1680 1710 0.01272 0.01272 0.31053 780 810 0.01286 0.01286 0.31066 1710 1740 0.00648 0.00648 0.30429 RIO 840 0.00908 0.00908 0.30689 1740 1770 0.00753 0.00753 0.30534 840 870 0.01441 0.0144 ] 0.3 ] 222 1770 1800 0.00802 0.00802 0.30582 870 900 0.01809 0.01809 031590 1800 3600 0.01223 0.01223 0.31004 900 930 0.02378 0.02378 0.32158 3600 7200 0.01230 0.01223 0.31004 Majestic Oaks Table 3b, Rain Data, Pond 2 Start Day End Day Rainfall ft/d Wastewater ft/d Total Loading ft/d Start Day End Day Rainfall ft/d Wastewater ft/d Total Loading ft/d 0 30 0.01075 0.01075 0.30856 930 960 0.01959 0.01959 0.286] 1 30 60 0.01022 0.01022 0.27728 960 990 0.01657 0.01657 0.28310 60 90 0.01125 0.01125 027675 990 1020 0.00844 0.00844 0.27497 90 120 0.00794 0.00794 0.27778 1020 1050 0.00981 0.00981 0.27634 120 150 0.01261 0.0126] 0.27447 10.50 1080 0.01044 0.01044 0.27697 150 180 0.0]583 0.01583 0.27914 1080 1110 0.01075 0.01075 0.27728 180 210 0.02081 0.02081 0.28236 1110 1140 0.01022 0.01022 0.27675 210 240 0.01714 0.01714 0.28733 1140 1170 0.01125 0.01125 0.27778 240 270 0.01450 0.01450 0.28367 1170 1200 0.00794 0.00794 0.27447 270 300 0.00739 0.00739 0.28103 1200 1230 0.01267 0.01261 0.27914 300 330 0.00858 0.00858 0.27392 1230 1260 0.01583 0.01583 0.28236 330 360 0.00914 0.00914 0.27511 1260 1290 0.02081 0.02081 0.28733 360 390 0.01075 401075 0.27567 1290 1320 0.01714 0.01714 0.28367 390 420 0.01022 0.01022 027728 1320 1350 0.0]450 0.01450 028103 420 450 0.01125 0.01125 0.27675 1350 1380 0.00739 0.00739 0.27392 450 480 0.00794 0.00794 0.27778 1380 1410 0.00858 0.00858 0.27511 480 510 0.01261 0.01261 0.27447 1410 1440 0.00914 0.00914 0.27567 510 540 0.01583 0.01583 0.27914 1440 1470 0.00943 0.00943 0.27596 540 570 0.02081 0.02081 0.28236 1470 1500 0.00897 0.00897 027549 570 600 0.01714 0.01714 0.28733 1500 1530 0.00)87 0.00987 0.27640 600 630 0.01450 0.0]450 028367 1530 1560 0.00697 0.00697 0.27350 630 660 0.00739 0.00739 0.28103 1560 ]590 0.01106 0.01106 0.27759 660 690 0.00858 0.00858 027392 1590 1620 0.01389 0.01389 0.28042 690 720 0.00914 0.00914 0.27511 1620 1650 0.01825 0.01825 0.28478 720 750 0.01229 0.01229 0.27567 1650 1680 0.01503 0.01503 0.28156 750 780 401168 0.01168 0.27881 1680 1710 0.01272 0.0]272 0.27925 780 810 0.01286 0.01286 0.27821 1710 1740 0.00648 0.00648 0.27301 810 840 0.00908 0.00908 0.27938 1740 1770 0.00753 0.00753 0.27406 840 870 0.01441 0.01441 0.27561 1770 1800 0.00802 0.00802 0 27454 870 900 0.01809 0.01809 0.28094 1800 3600 0.01223 0.01223 0.27876 900 930 0.02378 0.02378 0.28462 3600 7200 0.01230 0.01230 0.28704 1 1 1 1 1 1 1 1 1 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