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Ex. 23 - Septic System Design 4-7-20
0 KSD Your water. Our neighbors. SSTS Design Stillwater School Bus Facility 11530 Hudson Boulevard North, Lake Elmo, MN 55042 PID # 36.029.21 .43.0004 Version 1 .1 Kloeppner Services & Designs, LLC MPCA LICENSE#4043 763.843.4114 CONNECT@KSD-MN.COM SSTS Design Summary Report 4/7/20 On March 26t", 2020 a site evaluation was conducted at 11530 Hudson Blvd N, Lake Elmo, MN 55042 in Washington County to evaluate a location for a new the Subsurface Sewage Treatment System (SSTS) for the Stillwater School Bus Facility. The PID number for the lot is 36.029.21.43.0004. A Type III SSTS with new sewage tanks and two (2) mounds will be used to treat the wastewater from the offices and bathrooms. Prior to submitting for permit from the local unit government or county, please review and sign all pages which require a signature. Stillwater School Bus Facility The Stillwater School Bus Facility is primarily used to store and maintain the buses for Stillwater School District—ISD 834. The facility has a main building with offices for staff and stalls maintenance. The building has bathrooms, breakrooms and utility sinks which are all connected to the sewer line exiting the Southwest corner of the building. No drains from the bus stalls, or other drains in the building, are connected to the sewer. Estimated Wastewater Source The staff consists of 12 full-time employees working 8-hour shifts five days a week. The 12 full-time employees are combination of office staff and mechanics. There are 200 bus drivers which have access to bathrooms and a breakroom at the North-end of the building. The bus drivers are only onsite to pick- up and drop-off the buses. Additional visitors (-5 per day) are also added to the total potential usage of sewage for this design. Bus drivers or office staff will not be present during the weekend days. This will provide an opportunity for the system to "catch up," if the flows exceed expect levels for any unforeseen reason. Variances& Easements The new SSTS will not require any variances or infringe upon any easements. SSTS Configuration The SSTS will use two (2) septic tanks to reduce the raw influent by 44% before dispersal into two (2) zones for final treatment of wastewater. Dual pumps will divide a maximum,timed-dose flow of 1,008 gallons daily into two (2) 600 ft2 Mound Absorption Beds (10'x 60'). The pumps will alternate cycles throughout the day to allow for maximum treatment and absorption. Septic Tank Emuenl hlountl=I 600 sgft Septic Tank Effluent Septic Tank Septic Tank Pump Tank Mound t 2 000-gal 2 600-gal 2,000yal 600 sgft , Raw Influent Figure 1 Prepared by KSD @ 2020 www.ksd-mn.com P a g e l Design Flow The Design Flow for the system is 1,440-gallons-per-day(GPD). The Average Daily Flow is calculated as 70%of the Daily Flow- 1,008 GPD. The Design Flow was calculated using the following estimate flow values determined by MN Chapter 7081 for determining flows for Other Establishments. 7081 Specified Type of Unit #of Units Design Flow per Unit Total Avg Establishment (See Table 1) Daily Flow Office employee 12 15.00 180 Office visitor 5 4.00 20 Public lavatory user 200 5.00 1000 Total Flow 7081 Establishments(gpd) 1200 Safety Factor 20%(gpd) 240 Total Flow 1440 To provide optimal treatment of the sewage through the Soil Absorption Area, the Maximum Daily Flow will be restricted to 1,008 GPD. Weekly flow totals above 1,008 GPD (-gallons) will require a Septic Maintainer to remove the excess from the Pump Tank to avoid overloading the STA and a back-up of the sewage. Wastewater Strength The expected raw influent wastewater is classified as Other Establishment:At-Risk. The reason for the At-Risk classification is due to the potential elevated concentrations of Biological Oxygen Demand (BOD), Total Suspended Solids (TSS) and Fats, Oils and Grease (FOG). This classification of the Wastewater will make the SSTS a Type III and may require an operating permit from Washington County. The estimated waste strengths to determine system loading rates and septic tankage are: • 400 mg/L BOD (max. 1,000 mg/L) • 100 mg/L TSS (max. 550 mg/L) • 20 mg/L FOG The estimated concentrations for BOD are based on typical BOD mg/L for a "Office (of 200—400 mg/L) from Table: "Estimate of Waste Strengths from Other Establishments." See Appendix. The level of Fats, Oil & Grease will be very low for this facility. The small breakroom does not prepare food or use a lot of grease. Septic Tankage The required septic tankage to settle the raw influent for a 3-day retention time to achieve a 44% reduction of the BOD concentration is 4,320 gallons in two tanks. The designed septic tankage is 4,500 gallons in two tanks to help manage Peak Flows and retain a target of 44% reduction of BOD of the raw influent. The second tank must have an effluent filter(screen) installed at the outlet. The effluent filter must be rated for a daily flow of 1,500 GPD and must reduce the TSS to< 60 mg/L TSS. Prepared by KSD @ 2020 www.ksd-mn.com P a g e 12 No grease tanks will be used due to the low amount of Fats, Oils &Grease entering the system. The 2,000-gallon tank for the pumps will also serve as a Surge Tank to manage Peak Flows for the Timed- Dose controlled flow. It is recommended that the tank have a large hatch-door for access to the pumps. Soil Treatment Area &Absorption Area The expected effluent concentrations after the Primary Septic Tankage is 223 mg/L BOD, 34 mg/L TSS and < 20 mg/L FOG. To properly size the Soil Treatment Area (STA),the BOD concentration was used to calculate the size of the STA using the maximum organic load (1.88 Pounds BOD/sgft/day). The minimum square feet required,for a controlled daily flow of 1,008 GPD, is 1,103 ft2. To account for potential hydraulic overload from excessive flow (> 1,008 GPD) or increased organic load above 400 mg/L BOD,the Absorption Area will be a total of 1,200 ft2. This is a safety factor of 109%. The 1,200 ft2Absorption Area will be split into two (2) Zones. Each Zone will be a Type III Mound of 10' x 60' (600 ft2)with 12 inches of washed mound sand. Eight (8) doses of 80 gallons will distribute 1,008 gallons per day to the entire STA. Each dose will alternate between the two zones equally throughout the day. The reason a Type III system will be required is due a lack of space available throughout the lot for a Type I due to disturbed soil from parking lots, large berms surrounding the property and retention ponds used for stormwater management. The location of the new Soil Treatment Area is currently under a parking lot and has a 3,000-gallon holding tank in the footprint. To make sure this system will treat the effluent and not create a ponding effect in the soil below the mounds, all disturbed soil, compacted soil and components (tank& piping) must be excavated. The excavated area must be backfilled with only washed mound sand to a depth below the disturbance and in direct contact with Medium Sand naturally occurring in the soil. This will likely be a large of material. The Manhole used to the connect the sewer line for the North end of the building and the sewer leaving the building, must be abandoned. The manhole may need to be removed to provide enough room for the three new septic tanks. Management Plan The ongoing management of the system is required to properly operate this system. The tanks must be pumped at regular intervals based on the sludge and scum levels of all tanks. See Management Plan for more details. The management of the system must meet all requirements detailed in the permit from Washington County. Mitigation Plan If system is unable to meet standards for the Operating Permit for this design, we recommend hiring Kloeppner Services & Design, LLC(KSD) to assess the cause of the compliance issue. KSD will be able to provide a potential cause and help to provide a solution to meet any perimeters not incompliance for the permit. Construction Notes Ordinance 206, 6.1 Building Permit requirements No construction shall be allowed by any local unit of government until the permit required for the subsurface sewage treatment system has been issued. Prepared by KSD @ 2020 www.ksd-mn.com P a g e 13 Ordinance 206, 9.11 Site Protection Prior to and during construction or lot improvements,the proposed initial and replacement soil treatment and dispersal areas shall be protected from disturbance, compaction, or other damage by use of stakes and silt fence or snow fence. MR 7080.2100, Subpart 1. F Electrical installations must comply with applicable laws and ordinances including the most current codes, rules, and regulations of public authorities having jurisdiction and with part 1315.0200,which incorporates the National Electrical Code. As-Built Drawing The Licensed Installer must provide an As-Built of the final location of all components. The attached Site Plan is only for reference and should not be considered as final survey or location of system components. Soil Erosion & Protection from Freezing Seed and grass must be established throughout the excavated areas to maintain proper protection from soil erosion and freezing. If paved material is used to cover the pipes or tanks, installation should be used to avoid freezing. Prepared by KSD @ 2020 www.ksd-mn.com P a g e 14 Materials & Specifications 0 11530 Hudson Blvd N, Lake Elmo—Stillwater School Bus Facility KS D Your water.Our neighbors. Tankage—Concrete • 2,500-Gallon W2500-MR (Wieser Concrete) • 2,0000-Gallon W2000-MR (Wieser Concrete) o Install Commercial Effluent Filter • 2,0000-Gallon W2000-MR (Wieser Concrete) Surge/ Pump Tank o Hatch for Pumps o Duplex Pumps Commercial Effluent Filter • Rated for 1,500 GPD • Must reduce TSS below 60 mg/L • Service Intervals- 12 months Duplex Pumps(ea. Pump) • GPM—25 • TDH-16 • Installer Choice of Pump Model Control Panels&Alarms • High Level Alarm installed above Effluent Filter • Timed-Dose Control Panel for Alternating Duplex Pumps o High Level Alarm O Timer On/Off o Event Counter Dispersal Area—Two Mounds • Soil Treatment Area—1,200 sqft • Zones—2 • Mound (zone)—10' x 60' o End Feed Manifold o Laterals—3 o Length of Laterals—58 feet o Rockbed depth—6 inched +3"to cover pipe o Washed Mound Sand—12" sand o Backfill—6" mixed soil o Topsoil—6" black dirt • Washed Sand for Backfill of Disturbed Soils—10'x 60' x 6' o Additional sand for excavated area above Holding Tanks *Note:All materials for sewer lines,supply lines, rock, backfill material calculations are only estimates of actual amounts which may be used for construction of this design. Prepared by KSD @ 2020 www.ksd-mn.com P a g e 15 i LEGEND GATE VALVE&BOX O STORM MANHOLE CTV CABLE UNDERGROUND LINE X_X � �rn OE ELECTRIC OVERHEAD LINE - in c XX X XX XX X X X X X X X XX- ® WATER SHUTOFF O CATCH BASIN t0 UE ELECTRIC UNDERGROUND LINE Z� LIGHT POLE ❑ CURB INLET `0 FIBER OPTIC UNDERGROUND LINE -0 2 m a G NATURAL GAS UNDERGROUND LINE 0 IS _ FLARED END "L '0 x ® ) SANITARY SEWER PIPE x O SANITARY MANHOLE )> STORM SEWER PIPE V, 0 tp p --- T TELEPHONE UNDERGROUND LINE /� m -- -� x I ^� HYDRANT 000-1-1- WATERMAIN PIPE \y"� a3 t w C N L x i - C- - - - - - - - - - - - - - - - - - - -- -8"x8"X6"TEE 1 i I 0' m DRAINTILE PIPE J LU M 3to In UTILITY NOTES I 6"GATE VALVE AND HYDRANT NEW 8"DIP WATERMAIN I I I X x lyrl-I I I I-lyrl I j I j @) 17) -� - r J DRIES DST BE CONSTRUCTED IN AGGBRB NGE WITH I I 8"z8"X6"TEE I 1 6"GATE VALVE AND HYDRANT 1. LL WATERMAIN AND ACCESSORIES M X I I I THE CITY OF LAKE ELMO STANDARD SPECIFICATIONS AND DETAILS. 2,MANIPU`-ON OF EXISTING VALVES SHALL BE PERFORMED ONLY BY CITY PERSONNEL. W CVCn I 3.WATERMAIN SHALL BE DUCTILE IRON PIPE,ENCASED IN POLYETHYLENE,CLASS-52. J W Q AWATEI MA qT N I I X T ALL FlTTINcs SHALL COMPLY WITH CEAM SPEC.1111,2.A1. ALL FITTINGS SHALL BE rWV x ® I I DUCTILE IRON PIPE WITH PO YETTYLENE EN SE NT. ALL CONNECTIONS SHALL BE O I I T INSTA LED UTILIZING GOR-BLUE NUTS x BOLTS.ME Q USE DATE valves FOR ALL APPLICATIONS UP THROUGH 12 INCHES, O H z I I I I o DATE VALVES SHALL BE RESILIENT WEDGE AMERICAN FLOW CONTROL SERIES 2-OR I..1� T J O X I Q- I B-5 I I I APPROVED EQUAL.GATE VALVES MUST COMPLY WITH GERM SPEC 26t 1.2-C.2, �+ + 1 CI E Al qg" RI .902.76 1 - I I I ).USE BUTTERFLY VALVES FOR ALL APPLICATIONS GREATER THAN 12 INCHES. W Z C6 INV:899.74 I I U EASEMEN4 I I i X B.BUTTERFLY VALVES SHALL BE MUELLER LINESEAL III,OR APPROVED EQUAL BUTTERFLY /� �W/ Z X I VALVES SHALL COMPLY WITH CEAM SPEC.2611.2.0. �/ 0 I 3_ I I 9 BOLTS AND NUTS ON ALL VALVES AND HYDRANTS SHALL BE STAINLESS STEEL Q V �7 Q I i x 10.ALL HYDRANTS SHALL BE INSTALLED 5.0 FEET BACK OF CURBco . W 11.HYDRANTS SHALL BE WATEROUS'PACER,'MODEL WB-6Z OR APPROVED EQUAL, X 1 Z- i I - i i I FITTED WITH FIT 800 SERIES FLEX STAKE AND PAINTED RED. J C) Q Q I 12.HYDRANTS SHALL HAVE TMD DLTLET NOZZLES FOR 2-1/2(I.D,)HOSE CONNECTIONS J (n 11 I I X AND ONE 4"STORZ NOZZLE(MODEL WB-6))AND PENTAGON NUT END CAP. m J 1 5 3 I THE CURB STOP SERVICE ASSEMBLY SHALL HAVE A MINIMUM t FULLY ADJUSTMENT x I I I C7 C6 I T�uEGE AND SHALL coNTRAcroR sEnLLNB eREsaoE SABOVE nNISHEe crsaDE FULLr EXTENDED. - R 902.05 I 48" s NV: 8.95 FES I a.BuslNEssEs WHosEHWATERESUPPLYNISBDIIRUPTEOR DURING THE COURSE OFST�HE I I I INV:897.55 I X I PROJECT. v x I 1 1 L a"xs"TEE I I I x _ 56 LF 24"RCP @ 0.00% � '� I I LF 1"PV SC 0 43% 2 48" I 14 6"GATE VALVE AND YDRANT n I 3 3 1 - - 1 STANDARD PLAN NOTES Cn M N-1 3 5 1 I WATERMAIN PLANS �/'� J R141: 4.00 C S ® I 1 /E J L------- L.J. VJ O�` I IN F F PV 1 , - I x I MARCH 2O17 ruTn�Teunnnxme xo '' I INV:900.00 5 3 FES I -- -_� I 3 5 _ U++ O I INV:897.50 78 Lp I C6 C7 Lnrck::I M10 04 C7 C6 _ „a" FES I _ CITY OF LAKE ELMO 2ooA z 00 x I I CB-3 % INV: 897.55 t� U L0 LO - ¢4 LF 18"PVC SCH 40 @1.05% 34 LF 21"RCP @0.88% 48" 2 CB-2 I i NIV.80L32 2 I FES I J w� m Z ----------- L;tJ INV:897.45 60" For additional utility notes,see sheet C8. G I 6"PVCSANITARYSEWER I C6 I INV:897.00 3 5 I J U 6"GATE VALVE AND HYDRANT -I CL L-� -__ 8"x6"TEE @ 2.0%MIN.SLOPE I I CIS C7 s++ HOLDING TANK FOR _AiliP WITH PLUG r-- Q FLOOR DRAINS ^x I r�r=u rwlvlr -- 1 _ i x i I OLU j MECH. I 45°BENDSI SANITARY CLEANOUT x 1 111,000 G v N CONNECT TO EXISTING 2 I I x I W J I FU NK 4"PVC SANITARY SEWER ARgA WI L AK COORD INV W/MECH. I W J x 1 CONTAIr�ME T 1 5%) SAN MH 2 I - x O (2q'x4 x?_ EP) 2 I a MATCH LIN-1 7EN 50 LF 6"PVC 2 0/MIN o __ J .c I RIM:903.50 5 ® I ________ ___�____ ______ _ ___�_�_______ I CAP LINE INV S:896.82 C$ I I MATCH LINE-II ISET SAN MH 1 1 ��V U) INV E:896.92 CI W T R IN I - x I I I INV=891.14(8"PVC)I RIM:905.00 5 1 x BUILDINGAREA= 5,498 E S M N I I I I IN S:892.70 C CB II z R� I 1 29 FT-18" m a,INV N/E:892.86 RIM=902.53sa I i� RI' _sossa 1 y FFE=@4.5 - 90°BEND EXISTING MAW FEL PHASE NT --------J x I i I RIM=90409 I I1 I CONNECT@T INV=898.53 II I as a Storm M hole 78 LF 8"O EXI VC C�STING 8" RMA N 3TUB I xl NV-901.11 o v-901.38 r g,L,::- 198 LF 6"PVC 2.0% r c, i INV PROPERTY LINE I h t this isln CMP thin HOPE I 1 _ - - m-CONNECTION POINT=890.54 --- - ereby certify that his plan, 8"x6"TEE I I I I I I I I @ 0.80 w I I I _ - _TO SANITARY RISER - _ I 6"DOMESTIC WATER N W 8" IP W TE M IN speclfi or ionsand r report was prepared x I EXISTING by me or under m direct supervision x 2 _ ___ I STORMWATER I )) N I and that I am a duly licensed I SERVICE(PRIVATELY OWNED) -- - - I POND Professional Engineer under the laws Inv Ele =90.56 SAN MH 1 2,000-gal I I I AREA A; of the State of Minnesota. Pump Tank 8"x8"X6"TEE FES =sot.oo RIM:905.00 5 2,000-gal Tank I I 6"GATE VALVE AND HYDRANT )) ) I.E.-96.0' 2,500-gal Tank INV=900.00 INV S:892.70 C LE.-96.5' 90°BEND I I I e 62 FT-24"RCP 1.28% --- --- --- ----- ---- -- ------__ _ @ I.E.-97.0' ---120 FT-24"RCP 1.28 .INV N/E:892.86 I I _ I '� C7 @ STMH EXISTING WELL TO 8"x8"X6"TEE S M ATER EiCN E I I 78 LF 8"PVC @ 2.0%I I I -J I STMH RIM= 96.95 Move Fence to '- I I BE ABANDONED PER ST� I RIM=904.72I STMH INV=896.95 Greg A.Buchal,P.E. MN HEALTH l North of Tanks I I I INV=900.90(N); RIM=904.85 69 FT-12"RCP @ 0.28% Date:04.30A8 Re No.:23793 DEPARTMENT STANDARDS 6"GATE VALVE AND HYDRANT 9 : SB2 I ��,,II C INV=899.21(W,E) INV=900.67(N) - I BENCHMARK=100.0- I Z o 010 `I v I INV=897.94(W,S) Slab et SW corner < x 99 FT-24"RCP @ 1.28 a X- -I- x CONNECT TO EX.CULVERT 22 FT-15"RCP @ 0.28% R.M. Date Description Sp1 }q' I F I 33 FT-12"RCP @ 0.28% ® I CONNECT TO TEMPORARY SEPTIC WITH HDPE TO RCP ADAPTER, 1z.ozle City Reaabmittal t 1 ¢ TANK(2,000-3,000 GALLONS) SP2 m lea «. C_RE INV W/MEyy�CH. INV=901.31* I 3 CB -902 38 x 0 I 1 © 03.19.19 Addendum#1 y aZL- ---- u-MATCH LIN -�� Effluent--------- I NV=898.44 9h 04.09.19 City Resubmit[a® I cH uN_II� Filter T x A a I NOTE:UTILITY WORK OUTSIDE PROPERTY LINES IS APART ® 05.03.19 City Comments 9 k 12"RCP,INV=898.41 Yc X "Si{IPE C�Ivetl �� I OF FOUR CORNERS STREET AND UTILITY IMPROVEMENTS. 77 FT-24"RCP @ 1.28% Al 08.02.19 Proposal Request#2 Dual CB z I / X-24"RCP,INV=895.76-X-X--1-8-ETSMAtE X-I I bo ® 08.16.19 Proposal Request#3 Alternatin I n� IT IS NOT APART OF THE STILLWATER BUS FACILITY 9 RIM=902.53.e I 1 a� STMH LITY SEM NT e I IMPROVEMENTS.* CB - I ' Pumps INV=898.53 / RIM=903.78 I F,oF Project#: 12196005 RIM=904.09 SP3 I I e r INV=895.42(W) '�� I Og Drawn By: KJA i = INV=901.11 a I .p,3, _ CONSTRUCTION B PUMPER 1 / ii��•r �` �gy� �'� y SP4 - -- - - - - - - I a 9'I 89 E --_ q36 F P 0.21% _ -INV=895.47.- Checked e: GAB ACCESS ( ) I RIM=900.84 2"RCP @ 0.80% �'Il 981 Oft� - - Ea. INSET Issue Date: 04.30.18 e„gn n"w Ie 1,aa genes, @ - - - - - >,�mw"atwulmamla.almm+w":°".,or+a•am. Sheet Title: » » )) » » )) » » » » "eemmu"n e.ee.alme"e=m em agle",e.I1n V eo L.F. -„,e 2 AP.an, Kloeppner Services&Desions.LLC T NI )� eta __ ________________ ____ _____ 11 FT 1.0% un""". K D Lic#4043 Inv.Ele =9C�.56 l l V I 1III-IIIIII-I III I r µTlgw ng io In a � - -- --- ---- ---- ---- ---- --- _ _____ _ _ �a,�I��o'�,°Mge�e l",NII 11 H kMn UTILITY PLAN 24"RCP @1.28% _ k ------ -------- -- - ------- u- @ _ IISALL ONLTIC LocA Res AneMEAsuREMENrsAnE Dan ESTIMATES WG�rvDll: --120 FT-24"RCP 1.28% y+ Approved by:Jesse Kloeppner NORTH Ramove 3,0009a1 STMH ) )) )) )) » » » _ SP=soil Poring STMHI Holding Tank RIM=905.16 ` 350 FT-15"RCP@0.30% I ro ee PeovlDeo ev lNsrnuea AFTEe SP=Soil PH RIM=904.72 STMH INV=896.95 R r NSTRucrloN I&=Benchmark NORTH �� NOTE:UTILITY WORK OUTSIDE PROPERTY LINES IS APART 0 20 40 80 MAIN OF FOUR CORNERS STREET AND UTILITY IMPROVEMENTS. Date-4/6120 IT IS NOT APART OF THE STILLWATER BUS FACILITY IMPROVEMENTS.* Sheet P:\Projects\Projects-2017\12176010-Stillwater Bus Facility Evals\C.Design\Drawing Files\12176010-C4.dwg x n _ t q a _ _ 1� l 1� r L _ rTl Fos L� .— _ rn ------ - 1 ztm C _ r tu w Ear— cn G 0 �.Q a6 Y� ' cur Ti L - _-�I •__ _ __ _ , i _ - paw xxe _ r m - o �-y - - ---... VL - a m I I I r _ � _ La --------- ----_ n�_-------_----� L� - � �� � - — - - - — —;to—` '— -•- � -- _--- i 3 x l s �� I L E PLUMBING FLOOR �Ff o T `E 8. H EA ��•��...as .�____. Ip_ —U � PLAN. SCHEDULES, � � s s ems_� MOVERS M CITY MECHANICAL CORP. s R I S E RS �T Pon stet morn, Easc �rOTf2212001 9103 maven LAKE ELMO •'� Bea ir.G_ M� n,s to 55-=49 MINNIE Phof+e: 7C3-757-7100 F--- 7�3-T66-66�0 W2500-M R TANK SPECIFICATIONS D 0 0 o �„ DIMENSIONS: 1592 WALL: 2 1/2" Of o BOTTOM: SEPTIC 4" a a 0 COVER: 6" MANHOLE: 24" I.D. PRECAST CONCRETE RISER _ HEIGHT: 71" O.D. LENGTH: 159 1/2" O.D. �j \\ WIDTH: 93" O.D. Juj BELOW INLET: 57" O.D. Q 4" CAST-A-SEAL 4" CAST-A-SEAL LIQUID LEVEL: 50" Of ol WEIGHT: 10,500 LBS. 024 COVER 6,340 LBS. ro INLET AND OUTLET: 0 4" CAST-A-SEAL BOOT OR EQUAL o GASKET, CAST-A-SEAL BOOT OR EQUAL m o Sig FILTER OR BAFFLE o LIQUID CAPACITY: 49.46 GAL/IN a Q LOADING DESIGN: 8' 0" UNSATURATED SOIL 0 0 �`— — — — — — —�� La COVER: MIX DESIGN #8 (NO FIBER) La TANK: MIX DESIGN #9 (SMALL FIBER) 3C TOP VIEW CD Y- co o Lo INLET OUTLET C Z 00 97.0' 96.7' v a � cy N co ui r7 ry LU CD W = 00 INLET UTLET Oro I I Q i 21„ I p � Z z If I Q - - - - - —+- - CD Lo U DRAWINGS SUBMITTED Ld V) FOR APPROVAL SIDE VIEW APPROVED BY: SHEET NO. APPROVAL DATE: PRODUCTS NEEDED BY: OF TANKS ARE MANUFACTURED TO MEET OR EXCEED ASTM C-1227 REQUIREMENTS W2000-M R TANK SPECIFICATIONS D 0 DIMENSIONS: 0 151" WALL: 2 1/2" w cn BOTTOM: SEPTIC 3" It a HEAVY DUTY 5" (ADD 2,050 LBS.) COVER: 6" MANHOLE: 24" I.D. PRECAST CONCRETE RISER HEIGHT: 66" O.D. ' LENGTH: 151" O.D. 4" CAST-A-SEAL 4" CAST-A-SEAL `� WIDTH: 86" O.D. ui / BELOW INLET: 53" O.D. Q > LIQUID LEVEL: 46" N of o �24 /' WEIGHT: 13,540 LBS. SEPTIC 15,370 LBS. HOLDING 00 TYP INLET AND OUTLET: 4" CAST-A-SEAL BOOT OR EQUAL o FILTER OR BAFFLE /� GASKET, CAST-A-SEAL BOOT OR EQUAL m o 0 INLET AND OUTLET BAFFLE AND FILTER: Z 0 3 WISCONSIN, SEE DETAIL #10 a � w 4 (OTHER STATES SEE CHART) o o b- LIQUID CAPACITY: 42.92 GAL/IN La o iZ TOP VIEW LOADING DESIGN: 8' 0" UNSATURATED SOIL La 3 HOLDING TANK: C C) OUTLET HOLE PLUGGED r o Lo INLET EFFLUENT OUTLET ACTUAL CAPACITY: 2,146 GALLONS p Z 00 96.5' 96.2' v o 1 FILTER a POLYLOK 525 LU TANK CAN BE USED AS: �, 3 � — — — SEPTIC/ HOLDING/ PUMP OR SIPHON W N 00 INLET _ OUTLET COVER: MIX DESIGN #8 NO FIBER) — TANK: MIX DESIGN #10 STRUCTURAL FIBER) M CUSTOMIZED TANKS: FOR CUSTOM TANKS CONTACT WIESER CONCRETE � n n 21" I o0 Q z - - - - - - - - - - -_ o Cl C) 0 Ld � H DRAWINGS SUBMITTED V) SIDE VIEW FOR APPROVAL APPROVED BY: SHEET NO. APPROVAL DATE: PRODUCTS NEEDED BY: OF TANKS ARE MANUFACTURED TO MEET OR EXCEED ASTM C-1227 REQUIREMENTS W2000—M R TANK SPECIFICATIONS D 0 DIMENSIONS: 0 151" WALL: 2 1/2" w cn BOTTOM: SEPTIC 3" It a HEAVY DUTY 5" (ADD 2,050 LBS.) COVER: 6" MANHOLE: 24" I.D. PRECAST CONCRETE RISER HEIGHT: 66" O.D. ' LENGTH: 151" O.D. 4" CAST-A-SEAL 4" CAST-A-SEAL `� WIDTH: 86" O.D. ui / BELOW INLET: 53" O.D. Q > LIQUID LEVEL: 46" N of o �24 /' WEIGHT: 13,540 LBS. SEPTIC 15,370 LBS. HOLDING 00 TYP INLET AND OUTLET: 4" CAST-A-SEAL BOOT OR EQUAL o FILTER OR BAFFLE /� GASKET, CAST-A-SEAL BOOT OR EQUAL m o 0 INLET AND OUTLET BAFFLE AND FILTER: Z 0 3 WISCONSIN, SEE DETAIL #10 a � w 4 (OTHER STATES SEE CHART) o o b- LIQUID CAPACITY: 42.92 GAL/IN La o iZ TOP VIEW LOADING DESIGN: 8' 0" UNSATURATED SOIL La 3 HOLDING TANK: C OUTLET HOLE PLUGGED v Y Lo � oLo INLET ACTUAL CAPACITY: 2,146 GALLONS C 00 96.0' cm 0 00 Q CAP OUTLET N LU TANK CAN BE USED AS: m 3 � — — — — SEPTIC/ HOLDING/ PUMP R SIPHON W N 00 INLET OUTLET COVER: MIX DESIGN #8 NO FIBER) — TANK: MIX DESIGN #10 STRUCTURAL FIBER) M CUSTOMIZED TANKS: FOR CUSTOM TANKS CONTACT WIESER CONCRETE CO n 21" I L0 Q z - - - - - - - - - - -_ o Cl C) 0 _ � H Ld DRAWINGS SUBMITTED V) SIDE VIEW FOR APPROVAL APPROVED BY: SHEET NO. APPROVAL DATE: PRODUCTS NEEDED BY: OF TANKS ARE MANUFACTURED TO MEET OR EXCEED ASTM C-1227 REQUIREMENTS MOUND DETAIL MOUND DIMENSIONS Dimensions for each mound - 10'X60' - 12"WASHED SAND -3- LATERALS PER ZONE -58' LATERAL LENGTH DIGOUT DIMENSIONS (estimated) Under Parking in Absorption Area - 10'wide x 60'long (x 2) - Depth of—7 ft Above Holding Tank - Depth of--14 ft CROWN-101.2' CROWN-101.2' TOP OF ROCKBED-100.T TOP OF ROCKBED-100.7' /ZZ GROUND LEVEL-99.T GROUND LEVEL-99.T 52.4' 11,11 WASHED SAND G WASHEDSAND 36" 6 FEET PERIOD SATURATED SOIL PERIOD SATURATED SOIL DIGOUT TO NATURAL DIGOUT TO NATURAL SAND SAND HORIZON FILL DUGOUT SOIL FILL DUGOUT SOIL ~ HORIZON WITH WASHED SAND WITH WASHED SAND NATURAL SAND HORIZON REMOVE DISTURBED ANY SOIL BELOW REMOVE DISTURBED NATURAL SAND ANY SOIL BELOW HORIZON NATURAL SAND HORIZON EXISTING 3,000-GALLON HOLDING TANK(to be removed) 0 KSD Your water. Our neighbors. """""'""`"" ONSITE Preliminary SEWAGE MINNESOTA POLLUTION TREATMENT Evaluation Worksheet CONTROL AGENCY PROGRAM �\\i J 1. Contact Information v 04.02.2019 Property Owner/Client: ISD 834 - Stillwater Area Public Schools Date Completed: 3/26/2020 Site Address: 11530 Hudson Blvd N, Lake Elmo, MN 55042 Project ID: Legal Description: ONBlock 1 Lot 1 SubdivisionCd 3198 SubdivisionName FOUR CORNERS Parcel ID: 36.029.21.43.0004 TWP: 29 SEC:ElElRNG: 21 2. Flow and General System Information A. Client-Provided Information Project Type: ❑ New Construction ❑ Replacement o Expansion ❑ Repair Project Use: ❑ Residential o Other Establishment: Office Residential use: # Bedrooms: Dwelling Sq.ft.: Unfinished Sq. Ft.: #Adults: #Children: #Teenagers: In-home business (Y/N): If yes, describe: ❑ Garbage Disposal/Grinder ❑ Dishwasher ❑ Hot Tub* Water-using devices: ❑ Sewage pump in basement o 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: Anticipated non-domestic waste: No non-domestic waste will be discharged to system. The above is complete & accurate: E ntnov.w �ervn R,�mo, Client signature Et date B. Designer-determined flow Information Attach additional information as necessary. Design Flow: 1440 GPD Anticipated Waste Type: Other Est. -At Risk BOD: 400 mg/L TSS 100 mg/L Oil Et Grease E=mg/L 3. Well Information Well Depth Casing Confining STA # Description Mn. ID# (ft.) Depth (ft.) Layer Setback Source 1 11530 Hudson Blvd N ?? >50 >50 50 Owner 2 3 4 Additional Well Information: SEV. C'E, Preliminary Sev,uc;e MINNESOTA POLLUTION Trr ^.Tr:i Nr Evaluation Worksheet CONTROL AGENCY Pu❑cu:.r,: ��� J 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 a 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: Elevation of ordinary high water level: ft Source: Classification: Tank Setback: ft. STA Setbk: ft. C. Site located in a floodplain? No Yes, Type(s): Floodplain designation/elevation (10 Year): ft Source: Floodplain designation/elevation (100 Year): ft Source: D. Property Line Id / Source: ❑ Owner ❑ Survey o County GIS ❑ Plat Map ❑ Other: E. ID distance of relevant setbacks on map: o water o Easements o Well(s) o Building(s) o Property Lines o OHWL ❑ Other: 4. Preliminary Soil Profile Information From Web Soil Survey (attach map £t description) Map Units: 49—Antigo silt loam Slope Range: 0 2 List landforms: Flats, terraces Landform position(s): Summit Loess and/or silty glaciofluvial deposits over loamy glaciofluvial deposits over Parent materials: stratified sandy and gravelly outwash Depth to Bedrock/Restrictive Feature: 80 in Depth to Watertable: 80 in Septic Tank Absorption Field- At-grade: Very Limited Map Unit Ratings Septic Tank Absorption Field- Mound: Not Limited Septic Tank Absorption Field- Trench: Very Limited 5. Local Government Unit Information Name of LGU: Washington County - Public Health Et Environment LGU Contact: Public Health Et Environment - (651) 430-6655 LGU-specific setbacks: LGU-specific design requirements: LGU-specific installation requirements: Notes: "ONSITE Ailk Field SEWAGE MINNESOTA POLLUTION TREATMENTENIU_ Evaluation Worksheet M CONTROL AGENCY PROGRAM _\\� 1. Project Information v 04.02.2019 Property Owner/Client: ISD 834 - Stillwater Area Public Schools Project ID: Site Address: 11530 Hudson Blvd N, Lake Elmo, MN 55042 Date Completed: 3/26/2020 2. Utility and Structure Information Utility Locations Identified o Gopher State One Call # ❑ Any Private Utilities: Locate and Verify (see Site Evaluation map) o Existing Buildings ❑ Improvements o Easements o Setbacks 3. Site Information Vegetation type(s): Lawn Landscape position: Shoulder Percent slope: % Slope shape: Linear, Linear Slope direction: Describe the flooding or run-on potential of site: Water will need to be diverted around mounds Describe the need for Type III or Type IV system: There is no area of the site with undistrubed soil. Note: The placement of the system was the original area for a future septic. A parking lot was installed. Elevations and Benchmarks identified on map? (Y/N): Yes If yes, describe: See Site Plan Proposed soil treatment area protected? (Y/N): Yes If yes, describe: Stakes 4. General Soils Information Filled, Compacted, Disturbed areas (Y/N): Yes If yes, describe: The soil under the parking lot and the area where the Holding Tank is located has been disturbed. 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: 6 Soil observation logs attached (Y/N): Yes Percolation tests performed Et attached (Y/N): No 5. Phase I. Reporting Information Depth Elevation Periodically saturated soil: 24 in 99.7 ft Soil Texture: Medium sand Standing water: in ft Percolation Rate: min/inch Bedrock: in ft Soil Hyd Loading Rate: 1.2 gpd/ftz Benchmark: 100 ft Benchmarck Location: SW corner of building (Slab at ground level) Differences between soil survey and field evaluation: Site evaluation issues / comments: A parking lot is located over STA Anticipated construction issues: Removal of parking lot, holding tank and sewer manhole ONSITE SE AGE Soil Observation Log TREATMENT PROGRAM Project ID: v 04.02.2019 J Client: ISD 834- Stillwater Area Public Schools Location / Address: 11530 Hudson Blvd N, Lake Elmo, MN 55042 Soil parent material(s): (Check all that apply) ❑ Outwash ❑ Lacustrine o Loess ❑ Till ❑ Alluvium ❑ Bedrock ❑ Organic Matter o Summit ❑ Shoulder ❑ Back/Side Slope ❑ Foot Slope ❑Toe Slope Slope shape Linear Landscape Position: (check one) p p Linear Vegetation: Lawn Soil survey map units: 49 Slope%: 0 T Elevation: 102.2 Weather Conditions/Time of Day: Overcast / 8:35 am Date 03/26/20 Observation #/Location: SP1 / See Map Observation Type: Soil Pit Depth (in) Texture Rock Matrix Color(s) Mottle Color(s) Redox Kind(s) Indicator(s) I-------- Structure-----------I Frag. % Shape Grade Consistence 7.5YR 3/2 0-24 Clay Loam 5% Blocky Moderate Firm 24-42 5° Medium 7.5YR 4/4 ° Blocky Moderate Firm Sandy Loam 10YR 3/2 42-54 Silt Loam 0% Blocky Moderate Firm 54 66 Loamy 5% 10YR 4/4 Granular Weak Friable Medium Sand 7.5YR 5/3 66-72 Medium Sand 5% Single grain Structureless Loose 10YR 5/3 2.5Y 7/8 Concentrations S1 72-96 Medium Sand 5% Single grain Structureless Loose 10YR 5/3 10YR 5/8 Concentrations S1 96-108 Medium Sand 5% Single grain Structureless Loose Comments Limiting Layer= 72" - 96.2' - Natural Soil starts at 42" (above is fill for hill) - Depth to LL from ground level is 30"of separation. I hereby certify that I have completed this work in accordance with all applicable ordinances, rules and laws. Jesse Kloeppner IL -- L4043 3/26/2020 (Designer/Inspector) (Signature) (License#) (Date) Uxvxxsrr or Mxxxsvrn ONSITE SEWAGE Additional ✓(\�oi Observation Logs TREATMENT Project ID: PROGRAM IIW Client: ISD 834- Stillwater Area Public Schools Location / Address: 11530 Hudson Blvd N, Lake Elmo, MN 55042 Soil parent material(s): (Check all that apply) ❑ Outwash ❑ Lacustrine o Loess ❑ Till ❑ Alluvium ❑ Bedrock ❑ Organic Matter Landscape Position: (check one) o summit ❑ shoulder ❑ Back/side slope ❑ Foot Slope ❑ Toe slope Slope shape Linear, Linear Vegetation: Lawn Soil survey map units: 49 Slope%: 0.0 Elevation: 101.7 Weather Conditions/Time of Day: Overcast / 8:40 am Date: 03/26/20 Observation #/Location: SP2 / Mound Observation Type: Soil Pit Depth (in) Texture Rock Matrix Color(s) Mottle Color(s) Redox Kind(s) Indicator(s) I-------- Structure-----------I Frag. % Shape Grade Consistence 0-18 Silty Clay 5% 7.5YR 3/2 Blocky Moderate Firm Loam Medium 7.5YR 4/4 Blocky Moderate Firm 1 6 Sandy Loam 5° 10YR 3/2 36-48 Silt Loam 0% Blocky Moderate Firm 48-60 5° Loamy 10YR 4/4 Granular Weak Friable Medium Sand 7.5YR 5/3 60-66 Medium Sand 5% Single grain Structureless Loose 10YR 5/3 2.5Y 7/8 Concentrations S1 66-90 Medium Sand 5% Single grain Structureless Loose 10YR 5/3 10YR 5/8 Concentrations S1 90-108 Medium Sand 5% Single grain Structureless Loose Comments Limiting Layer= 66" - 96.2' - Natural Soil starts at 36" (above is fill for hill) - Depth to LL from ground level is 24"of separation. Textures: Subsoil Indicator(s)of Saturation: Consistence: c-clay S1. Depleted matrix (value >/=4 and chroma </=2) Loose- Intact specimen not available sic-silty clay S2. Distinct gray or red redox features Friable- Slight force between fingers sc-sandy clay S3. 5Y chroma </= 3 Firm- Moderate force between fingers cl-clay loam S4. 7.5 YR or redder faint redox concentrations or redox depletic Extremely Moderate force between hands or slight firm- foot pressure sic[-silty clay loam If yes to one of the above indicators then: Rigid Foot pressure scl-sandy clay loam Topsoil Indicator(s) of Saturation: Slope Shape: si-silt T1. Wetland Vegetation Slope shape is described in two directions: up and down slope sit-silt loam *Sand Modifiers T2. Depressional Landscape (perpendicular to the contour), and across slope (along the [-loam co-coarse T3. Organic texture or organic modifiers horizontal contour); e.g. Linear, Convex or LV'. s[-sandy loam* m-medium T4. N 2.5/ 0 color - L Is-loamy sand* f-fine T5. Redox features in topsoil s-sand` of-very fine T6. Hydric Soil Soil Structure L vc I Grade: Massive- No observable aggregates, or no orderly arrangement of natural lines of weakness cc ,L cV cc Weak- Poorly formed, indistinct peds, barely observable in place Moderate- Well formed, distinct peds, moderately durable and evident, but not distinct in undisturbed L LA-1 .:a►=oa row ca. :ca .:envy. S�r�a c�r .. Strong- Durable peds that are quite evident in un-displaced soil, adhere weakly to one another, -towca ,nr-, withstand displacement, and become separated when soil is disturbed LAudscApe Bosltlott: Loose- No peds, sandy soil Sun—t ---- Shoulder Bac1:Side Soil Structure Foot Slooe Shape: Toe 11-pe - Granular- The peds are approximately spherical or polyhedral and are commonly found in topsoil. These are the small, rounded peds that hang onto roots platy- The peds are flat and plate like. They are oriented horizontally and are usually overlapping. Platy structure is commonly found in forested areas Blocky- The peds are block-like or polyhedral, and are bounded by flat or slightly rounded surface that are casting of the faces of surrounding peds. Prismatic- Flat or slightly rounded vertical faces bound the individual peds. Peds are distinctly longer vertically, and faces are typically cast or molds of Single Grain-The structure found in a sandy soil. The individual particles are not held together. .uvno.w.u.... ONSITE SWAGE TREATMENT Soil Observation Log TREATMENT PROGRAM ��\J Project ID: v 04.02.2019 Client: ISD 834 - Stillwater Area Public Schools Location / Address: 11530 Hudson Blvd N, Lake Elmo, MN 55042 Soil parent material(s): (Check all that apply) ❑ Outwash ❑ Lacustrine o Loess ❑ Till ❑ Alluvium ❑ Bedrock ❑ Organic Matter Landscape Position: (check one) o summit ❑ Shoulder ❑ Back/Side Slope ❑ Foot Slope ❑ Toe Slope Slope shape Linear, Linear Vegetation: Lawn Soil survey map units: 49 Slope%: 0.0 Elevation (ft): 103.5 Weather Conditions/Time of Day: Overcast / 9:30 am Date: 03/26/20 Observation #/Location: SP3 / See Map Observation Type: Soil Pit p ( ) Rock ) ) ) ( ) I-------- Structure-----------I Fra Depth in Texture % Matrix Color(s) Mottle Color(s) Redox Kind(s) Indicator s g Shape Grade Consistence Medium 15° 10YR 3/3 Disturbed Blocky Moderate Firm 0 33 Sandy Loam ° 10YR 5/3 Soil Medium 10YR 3/6 Disturbed 33-45 Sandy Loam 25% Blocky Moderate Firm 7.5YR 4/4 Soil Medium 10YR 4/4 Disturbed 45-72 Sandy Loam 20% Blocky Moderate Firm 7.5YR 4/4 Soil Loamy 7.5YR 4/4 Disturbed Blocky Weak Friable 72 84 Medium Sand 15°° 10YR 3/4 Soil Loamy 10YR 3/3 Disturbed Blocky Weak Friable 84 108 Medium Sand 10°° 10YR 4/4 Soil 10YR 4/3 108-120 Silt Loam 10% Blocky Moderate Firm 10YR 5/3 120-130 Medium Sand 5% Single grain Structureless Loose Comments No limiting layer observed. Most of the soil had been disturbed during construction of Holding Tank at 13 feet deep. U.........ov- Additional Additional Soil Observation Logs YRE Ir — SEWAGE TREATMENT Project ID: PROGRAM Client: ISD 834- Stillwater Area Public Schools Location / Address: 11530 Hudson Blvd N, Lake Elmo, MN 55042 Soil parent material(s): (Check all that apply) ❑ Outwash ❑ Lacustrine o Loess ❑ Till ❑ Alluvium ❑ Bedrock ❑ Organic Matter Landscape Position: (check one) o Summit ❑ Shoulder ❑ Back/Side Slope ❑ Foot Slope ❑ Toe Slope Slope shape Linear, Linear Vegetation: Lawn Soil survey map units: 49 1 Slope%: 0.0 Elevation (ft): 102.5 Weather Conditions/Time of Day: Overcast / 9:40 am Date: 03/26/20 Observation #/Location: SP4 / See Map Observation Type: Soil Pit p ( ) Rock ( ) ( ) ( ) ( ) I-------- Structure-----------I Fra Depth in Texture . % Matrix Colors Mottle Colors Redox Kinds Indicator( ) g Shape Grade Consistence 0-22 Medium 10YR 3/3 Disturbed ° Blocky Moderate Firm Sandy Loam ° 10YR 5/3 Soil Medium 10YR 3/6 Disturbed 22-36 Sandy Loam 25% Blocky Moderate Firm 7.5YR 4/4 Soil Medium 10YR 4/4 Disturbed 36-66 Sandy Loam 20% Blocky Moderate Firm 7.5YR 4/4 Soil 66-80 Loamy 7.5YR 4/4 Disturbed ° Blocky Moderate Firm Medium Sand ° 10YR 3/4 Soil 80-96 Loamy 10YR 3/3 Disturbed ° Blocky Moderate Firm Medium Sand ° 10YR 4/4 Soil 10YR 4/3 96-120 Silt Loam 10% Blocky Moderate Firm 10YR 5/3 120-130 Medium Sand 5% Single grain Structureless Loose Comments No limiting layer observed. Most of the soil had been disturbed during construction of Holding Tank at 13 feet deep. LY.ivussiv on 4innuoin o NSITE SEWAGE TREATMENT Soil Observation Log PROGRAM 11 11% Project ID: v 04.02.2019 Client: ISD 834 - Stillwater Area Public Schools Location / Address: 11530 Hudson Blvd N, Lake Elmo, MN 55042 Soil parent material(s): (Check all that apply) ❑ Outwash ❑ Lacustrine o Loess ❑ Till ❑ Alluvium ❑ Bedrock ❑ Organic Matter Landscape Position: (check one) o Summit ❑ Shoulder ❑ Back/Side Slope ❑ Foot Slope ❑ Toe Slope Slope shape Linear, Linear -T Vegetation: Lawn Soil survey map units: 49 Slope %: 0.0 Elevation (ft): 99.9 -F Weather Conditions/Time of Day: Overcast / 9:50 am Date: 03/26/20 Observation #/Location: SB2 - See Map Observation Type: Auger Rock I-------- Structure-----------I F Depth (in) Texture % Matrix Color(s) Mottle Color(s) Redox Kind(s) Indicator(s) g• Shape Grade Consistence 10YR 3/2 0-5 Loam 0% Blocky Moderate Firm 10YR 4/3 5-18 Silt Loam 0% Blocky Moderate Firm 18-20 Medium 10YR 4/4 5 ° Granular Weak Friable Sandy Loam 10YR 4/4 20-30 Medium Sand 5% Single grain Structureless Loose 10YR 5/4 7.5YR 5/8 Concentrations S1 30-40 Medium Sand 5% Single grain Structureless Loose 10YR 5/2 Depletions S2 10YR 5/3 10YR 5/2 Depletions S2 40-60 Medium Sand 5% Single grain Structureless Loose 7.5YR 5/6 Concentrations S1 Comments Limiting Layer = 30" - 97.2' - Most natural soil for the area. Designing Absorption Area from this boring. U.........ov M""'mn Additional Soil Observation Logs Ir REAY SEWAGE TREATMENT _ Project ID: PROGRAM Client: ISD 834 - Stillwater Area Public Schools Location / Address: 11530 Hudson Blvd N, Lake Elmo, MN 55042 Soil parent material(s): (Check all that apply) ❑ Outwash ❑ Lacustrine o Loess ❑ Till ❑ Alluvium ❑ Bedrock ❑ Organic Matter Landscape Position: (check one) o Summit ❑ Shoulder ❑ Back/Side Slope ❑ Foot Slope ❑ Toe Slope Slope shape Linear, Linear Vegetation: Lawn Soil survey map units: 49 Slope %: 0.0 Elevation (ft): 99.7 Weather Conditions/Time of Day: Overcast / 10:00 am Date: 03/26/20 Observation #/Location: SB1 See Map Observation Type: Auger Depth (in) Texture Rock Matrix Color(s) Mottle Color(s) Redox Kind(s) Indicator(s) I-------- Structure-----------I Frag. % I I I Shape Grade Consistence 10YR 3/2 Disturbed 0-12 Silt Loam 15% Blocky Moderate Firm 7.5YR 4/3 Soil Sandy Clay 10YR 3/4 Disturbed 12-20 Loam 20% Blocky Moderate Firm 10YR 4/3 Soil Medium 10YR 4/4 Disturbed 20-30 Sandy Loam 10% Blocky Moderate Firm 7.5YR 4/4 Soil Loamy 7.5YR 5/3 Disturbed Granular Weak Friable 30 42 Medium Sand 15/ 10YR 3/3 Soil 10YR 4/4 10YR 4/2 Depletions S2 42-55 Medium Sand 5% Single grain Structureless Loose 10YR 5/3 10YR 5/2 Depletions S2 55-70 Medium Sand 10% Single grain Structureless Loose 10YR 5/6 Concentrations S1 Comments Disturbed Soil until 42" - Found redox @ 42" (faint signs) Design Summary Worksheet SfWAGC SC WAGE TREATMENT TREATMENT PROGRAM \\. PROGRAM All \\i 1. PROJECT INFORMATION v 04.02.2019 Property Owner/Client: ISD 834 - Stillwater Area Public Schools Project ID: Site Address: 11530 Hudson Blvd N, Lake Elmo, MN 55042 Date: 04/06/20 2. DESIGN FLOW It WASTE STRENGTH Attach data/estimate basis for Other Establishments Design Flow: 1440 GPD Anticipated Waste Type: Other Est. -At-Risk BOD: 400 mg/L TSS: 100 mg/L Oil Et Grease: 20 mg/L Treatment Level:E= Select Treatment Level C for residential septic tank effluent 3. HOLDING TANK SIZING Minimum Capacity: Residential=400 gal/bedroom, Other Establishment= Design Flow x 5.0, Minimum size 1000 gallons Code Minimum Holding Tank Capacity: Gallons in Tanks or Compartments Recommended Holding Tank Capacity: Gallons in Tanks or Compartments Type of High Level Alarm: (Set @ 75%tank capacity) Comments: 4. SEPTIC TANK SIZING A. Residential dwellings: Number of Bedrooms (Residential): Code Minimum Septic Tank Capacity: Gallons in Tanks or Compartments Recommended Septic Tank Capacity: Gallons in Tanks or Compartments Effluent Screen &t Alarm (Y/N): Model/Type: B. Other Establishments: Waste received by: Gravity 1440 GPD x F Days Hyd. Retention Time Code Minimum Septic Tank Capacity: 4320 Gallons In Tanks or Compartments Recommended Septic Tank Capacity: 4500 Gallons In Tanks or Compartments Effluent Screen Ft Alarm (Y/N): Yes Model/Type: PolyLok 525 or equal 5. PUMP TANK SIZING Pump Tank 1 Capacity (Minimum): 2000 Gal Pump Tank 2 Capacity (Minimum): Gal Pump Tank 1 Capacity (Recommended): 2000 Gal Pump Tank 2 Capacity (Recommended): Gat Pump 1 25.0 GPM Total Head 16.0 ft Pump 2 GPM Total Head ft Supply Pipe Dia. 2.00 in Dose Vol: 80.0 gal Supply Pipe Dia.= Dose Vol: Gat Design Summary Worksheet SfWAGC SC WAGE TREATMENT TREATMENT PROGRAM �\\. PRGGRAM \\i 6. SYSTEM AND DISTRIBUTION TYPE Project ID: Soil Treatment Type: Mound Distribution Type: Pressure Distribution-Level Elevation Benchmark: 100 ft Benchmark Location: Slab at ground level of SW cor. MPCA System Type: Type III Distribution Media: Rock Type III/IV Details:FRemoval of Disturbed Soil It Reduced CLR 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 inches 2.0 ft 99.7 ft Minimum Req'd Separation: 36 inches Elft Elevation Critical for system compliance Code Max System Depth: Mound inches -1.0 ft 1 100.7 ft This is the maximimum depth to the bottom of the distribution media. Negative Depth(ft)means it must be a mound. Soil Texture: Medium Sand Soil Hyd. Loading Rate: 1.20 GPD/ft2 Percolation Rate:==MPI Contour Loading Rate: 12 Note: Measured Land Slope: 0.0 % Note: Comments: 8. SOIL TREATMENT AREA DESIGN SUMMARY Trench: Dispersal Area ft2 Sidewall Depth in Trench Width ft Total Lineal Feet ft No. of Trenches Code Max. Trench Depth in Contour Loading Rate ft Min. Length ft Designed Trench Depth in Bed: Dispersal Area ft2 Sidewall Depth in Maximum Bed Depth in Bed Width ft Bed Length ft Designed Bed Depth in Mound: Dispersal Area 1200.0 ft2 Bed Length 120.0 ft Bed Width 10.0 ft Absorption Width 10.0 ft Clean Sand Lift 1.0 ft Berm Width (0-1%) 13.2 ft Upslope Berm Width 13.2 ft Downslope Berm 13.2 ft Endslope Berm Width 13.2 ft Total System Length 146.4 ft System Width 36.4 ft Contour Loading Rate 12.0 gal/ft Design Summary Worksheet SfWAGC S[WAGf TR[ATMf NT TR[ATM[NT PROGRAM �1\�. PROGRAM Project ID: At-Grade: Bed Width ft Bed Length ft Finished Height ft Contour Loading Rate gal/ft Upslope Berm ft Downslope Berm ft Endslope Berm ft System Length ft System Width ft Level Et Equal Pressure Distribution No. of Laterals Perforation Spacing ft Perforation Diameter 3/16 in Lateral Diameter 1.50 in Min Dose Volume gat Max Dose Volume 360 gal Non-Level and Unequal Pressure Distribution Elevation Pipe Size Pipe Pipe Perf Size Spacing Spacing (ft) (in) Volume Length (ft) (in) (ft) (in) (gal/ft) Minimum Dose Lateral 1 Volume Lateral 2 gal Lateral 3 Lateral 4 Maximum Dose Lateral 5 Volume Lateral 6 gal 9. Additional Info for At-Risk, HSW or Type IV Design A. Starting BOD Concentration = Design Flow X Starting BOD (mg/L) X 8.35 _ 1,000,000 1008 gpd X 223 mg/L X 8.35 : 1,000,00( = 1.88 lbs. BOD/day B. Target BOD Concentration = Design Flow X Target BOD (mg/L)X 8.35 _ 1,000,000 1008 gpd X 223 mg/L X 8.35 = 1,000,00( = 1.88 lbs. BOD/day Lbs. BOD To Be Removed: 0.00 PreTreatment Technology: Must Meet or Exceed Target Disinfection Technology: *Required for Levels A It B C. Organic Loading to Soil Treatment Area: 223 mg/L X 1008 gpd x 8.35 = 1,000,000 E1200 ft2 = 0.00156 tbs./day/ft2 10. Comments/Special Design Considerations: 1. The estimated design flow is calculated for 12 full-time employess; 200 bus drivers and 5 visitors per day. 2. Soil Absorption Area (mound) will be divided into two zones of 10'x 60'. 3. Disturbed soil below the absorption area will be dugout and replaced with washed mound sand. 4. The existing Manhole Et 3,000-gallon Septic Tank will be removed. 5. The flow to the mounds will be restricted to 70%of Design Flow. If flow exceeds 1,008 gallons in 24-hours, an Alarm will sound. 6. Dual Alternating Pumps will be used to Time-Dose the flow to the mounds. 7. Cap drain from Shop Floor to Manhole. Install new Holding Tank for flow. I hereby certify that I have completed this work in accordance with all applicable ordinances, rules and laws. Jesse Kloeppner ::1 L4043 4/6/2020 (Designer) (Signature) (License#) (Date) "SITE Flow Estimation: Other Establishments MINNESOTA POLLUTION SEWAGE CONTROL AGENCY TREATMENT PROGRAM v 04.02.2019 Design Flow per Unit(See Total Avg Daily Establishment 7081 Specified Type of Establishment Unit #of Units Table 1) Flow 1 Office employee 12 15.00 180 2 Office visitor 5 4.00 20 3 Public lavatory user 200 5.00 1000 4 5 Total Flow 7081 Establishments (gpd) 1200 Design Flow Total Avg Daily Establishment NON 7081 Specified Type of Establishment Unit #of Units per Unit Flow 6 7 8 9 10 Total Flow Non-7081 Establishments (gpd) Safety Factor (gpd) 240.00 Total Flow 7081 and Non 7081 Establishments (gpd) 1440.00 Estimate of Waste Strengths from Other Establishments Type of Facility BOD5(mg/L) BOD5(lbs/unit/day) Airports Per passenger 400-500 0.02 Per employee 400-500 0.05 Apartment houses 240-400 0.175/multiple family Assembly hall(no kitchen) 240-400 0.01/seat Boarding school 240-400 0.208/student Bowling alley(no kitchen) 240-400 0.15/lane Camps Construction(Semi-permanent) 400-500 0.140 Country club(member) 400-500 0.052/member Country club(resident) 240-400 0.208/resident Day(no meals) 400-500 0.031 Luxury 400-500 0.208 Church(no kitchen) 240-400 0.02/seat Country club 400-800 0.208/member Personnel addition 240-400 0.04/employee Day school 240-400 0.031/student Add for showers 240-400 0.011/student Add for cafeteria 500-700 0.031/meal Factory No showers 240-400 0.073/employee With showers 240-400 0.083/employee Food service Ordinary restaurant 600-1500 0.35/seat 24-Hour restaurant 600-1500 0.50/seat Freeway restaurant 600-1500 0.70/seat Tavern(limited food) 400-800 0.10/seat Carry-out(single service) 600-800 0.70/100 sqft Carry-out 200-600 0.04/employee Fast food chain 1000-2000 0.80/seat Kitchen Waste 600-1500 0.015/meal Toilet and Kitchen Waste 600-1500 0.021/customer Additional for bars B cocktail lounges 600-1500 0.01/customer Hospital(not including personnel) 400-600 0.518/bed Laundromat 600-800 2.0/machine Mobile home park 240-400 0.40/space Mobile home park 240-400 0.140/person Motel,Hotel 240-400 0.083/bed Motel,Hotel 240-400 0.14/person Nursing home (not including kitchen or 400-600 0.26/bed Office building(per 8 hour shift) 240-400 0.05/employee Park,bathhouse and flush toilets 240-400 0.021/person Resort hotel,cottage 240-400 0.15/room Add for self-service laundry 600-800 2.0/machine Service station 240-400 0.50/toilet or urinal Service station 240-400 0.021vehicle served Shopping center(no food service or 400-600 0.30/1000 sgft Laundry) Shopping center(no food service or 400-600 0.050/employee Laundry) Sports Stadium 400-600 0.20/person Swimming pool 300-500 0.021/person Theaters Drive-in 400-500 0.010/car space Indoor 240-400 0.010/seat Travel trailer or RV park No water/sewer hook up 400-800 0.25/space With water and sewer 400-800 0.35/space Waste Strength Concentration into Soil Treatment Area for Other Establishments 1 DESIGN FLOW Et WASTE STRENGTH Attach data/estimate basis for Other Establishments Design Flow: 1440 GPD Anticipated Waste Type: Other Est. At Risk BOD: 400 mg/L TSS: 100 mg/L 2 SEPTIC REMOVAL RATE THROUGH SEPTIC TANKS A. Typical removal of BOD and TSS in primary sedimentation (septic) tanks is calculated as a function of the detention time and constituent concentration represented in the equalization below: t R = expected removal efficiency, % *Max. 7 hours R = a + bt t = nominal detention time, h a, b = empirical constants Empirical constant at 20 C Item a, h b BOD 0.018 0.02 TSS 0.0075 0.014 Reference= pg. 303-304"Small and Decentralized Wastewater Management Systems"-Crites Et Tchobanoglous B. Equation Removal Percentage Equation (BOD): 7 h : (0.018 + (0.02 *7 h) = [H] C. Equation Removal Percentage Equation (TSS): 7 h : (0.0074 + (0.014* 7 h) = EK % D. Expected BOD Concentration after min. of 3 days of retention time Starting BOD Concentration = 400 mg/L Septic Tank Removal percentage: 44 % Equation: 400 mg/L x 44 % = 177 mg/L THEN 400 mg/L - 177 mg/L = 223 mg/L Expected BOD Concentration from Septic Tank Effluent: 223 mg/L BOD E. Expected TSS Concentration after min. of 3 days of retention time Starting TSS Concentration = 100 mg/L Septic Tank Removal percentage: 66 66 Equation: 100 mg/L x 66 % = m g/L THEN 100 mg/L - b6 mg/L = 34 mg/L Expected TSS Concentration from Septic Effluent: 34 mg/L TSS Waste Strength Concentration into Soil Treatment Area for Other Establishments 3 MAXIMUM WASTE STRENGTH LOADING RATES - BOTTOM AREA ONLY TABLE 5.1 Maximum Waste Strength Loading Rates-Bottom Area Only Soil Loading Rate Pounds of Pounds of Pounds of (gpd/ft2) BOD5/ft2/day TSS/ft2/day FOG/ft2/day 1.2 0.0017 0.0006 0.0003 0.78 0.0011 0.0004 0.0002 0.68 0.0009 0.0003 0.0001 0.6 0.0009 0.0003 0.0001 0.52 0.0008 0.0003 0.0001 0.5 0.0007 0.0003 0.0001 0.45 0.0006 0.0002 0.0001 0.42 0.0006 0.0002 0.0001 Based on organic loading to a Type I system with design flow and bottom area loading with concentrations of BOD5 of 170 mg/L,TSS of 60 mg/L.and FOG of 25 mg/L. A. Maximum Waste Strength Loading Rate based on Soil Loading Rate Soil Hydraulic Loading Rate (SHLR) : 1.2 gpd/sqft BOD Constant per SLR: 0.0017 Pounds of BOD5/ft2/day: TSS Constant per SLR: 0.0006 Pounds of TSS/ft2/day: B. Timed-Dose Flow from "Pump Tank Design Worksheet (Time Dose)" C. "Choosen Maximum Flow to STA": 1008 gallons C. Size of Bottom Area of Absorption Area based on Soil Hydraulic Loading Rate - Level C effluent Required Square Feet based on SHLR = Time-Dosed Flow X SHLR 1008 gpd 1.2 gpd/sqft 840 ft2 D. Size of Bottom Area of Absorption Area based on BOD to Maximum Waste Strength Loading Rates BOD Concentration = Time-Dosed Flow X Septic Tank Effluent BOD (mg/L) X 8.35 : 1,000,000 1008 gpd X 223 mg/L X 8.35 : 1,000,000 = 1.88 lbs. BOD/day Required Square Feet for removal of lbs. BOD/day = lbs. BOD/day x Maximum Pounds of BOD5/ft2/day 1.88 lbs. BOD/day - 0.0017 Max Pounds of BOD5/ft2/day = 1103 ft2 E. Size of Bottom Area of Absorption Area based on TSS Maximum Waste Strength Loading Rates TSS Concentration = Time-Dosed Flow X Septic Tank Effluent TSS (mg/L) X 8.35 : 1,000,000 1008 gpd X 34 mg/L X 8.35 : 1,000,000 = 0.28 lbs. TSS/day Required Square Feet for removal of lbs. TSS/day = lbs. TSS/day x Maximum Pounds of TSS/ft2/day 0.28 Z tbs. TSS/day - 0.0006 Max Pounds of TSS/ft2/day: = 472 ft Waste Strength Concentration into Soil Treatment Area for Other Establishments 4 DESIGNED SOIL TREATMENT AREA A. Summary of Minimum Size of Soil Treatment Area (STA) - Bottom Only SHLR 840 BOD 1103 ft2 TSS 1 472 ft2 Designer's Choice 1200 ft2 *must be greater than largest Minimum STA B. Safety Factor for Designer's Choice of Soil Treatment Area - lbs./BOD/day/ft2 Safety Factor for lbs./BOD/ft2 109% 223 mg1L X 1008 gpd x 8.35 = 1,000,000 : 12 00 ft2 = 0.00156 lbs./day/ftz Max 0.0017 lbs./day/ft2 /Actual 0.00156 lbs./day/ft' = 109% safety percentage C. Safety Factor for Designer's Choice of Soil Treatment Area - lbs./TSS/day/ft2 Safety Factor for lbs./TSS/ft2 254% 34 mg/L X 1008 gpd x 8.35 : 1,000,000 F1200 ft2 = 0.00024 lbs./day/W Max 0.0006 tbs./day/ft2 /Actual 0.00024 lbs./day/ft' - F 254% safety percentage It may be advisable to oversize the absorption area by 50% and divide the system into 3 zones for dosing and resting cycles if secondary treatment is not employed (a must for MSTS - MN Rules Chapter 7081.0270, Subp. 5 B 3). D. Number of Zones for Soil Treatment Area Designer Choice of Zones zones Absorption Area per Zone 600 ft2 Waste Strength Concentration into Soil Treatment Area for Other Establishments 1 DESIGN FLOW Et WASTE STRENGTH Attach data/estimate basis for Other Establishments Design Flow: 1440 GPD Anticipated Waste Type: Other Est. - At Risk Maximum BOD: 850 mg/L Maximum TSS: 500 mg/L 2 SEPTIC REMOVAL RATE THROUGH SEPTIC TANKS A. Typical removal of BOD and TSS in primary sedimentation (septic) tanks is calculated as a function of the detention time and constituent concentration represented in the equalization below: R = t R = expected removal efficiency, % *Max. 7 hours a + bt t = nominal detention time, h a, b = empirical constants Empirical constant at 20 C Item a, h b BOD 0.018 0.02 TSS 0.0075 0.014 Reference= pg. 303-304"Small and Decentralized Wastewater Management Systems"-Crites&t Tchobanoglous B. Equation Removal Percentage Equation (BOD): 7 h : (0.018 + (0.02 * 7 h) = 44 % C. Equation Removal Percentage Equation (TSS): 7 h : (0.0074 + (0.014 * 7 h) = 66 % D. Expected BOD Concentration after min. of 3 days of retention time Starting BOD Concentration = 850 mg/L Septic Tank Removal percentage: 44 % Equation: 850 mg/L x 44 % = 377 mg/L THEN 850 mg/L - 377 mg/L = 473 mg/L Expected BOD Concentration from Septic Tank Effluent: 473 mg/L BOD E. Expected TSS Concentration after min. of 3 days of retention time Starting TSS Concentration = 500 mg/L Septic Tank Removal percentage: 66 % Equation: 500 mg/L x 66 % = 332 mg/L THEN 500 mg/L - 332 mg/L = 168 mg/L Expected TSS Concentration from Septic Effluent: 168 mg/L TSS Waste Strength Concentration into Soil Treatment Area for Other Establishments 3 MAXIMUM WASTE STRENGTH LOADING RATES - BOTTOM AREA ONLY TABLE 5.1 Maximum Waste Strength Loading Rates-Bottom Area Only Soil Loading Rate Pounds of Pounds of Pounds of (gpd/ft2) BOD5/ft2/day TSS/ft2/day FOG/ft2/day 1.2 0.0017 0.0006 0.0003 0.78 0.0011 0.0004 0.0002 0.68 0.0009 0.0003 0.0001 0.6 0.0009 0.0003 0.0001 0.52 0.0008 0.0003 0.0001 0.5 0.0007 0.0003 0.0001 0.45 0.0006 0.0002 0.0001 0.42 0.0006 0.0002 0.0001 Based on organic loading to a Type I system with design flow and bottom area loading with concentrations of BOD5 of 170 mg/L,TSS of 60 mg/L.and FOG of 25 mg/L. A. Maximum Waste Strength Loading Rate based on Soil Loading Rate Soil Hydraulic Loading Rate (SHLR) : 1.2 gpd/sqft BOD Constant per SLR: 0.0017 Pounds of BOD5/ft2/day: TSS Constant per SLR: 0.0006 Pounds of TSS/ft2/day: B. Timed-Dose Flow from "Pump Tank Design Worksheet (Time Dose)" C. "Choosen Maximum Flow to STA": 1008 gallons C. Size of Bottom Area of Absorption Area based on Soil Hydraulic Loading Rate - Level C effluent Required Square Feet based on SHLR = Time-Dosed Flow X SHLR 1008 gpd 1.2 gpd/sqft 840 ft2 D. Size of Bottom Area of Absorption Area based on BOD to Maximum Waste Strength Loading Rates BOD Concentration = Time-Dosed Flow X Septic Tank Effluent BOD (mg/L) X 8.35 : 1,000,000 1008 gpd X 473 mg/L X 8.35 _ 1,000,000 = 3.98 lbs. BOD/day Required Square Feet for removal of lbs. BOD/day = lbs. BOD/day x Maximum Pounds of BOD5/ft2/day 3.98 lbs. BOD/day - 0.0017 Max Pounds of BOD5/ft2/day = 2344 ft2 E. Size of Bottom Area of Absorption Area based on TSS Maximum Waste Strength Loading Rates TSS Concentration = Time-Dosed Flow X Septic Tank Effluent TSS (mg/L) X 8.35 _ 1,000,000 1008 gpd X 168 mg/L X 8.35 _ 1,000,000 = 1.42 lbs. TSS/day Required Square Feet for removal of lbs. TSS/day = lbs. TSS/day x Maximum Pounds of TSS/ft2/day 1.42 2 tbs. TSS/day - 0.0006 Max Pounds of TSS/ft2/day: = 2360 ft Waste Strength Concentration into Soil Treatment Area for Other Establishments 4 DESIGNED SOIL TREATMENT AREA A. Summary of Minimum Size of Soil Treatment Area (STA) - Bottom Only SHLR 840 BOD 2344 ft2 TSS 2360 ft2 Designer's Choice 2400 ft2 *must be greater than largest Minimum STA B. Safety Factor for Designer's Choice of Soil Treatment Area - lbs./BOD/day/ft2 Safety Factor for lbs./BOD/ft2 102% 473 mg/L X 1008 gpd x 8.35 : 1,000,000 : 2400 ft2 = 0.00166 tbs./day/ft2 Max 0.0017 lbs./day/ft2 /Actual 0.00166 lbs./day/ft' = 102% safety percentage C. Safety Factor for Designer's Choice of Soil Treatment Area - lbs./TSS/day/ft2 Safety Factor for lbs./TSS/ft2 102% 168 mg/L X 1008 gpd x 8.35 : 1,000,000 : 2400 ft2 = 0.00059 tbs./day/ft2 Max 0.0006 tbs./day/ft2 /Actual 0.00059 lbs./day/ft' = 102% safety percentage It may be advisable to oversize the absorption area by 50% and divide the system into 3 zones for dosing and resting cycles if secondary treatment is not employed (a must for MSTS - MN Rules Chapter 7081.0270, Subp. 5 B 3). D. Number of Zones for Soil Treatment Area Designer Choice of Zones zones Absorption Area per Zone 1200 ft2 LT ivui.v ur Nnnewu ONSITE Mound Design Worksheet SEWAGE MINNESOTA POLLUTION TREATMENT _ CONTROL AGENCY PROGRAM <1 % Slope 0 '%W 1. SYSTEM SIZING: Project ID: v 04.02.2019 A. Design Flow : 1440 JGPD TABLE IXa LOADING RATES FOR DETERMINING BOTTOM ABSORPTION AREA B. Soil Loading Rate: 1.20 JGPD/ft2 AND ABSORPTION RATIOS USING PERCOLATION TESTS Treatment Level C Treatment Level A,A-2,B, C. Depth to Limiting Condition: 2.0 ft Absorption Absorption Percolation Rate Mound Mound Area Loading Area Loading (MPI) Absorption Absorption D. Percent Land Slope: 0.0 Rate(gpd/ft)) (gpd/ft)Ratio Rate) Ratio E. Design Media Loading Rate: 1.2 GPD/ft2 `01 - 1 - 1 01105 1.2 1 1.6 1 F. Mound Absorption Ratio: 1.00 0 1 to 5(fine sand o.s 2 1 1.6 and loam fine sand Table 1 6to15 0.78 1.5 1 1.6 MOUND CONTOUR LOADING RATES: 16to30 0.6 2 0.78 2 Measured Texture - derived Contour 31 to 45 0.5 2.4 0.78 2 Porc Rate OR mound absorption ratio Loading 46 to 60 0.45 2.6 0.6 2.6 Rate. 61 to 120 - 5 0.3 5.3 - - - - 60mpi 1.0. 1.3. 2.0. 2.4. 2.6 -12 >120 61-120 mpi OR 5.0 -12 *Systems with these values are not Type I systems. Contour Loading Rate (linear loading rate) is a - 120 mpi' •5.0' -6- recommended value. 2. DISPERSAL MEDIA SIZING A. Calculate Dispersal Bed Area: Design Flow (1.A) : Design Media Loading Rate (1.E) = ftz 1440 JGPD 1 1.2 GPD/ft2 = 1200 ft2 If a larger dispersal media area is desired, enter size: ft2 B. Enter Dispersal Bed Width: 10 ft Can not exceed 10 feet. C. Calculate Contour Loading Rate: Bed Width (2.13) X Design Media Loading Rate (1.E) 10 ftz X 1.2 GPD/ftz = 12.0 gal/ft Can not exceed Table 1 D. Calculate Minimum Dispersal Bed Length: Dispersal Bed Area (2.A) : Bed Width (2.13) = Bed Length 1200 Ift2 [ 10 ft = 120.0 ft 3. ABSORPTION AREA SIZING A. Calculate Absorption Width: Bed Width (2.13) X Mound Absorption Ratio (1.F) = Absorption Width 10.0 Ift X 1.0 = 10.0 ft B. For slopes from 0 to 1%, the Absorption Width is measured from the bed equally in both directions. Absorption Width Beyond the Bed: Absorption Width (3.A) - Bed Width (2.13) = 2 = Width beyond Bed ( 10.0 ft 10.0 ft) 2 = 0.0 ft 4. DISTRIBUTION MEDIA: ROCK Project ID: A. Rock Depth Below Distribution Pipe 1 6 lin 0.50 ft 5. DISTRIBUTION MEDIA: REGISTERED TREATMENT PRODUCTS: CHAMBERS AND EZFLOW A. Enter Dispersal Media: B. Enter the Component: Length: ft Width: ft Depth: ft C. Number of Components per Row = Bed Length divided by Component Length (Round up) II ft : ft = components/row Check registered product D. Actual Bed Length = Number of Components/row X Component Length: information for specific components X ft = application and design E. Number of Rows = Bed Width divided by Component Width ft : ft = rows Adjust width so this is a whole number. F. Total Number of Components = Number of Components per Row X Number of Rows II X E------::] = components 6. MOUND SIZING A. Calculate Clean Sand Lift: 3 feet minus Depth to Limiting Condition = Clean Sand Lift (1 ft minimum) 3.0 ft - 2.0 ft = 1.0 ft Design Sand Lift (optional): ft B. Upslope Mound Height = Clean Sand Lift + Depth of Media + Depth of Cover (1 ft) 1.0 ft + 0.80 ft + 1.50 ft = 3.3 ft C. Berm Width = Upslope Mound Height (4.13) X 4 (4 is recommended, but could be 3-12) 3.3 ft X 4.0 ft = 13.2 ft D. Total Landscape Width = Berm Width + Dispersal Bed Width + Berm Width 13.2 ft + 10.0 ft + 13.2 ft = 36.4 ft E. Additional Berm Width necessary for absorption - Absorption Width - Total Landscape Width 10.0 ft - 36.4 ft = ft if number is negative (<0), value is ZERO F. Final Berm Width = Additional Berm Width + Berm Width 0 ft + 13.2 ft = 13.2 ft G. Total Mound Width = Final Berm Width + Dispersal Bed Width + Final Berm Width 13.2 1 ft + 10.0 ft + 13.2 ft = 36.4 ft H. Total Mound Length = Final Berm Width + Dispersal Bed Length + Final Berm Width 13.2 1 ft + 120.0 ft + 13.2 ft = 146.4 ft I. Setbacks from the Bed: Absorption Width - Dispersal Bed Width divided by 2 ( 10.0 ft - E:10.0 ) / 2 = =ft 7. MOUND DIMENSIONS Project ID: _________________ lV ------------------------ l^ Upslope I i 0 Endslope Dispersal Bed Endslope d 13.2 120.0 X 10 13.2 O M I I � r t r i +� ---------------- ------------------ O H M Downslope 146.4 Total Mound Length 3.3 Total System Height(ft) 4" inspection pipe 18" cov r on top 13.2 � 13.2 Upslope berm Downslope berm 1.0 Clean sand lift (6.A) 2.0 Depth to Limiting Limiting ondition ---- ------- ----------------------- -------- 10.0 Absorption Width Comments: Absorption Area will be divided into two zones of 10' x 60'. Mound slope ratio: 4:1. Disturbed soil below the mound will be dugout and replaced with washed mound sand. lTivufinp Wnnwo.. OHS ITE SEWAGE Mound Materials Worksheet MINNESOTA POLLUTION TREATMENT M CONTROL AGENCY PROGRAM � J Project ID: v 04.02.2019 A.Rock Volume: (Rock Below Pipe + Rock to cover pipe (pipe outside dia+-2 inch)) X Bed Length X Bed Width = Volume ( 6 in + 3.5 ) 12 1 120.0 ft X 1 10.0 ft = 950.0 ft3 Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 950.0 ft3 27 = 35.2 yd3 Add 30% for constructability: 35.2 yd3 X 1.3 = 45.7 yd3 B.Calculate Clean Sand Volume: Volume Under Rock bed: Average Sand Depth x Media Width x Media Length = cubic feet 1.0 ft X 10.0 ft X 120.0 ft = 1200.0 ft3 For a Mound on a slope from 0-1 Volume from Length = ((Upslope Mound Height - 1) X Absorption Width Beyond Bed X Media Bed Length) 3.30 ft - 1) X I X 1 120 ft = 6.00 Volume from Width = ((Upslope Mound Height - 1) X Absorption Width Beyond Bed X Media Bed Width) 3.30 ft - 1) X I X 1 10 ft = F 6.00 Total Clean Sand Volume: Volume from Length + Volume from Width + Volume Under Media 6.0 ft3 + 6.0 ft3 + 1200 ft3 1212.0 ft3 For a Mound on a slope greater than 1 Upslope Volume: ((Upslope Mound Height - 1 ) x 3 x Bed Length) + 2 = cubic feet (( ft - 1) X 3.0 ft X I ) +2 = ft3 Downslope Volume: ((Downslope Height - 1) x Downslope Absorption Width x Media Length) +2 = cubic feet (( ft - 1) X ft X )+2 =1 ft3 Endslope Volume: (Downslope Mound Height - 1) x 3 x Media Width = cubic feet ( ft - 1 ) X 3.0 ft X Ift = ft3 Total Clean Sand Volume: Upslope Volume + Downslope Volume + Endslope Volume + Volume Under Media ft3 + ft3 + ft3 + ft3 = ft3 Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 1212.0 ft3 27 = 44.9 yd3 Add 30% for constructability: 44.9 yd3 X 1.3 = 58.4 yd3 C.Calculate Sandy Berm Volume: Total Berm Volume (approx) : ((Avg. Mound Height - 0.5 ft topsoil) x Mound Width x Mound Length) +2 (1 3.3 0.5 )ft X 1 36.4 ft X 146.4 ) +2 = 7460.5 ft3 Total Mound Volume - Clean Sand volume -Rock Volume = cubic feet 7460.5 ft3 - 1212.0 ft3 - 950.0 ft3 5298.5 ft3 Divide ft3 by 27 ft to calculate cubic yards: 5298.5 ft3 27 = 196.2 yd3 Add 30% for constructability: 196.2 yd3 x 1.2 = 255.1 yd3 D.Calculate Topsoil Material Volume: Total Mound Width X Total Mound Length X.5 ft 36.4 ft X 146.4 Ift X 0.5 ft = 2664.5 ft3 Divide ft3 by 27 ft3 to calculate cubic yards: 2664.5 ft3 27 = 98.7 yd3 /yd Add 30% for constructability: 98.7 yd3 x 1.3 = 75.9 yd3 LTivurirr or fLnuu ONSITE - Pressure Distribution SEWAGE MINNESOTA POLLUTION TREATMENT CONTROL AGENCY PROGRAM ^� Design Worksheet Project ID: v 04.02.2019 1. Media Bed Width: 10 ft 2. Minimum Number of Laterals in system/zone = Rounded up number of [(Media Bed Width - 4) : 3] + 1. [( 10 - 4 ) : 3] + 1 = laterals Does not apply to at-grades 3. Designer Selected Number of Laterals: laterals Cannot be less than line 2 (Except in at-Qrades) 4. Select Perforation Spacing: 3.00 ft 5. Select Perforation Diameter Size: 3/16 in _ _ - 6. Length of Laterals = Media Bed Length - 2 Feet. 60.0 - 2ft = 58.0 ft Perforation can not be closer then 1 foot from edge. 7. Determine the Number of Perforation Spaces. Divide the Length of Laterals by the Perforation Spacing and round down to the nearest whole number. Number of Perforation Spaces= 58.0 ft - 3.0 ft = 19 Spaces 8. Number of Perforations per Lateral is equal to 1.0 plus the Number of Perforation Spaces. Check table below to verify the number of perforations per lateral guarantees less than a 10%discharge variation. The value is double with a center manifold. Perforations Per Lateral = 19 Spaces + 1 = 20 Perfs. Per Lateral Maximum Number of Perforations Per Lateral to Guarantee<10%Discharge Variation !�Inch Perforations 7/32 Inch Perforations Perforation Spacing IFeet) Pipe Diameter Onches) Perforation Spacing Pipe Diameter(Inches) 1 1% Ot 2 3 (Feet) 1 I I14 11; 2 3 2 10 13 18 30 60 2 11 16 11 34 68 2>11, P 12 16 2° 54 211 10 14 20 32 64 3 18 12 16 25 1 52 3 9 14 19 30 60 3 16 Inch Perforations 118 Inch Perforations Perforation Spacing IFeetl Pipe Diameter(Inches) Perforation Spacing Pipe Diameter(Inches) 1 1% 04 2 3 (Feet) 1 1V4 11; 2 3 2 12 18 26 46 87 2 21 33 44 74 149 217 12 17 24 4�� 80 21: 20 30 41 69 135 3 112 1 16 1 22 37 1 75 3 120 1 29 38 64 128 9. Total Number of Perforations equals the Number of Perforations per Lateral multiplied by the Number of Perforated Laterals. 20 Perf. Per Lat. X Number of Perf. Lat. = 60 Total Number of Perf. 10. Spacing of laterals; Must be greater than 1 foot and no more than 3 feet: 3.0 ft 10. Select Type of Manifold Connection (End or Center): End 11. Select Lateral Diameter(See Table): 1.50 in LTivevrirrorfLnevu ONSITE Pressure Distribution SEWAGE � MINNESOTA POLLUTION TREATMENT ` CONTROL AGENCY PROGRAM �\`i Design Worksheet 12. Calculate the Square Feet per Perforation. Recommended value is 4-11 ftz per perforation. Does not apply to At-Grades a. Bed Area = Bed Width (ft) X Bed Length (ft) 10 ft X 1 60 ft = 600 ft2 b. Square Foot per Perforation = Bed Area divided by the Total Number of Perforations. 600 ftz 60 perforations - 10.0 ftz/perforations 13. Select Minimum Average Head: 1.0 ft 14. Select Perforation Discharge (GPM) based on Table: 0.41 GPM per Perforation 15. Determine required Flow Rate by multiplying the Total Number of Perfs. by the Perforation Discharge. 60 Perfs X 0.41 GPM per Perforation = 25 GPM 16. Volume of Liquid Per Foot of Distribution Piping (Table 11): 0.110 Gallons/ft 17. Volume of Distribution Piping = Table II = [Number of Perforated Laterals X Length of Laterals X (Volume of Volume of Liquid in Liquid Per Foot of Distribution Piping] Pipe �g = Pipe Liquid 3 X 58 ft X 0.110 al/ft 19.1 Gallons Diameter Per Foot (inches) (Gallons) 18. Minimum Delivered Volume =Volume of Distribution Piping X 4 1 0.045 1.25 0.078 19.1 gals X 4 = 76.6 Gallons 1.5 0.110 2 0.170 3 0.380 manifold pipe` 4 0.661 i i i pipe from pump lean outs alternate location of pipe from pump Comments/Special Design Considerations: Distribution Network for each Mound I.-SITE- SEWAGE Basic Pump Selection Design Worksheet m C N POLLUTION TREATMENT CONT TROLROL A AGENCY PROGRAM \` J 1. PUMP CAPACITY Project ID: v 04.02.2019 Pumping to Gravity or Pressure Distribution: Pressure 1. If pumping to gravity enter the gallon per minute of the pump: GPM (10-45 gPm) 2. If pumping to a pressurized distribution system: 25.0 GPM 3. Enter pump description: Equalization/Time Dosing Soil treatment 2. HEAD REQUIREMENTS &point of discharge A. Elevation Difference 9ift Sopp\y Cme\eo9\h between pump and point of discharge: nlet pipe Elevation B. Distribution Head Loss: ft difference Zi C. Additional Head Loss: ft(due to special equipment,etc.) ----------------------------- -------------- Table I.Friction Loss in Plastic Pipe per 100ft Distribution Head Loss Gravity Distribution = Oft Flow Rate Pi a Diameter (inches) (GPM) 1 1.25 1.5 2 Pressure Distribution based on Minimum Average Head 10 9.1 3.1 1.3 0.3 Value on Pressure Distribution Worksheet: 12 12.8 4.3 1.8 0.4 Minimum Average Head Distribution Head Loss 14 17.0 5.7 2.4 0.6 1ft 5ft 16 21.8 7.3 3.0 0.7 eft 6ft 18 9.1 3.8 0.9 5ft 1 Oft 20 11.1 4.6 1.1 25 16.8 6.9 1.7 D. 1. Supply Pipe Diameter: 2.0 in 30 23.5 9.7 2.4 35 12.9 3.2 2. Supply Pipe Length: 45 ft 40 16.5 4.1 E. Friction Loss in Plastic Pipe per 100ft from Table I: 45 20.5 5.0 50 6.1 Friction Loss= 1.69 ft per 100ft of pipe 55 7.3 60 8.6 F. Determine Equivalent Pipe Length from pump discharge to soil dispersal area discharge 65 10.0 point. Estimate by adding 25%to supply pipe length for fitting loss. Supply Pipe Length 70 11.4 (D.2) X 1.25=Equivalent Pipe Length 75 13.0 85 16.4 45 ft X 1.25 = 56.3 ft 95 1 1 1 20.1 G. Calculate Supply Friction Loss by multiplying Friction Loss Per 100ft (Line E)by the Equivalent Pipe Length (Line F)and divide by 100. Supply Friction Loss= 1.69 ft per 100ft X 56.3 ft - 100 = 1.0 ft H. Total Head requirement is the sum of the Elevation Difference (Line A),the Distribution Head Loss (Line B),Additional Head Loss(Line C), and the Supply Friction Loss(Line G ) 9.0 ft + 5.0 ft + E=ft + 1.0 ft = 15.0 ft 3. PUMP SELECTION A pump must be selected to deliver at least 25.0 GPM(Line 1 or Line 2)with at least 16.0 feet of total head. Comments: Pump calculations for each mound and supply line. Dual Alternating Pumps required. T.E.T. PumpTank Design Worksheet (Time Dose � C N CONTROL A POLLUTION TnearmeHr - S l CONTROL AGENCY P...... ���, DETERMINE TANK CAPACITY AND DIMENSIONS Project ID: v 04.02.2019 1. A. Design Flow(Design Sum.1A): 1440 GPD B. Tank Use: Dosing C. 70%of Design Flow 1008 Gal D. Min.required pump tank capacity: 2000 Gal E. Recommended capacity: 2000 Gal 2. A. Tank Manufacturer: Wieser Precast B. Tank Model: W2000-MR C. Capacity from manufacturer: 2146 Gallons Note:Design calculations are based on this specific tank. Substituting a different tank model will change the pump D. Gallons per inch: 42.9 Gallons per inch float or timer settings.Contact designer if changes are necessary. E. Liquid depth of tank from manufacturer: 53.0 inches DETERMINE DOSING VOLUME 3 Calculate Volume to Cover Pump (The inlet of pump should be 4 in from the bottom of the tank B 2 inches of water covering the pump is recommended) (Pump and block height+2 inches)X Gallons Per Inch (2D) ( 10 in - 2 inches) X 42.9 Gallons Per Inch = 515 Gallons 4 Minimum Delivered Volume= 4 X Volume of Distribution Piping: -Item 18 of the Pressure Distribution or Item 11 of Non-level 77 Gallons(minimum dose) 1.8 inches/dose 5 Calculate Maximum Pumpout Volume (25%of Design Flow) Design Flow: 1440 GPD X 0.25 = 360 Gallons(maximum dose) 8.4 inches/dose 6 Select a pumpout volume that meets both Minimum and Maximum: 80 Gallons 7 Calculate Doses Per Day=Design Flow X 70%a Delivered Volume Volume of Liquid in 1008 gpd _ 80 gal = 8.8 Doses Pipe 8 Calculate Drainback: Pipe Liquid A. Diameter of Supply Pipe= inches Diameter Per Foot B. Length of Supply Pipe= 45 feet (i nehes) (Gallons) C. Volume of Liquid Per Lineal Foot of Pipe= 0.170 Gallons/ft 1 0.045 D. Drainback=Length of Supply Pipe X Volume of Liquid Per Lineal Foot of Pipe 1.25 0.078 45 ft X 0.170 gal/ft = 7.7 Gallons 1.5 0.110 9. Total Dosing Volume=Delivered Volume plus Drainback 80 2 0.170 gal+ 7.7 gal= 88 Gallons 10. Minimum Alarm Volume=Depth of alarm(2 or 3 inches)X gallons per inch of tank 3 0.380 E=:=in X 42.9 gal/in = 128.s Gallons 4 0.661 TIMER FLOAT SETTINGS* 11.Required Flow Rate: A.From Pump Curve-Must be Validated after Installation: 40 GPM *Note: This value must B.Calculated GPM=Change in Depth(in)x Gallons Per Inch/Time Interval in Minutes be adjusted after in X 42.9 gal/in: min= GPM installation based on pump calibration. 12.Select Flow Rate from Line 11.A or 11.13 above: 40.0 GPM* 13.Calculate TIMER ON setting: Total Dosing Volume xGPM Dual Alternating 88 gal x 40.0 gpm= 2.2 Minutes ON* Pumps 14.Calculate TIMER OFF setting: Minutes Per Day(1440)/Doses Per Day- Minutes On 1440 min - doses/day - 2.2 min = 161.1 Minutes OFF* 622 Surge Volume 15.Pump Off Float-Measuring from bottom of tank: Distance to set Pump Off Float=Gallons to Cover Pump /Gallons Per Inch: Alarm Depth 35.5 in 921 Gal 515 gal 42.9 gal/in= 12.0 Inches 16. Alarm Float-Measuring from bottom of tank(90%recommended): Timer On/Off 12.0 in 88 Gal Distance to set Alarm Float=Tank Depth X%of Tank Depth(0.9 recommended) 515 Gal 53.0 in X 0.67 = 35.5 in 1009.05 gallons from Off to HLA X 2 Include Dual Alternating Pumps UNIVERSITY �_ OF MINNESOTA Septic System Management Plan for Below Grade Systems The goal of a septic system is to protect human health and the environment by properly treating wastewater before returning it to the environment. Your septic system is designed to kill harmful organisms and remove pollutants before the water is recycled back into our lakes, streams and groundwater. This management plan will identify the operation and maintenance activities necessary to ensure long- term performance of your septic system. Some of these activities must be performed by you, the owner. Other tasks must be performed by a licensed septic maintainer or service provider. However, it is YOUR responsibility to make sure all tasks get accomplished in a timely manner. The University of Minnesota's Septic System Owner's Guide contains additional tips and recommendations designed to extend the effective life of your system and save you money over time. Proper septic system design, installation, operation and maintenance means safe and clean water! Property Owner Stillwater Area Public Schools - ISD 834 Email willgert@stillwaterschools.org Property Address 11530 Hudson Blvd N, Lake Elmo, MN 55042 property ID 36.029.21.43.0004 System Designer Kloeppner Services & Designs, LLC Contact Info 763-843-4114 System Installer Contact Info Service Provider/Maintainer Contact Info Permitting Authority Washington County- Public Health & Environment Contact Info 651 -430-6655 Permit# Date Inspected Keep this Management Plan with your Septic System Owner's Guide. The Septic System Owner's Guide includes a folder to hold maintenance records including pumping, inspection and evaluation reports. Ask your septic professional to also: • Attach permit information, designer drawings and as-built of your system, if they are available. • Keep copies of all pumping records and other maintenance and repair invoices with this document. • Review this document with your maintenance professional at each visit; discuss any changes in product use,activities, or water-use appliances. For a copy of the Septic System Owner's Guide, visit www.bookstores.unm.edu and search for the word "septic"or call 800-322-8642. For more information see http://septic.umn.edu Version: August 2015 - 1 - UNIVERSITY Septic System Management Plan for Below Grade Systems OF MINNESOTA Your Septic System Cleanout Manhole - _Ground surface Soil treatment trench -- - _ Distribution media Septic tank _ Saturated sod/bedrock _ _�-= -_ - separation to limiting condition Septic System Specifics System Type: O I 011 *III OIV* O V* ©System is subject to operating permit* (Based on MN Rules Chapter 7080.2200—2400) ❑System uses UV disinfection unit* *Additional Management Plan required Type of advanced treatment unit Dwelling Type Well Construction Bus Facility& Offices Well depth(ft): 150 System capacity/design flow(gpd): 1,440 ❑ Cased well Casing depth: > 50 Anticipated average daily flow(gpd): 1,008 ❑ Other(specify): Comments Distance from septic(ft): > 50' Business? :*Y ON What type? School Bus Garage Is the well on the design drawing? OY • N Septic Tank ❑ First Tank volume: 2,500 gallons ❑ Pump Tank 2,000 gallons Number of compartments: 1 ❑ Effluent Pump make/model: Installer Choice ❑ Second Tank volume: 2,000 gallons Pump capacity 25 GPM Number of Compartments: 1 ❑ Tank is constructed of Concrete TDH 16 Feet of head ❑ Effluent screen:*Y ON Alarm • Y 0 N ❑ Alarm location TBD Soil Treatment Area (STA) Total Soil Treatment Absorption Area: 1,200 sqft Gravity Number of Zones: 2 distribution ©Pressure distribution ©Mound (width x length) ea.: 10 ft x 60 ft Inspection Cleanoutsports Location of additional STA: ©Additional STA not available Type of distribution media: Rock ©Surface water diversions - 2 - UNIVERSITY Septic System Management Plan for Below Grade Systems OF MINNESOTA Owner Management Tasks These operation and maintenance activities are your responsibility. Chart on page 6 can help track your activities. Your toilet is not a garbage can.Do not flush anything besides human waste and toilet paper. No wet wipes,cigarette butts,disposal diapers,used medicine,feminine products or other trash! The system and septic tanks needs to be checked every 12 months Your service provider or pumper/maintainer should evaluate if your tank needs to be pumped more or less often. Seasonally or several times per year • Leaks. Check(listen, look)for leaks in toilets and dripping faucets. Repair leaks promptly. • Soil treatment area. Regularly check for wet or spongy soil around your soil treatment area. If surfaced sewage or strong odors are not corrected by pumping the tank or fixing broken caps and leaks,call your service professional. Untreated sewage may make humans and animals sick. Keep bikes, snowmobiles and other traffic off and control borrowing animals. • Alarms. Alarms signal when there is a problem; contact your service professional any time the alarm signals. • Lint filter. If you have a lint filter, check for lint buildup and clean when necessary. If you do not have one, consider adding one after washing machine. • Effluent screen. If you do not have one, consider having one installed the next time the tank is cleaned along with an alarm. Annually • Water usage rate. A water meter or another device can be used to monitor your average daily water use. Compare your water usage rate to the design flow of your system (listed on the next page). Contact your septic professional if your average daily flow over the course of a month exceeds 70% of the design flow for your system. • Caps. Make sure that all caps and lids are intact and in place. Inspect for damaged caps at least every fall. Fix or replace damaged caps before winter to help prevent freezing issues. • Water conditioning devices. See Page 5 for a list of devices.When possible,program the recharge frequency based on water demand (gallons) rather than time (days). Recharging too frequently may negatively impact your septic system. Consider updating to demand operation if your system currently uses time, Review your water usage rate.Review the Water Use Appliance chart on Page 5.Discuss any major changes with your service provider or pumper/maintainer. During each visit by a service provider or pumper/maintainer Make sure that your service professional services the tank through the manhole. (NOT though a 4"or 6"diameter inspection port.) Ask how full your tank was with sludge and scum to determine if your service interval is appropriate. Ask your pumper/maintainer to accomplish the tasks listed on the Professional Tasks on Page 4. - 3 - UNIVERSITY Septic System Management Plan for Below Grade Systems OF MINNESOTA Professional Management Tasks These are the operation and maintenance activities that a pumper/maintainer performs to help ensure long-term performance of your system. At each visit a written report/record must be provided to owner. Plumbing/Source of Wastewater • Review the Water Use Appliance Chart on Page 5 with owner. Discuss any changes in water use and the impact those changes may have on the septic system. • Review water usage rates (if available)with owner. Septic Tank/Pump Tanks • Manhole lid. A riser is recommended if the lid is not accessible from the ground surface. Insulate the riser cover for frost protection. • Liquid level. Check to make sure the tank is not leaking. The liquid level should be level with the bottom of the outlet pipe. (If the water level is below the bottom of the outlet pipe, the tank may not be watertight. If the water level is higher than the bottom of the outlet pipe of the tank, the effluent screen may need cleaning, or there may be ponding in the soil treatment area.) • Inspection pipes. Replace damaged or missing pipes and caps. • Baffles. Check to make sure they are in place and attached, and that inlet/outlet baffles are clear of buildup or obstructions. Effluent screen. Check to make sure it is in place; clean per manufacturer recommendation. Recommend retrofitted installation if one is not present. • Alarm.Verify that the alarm works. • Scum and sludge. Measure scum and sludge in each compartment of each septic and pump tank, pump if needed. Pump • Pump and controls. Check to make sure the pump and controls are operating correctly. • Pump vault. Check to make sure it is in place; clean per manufacturer recommendations. • Alarm.Verify that the alarm works. • Drainback. Check to make sure it is draining properly. • Event counter or elapsed time meter. Check to see if there is an event counter or elapsed time meter for the pump. If there is one or both, calculate the water usage rate and compare to the anticipated use listed on Design and Page 2. Dose Volume: 80 gallons: Pump run time: 3.25 Minutes Soil Treatment Area • Inspection pipes. Check to make sure they are properly capped. Replace caps and pipes that are damaged. • Surfacing of effluent. Check for surfacing effluent or other signs of problems. Lateral flushing. Check lateral distribution; if cleanouts exist, flush and clean at recommended frequency. • Vegetation-Check to see that a good growth of vegetation is covering the system. All other components—evaluate as listed here: - 4 - UNIVERSITY Septic System Management Plan for Below Grade Systems OF MINNESOTA Water-Use Appliances and Equipment in the Building Appliance Impacts on System Management Tips • Uses additional water. • Use of a garbage disposal is not recommended. • Adds solids to the tank. • Minimize garbage disposal use. Compost instead. Garbage disposal . Finely-ground solids may not settle. • To prevent solids from exiting the tank,have your Unsettled solids can exit the tank tank pumped more frequently. and enter the soil treatment area. • Add an effluent screen to your tank. • Washing several loads on one day • Choose a front-loader or water-saving top-loader, uses a lot of water and may overload these units use less water than older models. your system. • Limit the addition of extra solids to your tank by • Overloading your system may using liquid or easily biodegradable detergents. Washing machine prevent solids from settling out in Limit use of bleach-based detergents and fabric the tank.Unsettled solids can exit softeners. the tank and enter the soil treatment • Install a lint filter after the washer and an effluent area. screen to your tank • Wash only full loads and think even—spread your laundry loads throughout the week. • Powdered and/or high-phosphorus • Use gel detergents. Powdered detergents may add detergents can negatively impact the solids to the tank. Dishwasher performance of your tank and soil • Use detergents that are low or no-phosphorus. treatment area. • Wash only full loads. • New models promote"no scraping'. . Scrape your dishes anyways to keep undigested They have a garbage disposal inside. solids out of your septic system. • Finely-ground solids may not settle. • Expand septic tank capacity by a factor of 1.5. Grinder pump Unsettled solids can exit the tank • Include pump monitoring in your maintenance (in building) and enter the soil treatment area. schedule to ensure that it is working properly. • Add an effluent screen. f;afge bathtffb ever-lead yetff system. time.Fer-eikample,don't wash elethes Emd take ("N'hif1peal) ' 14effy tise efba4h oils and seffps ea bath at the same . r oils,soaps, Clean Water Uses Impacts on System Management Tips High-efficiency • Drip may result in frozen pipes • Re-route water directly out of the house.Do not furnace during cold weather. route furnace discharge to your septic system. Water softener • Salt in recharge water may affect • These sources produce water that is not sewage and Iron filter system performance. should not go into your septic system. Reverse osmosis • Recharge water may hydraulically • Reroute water from these sources to another outlet, overload the system. such as a dry well,draintile or old drainfield. • Water from these sources will • When replacing,consider using a demand-based Surface drainage overload the system and is recharge vs. a time-based recharge. Footing drains prohibited from entering septic • Check valves to ensure proper operation;have unit system. serviced per manufacturer directions - 5 - UNIVERSITY Septic System Management Plan for Below Grade Systems OF MINNESOTA Owner Maintenance Log Track maintenance activities here for easy reference. See list of management tasks on pages 3 and 4. Activity Date accomplished Check frequently: Leaks: check for plumbing leaks* Soil treatment area check for surfacing** Lint filter: check, clean if needed* Effluent screen(if owner-maintained)*** Alarm* Check annually: Water usage rate(maximum gpd ) Caps: inspect,replace if needed Water use appliances—review use Other: *Monthly **Quarterly ***Bi-Annually Notes: Additional frequency of service and reporting may be included in Operating Permit from Washington County "As the owner of this SSTS, I understand it is my responsibility to properly operate and maintain the sewage treatment system on this property, utilizing the Management Plan. If requirements in this Management Plan are not met, I will promptly notify the permitting authority and take necessary corrective actions. If I have a new system, I agree to adequately protect the reserve area for future use as a soil treatment system." Anthony V.Wi ger(Apr 8,2020 2 Apr 8,2020 — Property Owner Signature: Date Management Plan Prepared By: Jesse Kloeppner Certification# C8188 Permitting Authority: Washington County - Public Health & Environment ©2015 Regents of the University of Minnesota. All rights reserved. The University of Minnesota is an equal opportunity educator and employer. This material is available in alternative formats upon request. Contact the Water Resources Center,612-624-9282. The Onsite Sewage Treatment Program is delivered by the University of Minnesota Extension Service and the University of Minnesota Water Resources Center. - 6 - APPENDIX 11530 H ulson Blvd N,Lake Elm o a � - b w r < :fY Acres 11 S tate MN Square Footage 4 79332 P lat Nam e DUR CORNERS Parcel ID 3602921430004 B lock 1 Owner Name ISD 834 Lot 1 STILLWATER Owner Mae N ULL Mu lti Uses N Owner Address 1875 GREELEY ST Horn estead N PO Box Dwell Type City,State,Zip STILLWATER MN Horn eStyle 55082 Estim ated Land $958,400 F inished SgFt Value Estim aed Building $739,000 G arage Value Estim aed Total $1,697,400 G arage SgFt Value Sale Date 10/23/2018 B asem ant Sale Value $5,000,000 H eating School District I SD834 C ooling Watershed District W S VALLEY Year Built BRANCH Class Code 1 9 01 Schools-Public N um ter of Units 0 Class Code 2 G reen Acre N Class Code 3 O pen Space N Class Code 4 A g Preserve N City CITY OF LAKE TAXPIN 3 6.029.21.43.0004 ELMO City USPS LAKE ELMO S ITUS_ADDRESS 1 1530 HUDSON BLVD N,CITY OF LAKE ELMO ZIP 55042 T AXDESCRIPTION Block 1 Lot 1 SubdivisionCd 3198 SubdivisionNam e FOUR CORNERS ZIP4 NULL Disclaimer:Mqn and parcel data are believed to be accurate,but accuracy is not guaranteed. This is not a Map Scale legal document and should not be substituted for a title search,appraisal,survey,or for zoning 1 inch=167 feet verification. 10/21/2019 SYMBOL LEGEND c z c REMOVE AND DISPOSE OF EXISTING t BITUMINOUS PAVEMENT SECTION E a r c.. REMOVE AND DISPOSE OF EXISTING O•� m o }':«•..;i•;-.� CONCRETE PAVEMENT SECTION N � m c - L " C °a d a REMOVE AND SALVAGE EXISTING GRAVEL SECTION FOR REUSE.DISPOSE N t OF ALL EXCESS MATERIALS. LU LI M 33 I KEY NOTES Q (!) w 1 N 1O REMOVE AND DISPOSE OF EXISTING CONCRETE CURB AND J W O GUTTER. of O W L O2 REMOVE AND DISPOSE OF EXISTING CHAIN LINK FENCE FABRIC, < O f j POSTS,AND FOOTINGS. n� w OU REMOVE AND DISPOSE OF EXISTING CONCRETE PAVEMENT J W I I SECTION. W () W Z W Z i ® SAWCUT,REMOVE,AND DISPOSE OF EXISTING BITUMINOUS PAVEMENT SECTION. 2 � O5 REMOVE AND DISPOSE OF EXISTING STORM SEWER. U LU I © REMOVE AND DISPOSE EXISTING CONCRETE BOLLARDS. J J 0 j OO PROTECT EXISTING ELECTRICAL TRANSFORMER DURING CONSTRUCTION. I, J>J Z) do PROTECT WELL DURING CONSTRUCTION UNTIL NEW WATER I ® SERVICE CONNECTION IS INSTALLED AND OPERATIONAL.WELL V J Corm 9U48�e I TO BE ABANDONED AFTER WATER SERVICE INSTALLATION. InvT= 900.46 PROTECT EXISTING SEPTIC SYSTEM TANKS AND DRAINFIELD DURING CONSTRUCTION.ABANDON AND DISPOSE OF ALL 10 10 10 Og COMPONENTS AND ASSOCIATED SOILS PER WASHINGTON 10 COUNTY REQUIREMENTS,AFTER SANITARY SERVICE CONNECTION IS OPERATIONAL. N O 2 �-'E. 510 REMOVE AND DISPOSE EXISTING TREES,STUMPS AND ROOTS. WO,,,,pp11TREES TO BE REMOVED BY CONTRACTOR FOR FOUR CORNERS o6 X��X X X X X X X X X X r� OSTREET&UTILITIES IMPROVEMENTS. �U Qd 6' PROTECT EXISTING BOULDER RETAINING WALL DURING 1 � 1 HOPE 2 I 12 CONSTRUCTION. fJ, m Z 5 10 I U d 2 _ J wy a w ILL X I DEMOLITION NOTES � Cn x �( �(��(��(��(� I I. Verify all existing utility locations. T < a ~� 2. It is the responsibility of the Contractor to perform or coordinate all x necessary utility demolitions and relocations from existing utility locations O J s x 6 3 to all onsite amenities and buildings.These connections include,but are J 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o not limited to,water,sanitary sewer,cable tv,telephone,gas,electric,site N I lighting,etc. x o 0 o BUILDING AREA=15,498 0 0 0 0 0 0^o^o^o^0 0 0 0 o I BUILDING =EA=1 L.1 �L.1 (L.1 (L.1 ( 3. Prior to beginning work,contact Gopher State Onecall(651-454-0002)to 0 Storn,Manhole EXISTING GRAVEL PAVEMENT locate utilities throughout the area under construction.The Contractor w RIM=9o5.9a k �V�V shall retain the services of a private utility locator to locate the private a N v=901.38 900 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o x UII 111as. x 6 rn \ hereby certify that this plan, lam cMP lam r+ocr 4. Sawcut along edges of pavements,sidewalks,and curbs to remain. co s o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o I specifications or report was prepared x EXISTING by that t under my direct supervision x STORMWATER I 5. All construction shall be performed in accordance with state and local and that I am a duly licensed o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 POND standard specifications for construction. Professional Engineer under the laws AREA of the state of Minnesota. x 6. Coordinate with Four Comers Plans for any work outside of the property x o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 within the road Right-Of-Way. 8 I 7. Protect all trees that are to remain during all construction. x 2 o 0 0 0 0 0 0 0 0 0 0 0 o x I Greg A.Buchal,P.E. 3 Date:04.30.18 Reg.No.:23793 0 0 0 0 0 0 0 0 0 0 0 LOT SIZE �X X Xn x _____ y,y �.�. �: Total Lot Size:478,997 s.f.=11.00 Acres Rev. Date Description Im FAPPROXIMATE, 1 a� o 0 0 0 0 0 0 0 0 0 0 I 1 06.06.18 Watershed Comments Breakdown: SEPTIC I x QP 09.14.18 Coy ResubmiUal a I DRAINFIELD I I Existing Building:15,498 s.f.=3.23% •1.'.' 4. a o5 Existing Gravel Surfaced Pavement Areas:91,861 s.f.=19.18% Q3 10.12.18 City Resubmittal a ----- '...4•:':: 1 I o 0 0 0 0 0 0 0 0 0 0 7 x e PE culvert ��$ge Existing Concrete and Bituminous Pavement:9,022 s.f.=1.88% ® 11.O6A8 City Resubmittal .4( �°x Existing Open Space:362,616 s.f.=75.71% 12.07.18 City Resubmittal ' I g 10 ^ 002 t of 6°j I Project#: 12196005 Drawn By: KJA a `w� Checked By: GAB Evi,ting Highway R/W U- - 12 . `%�� (Huawn slue)-- — — — — — Issue Date: 04.30.18 — _ — — Sheet Title: 7 OF 11 tov setts e:i �cHa�gee a ors £3 l=vsoo01 I^e Elev.=900.56 �� =n9 ++ 11 11 11 a 11 DEMOLITION PLAN NORTH I 0 20 40 80 C 1 P:\Projects\Projects-201 T12176010-Stillwater Bus Facility Evals\C.Design\Drawing Files\12176010-Ci.dwg sheet USDA United States A product of the National Custom Soil Resource Department of Cooperative Soil Survey, Agriculture a joint effort of the United Report for N ��� States Department of Agriculture and other Washington Federal agencies, State Natural agencies including the Resources Agricultural Experiment County,Conservation Stations, and local Service participants Minnesota 11530 Hudson Blvd N, Lake Elmo 1 i Hudson IA I I I I I.....,ofln March 25, 2020 Custom Soil Resource Report 3 Soil Map 3 N N 44°57'1"N 44°57 1"N P& i � 1 t *Vol o Wi r 4' iI MWWWAMIND I&IRIIIIIIIIIIIIIIip hi al=. 44°56'56"N 44°56'56"N 3 3 N Map Scale:1:733 if printed on A portrait(8.5"x 11")sheet. N Meters 1N 0 10 20 40 60 n Feet ■N` 0 35 70 140 210 Map projection:Web Mercator Comer coordinates:WGS84 6 Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest(AOI) ig Spoil Area The soil surveys that comprise your AOI were mapped at 0 Area of Interest(AOI) Q Stony Spot 1:15,800. Soils Very Stony Spot 0 Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale. ,. Wet Spot 60 Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause p other misunderstanding of the detail of mapping and accuracy of soil p Soil Map Unit Points g pp� g Y .� Special Line Features line placement.The maps do not show the small areas of Special Point Features contrasting soils that could have been shown at a more detailed V Blowout Water Features scale. —_- Streams and Canals Borrow Pit Transportation Please rely on the bar scale on each map sheet for map Clay Spot Rails measurements. Q Closed Depression .%/ Interstate Highways Gravel Pit Source of Map: Natural Resources Conservation Service .r US Routes Web Soil Survey URL: Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857) ® Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator Lava Flow Background projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the 41& Marsh or swamp Aerial Photography Albers equal-area conic projection,should be used if more eR► Mine or quarry accurate calculations of distance or area are required. Miscellaneous Water This product is generated from the USDA-NRCS certified data as Q Perennial Water of the version date(s)listed below. V Rock Outcrop Soil Survey Area: Washington County,Minnesota + Saline Spot Survey Area Data: Version 15,Sep 16,2019 Sandy Spot Soil map units are labeled(as space allows)for map scales Severely Eroded Spot 1:50,000 or larger. Sinkhole Date(s)aerial images were photographed: Jul 1,2013—Sep 13, 30 Slide or Slip 2016 oa Sodic Spot The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor shifting of map unit boundaries may be evident. 7 Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 49 Antigo silt loam,0 to 2 percent 2.0 78.4% slopes 367B Crystal Lake silt loam, 1 to 6 0.6 21.6% percent slopes Totals for Area of Interest 2.6 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, 8 Custom Soil Resource Report Washington County, Minnesota 49—Antigo silt loam, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2tnz7 Elevation: 690 to 1,900 feet Mean annual precipitation: 27 to 36 inches Mean annual air temperature: 37 to 46 degrees F Frost-free period: 80 to 150 days Farmland classification: All areas are prime farmland Map Unit Composition Antigo and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Antigo Setting Landform: Flats, terraces Landform position (three-dimensional): Tread, rise Down-slope shape: Convex, linear Across-slope shape: Convex, linear Parent material: Loess and/or silty glaciofluvial deposits over loamy glaciofluvial deposits over stratified sandy and gravelly outwash Typical profile Ap- 0 to 9 inches: silt loam E-9 to 12 inches: silt loam B/E- 12 to 19 inches: silt loam Bt1 - 19 to 28 inches: silt loam 2Bt2-28 to 31 inches: loam 2Bt3-31 to 33 inches: very gravelly sandy loam 3C-33 to 79 inches: stratified sand to very gravelly coarse sand Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.60 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Moderate (about 7.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: B Forage suitability group: Mod AWC, adequately drained (G090BY005WI) 10 Custom Soil Resource Report Other vegetative classification: Acer saccharum/Hydrophyllum (AH), Acer saccharum/Viola-Osmorhiza (AViO) Hydric soil rating: No Minor Components Billyboy Percent of map unit: 8 percent Landform: Terraces, flats Landform position (three-dimensional): Tread, rise Down-slope shape: Linear Across-slope shape: Linear Other vegetative classification: Acer saccharum/Hydrophyllum (AH), Acer saccharum/Viola-Osmorhiza (AViO), Acer saccharum-Tsuga/Maianthemum (ATM), Acer saccharum/Caulophyllum-Circaea (ACaCi) Hydric soil rating: No Sconsin Percent of map unit: 5 percent Landform: Flats, terraces Landform position (three-dimensional): Tread, rise Down-slope shape: Linear Across-slope shape: Linear Other vegetative classification: Acer saccharum/Hydrophyllum (AH), Acer saccharum/Viola-Osmorhiza (AViO), Acer saccharum-Tsuga/Maianthemum (ATM), Acer saccharum/Caulophyllum-Circaea (ACaCi) Hydric soil rating: No Rosholt Percent of map unit: 3 percent Landform: Flats, terraces Landform position (three-dimensional): Tread, rise Down-slope shape: Convex, linear Across-slope shape: Convex, linear Other vegetative classification: Acer saccharum/Athyrium (AAt), Acer saccharum/ Caulophyllum-Circaea (ACaCi), Acer saccharum/Vaccinium-Desmodium (AVDe), Acer saccharum-Quercus/Viburnum=(Vaccinium) (AQVb-V) Hydric soil rating: No Brill Percent of map unit: 2 percent Landform: Terraces, flats Landform position (three-dimensional): Tread, rise Down-slope shape: Linear Across-slope shape: Linear Other vegetative classification: Acer saccharum/Athyrium (AAt), Acer saccharum/ Caulophyllum-Circaea (ACaCi) Hydric soil rating: No Ossmer Percent of map unit: 2 percent Landform: Flats, terraces Landform position (three-dimensional): Tread, talf Down-slope shape: Linear, concave Across-slope shape: Linear 11 Custom Soil Resource Report Septic Tank Absorption Fields(MN)—Washington County,Minnesota Map symbol and soil Pct.of Septic Tank Absorption Fields Septic Tank Absorption Fields Septic Tank Absorption Fields name map -At-Grade -Mound -Trench unit Rating class and Value Rating class and Value Rating class and Value limiting features limiting features limiting features 49—Antigo silt loam,0 to 2 percent slopes Antigo 80 Very limited Not limited Very limited >=35%Rock Frags 0.90 —35%Rock Frags 0.90 Excessive percolation 0.11 3676—Crystal Lake silt loam, 1 to 6 percent slopes Crystal lake 85 Very limited Slightly limited Extremely limited Soil saturation 0.82 Slope 0.15 Soil saturation 1.00 Restricted percolation 0.23 17 Minnesota Minnesota Well Index ° ion2.°.62,°"'S,19i:39PM ' Departm ait of 11530 Hudson Blvd N,Lake Elm 4 M N,5504: X H calth Search by Z oom to T ools B ase Meps O her Lin KS IF Layer Nam a layer L abel L egend °i Hu Wdls D D ��? O Selected Wells • 7 Z 71 Public Wells Q Z Dom(stic Wells 0 Tait, Pa 4 �I Irrigation ■ E Wills 2 Monitor Wells 121h St N �� � 1 O tier Wells 10 th S 1 N 10 tli S t N p r Sealed Wells O z WellsUnveri5ed ❑ ❑ O Q y 12, St N Lakel Township n — ` Range Section L) ❑ 3 Y DWSMA Q �I❑ a�A Lakeland SWBCA ❑ ❑ udson Blvd N. Imo, Minnesota, 55Q Shore Zoom to see wells,TRS,DWSMA and SWBCA Hudson Rd S DWSMA:The area m maged by a public water H udsun Rd supplier to protect their source water 3 SWBCA:Special Well and Boring Construction ii Area layer d Eddh h msey a � v: A O O� 151hSt5 IS% - � 's 15 'SainF-1 x I 41 O O U Valley Creek Rd rn y Lake St Croix Beac O b UTM:515411(x),4976196(v)Latitude/Longitude:44.93903/-92.80468 A400.MNDepartm mt of Health Mirinesota Departm mt of Health,En 0 Click m ap to get township,range and section Minnesota Minnesota Well Index Version 2.0.62,°"'s"9139PM Departm wt of 11530 Hudson Blvd N,Lake Elm q M N,5504: X Q H(alth Search by Z oom to T ools B ase Maps O her Links H e p Layer Nam a layer L abel L egend 7f Wells �f Selected Wells • _ Public Wells Domestic Wells _ Irrigation Wells Monitor Wells � S O her Wells i • BUS FACILITY r1 CONNECTED TO CITY Sealed Wells 41 WATER Unverified • •,.� Wells O (r Township ❑ Range Section DWSMA SWBCA • y Zoom to see wells,TRS,DWSMA and SWBCA • • DWSMA:The area to anaged by a public water �nrd supplier to protect their source water SWBCA:Special Well and Boring Construction Area layer 3,000-GALLON HOLDING TANK TM:510129 W,4977547(v)Latitude/Longitude:44.95128/-92.87159 MN De arhn alt of Health Minnesota Geological Su ,Unive Click man to get township,range and section