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Home My WebLink AboutWQ0043762_Application_20220914Initial Review Reviewer Thornburg, Nathaniel D Is this submittal an application? (Excluding additional information.)* Yes No Permit Number (IR) * WQ0043762 ApplicantlPermittee Richard D. and Jamie L. Hinckley ApplicantlPermittee Address 363 Grand Highclere Way, Apex, NC 27523 Is the owner in BIMS? Yes No Is the facility in BIMS? Owner Type Facility Name County Fee Category Single -Family Residence Is this a complete application?* Yes No Signature Authority Signature Authority Title Signature Authority Email Document Type (if non -application) Email Notifications Individual 9609 Morrisville Pkwy. SFR Wake Does this need review by the hydrogeologist? * Yes No Regional Office CO Reviewer Admin Reviewer Fee Amount Complete App Date 1'[ Ore $60 Below list any additional email address that need notification about a new project. ... ... .. Email Address Comments to be added to email notfication Comments for Admin Comments for RO Comments for Reviewer Comments for Applicant Submittal Form Project Contact Information Please provide information on the person to be contacted by NDB Staff regarding electronic submittal, confirmation of receipt, and other correspondence. ............................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................ Name* Chris McGee: c/o: AWT Engineers & Soil Scientists Email Address* cmcgee@agriwaste.com Project Information Application/Document Type* New (Fee Required) Modification - Major (Fee Required) Renewal with Major Modification (Fee Required) Annual Report Additional Information Other Phone Number* (919)809-9298 Modification - Minor Renewal GW-59, NDMR, NDMLR, NDAR-1, N DAR-2 Residual Annual Report Change of Ownership We no longer accept these monitoring reports through this portal. Please click on the link below and it will take you to the correct form. hftps://edocs.deq.nc.gov/Forms/NonDischarge_Monitoring_Report Perm it Type:* Wastewater Irrigation High -Rate Infiltration Other Wastewater Reclaimed Water Closed -Loop Recycle Residuals Single -Family Residence Wastewater Other Irrigation Applicant/Permittee* Richard D. and Jamie L. Hinckley Applicant/Permittee Address* 363 Grand Highclere Way, Apex, NC 27523 Facility Name* 9609 Morrisville Pkwy. SFR Please provide comments/notes on your current submittal below. At this time, paper copies are no longer required. If you have any questions about what is required, please contact Nathaniel Thornburg at nathaniel.thornburg@ncdenr.gov. Please attach all information required or requested for this submittal to be reviewed here.* (Application Form, Engineering Plans, Specifications, Calculations, Etc.) FinalPackage-HinckleyWWTS.pdf 24.18MB Upload only 1 PDF document (less than 250 MB). Multiple documents must be combined into one PDF file unless file is larger than upload limit. * By checking this box, I acknowledge that I understand the application will not be accepted for pre -review until the fee (if required) has been received by the Non - Discharge Branch. Application fees must be submitted by check or money order and made payable to the North Carolina Department of Environmental Quality (NCDEQ). I also confirm that the uploaded document is a single PDF with all parts of the application in correct order (as specified by the application). Mail payment to: NCDEQ — Division of Water Resources Attn: Non -Discharge Branch 1617 Mail Service Center Raleigh, NC 27699-1617 Signature 1 Submission Date 8/25/2022 3 2!pg!284 3!pg!284 4!pg!284 Appendix B Application Fee 5!pg!284 Appendix C Wastewater Irrigation System Application 6!pg!284 7!pg!284 8!pg!284 9!pg!284 :!pg!284 21!pg!284 22!pg!284 23!pg!284 226/7 24!pg!284 25!pg!284 !!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!Lfwjo!E/!Ebwjetpo-!Q/F/ !!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!Ijodlmfz!Sftjefodf Sjdibse!Ebojfm!Ijodlmfz!boe!Kbnjf!Mzoo!Ijodlmfz-!Qspqfsuz!Pxofst Ijodlmfz!Sftjefodf 26!pg!284 Appendix E Property Ownership Documentation 27!pg!284 28!pg!284 29!pg!284 2:!pg!284 Appendix F Soil Evaluation 31!pg!284 Soil Suitability for Single- Family Residence Wastewater Irrigation Systems 9609 Morrisville Parkway, Cary, NC 27519 Wake County (PIN: 0724568144) Prepared For: Jamie Hinckley Client Prepared By: Christopher E. McGee, LSS,Sr. Soil Scientist Heath Clapp, Associate Soil Scientist Report Date: August 25, 2022 Soil Suitability for Single-Family Residence Wastewater Irrigation Systems 9609 Morrisville Parkway, Cary, NC Wake County, NC (PIN: 0724568144) PREPARED FOR: Jamie Hinckley, Client PREPARED BY: Christopher E. McGee, NC LSS Heath Clapp, Associate Soil Scientist DATE: August 25, 2022 Soil suitability for a new single-family residence wastewater irrigation system was evaluated in February through May 2022 for property located on Morrisville Parkway in Cary, NC (Wake County). Chris McGee and Heath Clapp of Agri-Waste Technology, Inc. (AWT) conducted the preliminary and detailed soil evaluation, as well as the subsequent Saturated Hydraulic Conductivity (K) tests. Municipal water and wastewater services are not available; therefore, on-site SAT wastewater disposal and a drinking water well will be required. No evidence of any past wastewater systems was noted while the area was traversed by AWT. The subject property is approximately 6.77 acres in size. The property was platted/subdivided from a larger tract in October 2021. Reference property maps, provided by Wake GIS and the recorded property subdivision plat, are included in Attachment 1. The property contains a mix of older pine trees and cleared grass meadow. A pond is on the eastern side of the property. The property slopes generally from east to west. Topography/landscape position for wastewater systems is generally favorable at the south-central portion of the lot. Slopes range from 3-6% and surface water runoff does not appear to be a concern from upslope areas. Soils on the property are unsuitable for any subsurface on-site wastewater system; therefore, a surface application system will be required. The property has been denied a septic system permit for a single-family residence by the Wake County Department of Environmental Services. A copy of the denial should be included with the full engineering package for the proposed system. A 5-bedroom single family residence is proposed for construction on the property. After conducting a preliminary evaluation of the entire parcel, an area located in the south-central portion of the lot was selected for a surface irrigation system. This area was selected due to existing soils being most favorable within this zone (lack of disturbance and met setbacks requirements favorably). AWTs evaluation maps are included in Attachment 2. Due to the size of the lot and proximity to neighboring parcels, drip dispersal will be required. The drawing in Attachment 3 details the locations of the relevant site features/setbacks, proposed soils area for irrigation, and saturated hydraulic conductivity (K) test locations. The USDA- SAT NRCS mapped soil type for the proposed irrigation area is White Store and Creedmoor series. The actual soil conditions observed generally matched the expected White Store and Creedmoor series characteristics for a site that has eroded. These soils are typical of the Triassic Basin geologic formation in central North Carolina. In general, soil characteristics within the proposed system utilization area were consistent and no significant inclusions or deviations from this mapped soil type were noted in any borings within the proposed irrigation area by AWT. Numerous borings were performed throughout the area, with the major limitation for wastewater utilization being depth to expansive clay mineralogy and seasonal high-water table (SHWT). The depth to a restrictive layer (clay accumulation) is generally 6 inches below a coarse surface. In general, the depth the SHWT was 2+ inches throughout the proposed area of utilization, with small areas of micro-topography or ruts that may require the additional fill soil. Fill soil is recommended for this site to maintain at least 12 inches of separation to the SHWT across the entire irrigation field. A detailed description of a typical profile within the proposed application area is shown below. Written descriptions of borings performed at each K test location are detailed in Attachment 4. SAT A standard soil fertility sample was obtained for the surface horizon and the results will be included in Attachment 5. AWT Typical Profile Hinckley Surface Irrigation System Utilization Area Knoll landscape position (3-6% slope) SHWT (perched) is estimated to vary between 2 and 12 inches (average is 6 inches) typically beginning at interface between A and Bt horizon. Variation in thickness and depths of each horizon were noted across site. A 0 to 6 inches, brown (10YR 4/3) sandy loam; no mottles; granular structure; very friable; non-sticky, non-plastic Bt 6 to 10 inches, strong brown (7.5YR 5/6) clay loam; few fine distinct brownish gray (10YR 6/2) iron depletions; weak subangular blocky structure; firm; sticky, plastic; wavy boundary estimated Btss110 to 24 inches, yellowish red (5YR 5/6) clay; common medium distinct reddish brown (2.5YR 4/4), yellowish brown (10YR 5/6) and brownish gray (10YR 6/2) mottles; massive structure; very firm; very sticky, very plastic Btss224-42 inches, yellowish red (5YR 5/6) clay; many course distinct reddish brown (2.5YR 4/4) and gray (10YR 5/1) mottles; massive to prismatic structure; extremely firm; very sticky; very plastic BC 42-60 inches, dark reddish brown (2.5YR 3/4) clay loam; common medium distinct yellowish brown (10YR 5/4) and prominent gray (10YR 6/1) mottles; massive structure; very firm; sticky; very plastic 2 C 60-84 inches, dark reddish brown (2.5YR 3/4) loamy saprolite; common medium distinct yellowish brown (10YR 5/4) and prominent gray (10YR 6/1) mottles; massive structure; friable; slightly-sticky; slightly-plastic Saturated Hydraulic Conductivity (K) Tests SAT A total of six K tests were conducted during the field work phase of the project. The purpose of SAT these tests was to determine permeability within the most restrictive soil horizon (the Btss1 horizons). The depth to this horizon varied depending on landscape position and desire to keep the test water column retained within the most limiting zone. All tests were performed with a Johnson Permeameter. The results are summarized below. The calculation sheets and any supporting documents are included in Attachment 6. Results have been rounded to three decimal places. Table 1. Saturated Hydraulic Conductivity (K) Data. SAT K Test Identification K Test Depth Permeability SATSAT -----inches----- -----in/hr----- 1 22 0.1134 2 20 0.0044 3 22 0.0240 4 25 0.0196 5 24 0.1265 6 22 0.0174 Geometric Mean 0.0283 Loading Rate and Dripfield Computations and Recommendations Based on the K data, a permeability rate of 0.028 inches per hour (geometric mean of the 6 K SATSAT measurements) is recommended to be used in the water balance computation for this system. The wastewater irrigation rate shall be determined using the above K data in accordance with the SAT Single-Family Residence Wastewater Irrigation System Loading Rate Calculation Policy and the Single-Family Residence Loading Rate Workbook. Based on the consistency of the permeability data results and the landscape position (knoll with little to no additional runoff from upslope) we recommend a drainage coefficient of 0.1 not be exceeded. The current SFR irrigation policy allows a drainage coefficient of up to 1.0 be used. The instantaneous application rate should not exceed 0.20 inches per hour. The surface soil texture and vegetation should allow adequate infiltration at this rate. Local precipitation data should be considered as part of the loading rate workbook. As part of the water balance, the approximate land area required for an irrigation system is calculated based on the size of the proposed residence and the loading rate of the soil. Based on AWTs soil mapping of the proposed utilization area, approximately 37,701 sq. ft. of usable area is available the dripfield. The recommended annual hydraulic loading rate is 16.25 inches per year or less. This represents the average of SFR-C group soils (13.0 to 19.5 inches per year). The area evaluated and suitable for the proposed system is substantially greater than the required minimum size. Up to 10 inches of suitable fill soil may be required across the site. A minimum of 10 inches is required but 12 is recommended to allow for settling. Any rutted or low-lying areas may require 3 additional fill. Final determination will be made by the contractor and soil scientist. Low areas should be filled so that no water collects or ponds. Allowances should be made for settling of the soil. The present soil surface texture is sandy loam and offers a good infiltrative surface. Fill material shall have the following characteristics: 1) Coarse fragments as defined by USDA (2 mm to 3.0 inches) shall not exceed 10% by volume of the volume of the fill material. 2) Fill material shall not contain more than 5% organic matter (including leaf debris, twigs, sticks, etc.) 3) Fill material shall not include any construction debris such as bricks, concrete, construction wood materials, or any components or fragments of such. 4) Fill material shall classify under one of the following USDA soil texture classes: sandy loam, loam, or silt loam. Particle size analysis may be confirmed by a third-party testing laboratory if necessary. 5) Light tillage of the fill with the topsoil should occur if compaction is a concern, however, this tillage should not exceed 6 inches below the natural soil surface. Removal of existing vegetation prior to fill addition is necessary to allow a good gradation between fill and present soil surface. It is recommended that borings be performed in spots which are filled to confirm adequate SHWT separation upon completion of installation and prior to start-up. The contractor should ensure that proper seeding and compaction practices are followed. Summary: AWT is recommending a surface drip irrigation system to serve the proposed single-family residence. The proposed system must satisfy the design criteria outlined in 15A NCAC 02T .0605. Summary design considerations: 1) Geometric Mean of Saturated Hydraulic Conductivity: 0.028 inches/hour 2) Water Balance Drainage Coefficient: 10% (or less) 3) Maximum Instantaneous Infiltration Rate: 0.20 inches/hour 4) Maximum yearly loading: 16.25 inches/year (or less) depends on water balance 5) Area available for proposed wastewater dripfield: 37,701 square feet 6) Fill material minimum of 10 inches across the dripfield. Up to 12 inches may be required in certain areas and to allow for settling. Additional amounts may be necessary in isolated low lying/rutted areas. We appreciate the opportunity to assist you in this matter. Please contact us with any questions, concerns, or comments. Sincerely, Christopher E. McGee 4 ATTACHMENT 1: Current Plat/GIS Map ATTACHMENT 2: AWT Evaluation Map ATTACHMENT 3: Site Plan Drawing ATTACHMENT 4: Profile Descriptions Parcel ID#: PIN: 0724568144 Property Recorded: Yes County: Wake SOIL/SITE EVALUATION FOR ON-SITE WASTEWATER SYSTEM Applicant: Jamie Hinckley Owner: X Agent: Phone: Address: c/o AWT Dates Evaluated: March May 2022 Proposed Facility: Single Family Residence Property Size: ~6.77 acres Location Site: 9609 Morrisville Parkway, Cary, NC 27519 Water Supply: On Site Well X Comm. Well Public Other Evaluation Method: Auger Boring: X Pit PROFILE 1: K Test Location #1 Side Slope Landscape (3% Slope) SAT Mottle Horizon/ (a)(1) (a)(2) (a)(3) Consistence Consistence Matrix Mottles Abundance Depth (IN) Texture Structure Minerology (Wet) (Moist) / Contrast A 0-3 10YR 5/3 - - SL GR SEXP NS, NP VFr Bt 3-13 7.5YR 5/6 10YR 6/2 1, m, D C ABK SEXP SS, SP Fi Btss1 13-22 5YR 5/6 7.5YR 7/2, 2.5YR 4/8 3, m, D C M EXP S, VP VFi Btss2 22-36+ 5YR 4/6 2.5YR 4/8, 10YR 6/1 3, m, P CL M EXP S, VP VFi Comments: Most Restrictive Horizon K Test, Depth 22 SAT PROFILE 2: K Test Location #2 Nose Slope Landscape (3% Slope) SAT Mottle Horizon/ (a)(1) (a)(2) (a)(3) Consistence Consistence Matrix Mottles Abundance Depth (IN) Texture Structure Minerology (Wet) (Moist) / Contrast A 0-4 10YR 4/3 - - SL GR SEXP NS, NP VFr Bt1 4-20 10YR 5/4 10YR 5/1 1, m, D C M EXP S, VP VFi Bt220-33 7.5YR 5/4 2.5YR 5/8 2, m, D C-CL M EXP S, P VFi BC 33-36+ 7.5YR 5/4 7.5YR 5/8; 10YR 7/2 3, m, P CL-SCL M EXP SS, SP Fi Comments: Most Restrictive Horizon K Test, Depth 20 SAT PROFILE 3: K Test Location #3 Shoulder Slope Landscape (4% Slope) SAT Mottle Horizon/ (a)(1) (a)(2) (a)(3) Consistence Consistence Matrix Mottles Abundance Depth (IN) Texture Structure Minerology (Wet) (Moist) / Contrast A 0-4 10YR 4/3 - - SL GR SEXP NS, NP Fr Bt14-19 7.5YR 6/6 10YR 6/2 1, m, D CL w/SBK EXP S, P Fi Bt219-28 7.5YR 6/8 7.5YR 7/2 2, m, D C w/SBK EXP S, VP VFi Bt328-33 7.5YR 6/6 7.5YR 7/2, 5YR 5/6 2, m, D C M EXP VS, VP VFi C 33-36+ 7.5YR 5/4 2.5YR 5/8; 7.5YR 7/1 3, m, D SCL-SL M SEXP SS, SP Fi Comments: Most Restrictive Horizon K Test, Depth 22 SAT PROFILE 4: K Test Location #4 Nose Slope Landscape (3% Slope) SAT Mottle Horizon/ (a)(1) (a)(2) (a)(3) Consistence Consistence Matrix Mottles Abundance Depth (IN) Texture Structure Minerology (Wet) (Moist) / Contrast A 0-3 10YR 3/3 - - SL GR SEXP NS, NP VFr Bt13-13 7.5YR 5/6 10YR 6/2 1, m, D C ABK EXP SS, P Fi Bt213-38+ 7.5YR 6/6 7.5YR 7/2, 2.5YR 4/8 3, m, D C M EXP S, VP VFi Comments: Most Restrictive Horizon K Test, Depth 25 SAT PROFILE 5: K Test Location #5 Side Slope Landscape (3% Slope) SAT Mottle Horizon/ (a)(1) (a)(2) (a)(3) Consistence Consistence Matrix Mottles Abundance Depth (IN) Texture Structure Minerology (Wet) (Moist) / Contrast A 0-3 10YR 4/3 - - SL GR SEXP NS, NP VFr Bt 3-20 10YR 5/4 7.5YR 6/2 1, m, D C w/SBK SEXP SS, P Fi Btss 20-33 7.5YR 5/4 2.5YR 5/8 2, m, D C M EXP S, P VFi C 33-36+ 7.5YR 5/4 7.5YR 5/8; 10YR 7/2 3, m, P CL-SCL M EXP SS, P VFi Comments: Most Restrictive Horizon K Test, Depth 24 SAT PROFILE 6: KTest Location #6SideSlopeLandscape (6%Slope) SAT Mottle Horizon/ (a)(1) (a)(2) (a)(3) Consistence Consistence Matrix Mottles Abundance Depth (IN) Texture Structure Minerology (Wet) (Moist) / Contrast A 0-4 10YR 4/3 - - SL GR SEXP NS, NP Fr Bt14-19 7.5YR 6/6 7.5YR 6/2 1, m, D C w/SBK EXP S, P Fi Bt219-28 7.5YR 6/8 7.5YR 7/2 1, m, D C M EXP S, VP VFi Bt328-33 7.5YR 6/6 7.5YR 7/2, 5YR 5/6 2, m, D C M EXP VS, VP VFi C 33-36+ 7.5YR 5/4 2.5YR 5/8; 7.5YR 7/1 3, m, D SCL-SL M SEXP SS, SP Fi Comments: Most Restrictive Horizon K Test, Depth 22 SAT EVALUATED BY: Heath Clapp COMMENTS: LEGEND OF ABBREVIATIONS FOR SOIL/SITE EVALUATION FORM LANDSCAPE POSITION STRUCTURE MOTTLES CC Concave Slope G Single Grain 1 Few CV Convex Slope M Massive 2 Common DS Debris Slump CR Crumb 3 Many D Depression GR Granular DW Drainage Way SBK Subangular Blocky f Fine FP Flood Plain ABK Angular Blocky m Medium FS Foot Slope PL Platy c Coarse H Head Slope PR Prismatic I Interfluve F Faint L Linear Slope D Distinct N Nose Slope P Prominent P Pocosin R Ridge S Shoulder T Terrace MOIST CONSISTENCE WET CONSISTENCE MINERALOLOGY VFr Very Friable NS Non Sticky NEXP Non Expansive Fr Friable SS Slightly Sticky SEXP Slightly Expansive Fi Firm S Sticky EXP Expansive VFi Very Firm VS Very Sticky EFi Extremely Firm NP Non Plastic SP Slightly Plastic P Plastic VP Very Plastic ATTACHMENT 5: NCDA Soil Fertility Analysis NCDA Soil Fertility Filler (to be replaced once results come in) ATTACHMENT 6: K Information SAT Hinckley SFR K Summary - 9609 Morrisville Parkway SAT K 1K 4 SATSAT Efqui!>!33jo!!!!!Efqui!>!36jo Ltbu>1/224jo0is!!!!!!!!!Ltbu>1/12:jo0is 33 hbm0ebz0guhbm0ebz0gu 2/811/22 K 2K 5 SATSAT Efqui!>!31jo!!!!!Efqui!>!35jo Ltbu>1/115jo0is!!!!!!!!!Ltbu>1/237jo0is 33 hbm0ebz0guhbm0ebz0gu 1/183/8: K 3K 6 SATSAT Efqui!>!33jo!!!!!Efqui!>!33jo Ltbu>1/135jo0is!!!!!!!!!Ltbu>1/128jo0is 33 hbm0ebz0guhbm0ebz0gu 1/471/84 Geometric Mean0.028in/hr 3 gal/day/ft Geometric Mean0.455 Solution: USBR 7300-89 Condition I (Deep WT or Impermeable layer) Constant-Head Borehole Permeameter Test USBR-7300-89-Cond. I HinckleyKsat 1 Solution and Terminology (USBR 7300-89 Condition I)* 220.520.5 K)\[ln{H/r+((H/r)+1)}-((H/r)+1)/(H/r)+1/(H/r))\] Heath Clapp B where: Project Location...:9609 Morrisville Parkway05/23/2022 K: (Coefficient of Permeability) @ base Tmp. T ±C: 25 22 in(Specify units)WCU Base Ht. h:17.0 cm*** BB Q: Rate of flow of water from the borehole Boring Diameter...:7.0 cmWCU Susp. Ht. S:5.0 cm H: Constant height of water in the borehole 3.50 cmConst. Wtr. Ht. H:22.0 cm r: Radius of the cylindrical borehole °C Soil/Water Tmp. T:256.3 V: Dynamic viscosity of water @ T ±C/Dyn. Visc. of water @ T±C Dyn. Visc. @ T.: 0.000891 kg/m·s 0.000891 kg/m·s B B --------------------- K Equivalent Values -------------------------- Interval Elapsed Time Volume OutFlow Rate Q VOLUMETIME B (ml)(ml) (h:mm:ss A/P)(hr:min:sec)(min) (ml/min) (cm/sec)(cm/day)(in/hr)(ft/day) (µ m/sec) Start Soak7:01:00 AM 3,250#VALUE!7:15:00 AM0:14:0014.00#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE! 2,5107407:45:00 AM0:30:0030.0024.672.32.28E-0419.70.320.65 1,9705408:15:00 AM0:30:0030.0018.001.71.66E-0414.40.240.47 1,5404308:45:00 AM0:30:0030.0014.331.31.32E-0411.40.190.38 1,1803609:15:00 AM0:30:0030.0012.001.11.11E-049.60.160.31 8703109:45:00 AM0:30:0030.0010.331.09.54E-058.20.140.27 51036010:15:00 AM0:30:0030.0012.001.11.11E-049.60.160.31 34017010:45:00 AM0:30:0030.005.670.55.23E-054.50.070.15 8026011:15:00 AM0:30:0030.008.670.88.00E-056.90.110.23 Total Time Enter K Value:6.62E-016.62E-055.70.090.19 B Averaged last 3 readings (min) USDA Txt./USCS Class:Water Table Depth...: Struct./% Pass. #200..:Init. Saturation Time.:254.00 *USBR 7300-89. Condition I exists when the distance from the water surface in the borehole to the water table or an impermiable layer is 3X the depth of the water in the borehole. **H/r 10. ***Model JP-M1: h = 15cm, Model JP-M2 (3"): h = 10cm, Model JP-JR2 (2") h = 17cm. Johnson Permeameter, LLC. Revised 12/04/2015 Flow Rate Q vs. Total Elapsed Time ) 41/11 n i m / l m ( 36/11 Q e t a R 31/11 w o l F 26/11 21/11 6/11 1/11 161211261311361411 Total Elapsed Time (min) Solution: USBR 7300-89 Condition I (Deep WT or Impermeable layer) Constant-Head Borehole Permeameter Test USBR-7300-89-Cond. I HinckleyKsat 2 Solution and Terminology (USBR 7300-89 Condition I)* 220.520.5 K)\[ln{H/r+((H/r)+1)}-((H/r)+1)/(H/r)+1/(H/r))\] Heath Clapp B where: Project Location...:9609 Morrisville Parkway05/23/2022 K: (Coefficient of Permeability) @ base Tmp. T ±C: 25 20 in(Specify units)WCU Base Ht. h:17.0 cm*** BB Q: Rate of flow of water from the borehole Boring Diameter...:7.0 cmWCU Susp. Ht. S:5.0 cm H: Constant height of water in the borehole 3.50 cmConst. Wtr. Ht. H:22.0 cm r: Radius of the cylindrical borehole °C Soil/Water Tmp. T:256.3 V: Dynamic viscosity of water @ T ±C/Dyn. Visc. of water @ T±C Dyn. Visc. @ T.: 0.000891 kg/m·s 0.000891 kg/m·s B B --------------------- K Equivalent Values -------------------------- Interval Elapsed Time Volume OutFlow Rate Q VOLUMETIME B (ml)(ml) (h:mm:ss A/P)(hr:min:sec)(min) (ml/min) (cm/sec)(cm/day)(in/hr)(ft/day) (µ m/sec) Start Soak7:03:00 AM 3,250#VALUE!7:16:00 AM0:13:0013.00#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE! 3,0701807:46:00 AM0:30:0030.006.000.65.54E-054.80.080.16 2,7003708:16:00 AM0:30:0030.0012.331.11.14E-049.80.160.32 2,680208:46:00 AM0:30:0030.000.670.16.15E-060.50.010.02 2,650309:16:00 AM0:30:0030.001.000.19.23E-060.80.010.03 2,640109:46:00 AM0:30:0030.000.330.03.08E-060.30.000.01 2,6301010:16:00 AM0:30:0030.000.330.03.08E-060.30.000.01 2,6201010:46:00 AM0:30:0030.000.330.03.08E-060.30.000.01 2,6101011:16:00 AM0:30:0030.000.330.03.08E-060.30.000.01 Total Time Enter K Value:3.08E-023.08E-060.30.000.01 B Averaged last 3 readings (min) USDA Txt./USCS Class:Water Table Depth...: Struct./% Pass. #200..:Init. Saturation Time.:253.00 *USBR 7300-89. Condition I exists when the distance from the water surface in the borehole to the water table or an impermiable layer is 3X the depth of the water in the borehole. **H/r 10. ***Model JP-M1: h = 15cm, Model JP-M2 (3"): h = 10cm, Model JP-JR2 (2") h = 17cm. Johnson Permeameter, LLC. Revised 12/04/2015 Flow Rate Q vs. Total Elapsed Time ) 25/11 n i m / l 23/11 m ( Q e 21/11 t a R w 9/11 o l F 7/11 5/11 3/11 1/11 161211261311361411 .3/11 Total Elapsed Time (min) Solution: USBR 7300-89 Condition I (Deep WT or Impermeable layer) Constant-Head Borehole Permeameter Test USBR-7300-89-Cond. I HinckleyKsat 3 Solution and Terminology (USBR 7300-89 Condition I)* 220.520.5 K)\[ln{H/r+((H/r)+1)}-((H/r)+1)/(H/r)+1/(H/r))\] Heath Clapp B where: Project Location...:9609 Morrisville Parkway05/23/2022 K: (Coefficient of Permeability) @ base Tmp. T ±C: 25 22 in(Specify units)WCU Base Ht. h:17.0 cm*** BB Q: Rate of flow of water from the borehole Boring Diameter...:7.0 cmWCU Susp. Ht. S:5.0 cm H: Constant height of water in the borehole 3.50 cmConst. Wtr. Ht. H:22.0 cm r: Radius of the cylindrical borehole °C Soil/Water Tmp. T:256.3 V: Dynamic viscosity of water @ T ±C/Dyn. Visc. of water @ T±C Dyn. Visc. @ T.: 0.000891 kg/m·s 0.000891 kg/m·s B B --------------------- K Equivalent Values -------------------------- Interval Elapsed Time Volume OutFlow Rate Q VOLUMETIME B (ml)(ml) (h:mm:ss A/P)(hr:min:sec)(min) (ml/min) (cm/sec)(cm/day)(in/hr)(ft/day) (µ m/sec) Start Soak7:06:00 AM 3,250#VALUE!7:17:00 AM0:11:0011.00#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE! 3,1101407:47:00 AM0:30:0030.004.670.44.31E-053.70.060.12 3,080308:17:00 AM0:30:0030.001.000.19.23E-060.80.010.03 3,020608:47:00 AM0:30:0030.002.000.21.85E-051.60.030.05 2,950709:17:00 AM0:30:0030.002.330.22.15E-051.90.030.06 2,895559:47:00 AM0:30:0030.001.830.21.69E-051.50.020.05 2,8405510:17:00 AM0:30:0030.001.830.21.69E-051.50.020.05 2,7855510:47:00 AM0:30:0030.001.830.21.69E-051.50.020.05 2,7305511:17:00 AM0:30:0030.001.830.21.69E-051.50.020.05 Total Time Enter K Value:1.69E-011.69E-051.50.020.05 B Averaged last 3 readings (min) USDA Txt./USCS Class:Water Table Depth...: Struct./% Pass. #200..:Init. Saturation Time.:251.00 *USBR 7300-89. Condition I exists when the distance from the water surface in the borehole to the water table or an impermiable layer is 3X the depth of the water in the borehole. **H/r 10. ***Model JP-M1: h = 15cm, Model JP-M2 (3"): h = 10cm, Model JP-JR2 (2") h = 17cm. Johnson Permeameter, LLC. Revised 12/04/2015 Flow Rate Q vs. Total Elapsed Time ) 6/11 n i m / l 5/61 m ( 5/11 Q e t a 4/61 R w o 4/11 l F 3/61 3/11 2/61 2/11 1/61 1/11 161211261311361411 Total Elapsed Time (min) Solution: USBR 7300-89 Condition I (Deep WT or Impermeable layer) Constant-Head Borehole Permeameter Test USBR-7300-89-Cond. I HinckleyKsat 4 Solution and Terminology (USBR 7300-89 Condition I)* 220.520.5 K)\[ln{H/r+((H/r)+1)}-((H/r)+1)/(H/r)+1/(H/r))\] Heath Clapp B where: Project Location...:9609 Morrisville Parkway05/23/2022 K: (Coefficient of Permeability) @ base Tmp. T ±C: 25 25 in(Specify units)WCU Base Ht. h:17.0 cm*** BB Q: Rate of flow of water from the borehole Boring Diameter...:7.0 cmWCU Susp. Ht. S:5.0 cm H: Constant height of water in the borehole 3.50 cmConst. Wtr. Ht. H:22.0 cm r: Radius of the cylindrical borehole °C Soil/Water Tmp. T:256.3 V: Dynamic viscosity of water @ T ±C/Dyn. Visc. of water @ T±C Dyn. Visc. @ T.: 0.000891 kg/m·s 0.000891 kg/m·s B B --------------------- K Equivalent Values -------------------------- Interval Elapsed Time Volume OutFlow Rate Q VOLUMETIME B (ml)(ml) (h:mm:ss A/P)(hr:min:sec)(min) (ml/min) (cm/sec)(cm/day)(in/hr)(ft/day) (µ m/sec) Start Soak 3,250#VALUE!11:20:00 AM#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE! 3,2104011:50:00 AM0:30:0030.001.330.11.23E-051.10.020.03 3,1506012:20:00 PM0:30:0030.002.000.21.85E-051.60.030.05 3,1104012:50:00 PM0:30:0030.001.330.11.23E-051.10.020.03 3,070401:20:00 PM0:30:0030.001.330.11.23E-051.10.020.03 3,030401:50:00 PM0:30:0030.001.330.11.23E-051.10.020.03 2,990402:20:00 PM0:30:0030.001.330.11.23E-051.10.020.03 2,950402:50:00 PM0:30:0030.001.330.11.23E-051.10.020.03 2,905453:20:00 PM0:30:0030.001.500.11.38E-051.20.020.04 Total Time Enter K Value:1.31E-011.31E-051.10.020.04 B Averaged last 3 readings (min) USDA Txt./USCS Class:Water Table Depth...: Struct./% Pass. #200..:Init. Saturation Time.:240.00 *USBR 7300-89. Condition I exists when the distance from the water surface in the borehole to the water table or an impermiable layer is 3X the depth of the water in the borehole. **H/r 10. ***Model JP-M1: h = 15cm, Model JP-M2 (3"): h = 10cm, Model JP-JR2 (2") h = 17cm. Johnson Permeameter, LLC. Revised 12/04/2015 Flow Rate Q vs. Total Elapsed Time ) 3/61 n i m / l m ( 3/11 Q e t a R w o 2/61 l F 2/11 1/61 1/11 161211261311361411 Total Elapsed Time (min) Solution: USBR 7300-89 Condition I (Deep WT or Impermeable layer) Constant-Head Borehole Permeameter Test USBR-7300-89-Cond. I HinckleyKsat 5 Solution and Terminology (USBR 7300-89 Condition I)* 220.520.5 K)\[ln{H/r+((H/r)+1)}-((H/r)+1)/(H/r)+1/(H/r))\] Heath Clapp B where: Project Location...:9609 Morrisville Parkway05/23/2022 K: (Coefficient of Permeability) @ base Tmp. T ±C: 25 24 in(Specify units)WCU Base Ht. h:17.0 cm*** BB Q: Rate of flow of water from the borehole Boring Diameter...:7.0 cmWCU Susp. Ht. S:5.0 cm H: Constant height of water in the borehole 3.50 cmConst. Wtr. Ht. H:22.0 cm r: Radius of the cylindrical borehole °C Soil/Water Tmp. T:256.3 V: Dynamic viscosity of water @ T ±C/Dyn. Visc. of water @ T±C Dyn. Visc. @ T.: 0.000891 kg/m·s 0.000891 kg/m·s B B --------------------- K Equivalent Values -------------------------- Interval Elapsed Time Volume OutFlow Rate Q VOLUMETIME B (ml)(ml) (h:mm:ss A/P)(hr:min:sec)(min) (ml/min) (cm/sec)(cm/day)(in/hr)(ft/day) (µ m/sec) Start Soak 3,250#VALUE!11:21:00 AM#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE! 2,89036011:51:00 AM0:30:0030.0012.001.11.11E-049.60.160.31 2,55034012:21:00 PM0:30:0030.0011.331.01.05E-049.00.150.30 2,26029012:51:00 PM0:30:0030.009.670.98.92E-057.70.130.25 1,9902701:21:00 PM0:30:0030.009.000.88.31E-057.20.120.24 1,7002901:51:00 PM0:30:0030.009.670.98.92E-057.70.130.25 1,4102902:21:00 PM0:30:0030.009.670.98.92E-057.70.130.25 1,1202902:51:00 PM0:30:0030.009.670.98.92E-057.70.130.25 8302903:21:00 PM0:30:0030.009.670.98.92E-057.70.130.25 Total Time Enter K Value:8.92E-018.92E-057.70.130.25 B Averaged last 3 readings (min) USDA Txt./USCS Class:Water Table Depth...: Struct./% Pass. #200..:Init. Saturation Time.:240.00 *USBR 7300-89. Condition I exists when the distance from the water surface in the borehole to the water table or an impermiable layer is 3X the depth of the water in the borehole. **H/r 10. ***Model JP-M1: h = 15cm, Model JP-M2 (3"): h = 10cm, Model JP-JR2 (2") h = 17cm. Johnson Permeameter, LLC. Revised 12/04/2015 Flow Rate Q vs. Total Elapsed Time ) 25/11 n i m / l m 23/11 ( Q e t a 21/11 R w o l 9/11 F 7/11 5/11 3/11 1/11 161211261311361411 Total Elapsed Time (min) Solution: USBR 7300-89 Condition I (Deep WT or Impermeable layer) Constant-Head Borehole Permeameter Test USBR-7300-89-Cond. I HinckleyKsat 6 Solution and Terminology (USBR 7300-89 Condition I)* 220.520.5 K)\[ln{H/r+((H/r)+1)}-((H/r)+1)/(H/r)+1/(H/r))\] Heath Clapp B where: Project Location...:9609 Morrisville Parkway05/23/2022 K: (Coefficient of Permeability) @ base Tmp. T ±C: 25 22 in(Specify units)WCU Base Ht. h:17.0 cm*** BB Q: Rate of flow of water from the borehole Boring Diameter...:7.0 cmWCU Susp. Ht. S:5.0 cm H: Constant height of water in the borehole 3.50 cmConst. Wtr. Ht. H:22.0 cm r: Radius of the cylindrical borehole °C Soil/Water Tmp. T:256.3 V: Dynamic viscosity of water @ T ±C/Dyn. Visc. of water @ T±C Dyn. Visc. @ T.: 0.000891 kg/m·s 0.000891 kg/m·s B B --------------------- K Equivalent Values -------------------------- Interval Elapsed Time Volume OutFlow Rate Q VOLUMETIME B (ml)(ml) (h:mm:ss A/P)(hr:min:sec)(min) (ml/min) (cm/sec)(cm/day)(in/hr)(ft/day) (µ m/sec) Start Soak 3,250#VALUE!11:22:00 AM#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE! 3,2203011:52:00 AM0:30:0030.001.000.19.23E-060.80.010.03 3,2002012:22:00 PM0:30:0030.000.670.16.15E-060.50.010.02 3,1604012:52:00 PM0:30:0030.001.330.11.23E-051.10.020.03 3,110501:22:00 PM0:30:0030.001.670.21.54E-051.30.020.04 3,070401:52:00 PM0:30:0030.001.330.11.23E-051.10.020.03 3,030402:22:00 PM0:30:0030.001.330.11.23E-051.10.020.03 2,990402:52:00 PM0:30:0030.001.330.11.23E-051.10.020.03 2,950403:22:00 PM0:30:0030.001.330.11.23E-051.10.020.03 Total Time Enter K Value:1.23E-011.23E-051.10.020.03 B Averaged last 3 readings (min) USDA Txt./USCS Class:Water Table Depth...: Struct./% Pass. #200..:Init. Saturation Time.:240.00 *USBR 7300-89. Condition I exists when the distance from the water surface in the borehole to the water table or an impermiable layer is 3X the depth of the water in the borehole. **H/r 10. ***Model JP-M1: h = 15cm, Model JP-M2 (3"): h = 10cm, Model JP-JR2 (2") h = 17cm. Johnson Permeameter, LLC. Revised 12/04/2015 Flow Rate Q vs. Total Elapsed Time ) 2/91 n i m / l 2/71 m ( Q 2/51 e t a R 2/31 w o l F 2/11 1/91 1/71 1/51 1/31 1/11 161211261311361411 Total Elapsed Time (min) Appendix G Engineering Plans 32!pg!284 33!pg!284 35!pg!284 36!pg!284 37!pg!284 Appendix H System Specifications 44!pg!284 45!pg!284 46!pg!284 47!pg!284 48!pg!284 49!pg!284 4:!pg!284 51!pg!284 52!pg!284 53!pg!284 54!pg!284 55!pg!284 56!pg!284 57!pg!284 58!pg!284 59!pg!284 5:!pg!284 61!pg!284 62!pg!284 Tanks and Risers 63!pg!284 64!pg!284 65!pg!284 Ufdiojdbm!Ebub!Tiffu QSUB!BCT!Ubol!Bebqufst Hfofsbm Bqqmjdbujpot Psfodpt!QSUB!ubol!bebqufst!bsf!npmefe!qmbtujd!qspevdut!boe!uifsf. 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The ½ pound stainless steel spring maintains Minimum of 2 psi required to open the valve. Model Inlet/LengthHeightMax No.Outlet (inches)(inches)Temp (FPT or (F) Spring Check Valve socket) CV-S-10 CV-S-05 0.5” 4.13”2.22”140 ° CV-S-10 1.0” 5.25” 2.88” 140 ° CV-S-15 1.5” 5.9” 3.89” 140 ° CV-S-20 2.0” 7.0” 4.29” 140 ° Thermoplastic Spring check valves shall be constructed from PVC Type 1, cell class 12454 material conforming to ASTM D-1784. Seals shall be EPDM. Valves shall have socket end be pressure rated at 150 psi at 73 degrees F. All spring check valves shall require 2 psi to open. Spring Check Installation Connection - FIPT slip connections. Install in a box for easy access. It is recommended that these check valves be installed no closer than 10 pipe diameters from a pump and no closer Look for the Product Sheets-2011 SpringCheck(co) 12D21.indd Hfovjof! Hfpgmpx stamp of quality 227!pg!284 Irrigation Headworks Components 228!pg!284 229!pg!284 22:!pg!284 Nbtufs!Nfufst!Nvmuj.Kfu!nfufs!fydffet! uif!BXXB!D819!tuboebse/!Xjui!tfotjujwjuz! !Svhhfe!cbtlfu!tusbjofs!cvjmu!gspn!bewbodfe!qpmznfs!!! !nbufsjbmt!gps!tvqfsjps!xfbs!njujhbujpo/! hbmmpo!qfs!njovuf!boe!bddvsbdz!vobggfdufe! !!! ! cz!dpnnpo!qbsujdvmbuft!boe!cvjme.vq!uibu! !Bxbse.xjoojoh!EJBMPH!4H!sfhjtufs!eftjho!ipvtft!!! xpvme!gsff{f!puifs!uzqft-!zpv!dbo!dpvou!po! !!!! pvs!Nvmuj.Kfu!ufdiopmphz/! !!! !tubjomftt!tuffm!boe!ufnqfsfe!hmbtt!fodmptvsf/!Gsff!pg!!! !!! !!!! BXXB!Tuboebse !eftjhot/ Tuboebse!D.819-!nptu!sfdfou!sfwjtjpo/!Dpnqmjbou!xjui!TEXB-!OTG! !Bttvsft!dpnqmjbodf!xjui!uif!Tbgf!Esjoljoh!Xbufs!Bdu!!! BOTJ!483!boe!OTG!BOTJ!72!tuboebset/! !)TEXB*/! !Nfbtvsft!xjui!pomz!pof!npwjoh!qbsu!uibu!jt!izesp.!! ¯ Sfhjtufs!.!Tuboebse!Ejsfdu!Sfbe-!EJBMPH!4H!BNS!Tztufn! !ezobnjdbmmz!cbmbodfe!po!b!tbqqijsf!cfbsjoh!up!!!! sfhjtufst-!BddvMjoy!Fodpefs-!boe!JQ!79!Fmfdusjdbm!Pvuqvu!sfhjtufst! !qsftfswf!bddvsbdz!boe!qspnpuf!b!qptjujwf!cpuupn!mjof/! bwbjmbcmf/!Uphfuifs-!bo!joufhsbufe!boe!njhsbubcmf!ufdiopmphz! !Fydfqujpobm!qfsgpsnbodf!jo!qbttjoh!fousbjofe!tpmjet!!!!!! fowjsponfou!jt!buubjofe<!ejsfdu-!qspyjnjuz!)upvdi*-!npcjmf!BNS-! !!!!boe!pqfsbujoh!jo!fowjsponfout!xjui!ijhi!njofsbm!!! boe!Gjyfe!Ofuxpsl!BNJ/ !!!!dpoufou/! Sfhjtufs!Tfbmjoh!.!Ejsfdu!Sfbe!boe!EJBMPH!sfhjtufst!!! !Dmfbo-!fmfhbou!nfbtvsfnfou!eftjho!jt!ijhimz!tfotjujwf!!! bsf!qfsnbofoumz!tfbmfe!xjui!b!tdsbudi!sftjtubou!hmbtt!!!!!!!!!! !!! mfot-!tubjomftt!tuffm!cbtf!boe!xsbq.bspvoe!hbtlfu!up!!! !sfwfovf!qspufdujpo/!! qsfwfou!jousvtjpo!pg!ejsu!ps!npjtuvsf/ 2 Nbtufs!Nfufs!!!00!!!212!Sfhfodz!Qbslxbz!!!00!!!Nbotgjfme-!UY!87174!!!00!!!xxx/nbtufsnfufs/dpn 231!pg!284 !Tusbjofs!.!B!svhhfe-!471.efhsff!bewbodf!qpmznfs!!! Ufdiojdbm!Tqfdt!)Dpoue*; !cbtlfu!tusbjofs!qspufdut!uif!dsjujdbm!nfbtvsjoh!!! !Sfhjtufs!Voju!.!Sfhjtusbujpo!bwbjmbcmf!jo!V/T/!hbmmpot-!dvcjd!! !!!!fmfnfou!gspn!ebnbhf/!Uif!vojrvf!tusbjofs!eftjho!!! !gffu!ps!dvcjd!nfufst/! !! !Uftu!Djsdmf!.!Mbshf!dfoufs!txffq!iboe!xjui!pof!ivoesfe!!!!! !)211*!dmfbsmz!nbslfe!hsbebujpot!po!uif!qfsjqifsz!pg!uif!!!!joufsobm!dpnqpofout/!Upvhi!nbufsjbmt!pqfsbujoh!jo!b!!! !ejbm!gbdf!)bwbjmbcmf!po!Ejsfdu!Sfbe!boe!EJBMPH!4H!!!!tnppui-!cbmbodfe!fowjsponfou!fobcmf!uif!nfufst!!! !sfhjtufst*/ !up!qfsgpsn!npsf!bddvsbufmz!pwfs!ujnf/!Vujmjujft!!!! !jowftunfout!mbtu!mpohfs!xijmf!dbquvsjoh!npsf!sfwfovf/! !Eftjho0Pqfsbujpo!! ! !Xbufs!uibu!jt!fwfomz!ejtusjcvufe!cz!nvmujqmf!dpowfshjoh!!! !!!!Nfbtvsjoh!Dibncfs!.!Uif!nfbtvsjoh!dibncfs!ipvtjoh!!! !dibncfs-!dsfbujoh!bo!jnqfmmfs!wfmpdjuz!ejsfdumz!!!!!boe!nfbtvsfnfou!fmfnfou!bsf!cvjmu!xjui!bo!bewbodfe!!! !!! !tzouifujd!qpmznfs/!Nfbtvsfnfou!tvsgbdft!bsf!opu!!! !!!!!!!!xfbs!tvsgbdft-!qspwjejoh!tvtubjofe!bddvsbdz!eftqjuf!!! !Bo!joifsfou!bewboubhf!gps!uijt!eftjho!jt!voqbsbmmfmfe!!!!uif!qsftfodf!pg!fousbjofe!tpmjet!jo!uif!xbufs/!B!mpoh!!! !xfbs!njujhbujpo!mfbejoh!up!tvtubjofe!sfwfovft/!!!!!mjgf-!tzouifujd!tbqqijsf!cfbsjoh!tfswft!bt!b!xfbs!!! !Uif!sfhjtufs!bttfncmz!jt!sfnpwbcmf!voefs!mjof!qsfttvsf!!!!!!!!!! !!!!!dibncfs!ipvtjoh!jt!dpotusvdufe!jo!uxp!qbsut!up!!!! !sfbejoh!ufdiopmphz/!! !bmmpx!bddftt!up!uif!jnqfmmfs/!Cpuupn!qmbuft!bwbjmbcmf!jo!!! !Cspo{f-!Dbtu!Jspo!)DJ*!ps!Fohjoffsfe!Qmbtujd/! Bddvsbdz!boe!Ifbe!Mptt!Dibsu BDDVSBDZ& !214/1& X !212/6& 609!boe!405 211& 2 OPSNBM !!!:9/6& BXXB!D819!MP 21!Q/T/J/ !!!:8/1& : 405 9 609 8 7 2 IFBE!MPTT 6 5 4 3 2 1 1641 21263136515661 46 W/173229`g 3 Nbtufs!Nfufs!!!00!!!212!Sfhfodz!Qbslxbz!!!00!!!Nbotgjfme-!UY!87174!!!00!!!xxx/nbtufsnfufs/dpn 232!pg!284 ¡¡ ¡¡ ¡ ¡ ¡ ¡¢¡ ¡ 233!pg!284 Vortex Screen Filter Description 1” Vortex Filter Features Height Width moving parts. 1.5” and 2” Vortex opened ball valves. Item NumberSizeMax. FiltrationMax. WidthHeightFlush Area of (MPT)Flow rate(mesh) PressurePortFiltration 2 (GPM) (psi) (ft.)(MPT)(inches) AP4E-75F3/4”10150801856.0”6.0”3/4”23.4 AP4E-1F1”20150801856.5”7.0”3/4”28.4 AP4E-1.5F1.5”4515010023112”15.5”3/4”60.8 AP4E-2F2.0”701508018512”16.0”3/4”60.8 applications. Replacement parts are still available. Look 150 mesh = 100 micron for the Hfovjof! Hfpgmpx stamp of 38 quality Product Sheets-2011 Filter VortexScreen12H27.indd 234!pg!284 Hfpgmpx!Jod/!-!Upmm!Gsff!911.939.4499-!Gby;!526.:38.1231-!xxx/hfpgmpx/dpn 235!pg!284 Fence Detail 236!pg!284 237!pg!284 Appendix I Engineering Calculations -!System Design -!Elevation Determinations -!Buoyancy Calculations -!Pump Design -!Working Volume Calculations -!Dripfield Design -!Loading Rate Workbook 238!pg!284 239!pg!284 241!pg!284 242!pg!284 243!pg!284 244!pg!284 245!pg!284 247!pg!284 249!pg!284 24:!pg!284 251!pg!284 252!pg!284 253!pg!284 254!pg!284 255!pg!284 256!pg!284 257!pg!284 Appendix J Site Map 258!pg!284 Appendix K Operation and Maintenance Plan 25:!pg!284 Basic System Operating Instructions for Single Family Residence Drip Wastewater Treatment Systems These operating instructions are intended as general guidelines and should not be interpreted as a complete and detailed explanation of how to operate this irrigation system. Please note that these instructions are intended as a supplement to the permit issued by the N.C. Department of Environment and Natural Resources Non-Discharge Permitting Unit. As a result, any requirements or items noted in the permit document supercede any recommendations noted in these instructions. If you are unsure of how to operate the system, please contact a licensed contractor or professional who can assist you with the operation of your system. Record the name and contact information of an individual familiar with the operation of this system, along with an emergency contact in the event immediate assistance is necessary. CONTRACTOR CONTACT INFO.: EMERGENCY CONTACT INFO. (if different from above): 1 261!pg!284 General Maintenance Considerations This wastewater irrigation system has been designed to operate with minimum maintenance and oversight after the initial system start-up period. However, routine inspections are necessary and periodic maintenance WILL BE REQUIRED both by your permit and for successful operation of the system. !! No heavy vehicles or equipment should be driven over the treatment units, tank areas, or irrigation field. ! ! SEPTIC TANK: The septic tank in this system operates exactly as a septic tank associated with a conventional septic drainfield system. The purpose of the septic tank is to remove particles and solids from the waste stream. As a result, solids build up in the bottom of the tank (just like a typical septic tank). Over time the solids will need to be removed from the tank or clogging of the sand filter or pipelines may occur. In general, it is recommended that solids be pumped from the septic tank every 3 5 years (depending on how intense the usage). Private septic tank pumping contractors can do this and are typically easily found in the white or yellow pages of the phone book. Maintenance Schedule: The effluent filter in the septic tank (attached to the outflow pipe) should be cleaned at least every 6 annually. A contractor or septic system professional can clean the septic tank filter for you; however, this task can be performed relatively easily and requires no special knowledge. Remove the septic tank lid and remove the effluent filter (typically the filters are threaded or snap into place). Be sure to use plastic gloves to avoid contact with the wastewater since it could contain harmful bacteria or viruses. To clean the filter, use a garden hose with a nozzle and spray off any debris from the filter back into the inlet side of the septic tank. Once the filter is clean, place it back in the septic tank. Discard or disinfect the plastic gloves using a mild bleach solution (1/2 cup Clorox or equivalent to 1-gallon water). Replace the septic tank lid. ! ADVANTEX FILTER: The treatment component of the system is an AdvanTex media filter. Liquid from the septic tank will flow into the pod and periodically be pumped across the filter fabric. Wastewater will be treated in the pod and periodically be discharged. To prevent groundwater from affecting the pod, the pod will be installed on a bed of gravel with a concrete collar. 2 262!pg!284 Effluent from the system should be sampled per the requirements of the system permit. If no parameters are listed, AWT recommends sampling for the following parameters; Total Suspended Solids (TSS), Biological Oxygen Demand (BOD), Total Nitrogen (TN), 5 Ammonia-Nitrogen (NH-N), and Fecal Coliform. If desired AWT can assist you in 3 collecting these samples (919-859-0669) and interpretation the results. Maintenance Schedule: Maintenance of this system will be conducted by a certified operator under contract with the homeowner. DISINFECTION UV: Disinfection for the system will be accomplished using a UV system. The UV light should operate for at least one year prior to needing to be replaced. If the UV light burns out an alarm will notify the operator. Also, the alarm light on the control panel will illuminate. When the UV alarm is activated, the system will shut off the recirculation pump and the system will cease to operate until the UV bulb is replaced. Maintenance Schedule: The UV component shall be checked weekly to ensure the alarm bulb (on control panel) is not illuminated. The UV bulb should be cleaned on a 6-month interval. To clean the bulb, the power to the system (UV bulb and pumps) should be turned off in the control panel. The UV housing can then be removed using the attached handle. Once the UV housing is clear of the riser, the quartz sleeve and bulb assembly can be removed from the housing. While holding the base of the assembly, the quartz sleeve shall be wiped with a clean paper towel. If scaling on the sleeve is noticed, a liquid cleaner such as CLR can be utilized. The sleeve and bulb assembly shall be re-installed after cleaning. The UV bulb should last in excess of one year but will be replaced as needed. It is recommended that the homeowner (or contracted operator) maintain a back-up UV bulb and quartz sleeve when it is time to replace the bulb. This service will be completed by the engaged certified operator. PUMPING SYSTEM, RAIN SENSOR & ALARMS: The pump used for this system is a submersible pump that turns off and on based on switches inside the pump tank. These switches toggle the pump timer on and off depending on the effluent level inside the tank. The switches are designed such that the pump will turn on, run for a set period of time, then shut off under normal operating circumstances. When it has been raining, a rain sensor overrides this normal operation so that effluent is not applied when the soil is saturated. Therefore, effluent is allowed to build-up in the pump tank until it is dry enough to apply again. After a rainfall event, you may notice that the pump operates more frequently. This is normal and should be expected. The pump is also equipped with a HIGH WATER alarm that activates when the liquid level in the pump tank is too high. If this should occur it is important to not use any r, take showers, etc.) 3 263!pg!284 until the liquid level is reduced. In extreme cases it may be necessary to contract a septic tank pumping contractor to pump out excess liquid from the pump tank if long periods of rain prevent land application of effluent. The pump will wear over time and will likely need replacement every 5 7 years (again, depending on usage). A licensed septic contractor should be contacted for maintenance or replacement of the pump. Maintenance Schedule: The storage and pumping component shall be checked weekly to ensure the alarm bulb (on control panel) is not illuminated. It is important to inspect the pump tank, and components on an annual basis to ensure no solids are building up on the tank bottom, to ensure that the pump control switches are placed properly, and to verify proper pumping of the effluent. These activities will be handled by the engaged service provider. SUPPLY LINE TO DRIPFIELD: The location of the supply line should be walked weekly to ensure that a line breakage has not occurred. The area in which the line is buried should be monitored for any wet spots or locations of excessive vegetation growth as these occurrences may be an indication of a line breakage. No permanent structure shall be erected over the locations of the Supply and Return lines. No heavy vehicles or equipment should be driven over the Supply and Return lines. Maintenance Schedule: Walk location of lines weekly. DRIP FIELD: The drip field should be inspected weekly to verify proper operation and to ensure driplines have not become damaged. Clogged or worn drip tubing should be replaced or, in the event of minimal obstruction, cleaned. No heavy vehicles or equipment should be driven over the irrigation area. Fill placed in the irrigation area shall be monitored for signs of required maintenance throughout the life of the drip field. The crown shall be maintained on the dripfield such that water is shed away from the surface of the dripfield. Any rills or gullies that form in the dripfield shall be filled and smoothed to match the surrounding topography. Low spots that form or areas where water is ponding shall be filled to provide adequate drainage throughout the dripfield. Areas where significant settling has occurred may also require additional fill to maintain the required 12" separation from the SHWT. Any additional fill should be placed beneath the drip tubing, which will require the tubing to be temporarily relocated until the fill activities are completed. Areas of fill should be mounded with an additional 2" of fill to allow for settling. Any fill used shall meet the characteristics defined in the approved design. 4 264!pg!284 Vegetation (partially wooded for this system) in the application area is critical to the operation of the treatment system. The application area should be allowed to remain in a natural state; however, the area should be kept free of fallen trees and invasive weeds. Any saplings or stumps that re-grow should also be removed from the application area by hand and without damaging the drip components. The turf should be cut occasionally to keep the turf at a manageable height. Cutting should be performed using a trimmer, scythe, or other method that will not damage the drip tubing. Wheeled or tracked equipment should not be used. A soil sample should be collected from the drip field area to determine appropriate rates of lime and fertilizer application. It is important to maintain the fencing around the application field in order to ensure that access to the area is restricted. This is necessary to minimize human contact with the treated effluent and to ensure the vegetation remains healthy. SYSTEM OPERATION & SETTINGS It should be noted that a contractor or other qualified professional should be contacted if you are uncomfortable or unfamiliar with operating this system or if system troubleshooting is necessary. In general, the following system operating parameters should be monitored: Clean-outs A clean-out is located on the system just before the septic tank. If liquid backs up into the house or the septic tank, the drainline may be clogged or the septic tank may have too many solids in it to allow adequate flow through. A qualified contractor should be contacted to unclog any blockages via these clean-outs. A pumping contractor should be used to empty solids from the septic tank. Septic Tank Effluent Filter Cleaning The effluent filter attached to the outlet pipe of the septic tank should be cleaned every 6- ver is more frequent. A contractor or septic system professional can do this for you; however, this task can be performed relatively easily and requires no special knowledge. Remove the septic tank lid and remove the effluent filter (typically the filters are threaded or snap into place). Be sure to use plastic gloves to avoid contact with the wastewater since it could contain harmful bacteria or viruses. Depending on the filter housing, you may need to prevent flow from leaving the tank while the filter is removed. To clean the filter, use a garden hose with a nozzle and spray off any debris from the filter. Once the filter is clean, place it back in the septic tank. Disinfect the plastic gloves using a mild bleach solution (1/2 cup Clorox or equivalent to 1-gallon water). Replace the septic tank lid. Pump ON/OFF and Emergency HIGH Level Switches The pump switches are used to control the operation of the pump. This system is designed such that the pump is on for designated intervals set forth in the design specifications. The pump operation is a timed dosing setup. When there is sufficient 5 265!pg!284 liquid in the tank, the pump will operate at a specific time for a designated interval. In periods of high water (following a rain event), the pump may operate more frequently. An emergency high level switch is located in the pump tank that triggers an audible and visual alarm in the event the liquid level gets too high. In this situation, the following steps should be taken: !Stop use of all water in the residence (to stop flow into the pump tank), !Verify that the system has electrical power. !Contact a qualified contractor to inspect the system (if needed) If it has rained recently the pump may not be operating because the rain sensor is temporarily blocking the system from operating. If this is the case, then the pump will resume operation once it is dry enough. If the pump tank is in danger of overflowing and continued rainfall is expected, contact a septic tank pump contractor to remove a portion of the liquid in the pump tank. The pump tank has been designed to accommodate approximately 5 days of effluent storage under normal usage. As a result, prolonged periods of rain may cause a back-up of effluent in the system since the rain sensor prevents application of effluent onto the drip field. In general, a contractor or licensed professional should be contacted under any circumstances where you are uncomfortable in operating the system or troubleshooting a problem. More detailed information on the installation and maintenance of specific maintenance specifications attached as part of this package. If you have difficulty finding this information, please contact the manufacturer of the component. 6 266!pg!284 Appendix L Operation and Maintenance Agreement 267!pg!284 Sjdibse!Ebojfm!Ijodlmfz!boe!tqpvtf-!Kbnjf!Mzoo!Ijodlmfz 268!pg!284 Appendix M County Health Department Denial Letter 269!pg!284 July 29, 2022 FIRST CLASS MAIL/CERTIFIED MAIL-RETURN RECEIPT REQUESTED Jamie Hinckley 9617 MORRISVILLE PKWY Cary, North Carolina 27519 Reference:Denial of 9609 MORRISVILLE PKWY, Cary, North Carolina 27519 PIN # 0724568144 EISNER TR & BRIAN & DIANA Lot 2,DWRP-083560-2022 Dear Jamie Hinckley: This letter is to inform you that a site evaluation was conducted on the above referenced property on June 29, 2022. This property was determined to be Unsuitable for the use of a subsurface sewage treatment and disposal system in accordance with the “Regulations Governing Wastewater Treatment and Dispersal Systems in Wake County” (and 15A, Subchapter 18A, Sections .1901-.1969 of the North Carolina Administrative Code, adopted by reference in the Wake County Regulations). The site evaluation findings revealed the following limiting factors: Unsuitable topography and/or landscape position, .1940 Soil Characteristics Morphology, .1941 Expansive mineralogy Soil Wetness Condition, .1942 Soil Depth, .1943 Restrictive Horizons, .1944 Available Space, .1945 Other: Please refer to the enclosed soil evaluation form and site plan for additional information related to limiting factors. The Regulations allow for the reclassification of unsuitable sites to provisionally suitable status if the conditions of 15A NCAC 18A, Section .1948 (d) are met. “A site classified as UNSUITABLE may be used for a ground absorption sewage treatment and disposal system specifically identified in Rules .1955, .1956, or .1957 of this Section or a system approved under Rule .1969 if written documentation, including 1 engineering, hydrogeologic, geologic or soil studies, indicates to the local health department that the proposed system can be expected to function satisfactorily. Such sites shall be reclassified as 1 Wake County Environmental Services Department 26:!pg!284 PROVISIONALLY SUITABLE if the local health department determines that the substantiating data indicate that: (1) a ground absorption system can be installed so that the effluent will be non-pathogenic, non- infectious, non-toxic, and non-hazardous; (2) the effluent will not contaminate groundwater or surface water; and (3) the effluent will not be exposed on the ground surface or be discharged to surface waters where it could come in contact with people, animals, or vectors.” You have two options available. First, you may hire a soil scientist to evaluate your property (PIN # 1618703788) and submit a proposal (layout and waste water design) to Wake County Environmental Services. Second, you may also appeal this decision with submission of adequate substantiating documentation under the provisions of North Carolina General Statute (NCGS). 130A-24(b)&(c) and Wake County Human Services-Environmental Health Division Rules of Appeal by letter to: Wake County Human Services Center Attn.: Debra Baker, Executive Assistant 220 Swinburne Street Raleigh, North Carolina 27620 and Wake County Department of Environmental Services Attn: Joseph Threadcraft, Ph. D., P.E., Director Waverly Akins Wake County Office Building P.O. Box 550 Raleigh, North Carolina 27602 The Department asks that you send copies of the request for an appeal hearing to both parties to insure prompt processing of your request. An appeal must be made within 30 days of receipt of this letter or your appeal rights are forfeited. If you have any questions or wish to setup a meeting, please contact James Adcock at (919) 500-9296 or via email at James.Adcock@wakegov.com Monday through Friday between 8:30 a.m. and 5:15 p.m.. Sincerely, , R.E.H.S., Onsite Wastewater Enclosures: cc:Kenneth R. Murphy, Esq., Wake County’s Attorney’s Office Joseph Threadcraft, Ph. D., P.E., Director, Wake County Department of Environmental Services James Hawhee, MS, JD, Director, Wake County Water Quality Division Wake County Planning, Inspections and Development Division File Additional Additional 271!pg!284 272!pg!284 273!pg!284 274!pg!284 275!pg!284 276!pg!284 277!pg!284 278!pg!284 Appendix N Floodway Regulation Compliance 279!pg!284 27:!pg!284 Appendix O Threatened or Endangered Aquatic Species Documentation 281!pg!284 282!pg!284 CdA ,o A Gur r"ll .... .. ..... .. . . ....... . ..... .. .. ... ......... . .... ..... . . ........ ... ... . . "I V, CD- . .. . . . . .. . . ...... . ... .. . .. . . .... . . la� 110