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IPACHTE# ►G -5--5A �s Harnett County Department of Public Health 29009 Improvement Permit A building permit cannot be issued with only an Improvement Permit n � PROPERTY LOCATION: aaa—) NC.�.LT`at ISSUED TO: SQL)q POcAc UKhT® v "+t1if791Y SUBDIVISION LOT# NEW�< REPAIR ❑ EXPANSION ❑ Site Improvements required prior to Construction Authorization Issuance: Type of Structure: `Z) j r;AQ.A Proposed Wastewater System Type: ?rtme ' e 2S�/. ovas.og S�sss Projected Daily Flow: ci `� GPD Number of bedrooms: Number of Occupants: t `A`l max `o st", Basement ❑YesNo Pump Required-,4R7Yes ❑ No ❑ May be required based on final location and elevations of facilities Type of Water Supply: ❑ Community >0 Public ❑ Well Distance from well L r7 0 feet Permit conditions: Permit valid for Five years ❑ No expiration Authorized State Agent:Date:3 Ll SEE ATTACHED SITE SKETCH The issuance of this permit by the Health Department in no way guaran nuance of other permits. The permit holder is res onsible for cheding with appropriate governing bodies in meeting their requirements. This site is subject to revocation if the site plan, plat or the intended use changes. The provement Permit shall not be aliened by a change in ownership of the site. This permit is subject to compliance with the provisions of the taws and Rules for Sewage Treatment and Disposal and to conditions of this permit. Construction Authorization (Required for Building Permit The construction and installatian requirements of Rules .1958, .1952, .1954, .1955, .1956, .1957, .1958. and .1959 are incorporated by references into this permit and shall be met Systems shall be installed in accordance with the attached system layout ISSUED T0: rJoa afl R �t V�s,z 6Z 1 M`a,4OAV� PROPERTY LOCATION: SUBDIVISION LOT # Facility Type: S3 S"-, t_aQ,C. �Z< New ❑ Expansion ❑ Repair Basement? ❑ Yes ❑ No Basement Fixtures? [I Yes 11 No / Type of Wastewater System** Pd'\26 1P f41-0 1 Zs-sV ,k4\'P aylT.d ZZo/o Q60.S �5, (Initial) Wastewater (See note below, if applicable ❑) Installation Requirements/Conditions Septic Tank Size gallons Pump Tank Size gallons Number of trenches Exact length of each trench Trenches shall be installed on contour at a feet Trench Spacing: Soil Cover: Flow: aaQS GPD Feet on Center inches Maximum Trench Depth of: inches (Maximum soil cover shall not exceed (Trench bottoms shall be level to +/-1/4" 36' above the trench bottom) in all directions) Pump Requirements: ft. TDM vs. GPM inches below pipe Aggregate Depth: inches above pipe Conditions: See PtRopoSo� �p2 PLD_ Sl'SiGrn S4GG)FwAisda3 inches total WATER LINES (INCLUDING IRRIGATION) MUST BE LOFT. FROM ANY PART OF SEPTIC SYSTEM OR REPAIR AREA. NO UTILITIES ALLOWED IN INITIAL OR REPAIR DRAIN FIELD AREA. **If applicable: / understand the system type spetiled is different from the type spetifed on the app/iration. / aarept the .rpeah'cationr of this permit Owner/Legal construction Date: we changes. The temvuction Authorization shall not be transferred when there is a of the taws and Rules for Sewage Treatment and Disposal and to the conditions of this Authorized State Agent: Date: action Authorization Expiration Date: SEE ATTACHED SITE SKETCH A1$ HAL OWEN & ASSOCIATES, INC. SOIL & ENVIRONMENTAL SCIENTISTS P.O. Box 400, Lillington NC 27546-0400 Phone (910) 893-8743 / Fax (910) 893-3594 www.halowensoil.com 15 July 2016 Mr. Thomas Simpson Solid Foundations, Inc. PO Box 100 Olivia, NC 28368 Reference: Comprehensive Soil Investigation and Septic System Design Recombination for Solid Rock UMC Lots 1-3 PIN 9575-83-8180,9575-83-8359,9575-93-0307 Dear Mr. Simpson, Site investigations were conducted in June and July 2016 for the above referenced properties, which are located on the northern side of NC 24 in Harnett County, North Carolina. The purpose of the investigation was to determine the ability of each lot to support a subsurface sewage waste disposal system and repair area. All soil ratings and determinations were made in accordance with "Laws and Rules for Sewage Treatment and Disposal Systems, 15A NCAC 18A .1900". It is our understanding that individual septic systems and public water supplies will be utilized at this site. Wetlands are not present on these properties. It is our understanding that a daycare facility generating up to 2985 gallons of effluent per day is proposed on Parcel A. Our interpretation of the generated flow includes 170 children and 29 teachers and other staff. The rules require 15 gallons per person and the ratios can be different but the total flow cannot exceed 2985 gallons or 199 total people. Parcel B will continue to support the existing church and outbuildings. Both properties were investigated and found to be underlain by soils rated as provisionally suitable for subsurface sewage waste disposal (see attached map). These provisionally suitable soils were observed to have loamy sand surfaces to about 30 inches below surface, underlain by friable sandy clay loams to greater than 42 inches. Soil wetness conditions were observed as high as 39 inches below surface in some auger borings. These soils appear adequate to support long term acceptance rates of 0.6 gal/day/sgft. This property appears adequate to support an initial septic system and repair area for up to 2985 gallons of effluent per day. The initial septic system is proposed as twelve accepted status (EZ Flow or chamber) drainlines with half the lines 90 feet long and the other half being 120 feet long (see attached sketch) utilizing a long term application rate of 0.6 gal/day/ft2. The drainlines should be installed off contour with trench depths starting at 21 inches below surface and varying between 18 and 27 inches below surface. Stepdowns should not be necessary. A pump is required to deliver the effluent to the initial drainfield, and pressure -manifold distribution is required. Soil Science Investigations • Wetland Delineations, Permitting, and Consulting 3)g HAL OWEN & ASSOCIATES, INC. The repair septic system is proposed as eleven accepted status (EZ Flow or chamber) drainlines with one line 100 feet long and the other ten lines 115 feet long, utilizing a long term application rate of 0.6 gal/day/ftz. The drainlines should be installed off contour with trench depths starting at 23 inches below surface and varying between 18 and 27 inches below surface. Stepdowns should not be required. A pump is required to deliver the effluent to the repair drainfield, and pressure -manifold distribution is required. Potential septic system drainlines have been demonstrated with various colored pin flags. It is important that you do not disturb the septic system area. It is recommended that a staked line or protective fence be placed around the system prior to construction to eliminate any potential damage to the soil or the layout of the system. Parcel B contains existing buildings and two existing septic systems that appeared to be functioning properly on the day of the investigation. These existing septic systems appeared to be located within any setback requirements for this property. A soil investigation was conducted and it appears that an adequate amount of provisionally suitable soil exists on this lot to 100 % repair both systems if they should fail. This report and the attached septic system design information has been submitted to the Harnett County Health Department for review and the permitting process. I appreciate the opportunity to provide this service and hope to be allowed to assist you again in the future. If you have any questions or need additional information, please contact me at your convenience. Sincerely, �, ✓- Hal Owen Licensed Soil Scientist Soil Science Investigations • Wetland Delineations, Permitting, and Consulting HAL OWEN & ASSOCIATES, INC. Comprehensive Soil Investigation and Septic System Design Recombination for Solid Rock UMC Lots 1-3 PIN 9575-83-8180,9575-83-8359,9575-93-0307 15 July 2016 80 . . . .................... . ................. NC24 , .... ...... ..................... .. ON% (PAVED ROAD) W Soil Science Investigations * Wetland Delineations, Permitting, and Consulting Z � Z U � i 2O j d e Z: Hal OSrvenS A sociates, Inca PO Box 40 Lillington NC 2A m 1 J-17 J �ONr�,i g K a,'r u " `� A m �e cs r S*J �<;« %-�i5mr ¢S�� C N c I a Wm iW 1 o- y, 6,s Cv V1 Le wmu z - 30 LL S O N m i �0 ¢in0�u_-i way W p Z w w 0. W o m :J 2wT> 3 UCS '� OZQ n J! z 2 Zww2 41� Ei C' ad5V1 adKa Q�� U Q O NNN ZyW C lL w Z Q J Y Vr 2 >W_dN wo "-'zz Z Z aw sg< C O O O ¢ x yob UZ wTr U`..O r O OW Z N 00au, a i w�� �ddZ O tQ 2 F V:�C Z h N O 2 a qua¢ (r ONt F OZ p > z¢�oa �ccQa Y m o0 od Q QII ZT w-Z,z - wz ~ n.no dp W gNdC d 0i lit J1Z wvixrc ^ aVI4NV o"' � aa, z.ry a Je h ��5da c I i - 0wcvlr X' _ zw w� _ ZM©Zzo a0 Z � Z U � i 2O j d e Z: Hal OSrvenS A sociates, Inca PO Box 40 Lillington NC 2A m 1 J-17 J �ONr�,i g K a,'r u " `� A m �e cs r S*J �<;« %-�i5mr ¢S�� C N c I a Wm iW 1 o- y, 6,s Cv Solid Rock United Methodist Onsite Wastewater Design Specifications Design Flow= 2985 Initial System Pressure Manifold to 1260ft (X 3ft) of Accepted status drainlines (25% reduction) Installed off contour at 18 to 27 inches (start lines at 21") LTAR 0.6 gal/day/sqft Lines fla ged at site on 9 -ft centers. Relative Elevation ft Measured Field Line Length (ft) start middle Line # Color Drainline Length(ft) Measured Field Line Length (ft) start middle middle middle finish 1 B 90 90 100.25 99.66 100.34 99.93 100.00 2 Y 90 90 100.21 100.30 99.94 100.09 3 R 90 90 100.02 100.19 99.86 99.9 4 W 90 90 100.10 100.13 99.92 99.89 5 B 90 90 99.91 99.97 99.73 99.93 6 Y 90 90 99.69 100.01 99.64 99.69 7 R 120 120 99.44 99.44 99.85 99.18 99.63 8 W 120 120 99.27 99.30 99.76 99.29 99.51 9 B 120 120 99.20 99.31 99.58 99.19 99.39 10 Y 120 120 99.00 98.94 99.50 99.12 99.21 11 R 120 120 98.74 98.82 99.24 98.94 99.12 12 W 120 120 98.72 98.79 99.24 98.71 99.05 Pump Tank: 78 99.16 98.39 Benchmark is at EIP of old lot corner Pump Tank: Total: Total: 1260 1260 1 BM=100 Repair System Pressure Manifold to 1250ft (X 3ft) of Accepted status drainlines (25% reduction) Installed off contour at 18 to 27 inches (start lines at 23") LTAR 0.5 gal/day/sgft Lines flagged at site on 9 -ft centers. I Relative Elevation fftl Line # Color Drainline Length(ft) Measured Field Line Length (ft) start middle finish 13 B 69 100.04 99.71 14 Y 100 101 100.06 99.66 15 R 115 118 100.00 99.68 99.71 16 W 115 118 99.95 99.59 99.51 17 B 115 118 99.89 1 99.59 98.97 18 Y 115 118 99.74 99.74 98.96 19 R 115 118 99.63 99.59 98.93 20 W 115 117 99.60 99.65 99.13 21 B 115 117 99.30 99.57 99.12 22 Y 115 117 99.23 99.47 99.08 23 R 115 117 99.25 99.51 98.98 24 W 115 117 99.13 99.41 25 B 78 99.16 99.51 Pump Tank: Total: 1250 1423 98.39 BM=100 Benchmark is at EIP of old Hal Owen Associates, Inc. PO Box 400, Lillington NC 27546 Ph (910) 893-8743 / Fax (910) 893-3594 7/15/2016 lot comer 3M Solid Rock United Methodist Pressure Manifold Design Criteria Applicant: Solid Foundations Inc. Phone #: Mailing Address: PO Box 100, Olivia NC 28368 Site Address: 2295 NC 24, Cameron NC PIN: 9575-83-8180 # people: 199 @ 15ga1/person Daily Flow: 2985 gallons Septic Tank: 3364 gallons (min) Pump Tank: 2243 gallons (min) LTAR: 0.6 gpd/sgft Effective (trench) LTAR: 0.80 gpd/sgft Absorption Area: 3731 sqft Linear Length: 1244 ft TRENCHES Length (ft): see tap chart Depth (in): 18-27 Stone Depth (in): na SUPPLY LINE Length (ft): 220 Diameter: 3" sch 40 pvc MANIFOLD Length (ft): 4.5 Diameter: 4" sch 80 pvc Elevation: 101.25 90 # Taps 12 Tap Configuration: 6in. spacing, 2 sides of manifold Tap Chart 0.786 5 B LTAR +5%= nan Line Color Relative Elevation Drainline Length(ft) Tap Size/ Schedule flow (gpm) per tap gpd Trench Area LTAR gpdisgft 1 B 100.25 90 3/4"sch 40 12.5 212.24 270 0.786 2 Y 10021 90 3/4"sch 40 12.5 212.24 270 0.786 3 R 100.02 90 3/4"sch 40 12.5 212.24 270 0.786 4 W 100.10 90 3/4"sch 40 12.5 212.24 270 0.786 5 B 99.91 90 3/4"sch 40 12.5 212.24 270 0.786 6 Y 99.69 90 3/4"sch 40 12.5 212.24 270 0.786 7 R 99.44 120 1"sch 80 16.80 285.26 360 0.792 8 W 99.27 120 1"sch 80 16.80 285.26 360 0.792 9 B 99.2 120 1"sch 80 16.80 285.26 360 0.792 10 Y 99 120 1"sch 80 16.80 285.26 360 0.792 11 R 98.74 120 1"sch 80 16.80 285.26 360 0.792 12 W 98.72 120 1 1"sch 80 16.80 1 285.26 360 1 0.792 Total Drainline: 1260 Total Flow: 175.80 Sq. Foot: 3780 Calculations: Dose Volume: 617.09 gallons, with Pipe Volume at % 75 Dose Pump Run Time (min): 3.51 Daily Pump Run Time (min): 16.98 Drawdown: 617 gallons divided by gal/ inch= inches Pump Tank Elevation (ft): 98.39 Pump Elevation (ft): 93.39 Friction Head: 19.85 'Hazen Williams Formula (use supply line length+70' for fittings in pump tank) Elevation Head: 7.86 Design Head: 2 Total Head: 29.71 feet Pump to Deliver: 175.80 gpm @ 29.71 ft head NEMA 4X Simplex Control Panel (SJE Rhombus 112 or equal) with elapsed time meter, cycle counter, audible and visible alarm, hand -off -automatic (hoa) switch, and pump on separate circuits is required. A septic filter is required. Floats to be determined by type of pump tank used. Possible Pumps Include: Prepared By: Hal Owen and Associates, Inc. PO Box 400, Edlington, NC 27546 Ph (910) 893-8743 ! Fx 893-3594 71152016 Solid Rock United Methodist Pressure Manifold Design Criteria Repair Area Line Number Line Color Elevation Drainline Length(ft) Tap Size/ Schedule Flow/tap (gpm) gpd/ft LTAR (gpd/sgft) 14 Y 100.06 100 3/4"sch 80 11.30 2.229 0.743 15 R 100 115 3/4"sch 40 14.00 2.402 0.801 16 W 99.95 115 3/4"sch 40 14.00 2.402 0.801 17 B 99.89 115 3/4"sch 40 14.00 2.402 0.801 18 Y 99.74 115 3/4"sch 40 14.00 2.402 0.801 19 R 99.63 115 3/4"sch 40 14.00 2.402 0.801 20 W 99.6 115 3/4"sch 40 14.00 2.402 0.801 21 B 99.3 115 3/4"sch 40 14.00 2.402 0.801 22 Y 99.23 115 3/4"sch 40 14.00 2.402 0.801 23 R 99.25 115 3/4"sch 40 14.00 2.402 0.801 24 W 99.13 115 3/4"sch 40 14.00 2.402 0.801 Total Drainline= 1250 Total Flow= 151.30 Pressure Head (ft)= 2.5 Target LTAR' (gpd/sO= 0.80 LTAR + 5% 0.84 Daily Flow= 2985 Dose Vol= 612.19 Total Flow (gpm)= gallons w/ Pipe Vol @% ared By Hal Owen and Associates, Inc. ;ox 400, Lillington, NC 27546 110) 893-8743 ! Fx 893-3594 7/15/2016 151.30 Daily PRT(min)= 19.73 75 Dose PRT (min)= 4.05 Department of Environment, Health and Natural Resources Division of Environmental Health On -Site Wastewater Section SOIIJSITE EVALUATION for ON-SITE WASTEWATER SYSTEM Owner: Applicant: Address: Date Evaluated: Proposed Facility: Design Flow (.1949): Location of Site: Property Recorded: Water Supply: ❑ Public❑ Individual ❑ Well Evaluation Method:❑ Auger Boring ❑ Pit ❑ Cut Type of Wastewater: ❑ Sewage ❑ Industrial Process Sheet: Property ID: Lot #: File #: Code: Property Size: ❑ Spring ❑ Other ❑ Mixed P R O F 1 L E # .1940 Lmdsczpe Position/ Slope % Horizon Depth (1n.) SOIL MORPHOLOGY .1941 OTHER PROFILE FACTORS Profile Class & LTAR .1941 Structure) Texture .1941 Consistence Mineralogy .1942 Soil Wetness/ Color .1943 Soil Depth W. .1956 Sapro Class .1944 Rest Horiz pj%\<, DJ o . w Ati �L. O y, N wep �jS50 G. �(,f Nle 1 3315 \ t T 6i2 i Q'd?05.K Description Initial Repair System Other Factors (.1946): System Site Classification (.1948): Available Space (.1945) Evaluated By: System Type(s) Others Present: Site LTAR