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878 Lakewood Hills Rd - New Septic System 2025-05-30i --Ll PERMIT PROJECT FILE #: 25-001314 No Image roma formis gig LAKEWOOD HILLS RD S EAGAN MN 55123 No irnafile, a found here to upload an image REPLACEMENT SEPTIC - EAGAN - PERMIT #: SEP25-000010 LU Permit Type Septics (Subtype City of Eagan Work Description: Replacement septic - Eagan (Applicant KB Septic and Excavation LLC - Kyle Benjamin Status Issued Valuation 0.00 ®FEES &PAYMENTS Plan Check Fees Permit Fees Total Amount Amount Paid Balance Due ❑ Non -Billable PERMIT DATES Application Date 05/09/2025 Approval Date 05/14/2025 Issue Date: 05/27/2025 Expiration Date Close Date Last Inspection CONTACT INFORMATION Contractor PROJECT INFORMATION Brief Project Description Completed Value (includes labor and materials) SUBMITTAL REQUIREMENTS V V 0.00 456.00 456.00 456.00 0.00 2 Upload any documents that pertain to this application using the "Select File" option below Click here for Energy Code Compliance Certificate Upload Energy Code Compliance Certificate Here Plan Upload Permit Application - 878 Lakewood Hills Road South.pdf Browse this PC... Site Plan E21 agree to the terms and conditions IIIIIIII FEES FEE Permit Fee B PAYMENTS DATE TYPE 05/27/2025 Check v DESCRIPTION v REFERENCE NOTE 5216 QUANTITY AMOUNT TOTAL 1.0 456.0000 456.00 Plan Check Fees 0.00 Permit Fees 456.00 Total Fees 456.00 RECEIPT# RECEIVED AMOUNT FROM 0 KB Septic and 456.00 Amount Paid 456.00 Balance Due 0.00 v v SITE EVALUATION SOIL BORINGS & DESIGN FORcol 14(G e. 9, Boedraom Type 1-1 N�conmse- n- Y, -. ji 2 R", IR, 17 S � A tJ R, E IRR PUTIPICIA.- 327 OFFECE -1§C§; 0521�i, 416-61)-7110310'11 CELL 9' 1�1652) 795 -EOM ONS„ Preliminary SEWA " MINNESOTA POLLUTION PROGRAM HT Evaluation Worksheet CONTROL AGENCY i�f2QGfiAM � "C"Sy 1. Contact Information v 04.02.2024 Property Owner/Client: Michael Kennon Date Completed: 10 14 2024 Site Address: 1878 Lakewood Hills Rd. So. Eagan Mn. 55123 Project ID: Email: Phone: 651 270 692 Mailing Address: SAME Alt Phone: 651 3241049 Legal Description: Parcel ID: 10.44350.00.160 SEC: TWP: E� RNG: 2. Flow and General System Information A. Client -Provided Information Project Type: ❑ New Construction ❑✓ Replacement ❑ Expansion ❑ Repair Project Use: ❑✓ Residential ❑ Other Establishment: Residential use: # Bedrooms: Dwelling sq.ft.: �� Unfinished sq.ft.: # Adults: # Children: C� # Teenagers: In-home business (Y/N): No If yes, describe: ❑ Garbage Disposal/Grinder [] Dishwasher ❑ Hot Tub* Water -using devices: ❑ Sewage pump in basement ❑ water Softener* ❑ Sump Pump* (check all that apply) ❑ Large Bathtub >40 gallons ❑ Iron Filter* ❑ Self-cleaning Humidifier* ❑ Clothes Washing Machine ❑ High Eff. Furnace* ❑ Other: ❑ _ Clear water source -should not go into system Additional current or future uses: type 1 house Anticipated non-domestic waste: none The above is complete ft accurate: Client signature & date B. Designer -determined Flow and Anticipated Waste Strength Information Attach additional information as necessary. Design Flow: 600 GPD Anticipated Waste Type: Residential Maximum Concentration BOD: 17170 mg/L TSS 60 mg/L Oil Et Grease EiElmg/L 3. Preliminary Site Information A. Water Supply Wells Well Depth Casing Confining STA # Description Mn. ID# (ft.) Depth (ft.) Layer Setback Source 1 existing > 50 > 50 2 3 4 Additional Well Information: ONSITE Preliminary NS17E SEWAG. MINNESOTA POLLUTION TnvrPROG-AM Evaluation Worksheet coNTtzoL AGENCY @aar,^ar.t Site within 200' of noncommunity transient well (Y/N) No Yes, source: Site within a drinking water supply management area (Y/N) No Yes, source:�� Site in Well Head Protection inner wellhead management zone (Y/N) No Yes, source: Buried water supply pipes within 50 ft of proposed system (Y/N) No B. Site located in a shoreland district/area? No Yes, name: N/A Elevation of ordinary high water level: N/A ft Source: N/A Classification: N/A -� Tank Setback: N/A ft. STA Setback: N/A ft. C. Site located in a floodplain? No Yes, Type(s): N/A Floodplain designation/elevation (10 Year): N/A ft Source: N/A Floodplain designation /elevation (100 Year): N/A ft Source: N/A D. Property Line Id / Source: ❑ Owner ❑ Survey County GIS ❑ Plat Map ❑ Other: E. ID distance of relevant setbacks on map: ❑ water ❑ Easements Well(s) ❑✓ Building(s) Q Property Lines ❑ OHWL ❑ Other: 4. Preliminary Soil Profile Information From Web Soil Survey (attach map £t description) Map Units: 896E Slope Range: 10-25 List landforms: Moraines Landform position(s): Shoulder Parent materials: Till Depth to Bedrock/ Restrictive Feature: 24 in Depth to Watertable: na. in Septic Tank Absorption Field- At -grade: Map Unit Ratings Septic Tank Absorption Field- Mound: see attached Septic Tank Absorption Field- Trench: 5. Local Government Unit Information Name of LGU: City of Eagan Et Inspectron Inc. LGU Contact: 651 322 6626 LGU-specific setbacks: LGU-specific design requirements: LGU-specific installation requirements: Notes: 10/25/24,4:47 PM Property Information Search Fropery Intwor atio � e rcy is Survey ® Search Address Or Parcel I.[ 4� Pro} eity Information 0 of 1) Clear Parcel ID: 10-44350-00-160 878 LAKEWOOD HILLS RD S EAGAN MN 55123 • Proper Details • Propert Sketch • Recently Sold Properties • Subdivision Plat • Tax Statement • Tax Statement History • Tax Payment Stub • Pa Online Now • Tax Fads • Valuation Notice Parcel data is current as of: 10/23/2024 0 30 60ft ©2024 Dakota County — All Rights Reserved Disclaimer https:/Igis.co. dakota. mn. us/Webappbuilder/Propertyl nformationPublic/index.html Property Information Owner MICHAEL F & PEGGY K KENNON Joint Owner Owner Address 878 LAKEWOOD HILLS RD SAINT PAUL MN 55123- 1923 Municipality EAGAN Primary Use RESIDENTIAL Acres 1.21 Square Feet 52,752 Date of Sale (Improved) 7/4/1995 Sale Value (Improved) 221,900 Date of Sale (Vacant) Sale Value (Vacant) Plat Name LAKEWOOD HILLS 44° 47 30' N 44° 4727"N Soil Map—Dakota County Minnesota U 4c—CF52 489530 489563 48%76 43951- Map 5559Map Vie: 1:316 R Minted on A pWr8t (&5'x 11") sheet T N h'12t&S 0 5 10 20 80 7 V 0 15 30 60 JO Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zane 15N WGS84 USDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 47° M1- 3F1 N 0 R S 44° 47 27' N 439592 4cl%w M f� 10/25/2024 Paye 1 of 3 Map Unit Description. Kingsley-Nlahtomedi complex. 15 to 25 percent slopes ---Dakota County, Minnesota Dakota County, Minnesota 896E—Kingsley-Mahtomedi complex, 15 to 25 percent slopes Map Unit Setting National map unit symbol: fbOc Elevation: 670 to 1,600 feet Mean annual precipitation: 23 to 35 inches Mean annual air temperature. 43 to 50 degrees F Frost -free period: 155 to 200 days Farmland classification. Not prime farmland Map Unit Composition Kingsley and similar soils: 60 percent Mahtomedi and similar soils: 30 percent Minor components. 10 percent Estimates are based on observations, descriptions. and transects of the mapunit. Description of Kingsley Setting Landform: Moraines Landform position (two-dimensional): Shoulder Down-slope shape: Convex Across -slope shape: Convex Parent material: Till Typical profile A - 0 to 8 inches: sandy loam E - 8 to 12 inches. loamy sand Bt,Bw - 12 to 38 inches: sandy loam C - 38 to 60 inches: sandy loam Properties and qualities Slope: 15 to 25 percent Depth to restrictive feature: More than 80 inches Drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0. 14 to 0.57 in/hr) Depth to water table- More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 5 percent Available water supply, 0 to 60 inches: Moderate (about 8.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e Hydrologic Soil Group: C U_'sD,a Natural Resources Web Soil Survey 10125/2024 '� Conservation Service National Cooperative Soil Survey Page 1 of 2 Soil tvlap—Dakota County; Nlinnesota Map Unit Legend USDA Natural Resources Web Soil Survey 10/25/2024 i� Conservation Service National Cooperative Soil Survey Page 3 of 3 Map Unit Symbol Map Unit Name Acres in A01 Percent of AOI 896E Kingsley-N1ahtomedi complex, 15 to 25 percent slopes 0.5 100 0% Totals for Area of Interest 0.5 100.0% USDA Natural Resources Web Soil Survey 10/25/2024 i� Conservation Service National Cooperative Soil Survey Page 3 of 3 44' 47 3r1 N s 44° 47 27 N Septic Tank Absorption Fields — Mound (tv1N)—Dakota County, Minnesota N M N n c m 44' 4730' N 489552 489560 48M 48996 489W Map ScAe:1:346 if prim on A portrait (8.5'x 11'� sl,Eet Meters N 0 5 10 20 30 Feet 0 15 30 80 90 Map proton: vab Mercator Cane' wordnates: VVGSB4 Edge tics: tlfM Zme 15N VVGS34 USDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey r? c r w 44' 47 27 N 489692 4896()9 3 q M 10/2512024 Page 1 of 5 Septic Tank Absorption Fields – Mound (KIN)—Dakota County, Minnesota Septic Tank Absorption Fields -- Mound (MN) USDA Natural Resources Web Soil Survey 10/25/2024 Conservation Service National Cooperative Soil Survey Page 3 of 5 Map unit symbol Map unit name Rating Component name (percent) Rating reasons (numeric values) Acres in AOI Percent of AOI 396E Kingsley- h4ahtomedi complex, 15 to 25 percent slopes Extremely limited Kingsley (604) Slope (1.00) 05 100.0% Restricted percolation (1.00) Ibtahtomedi (300) Slope (1 00) Totals for Area of Interest 0.5 100.0°!0 Rating Acres in AOI Percent of AOI Extremely limited 0 5 100.0% Totals for Area of Interest 0.5 100.0% USDA Natural Resources Web Soil Survey 10/25/2024 Conservation Service National Cooperative Soil Survey Page 3 of 5 Septic Tank Absorption Fields -- Mound (i%,IN)—Dakota County, Minnesota Description "Mound septic tank absorption fields" are areas in which effluent from a septic tank is distributed into the soil surface through perforated pipe. In this system the drain field is placed above the soil surface in a mound. The ratings are based on the soil properties that affect absorption of the effluent, construction and maintenance of the system, and public health. Saturated hydraulic conductivity (Ksat) is evaluated from the surface to a depth of 30 centimeters. Depth to saturation and depth to bedrock are evaluated from the surface to a depth of 203 centimeters. The frequency of ponding and flooding also is evaluated. Excessive slope may cause lateral seepage and surfacing of the effluent in downslope areas. The ratings are both verbal and numerical. Rating class terms indicate the extent to which the soils are limited by all of the soil features that affect the specified use. "Not limited" indicates that the soil has features that are very favorable for the specified use. Good performance and very low maintenance can be expected. "Slightly limited" indicates that the soil has features that are favorable for the specified use. "Moderately limited" indicates that the soil has features that are moderately favorable for the specified use. The limitations can be overcome or minimized by special planning, design, or installation. Good performance and moderate maintenance can be expected. "Very limited" indicates that the soil has one or more features that are unfavorable for the specified use. The limitations generally cannot be overcome without special design or expensive installation procedures. "Extremely limited" indicates that the soil has one or more features that are very unfavorable for the specified use. The limitations generally cannot be overcome. Numerical ratings indicate the severity of individual limitations. The ratings are shown as decimal fractions ranging from 0.01 to 1.00. They indicate gradations between the point at which a soil feature has the greatest negative impact on the use (1.00) and the point at which the soil feature is not a limitation (0.00). The components listed for each map unit in the accompanying Summary by Map Unit table in Web Soil Survey or the Aggregation Report in Soil Data Viewer are determined by the aggregation method chosen. An aggregated rating class is shown for each map unit. The components listed for each map unit are only those that have the same rating class as the one shown for the map unit. The percent composition of each component in a particular map unit is given to help the user better understand the extent to which the rating applies to the map unit. Other components with different ratings may occur in each reap unit. The ratings for all components, regardless the aggregated rating of the map unit, can be viewed by generating the equivalent report from the Soil Reports tab in Web Soil Survey or from the Soil Data Mart site. Onsite investigation may be needed to validate these interpretations and to confirm the identity of the soil on a given site. Rating Options Aggregation Method: Dominant Condition US[A Natural Resources Web Soil Survey 10/25/2024 Conservation Service National Cooperative Soil Survey Page 4 of 5 41' 47 30' N 44' 47 27' N Depth to Water Table—Dakota County; Minnesota n h M M c q, 489552 489560 489563 489M 489584 Map Scie:1:346 i ported on A putt at (8.5'x 11') sheet. Mates 0 5 10 20 3D - Feet 0 15 30 so 90 Map p getm: Vt b Met>&Or Conte owdnates: WGS84 Edge tics: LTM zone 15N VVGSB4 uSDA Natural Resources Web Soil Survey :'" Conservation Service National Cooperative Soil Survey 44' 47 3G N &t &i u� si fr3 v> �i 44' 4727"N 489592 489600 �a rn 10/25/2024 Page 1 of 3 Depth to Water Table—Dakota County, klinnesota Depth to Water Table Description "Water table" refers to a saturated zone in the soil. It occurs during specified months. Estimates of the upper limit are based mainly on observations of the water table at selected sites and on evidence of a saturated zone, narnely grayish colors (redoximorphic features) in the soil. A saturated zone that lasts for less than a month is not considered a water table. This attribute is actually recorded as three separate values in the database. A low value and a high value indicate the range of this attribute for the soil component. A 'representative" value indicates the expected value of this attribute for the component. For this soil property, only the representative value is used. Rating Options Units of Measure: centimeters Aggregation Method: Dominant Component Component Percent Cutoff.- None Specified Tie-break Rule: Lower Interpret Nulls as Zero: No Beginning Month: January Ending Month: December 1_srm Natural Resources Web Soil Survey 10/25/2024 Conservation Service National Cooperative Soil Survey Page 3 of 3 Map unit symbol Map unit name Rating (centimeters) Acres in AOI Percent of AOI 3?r;L Kingsley-Mahtomedi >200 0,51 100.0%q complex, 15 to 25 percent slopes Totals for Area of Interest 0.5 100.0% Description "Water table" refers to a saturated zone in the soil. It occurs during specified months. Estimates of the upper limit are based mainly on observations of the water table at selected sites and on evidence of a saturated zone, narnely grayish colors (redoximorphic features) in the soil. A saturated zone that lasts for less than a month is not considered a water table. This attribute is actually recorded as three separate values in the database. A low value and a high value indicate the range of this attribute for the soil component. A 'representative" value indicates the expected value of this attribute for the component. For this soil property, only the representative value is used. Rating Options Units of Measure: centimeters Aggregation Method: Dominant Component Component Percent Cutoff.- None Specified Tie-break Rule: Lower Interpret Nulls as Zero: No Beginning Month: January Ending Month: December 1_srm Natural Resources Web Soil Survey 10/25/2024 Conservation Service National Cooperative Soil Survey Page 3 of 3 10/26/24, 9:14 AM Dakota County GIS Dakota County, MN I https://gi Parcel Data Is Current As Of: Parcel ID Status Owner Joint Owner Owner Address Owner Address2 City/State/Zip Common Name Site Address Municipality Primary Use Use 2 Use 3 ;.co.dakota.mn.us/DCGIS/ 10/23/2024 Bedrooms 104435000160 Bathrooms ACTIVE Garage Sq Ft MICHAEL F & PEGGY K 1/2 Other Garage j KENNON Estimated Land Value $128,100 878 LAKEWOOD HILLS RD Estimated Building $463,400 Value ITotal Estimated Value $591,500 SAINT PAUL MN 55123-1923 Special Assessments $394.64 i Total Property Tax $7,102 878 LAKEWOOD HILLS RD S Date of Sale - Improved 7/5/1995 EAGAN Sale Value - Improved $221,900 RESIDENTIAL Date of Sale - Vacant Sale Value - Vacant Total Acres 1.21 1/2 ON ;I7[ SEYJAGE `" Tit EAT i.i ENT PrZOGRAM Field MINNESOTA POLLUTION Evaluation Worksheet MI, CONTROL AGENCY 1. Project Information v 04.02.2024 Property Owner/Client: Michael Kennon Project ID: Site Address: 878 Lakewood Hills Rd. So. Eagan Mn. 55123 Date Completed: 10 14 2024 2. Utility and Structure Information Utility Locations Identified [_J Gopher State One Call # 651 454 0002 ❑ Any Private Utilities: -� Locate and Verify (see Site Evaluation map) ❑ Existing Buildings ❑ Improvements ❑ Easements ❑ Setbacks 3. Site Information Vegetation type(s): Grass Landscape position: Shoulder Percent slope: 10.0 % Slope shape: Linear, Linear Slope direction: south Describe the flooding or run-on potential of site: Describe the need for Type III or Type IV system: Note: Proposed soil treatment area protected? (Y/N): Yes 7If yes, describe:I partially wooded Et private 4. General Soils Information Filled, Compacted, Disturbed areas (Y/N): No If yes, describe: Soil observations were conducted in the proposed system location (Y/N): Yes A soil observation in the most limiting area of the proposed system (Y/N): Yes Number of soil observations: 3 Soil observation logs attached (Y/N): Yes Percolation tests performed Er attached (Y/N): No 5. Phase I. Reporting Information Depth Elevation Limiting Condition*: 24 in 97.' ft "Most Restrictive Depth Identified from List Below Periodically saturated soil: 24 in 97.' ft Soil Texture: Medium Sandy Loam Standing water: na. in ft Percolation Rate: min/inch Bedrock: na. in ft Soil Hyd Loading Rate: 0.78 gpd/sq.ft Benchmark Elevation: 100.0 ft Elevations and Benchmark on map? (Y/ N): Yes Benchmark Elevation Location: grade w. Side of garage Differences between soil survey and field evaluation: Site evaluation issues / comments: Anticipated construction issues: tree Et brush removal required m w � o v O 0) 0 (D N j a` cD d U to r*• a0 CD 0 Q (D -0 O CD N O 3 G) O CDN p chi d` v c < o 0 3 o \ M N fD <n rD j N r=r [OD , G = UO (gyp 7 O� O rD (D A, 3 (In Ln r�i• = O O c c pl `� (D rn v 0 m o m a (Dx 0 �• N --0 0 3 3 3 j 0 c p= 0 N 7 -0 `* a m n � < ° a °' � �, � CD p °r v ° 3 3 m o (D m n rr O O n C) N S n 6 O 0 n1 fJ° n O �n O = T n. N O O O O Q sv o : m CL oen r+ 3 r+ v v r+ s 0 'O ti X `G (l O to c n 1a W d 7 O O 0- \ W \ W \ W \ N p N 7 ❑ O O tn 0 a. (D 0 v O O 7 Ln v O Q p C N V 00 r+ w to rD cAN r+ r+ 3 ❑ N3 � no \ uo uO N O c n = _ O% 0 3 (D 3 W c r+ N ul(1 CD � CL cr CD 0 CD N r N UQ(07 Q O %D N o OL m X 1p 7 y 7 O* O c Q N �_ O n CD N N �D 0% v r+ rn ❑ CD c00 y N CD a \ o O n O D 00 ^' `� 3 Q LA 0 CD ❑ � n N cn Ln 0) r O. 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O (D N (D (tel N 0 V �O 0 tA _O cr 0 m// A\A' O uo a a 0) o n M- o v O evi rn m ° m o � o C N m V)1+ m m r+ �, O 3 M ;, v Z37 o cc o CD o' = 3 3 o o °+ N �^ Q -'a n c a Q w 3 w 3 m C m � -D < cn (D rD rr CD o `� 3 3 7 O O m N =r O C CA m y C CD CD m O O O O qQ n d O CD � ry. W 0 _ cnw iw S S O r7 "0 m n O T� -�nG -f< X 0 o n • V p p w ON 06 N A W N p p o O ❑ 7 a rDn n O :� O tA O 0) Q A C l [U N 0 V 0 N O w CD Lnr rr �. m 3 N (D CDn3i 0) ❑ r .A r -r (D n r* n 7 fv 7 �_ rD- D \O 0% O e ' O CL m y N 6 n cn r v 3 CD o p O CD N tra O n eD p p cn u' N o Q X m ID N ❑ 3 o N oo � (n v J m El � C 00 D N CD 0- C \ o Ur O D Ln �„ ^' r+ EAr 3 Q O Q O m Ln —m El tA to N N vt r. 0 w r o. D trpQ tra 2) (DD N cfl rt N (D N (D = `: '0 N N Ul CD UQ a4 UQ p ❑ 00 rD Ln. v CD m p 00 aa -- O 7 O rn 0 r (DDi < o, rr c _ n (D 3 rD 7 O O d rD O C) ; O d 0 CD eD eD `�D _ 7r X, X" 0. (D m CAfD r !!Q ❑ CD f1�4 r�-.r \ H rD ^r f+ W m C a Ln (D cE� '' (D p O c^ y rn Q < n o 3' °*=rm C1 O 33 = CD CD 0 8 0 O w Ln m N m m m N Ln crt n CD ul m W O V 10 O M a iyy+. MINNESOTA POLLUTION � i � -CONTROL AGENCY Design Summary Page Property Owner/Client: ONSITE Project ID: SEWAGE Site Address: TROGRAr" r ~ F'ROGRAM1R �r 2. DESIGN FLOW £t WASTE STRENGTH 1. PROJECT INFORMATION v 04.02.2024 Property Owner/Client: Project ID: FMichael Kennon Site Address: Date: F10 14 2024 878 Lakewood Hills Rd. So. Eagan Mn. 55123 Email Address: Phone: 651 2706920 2. DESIGN FLOW £t WASTE STRENGTH Design Flow: 600 GPD Anticipated Waste Type: Residential BOD: 170 mg/L TSS: 60 mg/L Oil it Grease: 25 mg/L Treatment Level: E=Select Treatment Level C for residential septic tank effluent 3. HOLDING TANK SIZING Holding Tank Sizing: see 7080.2290 Code Minimum Holding Tank Capacity: Gallons with Tanks or Compartments Recommended Holding Tank Capacity:Gallons with e�Tanks or Compartments The holding tank(s) will be: Existing tank reuse requires a tank integrity assessment Type of High Level Alarm: (Alarm Set @ 75% tank capacity measured from inlet to bottom) Comments: 4. SEPTIC TANK SIZING Sizing: See 7080.1930 ................................................................................................................................................................................................................................................................................................. A. Residential dwellings: Number of Bedrooms (Residential): Code Minimum Septic Tank Capacity: 2250 Gallons with Tanks or Compartments Recommended Septic Tank Capacity: 2250 Gallons with Tanks or Compartments The septic tank(s) will be: All New Existing tank reuse requires a tank integrity assessment Comments: Effluent Screen it Alarm (Y/N): Optional Modet/Type: ................................................................................................................................................................................................................................................................................................s ................................................................................................................................................................................................................................................................................................... € B. Other Establishments: Waste received by: GPD x Days Hyd. Retention Time 7080 Minimum Septic Tank Capacity: Gallons with Tanks or Compartments Designed Septic Tank Capacity: Gallons with Tanks or Compartments The septic tank(s) wit[ be:Existing tank reuse requires a tank integrity assessment Comments: Effluent Screen Et Alarm (Y N): Model/Type: * Other Establishments Require Department of Labor and Industry Approval and Inspection for Building Sewer L,ONSITE Amu �yy SEWAGE i ■ ■- MINNESOTA POLLUTION Tr-.EA7raENr - Design SummaryPa e i CONTROL AGENCY PROGRAfh �� ..,v im. g ' ) 5. PUMP TANK SIZING Sizing: see 7080.2100 Soil Treatment Dosing Tank Other Component Dosing Tank: Pump Tank Capacity (7080 Minimum): 1000 Gal `. Pump Tank Capacity (7080 Minimum): Gal Pump Tank Capacity (Designed): 1000 Gal Pump Tank Capacity (Designed): Gal Pump Req: 15.6 GPM Total Head 19.9 ft Pump Req:GPM Total Headft 2. Supply Pipe Dia. 00 in Dose Vol: 120.0 gal ` Supply Pipe Dia. Dose Vol: Gat * Flow measurement device must be incorporated for any system with a pump 6. SYSTEM AND DISTRIBUTION TYPE Project ID: Soil Treatment Type: Mound Distribution Type: Pressure Distribution -U n level Elevation Benchmark: 100.00 ft Benchmark Location: grade @ w.side of garage MPCA System Type: Type I Distribution Media: Rock Type III/IV/V Details: F-- 7. SITE EVALUATION SUMMARY: .............................................................................................................................................................................................................................................................................................. Describe Limiting Condition: Redoximorphic Features/ Saturated Soils Layers with >35% Rock Fragments? (yes/no) No If yes, describe below: % rock and layer thickness, amount of soil credit and any additional information for addressing the rock fragments in this design. € Note: Depth Depth Elevation Limiting Condition: 24.0 inches 2.00 ft 97.00 ft Elevations are critical for system compliance. Minimum Req'd Separation: 36 inches 3.00 ft Elevation Distribution Media Bottom*: Mound inches 1.00 ft 100.00 ft Media Bottom Elevation OK `:*This is the maximum depth to the bottom of the distribution media for required separation. Negative Depth (ft) requires a mound. s Designed Distribution Bottom Elevation: 100.00 ft Mound Minimum Sand Depth: 12 inches .................................................................-............................................................................................................................................................................................................................. A. Soil Texture: sandy loam B. Soil Hyd. Loading Rate: 0.78 GPD/ftz C: Percolation Rate: MPI D. Contour Loading Rate: 0.0 Note: E. Measured Land Slope: 10.0 % Note: Comments: 8. SOIL TREATMENT AREA DESIGN SUMMARY Trench: Dispersal Areasq.ft Sidewall Depthin Trench Widthft Total Lineal Feetft No. of Trenches Code Max. Trench Depthin Contour Loading Rateft Minimum Lengthft Designed Trench Depth= in Berl: Dispersal Areasq.ft Sidewall Depthin Maximum Bed Depthin Bed Widthft Bed Lengthft Designed Bed Depth =in MINNESOTA POLLUTION Design Summary Page m _ CONTROL AGENCY and Unequal UNSITE 0 Distribution SEWAGE Area EAT.,ENT �� PROGRAMZ01 _ Mound: Dispersal Area 500.0 sq.ft Bed Length 50.0 ft Bed Width 10.0 ft Absorption Width 15.0 ft Clean Sand Lift 1.0 ft Berm Width (0-1%)Cft Upslope Berm Width 7.0 ft Downslope Berm 21.0 ft Endstope Berm Width 11.5 ft Total System Length DTI ft System Width 38.0 ft Contour Loading Rate 12.0 gat/ft At -Grade: Dispersal Areasq.ft Bed Lengthft Bed Widthft Upslope Berm�ft Downslope Bermft Finished Heightft System Length I==ft Endslope Berm =ft System Widthft Level Et Equal Pressure Distribution Soil Treatment Area No. of Laterals Lateral Diameterin Lateral Spacing ft Perforation Spacingft Perforation Diameterin Drainback Volume gal Min Dose Volume =gat Max Dose Volume =gat Total Dosing Volume gal Non -Level Lateral 1 Lateral 2 Lateral 3 Lateral Lateral 5 Lateral6 and Unequal Pressure Distribution Soil Treatment Area Minimum Dose Volume 31.3 gal Maximum Dose Volume gal Total Dosing Volume .0 137gal Elevation (ft) Pipe Size (in) Pipe Volume (gal/ft) Pipe Length ft ( ) Perf Size (m) Spacing (ft) Spacing (in) 100.00 2.00 0.170 28.0 1/4 2.0 24.0 98.00 2.00 0.170 18.0 1 /8 1.6 19.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9. Organic Loading and Additional Info for HSW or Type IVN Design - See Organic Loading tab Organic Loading to Soil Treatment (Based on Waste Strength Data and Organic Loading Design) A. Organic Loading Based on: B. Minumum required area sq.ft Technology Strength Reduction (Tretment Level or HSW) A. Starting Waste Strength I I Treatment desinged to meet: Pretreatment Technology: *Must Meet or Exceed Target Model: Units: E= Level Disinfection Technology: `Required for Levels A Et B Model: Units: 10. Comments/Special Design Considerations: split rock bed see unlevel distibution worksheet Et tree removal required I hereby certify that I have completed this work in accordance with all applicable ordinances, rules and laws. jerry sauber 1- 1 5 10 14 2024 (Designer) (Signature) (License #) (Date) Non -Level Et Unequal Pressure Distribution Design MINNESOTA POLLUTION SevrncL CONTROL AGENCY Trrrnrr.,r r Worksheet Project ID: v 04.02.2024 1. Enter soil treatment area (STA) length in order of the Highest Elevation to the Lowest Elevation: Lateral 1 Pipe Elevation 100.00 ft Length of STA from manifold 30.0 ft Highest Lateral 2 Pipe Elevation 98.00 ft Length of STA 20.0 ft Lateral Pipe Elevation ft Length of STA ft Lateral 4 Pipe Elevation ft Length of STA ft Lateral 5 Pipe Elevation ft Length of STA ft Lateral 6 Pipe Elevation ft Length of STA ft Lowest 2. Calculate Change in Elevation over the laterals = Highest Elevation (Lateral 1) - Lowest Elevation (Last Lateral above) 100.00 ft _ 98.00 ft = 2.00 ft 3. Select Minimum Average Head: 1.0 ft Use 1.0 ft for dwellings using 3/16 to 1/4 inch perforations. Use 2.0 ft for dwellings using 1 /8 inch perforations; or, for MSTS or other establishments using 3/16 to 1 /4 inch perforations. This worksheet cannot be used for a Minimum Average Head of 5.0 feet. Design must be modified or valving must be used to equalize flow. 4. Calculate the Total Head = Minimum Average Head (3.) + Change in Elevation (2.) 1.00 ft + 2.00 ft = 3.00 ft 5. Calculate Pressure Head for Each Lateral A. Highest trench elevation (Pipe Elevation 1): Pressure Head equals Minimum Average Head (3.) B. All other trenches: Pressure Head equals Minimum Average Head (3.) plus the Change in Elevation from Lateral 1. Minimum Average Head Elevation of Laterall Elevation of Lateral Pressure Head Lat 1 1.0 ft + [ 100.00 ft 100.00 ft] = 1.0 ft Lat 2 1.0 ft + [ 100.00 ft 98.00 ft] = 3.0 ft Lat 3 ft + [�� ft ft] ft Lat 4 ft + ft ft] ft Lat 5 ft + ft ft] ft Lat 6 l� ft + ft ft] ft 6. Determine the Flow Rate per Hole Select a Perforation Diameter and the corresponding gallons per minute from the Perforation Discharge table below, adjusting as needed. c=0.60; d=perforation diameter; h=pressure head or Calculate Perforation Discharge (Q) in GPM: Lat 1 Pressure Head 1.0 ft Perforation Diameter 1 /4 = 0.7 GPM 0.25 Highest Lat 2 Pressure Head 3.0 ft Perforation Diameter 1 /8 = 0.3 GPM 0.125 Lat 3 Pressure Head ft Perforation Diameter GPM Lat 4 Pressure Head ft Perforation Diameter GPM Lat 5 Pressure Head �� ft Perforation Diameter I� GPM Lat 6 Pressure Head �� ft Perforation Diameter �� GPM Lowest O�� t r { t. Unequal Pressure Distribution Design �/y� q g ■ � ■, MINNESOTA POLLUTION Snce Non -Level F .. CONTROL AGENCY zlcllnTrs r Worksheet Pnoannnl J�!•i r 7. Calculate Flow in Gallons Per Minute for A. Select Perforation Spacing: 2.0 feet = 24.0 inches B. Length of Laterals = Length of STA (Line 1) - 2 Feet 30.00 1 - 2 ft = 28.0 C• Number of Perforation Spaces = Divide the Length of Lateral 1 (7. B) by the Perforation Spacing (Line 7.A) and round down to the nearest whole number. Check Table II to ensure the maximum number of perforations is not exceeded. 28.0 7 ft/ 2.00 ft = 14 Spaces D. Select Type of Manifold Connection (End or Center): `End ❑ Center E. Number of Perforations =Number of Perforation Spaces (Line 11) + 1. 14 Spaces +1 = 15 F. Flow Rate for Lateral 1 = Number of Perforations X Flow Rate Per Hole for Lateral 1 15 X 0.74 = 11.1 JGPM for Lateral 1 8. Calculate the Gallons Per Minute Per Foot for Lateral 1. This value will then be used to make sure that the gallons per minute per foot is equivalent in each lateral Gallons Per Length = Flow Rate for Lateral 1 divided by Length of Lateral 1 11.1 28.0 = o.4 GPM/Foot Perforation Discharge (GPM) Perforation Diameter Head (ft) 1 3 _ �8 /16 /�32 1 /4 1.0° 0.18 0.41 0.56 0.74 1.5 0.22 0.51 0.69 0.9 2.0° 0.26 0.59 0.80 1.04 2.5 0.29 0.65 0.89 1.17 3.0 0.32 0.72 0.98 1.28 4.0 0.37 0.83 1 1.13 1.47 5.01 0.41 1 0.93 1 1.26 1.65 1 foot Dwellings with 3/16 inch to 1/4 inch perforations 60 Dwellings with 118 inch perforations 2 feet Other establishments and MSTS with 3/16 inch to 1/4 inch perforations 5 feet Other establishments and MSTS with 1/8 inch perforations F. Flow Rate for Lateral 1 = Number of Perforations X Flow Rate Per Hole for Lateral 1 15 X 0.74 = 11.1 JGPM for Lateral 1 8. Calculate the Gallons Per Minute Per Foot for Lateral 1. This value will then be used to make sure that the gallons per minute per foot is equivalent in each lateral Gallons Per Length = Flow Rate for Lateral 1 divided by Length of Lateral 1 11.1 28.0 = o.4 GPM/Foot 9. Balance flows for other lateral lengths, spacing, and size. If you end up with large perforation spacing (T is max) lower the initial spacing for Lateral 1 (7.A) or the perforation size (6.) Lateral 2 GPM = (Length of Lateral - 2) X Gallons Per Minute Per Foot (8.) 18.0 ft X 0.39 GPM/ft= 4.5 GPM Cannot have Decimal Perforations. Truncate the answer. Check Number of Perforations = GPM/Flow Rate for Lateral 2 (6.) Table to ensure the maximum number of perforations is not exceeded. 4.5 - 0.32 = 12 Perforations Select Type of Manifold Connection (End or Center): Spacing = (Length of Lateral)/ (Number of Perforations -1) End [ ;Center ( 18 ) ( 12 1 Perforations -1) = E-1 6 ft = 19.2 inches Lateral 3 GPM = (Length of Lateral - 2) X Gallons Per Minute Per Foot (8.) Oft X O GPM/Ft= GPM Number of Perforations = GPM/Flow Rate for Lateral 3 (6.) Check Table to ensure the maximum number of perforations is not exceeded. II- Perforations Select Type of Manifold Connection (End or Center): Spacing = (Length of Lateral)/ (Number of Perforations -1) Q End ❑ Center (� ) - ( Perforations -1) _ =ft = inches Maximum Number of Perforations Per Lateral to Guarantee <10% Discharge Variation /,, Inch Perforations 7/32 Inch Perforations Perforation Spacing (Feet) Pipe Diameter (Inches) 1 11, 11;, 2 3 Perforation Spacing (Feet) Pipe Diameter (inches) 1 1l4 lit 2 3 2 10 13 18 30 60 2 11 16 21 34 68 8 12 16 28 54 219 10 14 20 32 64 3 8 12 16 25 52 3 9 14 19 30 60 3/16 Inch Perforations 1/8 Inch Perforations Perforation Spacing (Feet) Pipe Diameter (inches) 1 114. 112 2 3 Perforation Spacing (Feet) Pipe Diameter (inches) 1 1114 1S. 2 3 2 12 18 26 46 87 2 21 33 44 74 149 12 17 24 40 80 2'l"t 20 30 41 69 135 3 12 16 22 37 75 3 20 29 38 64 128 9. Balance flows for other lateral lengths, spacing, and size. If you end up with large perforation spacing (T is max) lower the initial spacing for Lateral 1 (7.A) or the perforation size (6.) Lateral 2 GPM = (Length of Lateral - 2) X Gallons Per Minute Per Foot (8.) 18.0 ft X 0.39 GPM/ft= 4.5 GPM Cannot have Decimal Perforations. Truncate the answer. Check Number of Perforations = GPM/Flow Rate for Lateral 2 (6.) Table to ensure the maximum number of perforations is not exceeded. 4.5 - 0.32 = 12 Perforations Select Type of Manifold Connection (End or Center): Spacing = (Length of Lateral)/ (Number of Perforations -1) End [ ;Center ( 18 ) ( 12 1 Perforations -1) = E-1 6 ft = 19.2 inches Lateral 3 GPM = (Length of Lateral - 2) X Gallons Per Minute Per Foot (8.) Oft X O GPM/Ft= GPM Number of Perforations = GPM/Flow Rate for Lateral 3 (6.) Check Table to ensure the maximum number of perforations is not exceeded. II- Perforations Select Type of Manifold Connection (End or Center): Spacing = (Length of Lateral)/ (Number of Perforations -1) Q End ❑ Center (� ) - ( Perforations -1) _ =ft = inches Non -Level Et Unequal Pressure Distribution Design' MINNESOTA POLLUTION Se Acc _:. CONTROL AGENCY rE°fAYI^.NT Worksheet P" _Ant Lateral 4 GPM = (Length of Lateral - 2) X Gallons Per Minute Per Foot (8.) Oft X GPM/Ft= GPM Number of Perforations = GPM/Flow Rate for Lateral 4 (6.) � Perforations Spacing = (Length of Lateral)/ (Number of Perforations -1) (� ) : ( Perforations -1) Lateral 5 GPM = (Length of Lateral - 2) X Gallons Per Minute Per Foot (8.) Dft X O GPM/Ft= GPM Number of Perforations = GPM/Flow Rate for Lateral 5 (6.) iPerforations Spacing = (Length of Lateral)/ (Number of Perforations -1) (� ) . ( Perforations -1) Lateral 6 GPM = Length of Lateral X Gallons Per Minute Per Foot (8.) ft X GPM/Ft= GPM Number of Perforations = GPM/Flow Rate for Lateral 6 (6.) iPerforations ISpacing - (Length of Lateral)/ (Number of Perforations -1) (� ) r ( Perforations -1) 10. Calculate Total GPM for system - the total GPM need from the pump. Check Table to ensure the maximum number of perforations is not exceeded. Select Type of Manifold Connection (End or Center): End E Center =ft = inches Check Table to ensure the maximum number of perforations is not exceeded. Select Type of Manifold Connection (End or Center): ❑ End El Center =ft = inches Check Table to ensure the maximum number of perforations is not exceeded. Select Type of Manifold Connection (End or Center): End 21 center = =ft = inches Lateral 1 Flow + Lateral 2 Flow + Lateral 3 Flow+ Lateral 4 Flow + Lateral 5 Flow + Lateral 6 Flow 11.1 + 4.5 + = + = + = + = 15.6 Total GPM 11. Summary Enter the minimum pipe size that allows for even distribution and the volume of liquid in the pipe from the table. Pipe Diameter (inches) Pipe Volume Pipe Size (in) (gal/ft) Pipe Length (ft) Total Volume to Fill Pipe (gal) Perforation Size (in) Spacing (ft)* 1.5 0.110 2 0.170 3 ft in Lateral 1 2.0 0.170 28 4.8 1/4 2.0 24.0 Lateral 2 2.0 0.170 18 3.1 1/8 1.6 19.2 Lateral Lateral 4 Lateral 5 Lateral Total Volume of Distribution Piping = 7.8 Min. Delivered Dose Volume = Four X the Total Volume of Piping = 31.3 Max. Delivered Dose Volume = Design Flow X 0.25 = #VALUE! Design Considerations: Highest Volume of Liquid in Pipe Pipe Diameter (inches) Liquid Per Foot (Gallons) 1 0.045 1.25 0.078 1.5 0.110 2 0.170 3 0.380 4 0.661 If Lowest * Spacing must not exceed 3 ft �,. 0 NS ITC li�4�6 SEWAGFTRFAT"IFNT PROGRAM� 1. SYSTEM SIZING: A. Design Flow: B. Soil Loading Rate: C. Depth to Limiting Condition D. Percent Land Slope: E. Media (Sand) Loading Rate: F. Mound Absorption Ratio: Mound Design Worksheet MINNESOTA POLLUTION >-l% Slope M CONTROL AGENCY Project ID: 600 GPD 0.78 GPD/sqft 2.0 ft 10.0 % 1.2 GPD/sgft 1.50 Table 1 MOUND CONTOUR LOADING RATES: AND ABSORPTION RATIOS USING PERCOLATION TESTS Treatment Level C Contour M?aSUred '- Texture - derived Absorption Perc Rate OR mound absorption ratio Mound Loading Mound (MPI) Absorption Rate: S 60mpi OR 1.0, 1.3, 2.0, 2.4, 2.6 sit 61-120 mpi 5.0 _12 120 ntpi' >5.0` - v TABLE IXa LOADING RATES FOR DETERMINING BOTTOM ABSORPTION AREA AND ABSORPTION RATIOS USING PERCOLATION TESTS Treatment Level C Treatment Levet A, A-2, B, Absorption Absorption Percolation Rate Area Loading Mound Area Loading Mound (MPI) Absorption Absorption Rate (gpd/Rr) Ratio Rate (gpd/ftz) Ratio <0.1 1 - 1 0.1to5 1.2 1 1.6 1 0.1 to 5 (fine sand 0.6 2 1 1.6 and loam fine sand 6 to 15 0.78 1.5 1 1.6 16 to 30 0.6 2 0.78 2 31 to 45 0.5 2.4 0.78 2 46 to 60 0.45 2.6 0.6 2.6 61 to 120 - 5 0.3 5.3 >120 - - - *Systems with these values are not Type I systems. Contour Loading Rate (linear loading rate) is a recommended value. 12. DISPERSAL MEDIA SIZING I A. Hydraulic Absorption Required Bottom Area: Design Flow (1A) : Design Media Loading Rate(1E) 600 GPD : 1.20 GPD/sqft = 500.0 sq.ft .................................................................................................................................................................................... Optional Upsizing of Dispersal Media Area B. Larger Bed Area Size or Organic Sizing of Bed Area sq.ft [see organic loading sheet(2G)] ............................................................................................................................................................................................................................................. C. Designed Dispersal Media Area: 500.0 sq. ft Larger of 2A or 2B D. Enter Dispersal Bed Width: 10.0 ft Can not exceed 10 feet E. Calculate Contour Loading Rate: Bed Width(2D) X Design Media Loading Rate(1E) 10.0 ft X 1.2 GPD/sgft = 12.0 gal/ft Can not exceed Table 1 F. Calculate Minimum Dispersal Bed Length: Dispersal Bed Area(2C) : Bed Width(2D) 500 1 sqft _ 10.0 ft = 50.0 ft If a larger dispersal media Length is desired, enter Length(ft):ft 13. ABSORPTION AREA SIZING I A. Calculate Absorption Width: Bed Width(2D) X Mound Absorption Ratio(1 F) 10.0 ft X 1.5 = 15.0 ft B. For slopes >1%, the Absorption Width is measured downhill from the upstope edge of the Bed. Calculate Downslope Absorption Width: Absorption Width(3A) Bed Width(2D) 15.0 ft - 10.0 ft = 5.0 ft 4. DISTRIBUTION MEDIA: Project ID: Select Dispersal Media: ROCK Enter Either 4A or 413 A. Rock Depth Below Distribution Pipe �in B. Registered Media Check registered product information for specific Registered Media Depth �in application details and design Specific Media Comments: 5. MOUND SIZING Project ID: A. Clean Sand Lift: Required Separation - Depth to Limiting Condition = Clean Sand Lift (1 ft minimum) 3.00 ft - 2.00 ft = 1.00 ft Design Sand Lift (optional): ft B. Upslope Height: Clean Sand Lift(5A) + Depth of Media(4AorB) +Depth to Cover Pipe+ Depth of Cover (1 ft) 1.00 ft + 0.50 ft + 0.33 ft + 1.00 ft = 2.83 ft Land Slope % 0 1 2 3 4 6 7 8 9 10 11 12 C. Select Upslope Berm Multiplier (based on land slope): 2.31 D. Calculate Upslope Berm Width: Multiplier (5C) X Upslope Mound Height (5B) 2.31 X 2.83 ft = 6.54 ft E. Calculate Drop in Elevation Under Bed: Bed Width(2D) X Land Slope(1D) : 100 = Drop (ft) 10.00 ft X 10.0 % 100 = 1.00 ft F. Calculate Downslope Mound Height: Upslope Height(5B) + Drop in Elevation(5E) ft 2.83 ft + 1.00 = 3.83 ft Land Slope % 0 1 2 3 4 5 6 7 8 9 10 11 12 Downslope 3:1 3.00 3.09 3.19 3.30 3.41 3.53 3.66 3.80 3.95 4.11 4.29 4.48 4.69 Berm Ratio 4:1 4.00 4.17 4.35 4.54 4.76 5.00 5.26 5.56 5.88 6.25 6.67 7.14 7.69 G. Select Downslope Berm Multiplier (based on land slope): 5.48 H. Calculate Downslope Berm Width: Downslope Multiplier(5G) X Downslope Height (5F) 5.48 x 3.83 ft = 20.99 ft I. Calculate Minimum Berm to Cover Absorption Area: Downslope Absorption Width(3B) + 4 feet 5.00 ft + 4.00 ft = 9.00 ft J. Design Downslope Berm = greater of 5H and 51: 20.99 ft K. Select Endslope Berm Multiplier: 3.0 (usually 3.0 or 4.0) L. Calculate Endslope Berm Width = Endslope Berm Multiplier(5K) X Downslope Mound Height(5F) 3.00 X 3.8 ft = 11.49 ft M. Calculate Mound Width: Upslope Berm Width(5D) + Bed Width(2D) + Downslope Berm Width(5J) 6.54 ft + 10.00 ft + 20.99 ft = 37.53 ft N. Calculate Mound Length: Endslope Berm Width (5L) + Bed Length(2F) + Endslope Berm Width(5L) 11.49 ft + 50.00 ft + 11.49 ft = 72.98 ft 5 Upslope Berm Ratio 3:1 3.00 2.91 2.83 2.75 2.68 2.61 2.54 2.48 2.42 2.36 2.312.21 4:1 4.00 3.85 3.70 3.57 3.45 3.33 3.23 3.12 3.03 2.94 2.86 2.78 2.70 6. MOUND DIMENSIONS (Feet) Project ID: Upslope 6.54_ 1 c Dispersal ed: Endislope End+pe 10.00 X 'O c 1.49 Distribution Area 500 sq.ft in 11 X49 M 11'1 ro f 1 M 1 20.99 U �* r Downslope Total Mound Length 1 72.98 A` inspection gripe cDc t �st6.54 rm I y 1 I 1 20.99 12' cover on s des W to3soit; 1.00 11 Ctcan sand lift DO (. Absorption Width ` 15.0 Clean Sand Required Separation: 36.0 (in) Distribution Media: -ROCK Media Depth ©(in) Below Pipe Elevation to Benchmark Elevation Limiting Layer: 97.' ft Elevation required Separation: I #VALUE! ift Elevation Distribution Media Bottom: ft Manifold Connection: ends Lateral Pipe Diameter: 1.50 (in) Perforation Size: 0.22 (in) Perforation Spacing: 36.0 (in) If Split and Non -Level Pressure Distribution Used: See Non -Level Pressure Distribution Form Comments: Onsirr ... TS I' .T~` ��: i STA Dosing Pump Tank Design Worksheet (Demand Dose) rM MINNESOTA POLLUTION Pnocnao� CONTROL AGENCY DETERMINE TANK CAPACITY AND DIMENSIONS Project ID: v 04.02.2024 1. A. Design Flow: A. Diameter of Supply Pipe 600 2 GPD C. Tank Use: Dosing C. Volume of Liquid Per Lineal Foot of Pipe = B. Code minimum pump tank capacity: D. Drainback = Length of Supply Pipe(8B) X Volume of Liquid Per Lineal Foot of Pipe(8C) 1000 17.0 Gallons Gal D. Designed pump tank capacity: 1000 Gal 2. A. Tank Manufacturer: B.P.B.B: Tile gal = B. Tank Model: 1000p C. Capacity from manufacturer: 25.9 1128 Gallons Note: Design calculations are based on this specific tank. Substituting a different tank model will change the pump D. Liquid depth of tank from manufacturer: 43.5 inches float or timer settings. Contact designer if changes are necessary. E. Gallons per inch from manufacturer: 25.9 Gallons per inch E DOSING VOLUME 3• Calculate Volume to Cover Pump (The inlet of the pump must be at least 4 -inches from the bottom of the pump tank E 2 inches of water covering the pump is recommended) (Pump and block height + 2 inches) X Gallons Per Inch (2E) ( 13 in + 2 inches) X 25.9 Gallons Per Inch = 389 Gallons 4. Minimum Delivered Volume = 4 X Volume of Distribution Piping: -Item 19 of the Pressure Distribution STA or Item 11 of Non -level STA 31.3 Gallons (Minimum dose) 5. Calculate Maximum Pumpout Volume (25% of Design Flow(1A)) Design Flow: 600 GPD X 0.25 6. Select a pumpout volume that meets both Minimum and Maximum: 7. Calculate Doses Per Day = Design Flow(1A) : Delivered Volume(6.) 600 gpd = F 120.0 7gal = 150.0 Gallons (Maximum dose) 120.0 Gallons 5.0 Doses' ' Doses need to be equal to or greater than 4 B. Calculate Drainback: Pipe Diameter (inches) A. Diameter of Supply Pipe 1 2 inches B. Length of Supply Pipe = 100 feet C. Volume of Liquid Per Lineal Foot of Pipe = 2 0.170 Gallons/ft D. Drainback = Length of Supply Pipe(8B) X Volume of Liquid Per Lineal Foot of Pipe(8C) 100 ft X 0.170 gal/ft = 17.0 Gallons 9. Total Dosing Volume = Delivered Volume(6.) + Drainback (8D) 120.0 gal + 17.0 gal = 137.0 Gallons 10. Minimum Alarm Volume = Depth of alarm (2 or 3 inches) X gallons per inch of tank(2E) lin X 25.9 gal/in = 77.7 Gallons 1.21 inches/dose 5.79 inches/dose Volume of Liquid in Pipe Pipe Diameter (inches) Liquid Per Foot. (Gallons) 1 0.045 1.25 1 0.078 1.5 0.110 2 0.170 3 0.380 4 0.661 11. Reserve Capacity Volume = [Tank Liquid Depth (2D) -Alarm Float Depth(10.)] x gallons per inch of tank(2E) (:::43.5 in _ 23.3 in ] X 25.9 gal/in = 523.5 Gallons DEMAND DOSE FLOAT SETTINGS Alarm and Pump are to be wired on separate circuits and inspected by the electrical inspector 12. Calculate Float Separation Distance using Dosing Volume. Total Dosing Voiume(9.) + Gallons Per inch(2E) 137.0 gal 25.9 gal/in = 5.29 inches 13. Measuring from bottom of tank: A. Distance to set Pump Off Float = Pump + block height + 2 inches Inches for Dose: 5.3 in 13.0 in + 2 in 15.0 inches Alarm Depth 23.3 in 523.5 Gal B. Distance to set Pump On Float=Distance to Set Pump -Off Float(13A) + Float Separation Distance(12.) Pump On 20.3 in 77.7 Gat 15.0 in + 5.3 in = 20.3 inches Pump Off 15.0 in 137 Gal C. Distance to set Alarm Float = Distance to set Pump -On Float(138) + Alarm Depth (2-3 inches)(10.) 389 Gal 20.3 in + 3-0 in = 23.3 inches `LiNStTE SEWAGEBasic STA Pum Selection Design Worksheet ��\""I MINNESOTA POLLUTION TREATIAENTw1kis �P ?;■ �■ T: CONTROL AGENCY PROGRAM 1. PUMP CAPACITY Project ID: v 04.02.2024 Pumping to Gravity or Pressure Distribution: Pressure A. If pumping to gravity enter the gallon per minute of the pump: GPM (10 - 45 gpm) B. If pumping to a pressurized distribution system: 15.6 GPM C. Enter pump description: Demand Dosing 12. HEAD REQUIREMENTS A. Elevation Difference 14.0 ft between pump and point of discharge: B. Distribution Head Loss: ft C. Additional Head Loss": ft (due to special equipment, etc.) Common additional head loss: gate valve = 1 ft each, globe valve = 1.5 ft each, splitter valve = see manufacturers details Distribution Head Loss Gravity Distribution = Oft Pressure Distribution based on Minimum Average Head Value on Pressure Distribution Worksheet: Minimum Average Head Distribution Head Loss 1ft 5ft 2ft 6ft 5ft 1 Oft D. 1. Supply Pipe Diameter: 2.0 in 2. Supply Pipe Length: 100 ft E. Friction Loss in Plastic Pipe per 100ft from Table I: Friction Loss = 0.7 ft per 100ft of pipe F. Determine Equivalent Pipe Length from pump discharge to soil dispersal area discharge point. Estimate by adding 25% to supply pipe length for fitting toss. Supply Pipe Length X 1.25 = Equivalent Pipe Length Elevation Of - Table (_.Friction Loss in Plastic Pipe per Flow Rate Pipe Diameter (inches 1 1.25 1.5 (GPM) 10 9.1 3.1 1.3 12 12.8 4.3 1.8 14 17.0 5.7 2.4 16 21.8 7.3 3.0 18 9.1 3.8 20 11.1 4.6 25 16.8 6.9 30 23.5 9.7 35 12.9 40 16.5 45 20.5 50 55 60 65 70 75 85 100 ft X 1.25 = 125.0 ft 1 95 1 1 1 G. Calculate Supply Friction Loss by multiplying Friction Loss Per 100ft(E.) by the Equivalent Pipe Length(F.) and divide by 100. Supply Friction Loss = 0.7 ft per 100ft X 125.0 ft - 100 = 0.9 ft 100ft 2 0.3 0.4 0.6 0.7 0.9 1.1 1.7 2.4 3.2 4.1 5.0 6.1 7.3 8.6 10.0 11.4 13.0 16.4 20.1 H Total Head requirement is the sum of the Elevation Difference(2A) + Distribution Head Loss(26) + Additional Head Loss(2C) + Supply Friction Loss(2G) 14 ft + 5.0 ft + I=ft + [::=ft= = 19.9 ft 3. PUMP SELECTION A pump must be selected to deliver at least 15,6 GPM with at least 19,9 feet of total head. JERRY SAUBER, M,P.C.A. LIC, #925, #317 SAUBER PLUMBING & HEATING CO. 100 THIRD STREET FARMINGTON, VIN 55024 tNORTH PH: (651) 463-7434 SCALE HM # 463-2597 DATE DONE: - /, k-, 2Y SIGNATURE J911 ILI loo C. JQ. of �'j", (Y 5 (crom t? We z