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HomeMy WebLinkAbout1998-011029 - septic PERMIT _CITY OF ORONO PERMIT TYPE: 2750 Kelley Parkway- PO. Box 66 W__ Crystal Bay, Minnesota 55323 Permit Number: t_ ; ; (612) 473-7357 Date Issued: SITE ADDRESS: DESCRIPTION: JT -F—FT? TE t: — REMARKS: FEE SUMMARY: CONTRACTOR: _ — ' '1 z_: —_ OWNER: _ -.r: i in I :.l F T—1 1 PC j�:,ii F.vi i�°[ = sf iRE H MN M NI .tS)_ I . .` #� _ !_{ a i i_i "r;s.` t t".i _.. ._ rLIWN . .,_f};r j�l ;t:i{ z �`— _ { _ - —. i" ,__ a':,a(y} };r ._=3z`.�>.` 1i`•r _ ? r.S'_. ( i k {s{ { € i§i._ ! i.,Y, {M — — L LICANT PERMITEE SIGNATURE ISSUED BY:SIGNATURE CITY OF ORONO SEPTIC SYSTEM PERiMIT APPLICATION Box 66 (2750 Kelley Parkwav) Crystal Bay, rvLN 55323 JOB SITE ADDRESS: —4salL Occupancy Type: - Residential`_ Commercial Other s Permit Type: New or Replacement. System, $100.00 ' Repair Existing System, $ 50.00 (Tanks or Drainfield) 0.50 State surcharge added to above fees ,1. . . *See fee schedule for non-residential permit fees Owner's Name: PhoneNumber• Mailing Address: City: per!^� ._—��G Contractor's Nam e: 0W� > e__ PhoneNumber: ' G� Mailing Address: City• DO-NOT 1VL4M PAYINIENT NVITH THIS APPLICATION GENERAL INSTRUCTIONS 1. Applications for septic system permits may be mailed or submitted in person at the City Offices; however, permits will not be.mailed out. The permit must be picked up in person at the City Offices and work must not begin unless the permit card is on the job site. 2. Permits will be issued only to contractors holding a City of Orono Septic System Installers License. 3. All work must be done in accordance with the approved septic system design. Design reports are not considered approved unless accompanied by the "City of Orono Septic System Approval cover sheet-signed by the City Inspector. 4. The following inspections will be required for all.septic systems: A. Pre-installation site inspection to include inspector, installer, and general contractor. B. Tank installation prior to covering. Q inspection is required C. Drainfield trench installation prior to covering. For mounds, after rough-up but prior to sand placement (sand will be jar tested for silt content), and again during pressure distribution piping installation in trock b • station D. Final inspection to verify proper final cover depths and to verifythat all pump (where required) components are functional and comply with codes. 5. Individual holding MPCA Installer,Certificate shall be present during inspections: A 24- hour notice is required for all inspections. � 1 NOTE: Applicant must initial all spaces. Fill in all appropriate blanks, check all appropriate boxes. 1. I have received a copy of the system design including the City of Orono Septic System Approval Cover Sheet. .2. I will be'installing the following: A. Tanks: Precast Concrete Other Manufacturer,d�/�J�•�,¢� Tank Capacities: 1)1&CV gal. 2) l[,4Uaga1. 3)mal; B. Pump Station (if required) Pump make & model _4 y. fla_ (attach pump curve & literature); system design requires -319— gpm at ZX— feet of head. High water alarm make & model L l ,L,►�e;.vt, Outside • • electrical work to be completed by installer electrician other Inside electrical work must be completed by -electrician. C.-Treatment System: ' • Trenches: s.f. Mound Depth of rock below pipe Rock bed dimensions /o 'x-.4 Drop Boxes Sand bed dimensions i p 'x - Distribution Box Pressure Dist. Pipe Diam. / z" Maniford Pipe Diam. 2* " D. Final Cover/Topsoil to be: X borrowed from site (show location on site plan)- trucked in The undersigned hereby applies to the City of Orono for issuance of a septic system installation permit, agrees to do all work in strict accordance with the ordinances of the City and the regulations of the State of Minnesota, and certifies that all statements made on this application are complete, true and correct.- Signature ofApplicant: orrect:SignatureofApplicant: , Date: MPCA Certification No.: 3 Staff Review: Appro De la• Reviewer: Date.-j�� Reason for Denial: O CITY OF ORONO SEPTIC SYSTEM APPROVAL. - CITY of ORONO Municipal OMces Past office Box 66 Crystal Bay,Minnesota 55313-0066 �kESB0 LOCATION: 150 North Shore Dr. W. OWNER: GENERAL CONTRACTOR: SEPTIC CONTRACTOR: SITE EVALUATOR: Swedlund Septic Service REPORT DATE: August 17, 1998 The City of Orono has Approved your on-site system design as of August 21, 1998 (approved-disapproved) (date) with the following comments: THIS IS NOT A PERMIT. This is a design approval form which must accompany the site plan. A permit must be issued to a licensed septic contractor prior to installation. A list of currently licensed septic contractors is enclosed. NOTICE TO INSTALLERS: Any changes to the approved plans and specs must have prior.approval of the Inspector (473-7357). Call for inspections 24 hours in advance. ALL DRAINFIELD AREAS MUST BE FENCED OFF prior to building site excavation and fencing must remain in place until final site grading. Approval to pour footings will not be granted until the Inspections Department has verified that primary and alternate sites are adequately protected. NO VEHICULAR TRAFFIC OF ANY KIND (cars, trucks, earth moving equipment, etc.) is allowed within 20' of tested drainfield sites either before or after system construction. Compaction of these areas could render them unusable prohibiting the timely completion and or limiting the long term use of the property. A site copy will be available at the City Offices for the septic contractor. CITY OF O O By Stephen e , On--sife Systems Manager TELEPHONE-473-7357•FAX-473-0510 i o Swedlund SWEDLUND Septico Service August 17, 1998 City of Orono Attn: Steve Weckman P.O. Box 66 Crystal Bay, Mn. 55323 Re: Septic Design for 150 North Shore Drive The original peres, borings & septic design for the above property were completed by S-P Testing and approved by the City. The two treatment areas that were located were sized for a five bedroom home. The actual number of bedrooms being built are four, therefore, I am submitting a new worksheet calcu- lation for 4 Bdrms . and have altered the design showing the shape of the sites and setbacks . The width has not changed but the lengths have increased by 181 . Shortning the alternate site eliminated the driveway setback we discussed on 8-14-98 . Both sites have been roped off and brush removal will begin as soon as permits have been issued. Thank You, Jeff Swedlund Swedlund Septic Service • 9520 Laketown Road • Chaska, MN 55318 • 442-5855 STATE CERTIFIED SWEDLUNO Swedlund I O Septic O Service �erc Test ErSoil Boring Q Design ❑ Installation Estimate Prepared For: %0V-2 /. VM01) A/ Site Address: jol o ,,c Swedlund Septic Service 9520 Laketown Road • Chaska, MN 55318 442-5855 t-19 MOUND DESIGN WORKSHEET (For Flows up to 1200 gpd) A. FLOW � D-7 Estimated gpd (see pages D-7 or 1-3,4,5) Mn"T®Sr""FLO"IA rJUaNa Pa Dm' NMMEA TTP!or Nl7,DN" or measured gpd. BED10OM I Ta g 2 No 723 ,60 60% 3 030 No 2,e °T s am 3n 736 'O p^ on B. SEPTIC TANK LIQUID VOLUMES a � � '' ` 1100 370 1e 00V gallons (see pages C-3 or C-5) T 120 on I312M +w cowMiw„ C-3 C. SOILS (refer to site evaluation) SEPTIC TANK CAPACITIES, IN GALLONS Lia.uN6•.0� cr1111141. Depth to restricting layer = 9®- 6Zz inches smoru6w cuaa,� 6 mvosu 2. Depth of percolation tests = 1� inches ,o"uu Too T,36 E.i 3. Percolation rate , Z— mpi 6OR4 logo 1540 3 On 6 logo 3790 4. Land slope % Y.6.00 6 3000 3600 D. ROCK LAYER DIMENSIONS 1. Multiply flow rate by 0.83 to obtain required area of rock layer: A x 0.83 = lv©� gpd x 0.83 sq. ft./gpd sq. ft. 2. Select width of rock layer(10 feet or less) = /0 ft. 3. Length of rock layer= area+width= ,-C-cV-0 sq. ft. ft. =' -CZ7 ft. Rock Bed •j•r•r•r•r•r•r•r r•r•r•r•r•r•r ti•ti•�•ti•ti•ti•ti•ti•ti•�•ti•ti•ti•ti•ti• I . . . .... . . . .rrrrrr ti.ti.ti.ti.ti.ti•ti.�. •ti•ti•ti.ti•ti.ti• 3dth 510 r•r•r•r•r•r•r•r r•r.r•r•r•r•r 'LM,•ti•1,•4•ti•ti•ti•ti•U•b S•S•S•�• •j•j•r•j•rM•j•j•j•j•j•r•r•r•r E. ROCK VOLUME L th 1. MultipVock area by rock depth to get cubic feet of rock; . ® sq. ft. x f ft. _ 'cu. ft. 2. Divide cu. ft. by 27 cu. ft./cu.yd. to get cubic yards; `90 cu. ft. t 27= /,9 cu. yd. 3. Multi ly cubic yards by 1.4 to get weight of rock in tons; cu. yd. x 1.4 ton/cu. yd. --.----"';—tons. F. ADSORPTION WIDTH 1. Percolation rate in top 12 inches of soil is-57 Z mpi E-16 2. Select allowable soil loading rate from table on page E-16; ""M&Lamm"MO..g1.3UXON MUNCS �-� gpd/ft2 ;. . .,..�. �. N• ti•M O.W r•n 3. Calculate adsorption width ratio by dividing rock layer �"• "�"� `�" "" •' `"° "" 33,33 ,.3e 9300 9370 ,.ee loading rate of 1.20 gpe�/ft2 by allowable soil l a Ing rate; ,6 .3o 9 e.. 1.20 gpd/ft2,- iY,gpd/ft2= �o� „ g.a 0390 3.03 u •6e 0..6 6.73 7.63 3.9T u •T9e o.,, 0.36 6.0 ,.eo Check this value on page E-16. 4. Multiply adsorption width ratio by rock layer width to get required adsorption width; Z-0 x/Cft = ft DOWNSLOPE DUM WIDTH 1. If landslope is 3% or more,subtract rock layer width from adsorption width to obtain minimum djpwnslope dike toe ft-/0 ft= / feet 2 Calculate Minimum mound size based on geometery: a. Determine depth of dean sand fill at upslope edge of rock layer:Separation feet b. Multiply rock layer width by landslope 1 toot cover to determine drop in elevation; I root Ro se Slope Difference Separation test 1Q x %+100= feet Slope Difference t Upslope Width c. Add depth of clean sand for separation(2a) test Roek esa Width at upslope edge,depth of rock layer(1 foot) to depth of feet Downslope Width cover(1 foot)to find the-mound height at the upslope edge feet of rock layerr� 1ft+ lft+ lft= feet d. Enter table with landslope and upslope dike ratio. Select dike multiplier of 4. e. Multiply dike multiplier by upslope mound height to find upslope dike width:3,7 x 4,n = /-s' feet f. Add depth of clean sand for slope difference(2b)at downslope edge,to the mound height at the upslope edge of rock layer(20 to find the downslope height; ft+ ft= feet g. Enter table with landslope and downslope dike ratio. Select dike multiplier of h. Multiply dike multiplier by downslope mound height to get downslope dike width: x = feet L Compare the values of step G.1 and Step G.2h Select the greater of the two values as the downslope dike width, feet uoelooe wmtn j. Total mound width is the sum of . . ... ..... upslope dike(G.2e)width plus rock Eoe1c sea wlatn layer width(D.2)plus a uosl000 hdin "" uoeiooe width downslope dike width(G.2i); a "" "" 49' ft+ /® ft+ �� ft feet k. Total mound len th is the sum of Cownslooe wlatn g f.a upslope dike width(G.2e)plus rock layer length(D.3)plus upslope dike width (G.2e); ft+ ft+ 45ft feet TotalLeneln Downslope UpsOPE 3:1 &1 5:1 6:1 7:1 3:1 4.1 5:1 61 7:1 8:1 dope 0 3A 40 50 60 7.0 7.0 l0 5.0 60 7.0 0A 1 30 417 5.76 6,38 757 2.91 3.85 476 5.66 654 7A1 2 3.19 4.35 556 6.82 &14 2.83 3.70 454 5.36 614 6.90 3 330 456 5.88 7.32 &86 175 357 435 SAB 5.79 6AS 3A1 476 6.75 7.89 9.72 168 3.15 417 486 5.16 6A6 5 333 5.00 6.67 8.57 1077 2.61 333 400 462 5.19 571 6 3A6 526 7.14 938 1207 2.54 323 3.&S 461 4935At 7 300 556 7.69 1034 13.73 2.48 3.12 3.70 423 4.70 5.13 8 395 S.88 833 1154 15.912.42 303 357 US 449 448 04 9 411 6z 9.09 13. 18.92 226 2.94 3.45 3.90 430 4AS 10 429 667 100 1500 2333 231 2.86 3.33 3.75 412 4.44 11 4A8 7.14 11.11 17.65 30.47 2.26 278 3.73 3.61 3.95 476 12 4A9 7.69 1250 21.43 4375 221 170 3.12 3A9 3.80 4A8 64 PRESSURE DISTRIBUTION SYSTEM 1. Select number of perforated laterals C3 2. Select perforation spacing = 'T ft. 3. Since perforations should not be placed closer than 1 ft. to the edge of the rock layer (see p. F.-14),subtract 2 ft. from the rock layer length. Rock layer- 2 f t. _�f t. 4. Determine the number of spaces between perforations. Divide the length above by perforation spacing and round E-17a down to nearest whole number. TABLE OF PERFORATION DISCHARGES IN GTIV Head Perforation diameter(inches) Length perf. spacing =4B ft. -& ft. (C:�, spaces 132 1!4 (3) (2) 1.0a 0.56 0.74 1.5 0.69 0.90 5. Number of perforations is equal to one plus the number of 2.Ob O.Su 1.04 2.5 089 1.17 perforation spaces . 3.0 0.98 1.23 4.0 1.13 1.47 5.0 1.26 1.65 j�L spaces + perforations/lateral aUse 1.0 foot of head for residential systems. bUse 2.0 feet of head for other establishments 6. Multiply perforations per lateral by number of laterals to get total number of perforations. E-17b �Q1�OtoW.M�.��a a�<�oRAieall'U ad X =tel erforations. laterals perfs/lateral l� "',per 125 inch 1.5 inch 2.0 inch 2.5 14 18 28 7. Determine required flow rate by multiplying 3.0 13 17 26 number of perforations by flow per perforation 4.0 11 15 23 (see page E-17) 5.0 10 14 2: 8 perfs x �/F1rf $c m. F:-15 -,x 8. If laterals are connected to header pipe as shown on page E- 15,select minimum required lateral diameter from table on ;..Y. page E-17;enter table with perforation spacing and number �,,,.•'°' " of perforations per lateral. Select minimum diameter for perforated lateral = 1 'L- inches. E-12 9. Tf perforated latera: system is attached to manifold pipe near the center, a:; on page E-12,perforated lateral length and A number of perforations per lateral will be approximately one �'�- half of that in step 8. Using these values, select minimum „r diameter for perforated lateral from page E-17 as inches. PUMP SELECTION PROCEDURE k. Determine pump capacity: Gravity Distribution 1. Minimum suggested is 20 gpm 2. Maximum suggested is 45 gpm Perforation Discharges in GPM Pressure Distibution Head Perforation diameter feet inches 3.a. Select number of perforated laterals 7/32 1 1/4 b. Select perforation spacing= feet. 1.0a 0.56 1 0.74 C. Subtract 2 ft.from the rock layer length. 1.5 0.69 0.90 Rock layer length -2 ft. = feet. 2.Ob 0.80 1.04 d. Determine the number of spaces between perforations. a Use 1.0 foot single homes. Length perf.spacing= ft._ ft.= spaces b Use 2.0 feet for anything else. e. spaces+1 = perforations/lateral f. Multiply perforations per lateral by number of laterals to get total number of perforations. x Wr 5 �err = perforations. g. T x-,- per = gpm. SELECTED PUMP CAPACITY --L%�gpm B.Determine head requirements: 1. Elevation difference between pymp and point of discharge. /_feet 2. If pumping to a pressure distribution system,five feet for pressure Soil treatment system required at manifold if gravity s stem,zero. feet Total pipe length 3. Friction loss a. Enter friction loss table with gpm and pipe diameter. we ElevatmrDif emme Read friction loss in feet per 100 feet from table(F-14). pig ------- -- - F.L.= P, ft./100 ft of pipe ................ . . b. Determine total pipe length from pump to discharge "" -- " """... point. Estimate by adding 25 percent to pipe length for fitting loss,or use a fitting loss chart(F-15 feet). Equivalent pipe length-1.25 times ei a length= 12S' x 1.25= AS � feet Friction Loss in Plastic Pipe c. Calculate total friction loss by multiplying friction loss in ft/100 ft by equivalent pipe length. pipes d 1 Total friction loss= 0-5 x 100= �' feet pipe 2`4P Flow Rate 4. Total head required is the sum of elevation difference, gpm 1.5" 2" 3" special head requirements,and total friction loss. 20 2.47 0.73 0.11 + + 25 3.73 1.11 0.16 (1) (2) (30 30 5.23 1.55 0.23 35 6.96 2.06 0.30 40 8.91 2.64 0.39 TOTAL HEAD feet 45 11.07 3.28 0.48 50 13.46 3.99 0.58 55 4.76 .70 C. Pump selection 60 5.60 0.82 65 6.48 0.95 70 7.44 1 1.09 1. A pump must be selected deliver at least �� gpm (Step A) with at least feet of total head (Step B). Sizing of Pump Station 1. Determine Surface Area T Rectangle=Area= L x W Width X = square feet Length 1 Circle=Area=n x(Radius)' 3.14 x x = square feet Radius Other=Get Surface Area from Manufacturer a=3.14 square feet 2. Calculate Gallons Per Inch There arc 7.5 gallons per cubic foot of volume,therefore you must multiply the area times the conversion factor and divide by 12 inches per foot to calculate gallons per inch Area x 7.5 gpft 3+12 inchs per foot x 7.5-+12 = gallons/inch 3. Calculate Gallons to Cover Pump(with 2 inches of water covering pump) Estimated Sewage Flows in Gallons per day (Height(in)+2 inches) xgallons/inch(#2) Number (�) '161 + )x W _ gallons of Type I Type U Type III Type Bedrooms 1 V 4. Calculate Total Pumpout Volume a. To ma mtze pump life select sump size for 4 to 5 pump operations per day. 3 450 300 2225 18 � E 9 gpd+4= /s5O gallons per dose 4 600 375 256 °rthe ue b. Calculate drainback Cama 5 750 450 294 ;,, �1. 1. Determine total pipe length, -de6 900 525 332 1 et. 7 1050 600 370 2. Determine liquid volume of pipe,JU gallons per 100 feet. 8 1200 675 408 colw= 3. Multiply length by volume: Drainback quantity= 5'feet x 17 14 gallons/100 ft._ ' agallons. Pipe diameter inches Gallam r 100 rest C. Total pump out volume equals dose volume+drainback 4. /Zb eallons per dose+ Z Z gallons= 17Z gallons 1.25 7.77 1.5 10.58 5. Calculate Volume for Alarm(typically 2 to 3 inches) 2 17.43 Depth(in)x gallons/inch 02)= 2.5 24.87 Zd x Z _A-0 gallons 3 38.4 4 66.1 6. Calculate Reserve Capacity(75%the daily flow) Daily flow(see page D-7)x.75= 6 x.75= -SCS gallons 7. Calculate total gallons A Reserve Capacity gallons over pump+gallons pumpout+gallons alarm+gallons reserve capcity #3+#4c+#5+#6 � P� p 240+ 12Z+�+�= t gallons Y Alarm 8. Total Depth (Total gallon divided by gallon per inch) Pump On Toth Gallon(#7)+ gallon/inch(#2) To 1 Pumpout Volume 0 + �O To Pump Off 9. Float Separation Distance(equal total pumpout volume) Pump Height Total numpout volu (#4c)+gallons/inch(#2) = .�inches S=P TESTING, INC. Steven B. Schirmers - MPCA Cert.No. 627 951 Katydid Lane NE - St. Michael, MN 55376 - (612) 497-3566 FAX (612)-497-5011 State License#394 April 29, 1996 Hilloway Corporation Lot 5 Co.Rd.19 & 84 Sub-Division Orono, Henn. Co., MN This on-Site Sewage Treatment System is Designed for a Type 1, five bedroom home designed in accordance with the Minnesota Pollution Control Agency Chapter 7080 and local ordinances. The soils on this site are SCS soils mapped - KkB - Kilkenny loam. The seasonally saturated soils were located at 14"to 22" (mottled soil). Due to the seasonally saturated soils, a Pressurized Mound System will need to be installed to treat septic effluent. The bottom of the treatment area must be located at least 3' above the saturated soils. The soils at a depth of 12" have a percolation rate averaging 5.2 mpi. A pumping chamber will need to be installed to lift the effluent to the treatment area. The power supply and switches must be located outside the manhole and pumping chamber in a weather proof enclosure. A warning device must be installed with a light and sound device, this is in case of a pump failure. The manifold and supply line pipe must have back drainage to the pumping chamber. The distribution pipes shall have their ends capped. Be sure the rock and sand fill material are clean. The sod layer below the entire mounded area must be turned over, just break up the sod, be sure not to over work. All neighboring wells are located greater than 100' away from the proposed treatment area. 1 Keep all heavy equipment off of the proposed treatment area before and after construction. The treatment area should be marked off before construction. This Design is not valid &the system will need to be relocated if failure to protect the areas proposed for On-Site Sewage Treatment occurs. With proper installation and maintenance,this system should have no problem in treating septic effluent effectively. Nothing other than gray water(laundry, showers, etc.) human waste &toilet tissue should be disposed of into the septic tanks. Garbage disposals are not recommended, due to adding more solids &fine solids passing through to the system. Excessive amounts of soaps, cleaning agents & chlorine agents may kill the bacteria needed to treat septic effluent. Additives are not recommended. Recommend to pump & clean your tanks through the manhole by a certified pumper every 2 years. Check with your pumper to set up a schedule. Steven B. Schirmers 2 Pv� � _ I •� �5tt.� � ±!c b � .s*t.3 } I - -- 1 I _ - 4co�os av �-s,e +ggeJ ��''o.a• _1�- �-N+E 1 L I + —- LZ U3 / W ET La rJ D - I �- 4.4 ct 4 j N I 9aB.71 0 'iDr 9 s.a i WOODS / a AN qq1. I 27 N+ It 53�� 19- {?ter-C'� co�srt4•�s c.�ft o�..t. TrA: To," of uoz1HwEs,-' ,ao� -r Percolation Tests Scale: PROPERTY OF= N►c.t-oW A,{ Lr�z4. CORAx-A .ZR,vu - x$011 Bofpltfs Env- 993'.0 •®Bench Mark Lo-C 5 .3�e,Lk. 2 Note: This system is to be constructed to meet l4�c>J s.1• G` i the M innesolo Pollution Control Agency S—P TESTING INC Chapter 7080 & Local Ordinance Designed By: ]! _ Note Check all underground utilities Doe=.�/�5/�, PH.612-497-3566 $0' r5 isr i ► epc� to ,L�� r `V) rs %A" Z----J-4 rS' 1�i �N tA\•\ VIV%Q /•7`S7orfao °1'ItS.p bio' SET- BACKS t 1 S L to t -� HOUSE System must be: Tank o 1 from property lines 2-S2 from wells from b:dgs. uyn„ Treatment area = from lakes,? Q Treatment oreo �o from property lines NOTE:Power supply and switches must be located in a MA>+>{er~5 eat ,�'from wells weather proof enclosure outside the pumping chamber and manhole t 1t3ac�F,�c.. vo 'from bldgs. it a ,o.'from trees SOIL BORING ELEVATIONS _min. 4 ll� I THxI EL.-O►99.3 ►:a - 9g0.3 j a"do.su _ o TH�2 EL. Tank I _1tso�- grade—/oTH 0'3 EL- 2.7-Y Tank PRESSURE DISTRIBUTION MOUND SYSTEM y Drop to To 0 TH"4 EL- TH`5 EL- Mtn,l"to 8, ?�--Pumping Max.l"to4' � P 4x��.1�GS �1,�Ax.Loc�J Chamber EI.EVATIOV of PROPOSED P`.,�V'u''J�G -4!'10 6"dia.pipe CHAMBER-Syn uzr�,Q►►w► apt •o SYSTEM DESIGN -MOUND �� �ow•r�,-� Fiao� 99n•� TYPE--1-- , 1L BEDROOM , Average percolation rate S.a min./inch (design.83saft treatment area per got.of daily sewage flow) 0 SO gal./day x.83sq.ft/gal. 6,2,2 sq.ft.of treatment area +10%=1-169 sq.fi. (= 10ft.width=_tri.ft.length of bed area+side slope run--'I-to I x 3/7 height= . 0 ftx 9'd ft.lawn•area needed) Clean rock needed- bcsu sq.ft.treatment area x Z•o S' depth of rock='21-9 cu.ft-. 27= -RI cu yds.(3/4'to 21/x`dia.,includes f'of rock above pipe) w as\moo �cMu.y�d As?"-- �'�• sAl1b Clean sand fill below rock needed a;,o cuYds. approx. , sandy�Yloam backfll�_a. ds.apPfQx., topsoil 6" .Avo_7�ogc _to-doe so��.EcF.��4z�t,stA4�osS`�1Z1�� Number of tanks required , Ist tank la- got. ,2ndtank/000 gol.mirimms fl-QS PamVjVJL� 4(-- AmpER- - Pumping chamber capacity- 25% of daily sewage flow of gal.=Jugal+reserve storage of 15 0 g I/BFc- 2a gal.+pipe bock dromoge— PROPERTY OF: W-1-0 A-d of tK gal./1001in.ft.of a "dia.supply pipe, Iinftneededl D, ZZ gal.4manifoldIVgdJIOOGriftof.3pdia.pipe,raft needed Z, 2 got. 4, IW 152%j'9 total capacity needed 22a gol.(plus area for pump) rssr--r+►in. ./aSo 0,r-c}' • Distribution pipe!r�da. , 1071d lin.ft,_!)1a:da. perforations 21--:opert c0' Pump sizel/_hp. (pumpable capacityaaa, gal.4cycles/day) �5�� a7 ' H�Ao t?R.Ess _S»Sc_�dt]�-L-L-'� 35 Be ) Min. �--- S—P TEST/NG C Note* When constructing bed - , tris area should be shaped Note= Distance from treatment area to neighboring wells— Designed 9y .c,,��.c�n -c1.1 n a � ,.�n� ( to divert run-oft from entering treatment area. �'�'"'T Date;a/?a/2r , PH. 612-497-3556 MOUND DESIGN WORKSHEET (For Flows up to 1200 gpd) A. FLOW Estimated Sewage Flow in Gallons per Day(ad) Estimated ')S o gpd Nttmtax or measured x 1.5 = gpd. Bedrooms Type I II Type III Type IV 2 300 225 180 sos B. SEPTIC TANK LIQUID VOLUMES 3 600 300 u8 a 6ao 37s 256dam 5 750 450 294 gallons 6 900 525 332 vas 7 1050 600 370 8 1 1200 1 675 409 /l."�14�� IK' C. SOILS(refer to site evaluation) Number 14-r� � 1. Depth to restricting layer= a o�' i t,*', � Bedroom inches m 2. Depth of percolation tests = l inches 3. Percolation rate 5,a mpi 23 or 4 ka i 05000 1.55 4 5 or 6 1.500 2,230 . Land slope % 7 or 8 2.000 3,000 over 9 See fig.C-6 (113) D. ROCK LAYER DIMENSIONS 1. Multiply flow rate by 0.83 to obtain required area of rock layer:A x 0.83= SJ gpd x 0.83 sq.ft./gpd= c,az sq.ft.-+16%, 2. Select width of rock layer(10 feet or less) = )t7 ft. 3. Length of rock layer=area-1-width= Rock Bed c,q.LA sq.ft. ft. = r.q ft. O'ki; V ti..•,MO. V-6 •r•r•r•r•r•r•r•r•r r•r•r•r•r•r•r• ti.�•�.ti•ti•ti•ti•ti•ti•�•ti•�•ti•�•tiw•ti r•r•r•r•r•r•r•r•r•r•r•r.r•r•r•r• tdth 510 ft ti.ti•�•ti•ti•ti.ti•ti•�•ti.ti.ti•ti•ti•ti•ti•ti r•r•r•r•r•r•r•r•r r•r•r•r•r•r•r• ti•ti•1K•ti•N4•t•ti•t•tiNK•\HA•ti •r•r•r•r•r•r•r•r•r•r•r•r•r•r•r•r• E. ROCK VOLUME ` �— Length —� 1. Multiply rock area by rock depth to get cubic feet of rock; t,4s4 sq.ft.x i.�ft.= 1,s cu.ft. 2. Divide cu.ft.by 27 cu.ft./cu.yd. to get cubic yards; r)l u cu.ft. i 27=—,7 cu.yd. 3. Multiply cubic yards by 1.4 to get weight of rock in tons; an cu.yd.x 1.4 ton/cu.yd. _ tons. F. ADSORPTION WIDTH L �' Lori�t'f Wicith Sizing Table 1. Percolation rate in top 12 inches of soil is 5•:k mpi Percolation Rate �- "�°°• minut"(..Xr i:�t+ Soil Texture 2. Select allowable soil loading rate from table; Faster than 0.1 Coarse Sand 120 1.00 0.1 to 5 Sand 120 1.00 gpd/ft2 0.1to5 Fine Sand— 0.60 2-00 6 to 15 Sandy Loam 0.79 152 3. Calculate adsorption width ratio by dividing rock layer 31 to 45 Silt Loam Lbarn 0550 2.4400 loading rate of 1.20 gpd/ft2 by allowable soil loading rate; 4 tt 1 0 Clay Loam 024 67 1.20 gpd/ft2+ ,u S gpd/ft2= a-L'J Slower than 120 CCllaav — — •`Soil laving 50%or mare of fine or very fine nand 4. Multiply adsorption width ratio by rock layer width to get required adsorption width; -A.t"7 x /0 ft= :it .? ft IL G. DOWNSLOPED WIDTH 1. If landslope is-3 ��more,subtract rock layer width from adsorption width to obtain minimum downslope dike toe ft- 1n ft=�2_feet 2. Calculate Minimum mound size based on geometery: a. Determine depth of clean sand fill at upslope edge of rock layer: Separation ).0 feet b. Multiply rock layer width by landslope r too(Cover. to determine drop in elevation; t teat Re ad Slope Difference separation `'fi►et 1 x %i 100 = Ups feet slope oltference - et lope Width c. Add depth of clean sand for separation(2a) -�feet Rock Bed width at upslope edge,depth of rock layer(1 foot) to depth of 10 feet Downslope width cover(1 foot) to find the mound height at the upslope edge 1tet of rock layer, ft+ ift+ ift= 3.0 feet d. Enter table with landslope and upslope dike ratio. Select dike multiplier of y.0 e. Multiply dike multiplier by upslope mound height to find upslope dike width: 3-2 x L4.p =_.<feet f. Add depth of clean sand for slope difference(2b)at downslope edge,to the mound height at the upslope edge of rock layer(20 to find the downslope height; €T=-_ feet g. Enter table with landslope and downslope dike ratio. Select dike multiplier of h. Multiply dike multiplier by downslope mound height to get downslope dike width: x feet L Compare the values of step G.1 and Step G.2h Select the greater of the two values as the downslope dike width; C7 eat ssso� otn> p ?,::: -� eat mound width is the sum of •<:�<:a:::::::;:;�::::::>:::;; Total ��� upslope dike (G-2e)width plus rock Racy Oed Width r teat el0e layer width(D.2)plus o uv: U o��aa"v�atn o � Width 1.tt_feet I test downslope dike widthG.2i - '.,:.:<:,;;:>•>• >:<:<:.;..:.,.:.::....::::::::;.:::: a4 0 + � fee + f o t ft t ft u S S 1 # "wnsi'��� 'D 0 W efain :r . .:........ k. Total moundand length�is the sum f tat upslopes toPe dike width G2e plus layer width .2e u upslope dike d G length D3 is P P soe th 8th P � ft+ ft ft feet t � 7q Total Length Vownslope Upslope 3:1 41:11 5:1 &1 7.1 3:1 4:1 5:1 6:1 7.1 ad s: 0�OPe 3D 40 5.0 6.0 7.0 3.0 4.0 5.0 6.0 7.0 8.0 1 318 4.17 526 638 733 191 3.83 4.76 S.66 651 7.41 2 319 4.35 SSG U2 2 8.14 2.63 320 454 536 6.14 6.90 3 330 451 528 732 6.86 275 357 435 S.08 S79 6.4S { 311 476 635 729 972 168 3.45 4.17 4.86 S.46 6.06 S 351 550 6.67 857 1077 2.61 333 d.00 4.62 519 521 6 316 526 7.14 938 12X 236 3.23 325 447 4.93 S41 7 322 S56 7.69 1031 1373 148 3.12 3.70 423 470 S.13 a3.95 S28 833 1154 1591 142 3.01 3S7 4.05 1.49 428 9 411 625 9.09 13.04 18.92 236 194 14S 190 430 4b5 104J9 6a 10.0 ism 2333 231 226 333 3.75 4.12 4.44 31 4.48 7.14 11.11 17.65 3043 2.26 278 323 3.61 3.95 426 12 418 7.69 1250 21.43 On 2.21 270 3.12 349 3.80 4.08 F-17 '7 • FTEMY SELECTION PROCEDURE END PERFORATION OF A PERFORATED LITERAL A. Determine pump capacity: d�C~ Gravity Distribution T +I 1. Minimum suggested is 600 gallons per hour(10 gpm)to stay ahead of d w.».,..F..r I-ar- water use rate. .`'M's�` .VAW 1'=«"e r.e"WIPM-) 2. Maximum suggested for delivery to a drop box of a home system is 2,700 "Umd gallons per hour(45 gpm)to prevent build-up of pressure in drop box. y;M�a � .Ed" Pressure Distibution `""5.4 L,. 3.a. Select number of perforated laterals 3 b. Select perforation spacing=.3_feet. �Pte; L.Y. c- Subtract 2 ft.from the rock layer length. -2ft.= L feet. d. Determine the number of spaces between perforations. Length perf.spacing=S,j,ft.+ -t, ft._�.spaces Required Perforation Discharge e. Ztz spaces+1= �)-*:%_p erforations/lateral in p U-per xW-te W- f. Multiply perforations per lateral by number of laterals to DIV d e 4I"tet34e ft&PW get total number of perforations. x e,l=_ 7 perforations. (feet) g W x 5s"F-1_ �� 1.0a 0.56 0.74 SELECrE"D PUMP CAPACITY 1, `7_gpm 2.Ob 0.80 1.04 - B.Determine head requirements: a.Use for single family homes 1. Elevation difference between pump and point of discharge. b.Use for all other applications I feet 2. If pumping to a pressure distribution system,five feet for pressure required at manifold if gravitys tem,zero. feet 3. Friction loss a. Enter friction loss table with gpm and pipe diameter. Pipe Length , Read friction loss in feet per 100 feet from table. Point of Diwbmzc F.L= D., ft./100 ft of pipe ............................. o.0 b. Determine total pipe length from pump to discharge Elevation Difference point. Add 25 percent to pipe length for fitting P 'dy loss,or use a fitting loss chart. Equivalent pipe length-1.25 times pipe length= F-18b 1 10 x 1.25= as S feet 1,5 inch 2.0 inch 3.0 inch c. Calculate total friction loss by multiplying gpm Maim las pa IOOR of pipe friction loss in ft/100 ft by equivalent pipe length. 10 0.69 0.20 Total friction loss- 'Aa,S x a.,I= +100= feet 12 0.96 0.28 4. Total head required is the sum of elevation difference, 14 1.28 0.38 special head requirements,and total friction loss. 16 1.63 0.48 18 2.03 0.60 20 2.47 0.73 0.11 II. + Sr + 40 25 3.73 1.11 0.16 (1) (2) (3c) 30 5.23 1.55 0.23 35 7.90 2.06 0.30 TOTAL HEAD a 40 11.07 2.64 0.39 feet_ 45 14.73 3.28 0.48 50 3.99 OM 55 4.76 0.70 G Pump selection 60 5.60 0.82 1. A pump must be selected to deliver at least � -; gpm (Step A)with at least a7 feet of total head(Step B). S-P TESTING, INC. Steven B. Schirmers - MPCA Cert.No. 627 951 Katydid Lane NE - St. Michael, MN 55376 - (612) 497-3566 FAX- (612) 497-5011 State License#394 LOGS OF SOIL BORINGS Hilloway Corporation Lot 5 Co.Rd. 19 & 84 Sub-Division Orono, Henn. Co., MN Borings completed on 4-25-96, with a 1-1/4" Soil Probe. BORING NUMBER 1- Elev.997.3 - MOTTLED SOIL AT 1'8" - Standing water was present in the boring at 2'3", 18-1/2 hours after the boring. 0 - 14" Topsoil dark brown loam 2.5Y 3/1 14" - 20" Brown clay loam 2.5Y 5/3 20" - 38" Rusty olive brown clay loam 2.5Y 5/4 38" - 48" Rusty olive gray clay loam 2.5Y 5/2 BORING NUMBER 2- Elev.998.3 - MOTTLED SOIL AT 1'4"-Standing water was present in the boring at 24", 18-1/2 hours after the boring.. 0 - 12" Topsoil dark brown loam 2.5Y 3/1 12" - 16" Brown clay loam 2.5Y 4/3 16" - 40" Rusty olive brown clay loam 2.5Y 5/3 40" - 48" Rusty olive brown loam 2.5Y 5/3 BORING NUMBER 3-Elev.997.8 - MOTTLED SOIL AT 1'10"- Standing water was present in the boring at 22", 18-1/2 hours after the boring. 0 - 18" Topsoil dark brown loam 2.5Y 3/1 18" - 28" Gray brown loam 2.5Y 4/1 28" - 34" Rusty gray brown loam 2.5Y 5/3 34" - 48" Rusty olive brown clay loam 2.5Y 5/3 S-P TESTING, INC. Steven B. Schirmers - MPCA Cert.No. 627 951 Katydid Lane NE - St. Michael, MN 55376 - (612) 497-3566 FAX- (612) 497-5011 State License#394 LOGS OF SOIL BORINGS Hilloway Corporation Lot 5 Co.Rd. 19 & 84 Sub-Division Orono, Henn. Co., MN Borings completed on 4-26-96, with a 1-1/4" Soil Probe. BORING NUMBER 1A- Elev.997.3 - MOTTLED SOIL AT 1'4"- No standing water present in boring. 0 - 8" Topsoil dark brown loam 10YR 3/2 8" - 16" Brown clay loam 10YR 5/4 16" - 38" Rusty olive brown clay loam 10YR 514 38" - 48" Rusty olive brown loam 10YR 6/3 BORING NUMBER 2A- Elev.998.3 - MOTTLED SOIL AT 1'2" - No standing water present in boring. 0 - 10" Topsoil dark brown loam 10YR 3/2 10" - 14" Brown clay loam 10YR 5/4 14" - 42" Rusty olive brown clay loam 10YR 5/4 36" - 48" Rusty olive brown loam 10YR 5/4 BORING NUMBER 3A-Elev.997.4 - MOTTLED SOIL AT 1-1/2'- No standing water present in boring. 0 - 8" Topsoil dark brown loam 10YR 3/2 8" - 18" Brown clay loam 10YR 5/3 18" - 38" Rusty olive brown sandy clay loam 10YR 513 CERTIFICATION NO.627 STATE LICENSE NO.394 PERCOLATION TEST DATA SHEET Percolation test readings made by S-P Testing,Inc. on 4-25-96 starting at 8:59am. Test hole location Hilloway Corpj&5,Co Rd 19& 84 Sub-Div.,Orono. Test hole number l Date test hole was prepared 4-2496. Depth of hole bottom 12 inches. Diameter of hole 0-inches. SOIL DATA FROM TEST HOLE DEPTH,INCHES SOIL TEXTURE 0 - 12" Topsoil dark brown loam Method of scratching sidewall is knife. Depth of gravel in bottom of hole is 2 inches. Date and hour of initial water filling 4-96,3:30pm. Depth of initial water filling is 12 inches above the hole bottom. Method used to maintain at least 12 inches of water depth in hole for at least 4 hours is automatic siphon Maximum water depth above hole bottom during test is ft inches. Measurement, Drop in water level, Percolation rate, Time Time interval min inches inches minutes per inch Remarks 8:35 prefill 6 8:59 9:14 6 3-3/4 4 15 min 9:19 9:34 6 3-1/2 4.3 15 min 10:04 10:19 6 3-7/16 4.5 15 min 'ercolation rate=4j_minutes per inch. CERTIFICATION NO.627 STATE LICENSE NO.394 PERCOLATION TEST DATA SHEET Percolation test readings made by S-P Testing,Inc.on 425-96 starting at 9:00am• Test hole location Hilloway Corp Lot 5,Co Rd 19&84,Sub-Division,Orono Test hole number I Date test hole was prepared 42496• Depth of hole bottom 12 inches. Diameter of hole C inches. SOIL DATA FROM TE T HOLF DEPTH,INCHES SOIL TEXTURE 0 - 12" Topsoil dark brown loam Method of scratching sidewall is leaf. Depth of gravel in bottom of hole is 2 inches• Date and hour of initial water filling 4-24-96,3:39M. Depth of initial water filling is 12 inches above the hole bottom. Method used to maintain at least 12 inches of water depth in hole for at least 4 hours is automatic giphon Maximum water depth above hole bottom during test is.i inches. Measurement, Drop in water IeVel, Percolation rate, Time Time interval min inches inches minutes per inch Remarks 8:35 prefill 6 9:00 9:15 6 2-3/4 5.5 15 min 9:18 9:33 6 2-1/2 6 15 min 10:05 10:20 6 2-5/16 6.5 15 min Percolation rate=fi,2minutes per inch. CERTIFICATION NO.627 STATE LICENSE NO.394 PERCOLATION TEST DATA SHEET °ercolation test readings made by S-P Testing,Inc. on 425-96 starting at 9:01am. fest hole location Hilloway Corps Lot 5,Co.Rd.19 &84 Sub-Division,Orono, fest hole number I Date test hole was prepared 424,96. depth of hole bottom 11 inches. Diameter of hole 6 inches. SOIL DATA FROM TEST HOLE DEPTH,INCHES SOIL TEXTURE 0 - 12" Topsoil dark brown loam Method of scratching sidewall is kn& Depth of gravel in bottom of hole is 2 inches• Date and hour of initial .vater filling 4-2496,3:30pm. Depth of initial water filling is 12 inches above the hole bottom. ,Aethod used to maintain at least 12 inches of water depth in hole for at least 4 hours is automatic siphon \4aximum water depth above hole bottom during test is C inches. Measurement, Drop in water level, Percolation rate, Time Time interval min inches inches minutes per inch Remarks 8:35 prefill 6 9:01 9:16 6 45/8 3.2 15 min 9:17 9:32 6 41/4 3.5 15 min 10:06 10:21 6 4-1/16 3.7 15 min 'ercolation rate=3„5-minutes per inch. CERTIFICATION NO.627 STATE LICENSE NO.394 PERCOLATION TEST DATA SHEET Percolation test readings made by P Testing.Inc.on 421-96 starting at1.50am. Test hole location Hilloway Corp. lAt 5,Co Rd 19&84,Sub-Division,Orono, Test hole number 1A Date test hole was prepared 4.26-96• Depth of hole bottom 12 inches. Diameter of hole f.inches. SOIL DATA FROM TEST OILE DEPTH,INCHES SOIL TEXTURE 0-8" Topsoil dark brown loam 8" - 12" Brown clay loam Viethod of scratching sidewall is ko fe. Depth of gravel in bottom of hole is 2 inches. Date and hour of initial .vater filling 444-96.3:0 M Depth of initial water filling is 12 inches above the hole bottom. vlethod used to maintain at least 12 inches of water depth in hole for at least 4 hours is automatic siphon• vlaximum water depth above hole bottom during test is C inches. Measurement, Drop in water level, Percolation rate, Time Time interval min inches inches minutes per inch Remarks 1:35 prefill 6 1:50 1:05 6 4-3/8 3.4 15 min 2:12 2:27 6 4-1/8 3.6 15 min 2:28 2:43 6 4 3.8 15 min 2:47 3:02 6 3-15/16 3.8 15 min 'ercolation rate=3.7--ininutes per inch. CERTIFICATION NO.627 STATE LICENSE NO.394 PERCOLATION TEST DATA SHEET Percolation test readings made by S-P Testing,Inc.on 4-27-96 starting at 1:52pm• Test hole location Hilloway Corp Lot 5,Co Rd 19&84 Sub-Division,Orono Test hole number Z& Date test hole was prepared 4-26-96• Depth of hole bottom Ja inches. Diameter of hole C inches. SOIL DATA FROM TEST HOLE DEPTH,INCHES SOIL TEXTURE 0 - 101, Topsoil dark brown loam 1011 - 171 Brown clay loam Method of scratching sidewall is]moi' . Depth of gravel in bottom of hole is 2 inches. Date and hour of initial water filling 4--26-96,3:OOpm_ Depth of initial water filling is 12 inches above the hole bottom. Method used to maintain at least 12 inches of water depth in hole for at least 4 hours is automatic siphon• Maximum water depth above hole bottom during test is ft inches. Measurement, Drop in water level, Percolation rate, Time Time interval,min inches inches minutes per inch Remarks 1:35 prefill 6 1:52 2:07 6 1-3/4 8.6 15 min 2:11 2:26 6 1-3/4 8.6 15 min 2:29 2:44 6 1-3/4 8.6 15 min Percolation rate=&6jninutes per inch. CERTIFICATION NO.627 STATE LICENSE NO.394 PERCOLATION TEST DATA SHEET Percolation test readings made by S-P Testing,Inc.on 4-27-96 starting at 1:53pm• Test hole location Hilloway Corp of_ ,Co Rd 19&84,Sub-Division,Orono, Test hole number 3A. Date test hole was prepared 426-96. Depth of hole bottom 1U inches. Diameter of hole 6 inches. SOIL DATA FROM TEST HOLE DEPTH,INCHES SOIL TEXTURE 0 - 811 Topsoil dark brown loam 81' - 12"- Brown clay loam Method of scratching sidewall is knife. Depth of gravel in bottom of hole is 2 inches• Date and hour of initial water filling 426-96,3:OOpm. Depth of initial water filling is 12 inches above the hole bottom. Method used to maintain at least 12 inches of water depth in hole for at least 4 hours is automatic s• hon. Maximum water depth above hole bottom during test is fi inches. Measurement, Drop in water level, Percolation rate, Time Time interval min inches inches minutes per inch Remarks 1:35 prefill 6 1:53 2:08 6 3-1/4 4.6 15 min 2:10 2:25 6 3-1/16 4.9 15 min 2:30 2:45 6 3 5 15 min 2:46 3:01 1 6 3 5 15 min ----F I 'ercolation rate=U-minutes per inch. PERFORATED LAYER OF GEOTEXTILE LOAMY SAND CAP �.�,r..1i_ -• LATERALS FABRIC PERFORATED LATERAL SANDY LOAM SOIL r.►y ' GRASS COVER 6 INCHES - - jr ' ~""'r?a'•'Y•rr •.. TOPSOIL CLEAN SAND FILL Ax �' "+'t MAXIMUM SLOPE--- LAYER OF GEOTEXTILE ��.: �,�' 3 r 3 TO 1 CLEAN ROCK 74' �/ TO 2'/= INCHES S FABRIC OR 4 INCHES OF '' ,,• •,y. � a TOPSOIL PLOWED OR • HAY COVERED gY �' 0• DISKED SURFACE BUILDING PAPER ve �r,�1 z UBSOIL 11/ OR 2� ,.;•: �'" P •% ,%, / s� CROSS SECTION A-A PIPE FROM PUMP PIPE FROM EAZ 1/ ■ %, -%� „�; J J, PUMPING CHAMBER CLN ROCK �'�- �!•' i DIVERSION FOR I kill i 6' TOPSOIL.'� • �,,• � � %/ '�• SURFACE WATER w � ' ���;,� ., j- 3 Ali J�/� 3 a•,r� _ , AT --`��• =��r- 9'�%// Mq t c TERRALS I 0w.Mg QNEAN- p F _•s . `F1'•."� (LL SOD ` -A 1j:�'ir•� BED AREA BROkENAY UR . . I Z RRqE . eq RAFR ::� A Ito ; W I m : ° ?. xrx : LAYER z � 0J- 0A. - 20 LAYOUT OF PERFORATED PIPE LATERALS FDA INCHE I v 'y i INCH _ ' PRESSURE DISTRIBUTION IN MOUND I . ILS'— —•�_I PERFORATED PLASTIC PIPE _ 01KE---�+"�OMAXTDIKE TOTAL WIDTH PERFORATIONS NS SPACED 6'ON fpRAt10N �W VIEW SIZE MAY BE A4: 7/3Z 6« it pER PLAN vlEw OR 1/4'. ! 2'MANIFOLD END PERFORATION OF A PERFORATED LATERAL PIPE -- Grow Cora PERFORATIONS ON BOTTOM OF A fi PLASTIC PIPE �1 Tewou l��fill 4Q y t rr r s=`�= I v :• ;:1 :.+•..r.Lo�w of Gealow - ;i. Fabrk lar fa =b p� , !r• I""See/Lops nc^lover N hay a.Mer covered (OFTPEIPC F L PUTION me) 'wish Fred rest neper) Per tor lien Drilled Hothonlolly • Ins e C p Wed Top END CAP 9Q� eQ PIs AI Low I2'to Ldp# AtERA� a of Rech Leper •.;. Palaullaa Incaled of fOR fE0Layer A 2-PIPE FROM y. clean Sano Balsam of Lateral �%� or pER PUMPING CHAMBER F-8 REDWOOD. CED OR WATER TIGHT 0 LOCKABLE ELECTRIC BOX-1%11 TREATED POST (4 x 4 min) PLUGS OR ELECTRIC CONNECTIONS i ,--ALL BOX IC CONNECTIONS MADE 2" PVC CONDUIT SCHEDULE 80 6'SP_AACE LOOP OF POWER CORD FOR MANHOLE COVER CHAINED a LOCKED SETTLEMENT SEALED MANHOLE RINGS FINAL GRADE AT LEAST 12' 7"� UNION BELOW GRADE _ WIRE FROM POWER SUPPLY PPIPE IS LAID ON A UNIFORM SLOPE FROM F4R PROPER DRRAAINBACK 1L TREATMENT AREA —IF PIPE AT TANK MUST BE LOWER THAN SEALED TANK COVER UNION.TO GET ELEVATION FOR DRAINBACK, PLASTIC OPE O RCHAIN A 1/4 INCH WEEP HOLE MUST BE USED WITH ALARM FLOAT ON SEPARATE —'WEEP HOLE ELECTRICAL CIRCUIT NOTES: ELECTRICAL.WIRE FROM POWER SUPPLY T VEL 9__ �_— — MUST NOT RUN OVER ANY TANKS BUT 1r ' MUST BE LAID BESIDE OTHER TANKS AND MUST BE PLACED IN CONDUIT ALONG POST SHUT-gff_(,EYEUQ ELECTRICAL CORDS FROM PUMP AND FLOATS MUST BE RUN THROUGH CONDUIT. WIRES CANNOT HAVE GROUND PUMP CONTROL FLOAT CONTACT. 0.00 --- ---. Figure F-8. - METAL COVER CONCRETE ,�•�' MANHOLE RING METHODS OF SECURING MANHOLE COVER TO PREVENT s UNAUTHORIZED ENTRY Figure C-14 I VERTICAL SIDEWALL SEPTIC TANK /-FINISHED GRADE �AT-- LEAST6"TO 12" SOIL AT LEAST 4" DIA. COVER 4 DIA. MINI~ AT LEAST I" AT LEAST I" • A DIMENSIONS FOR_TANKS WITH VERTICAL SIDES A e T► --- WIDTH, W 24 MINIMUM LENGTH L 2 TO 3 TIMES THE WIDTH DIAMETER 60` MINIMUM DEPTH, 0 30 MINIMUM T8' t AXIMUM C A _ 0.2 D _ ---AT LEAST g 6" MINIMUMi 0.2 D MAXIMUM __u 6' 3" c 0.4 0 ----- ---AT LEAST 4 FEET - -`� NO1 E S: 1. SN/11N1YtECS ATLFASTtWG1ESWDWIETF.R t. AWOIf)IEOOVERSSI4LLIELOCATEDWITIINI2WG4'S t. 1WjL% NAND LOCALE YA401IIMLW66FEEIEOrALLTANKT IIECowilMALE I0ESMIL0NOP EVEf IIACC UMACEM WALLS. S. SErAnAl K7N 06TANCE BETWEEN FAD OF IiET PIPE MN 7. ANNSPECIIONPIPE OFATLEAS r4NmaESOmwnEn NENIESTPOINT ONOWLESPALL DENOLESS 11NN6WG'ES On A 4Wd TOLE SHALL RE LOW ED OVEn 0011411 E W&FI Oft NO F1DNE ll"12 NOES. Nr0001lLIOCVKZS.INECENIEl1LNC0f 11rN51�ECTgN 6. Fon IId6ZONIALCYL14MCALIANNS011fEN6KINA130.150 PIPES SIWLCCIjsiS&WAS111ECCNICfllNEIVIKE ANDDWFNSIO4CL'v039. DAFFLE OPCNNOS OI SAMIA14Y ICES A 116M INSI-EV ION PtMi 1UST RE LOCM EU Bie 1 WCCN it E I6.EI RNLI flllll Ei DArrLE& PENCIL (MARKS 6 20* rr �� j. •' MANN LE if Il► A7 ii1 •i MET SCUM I! OUTLET y r^;OUTLET LEVEL SCUM•CLEAR SPACE'— '�, � � CLEAN OUT TANK WHEN: - —'— __ - �-=-r�!• _ s,�7 W IS So OR LESS OR 8'IS 12'OR LESS ;r .s.;..• •• ` BLACK COLOR 1W •: : ;i `''� DISTINGUISHES SLUOGE SLUDGE_ ,• ; LAYI�R FROM LIOUID ���,1 r•.4,�off: •.i .•1•*p :Y6:7• .:��o MEASURE SCUM AND SLUDGE ACCUMULATIONS IN THE SEPTIC TANK DATE TIME CITY OFNO CALLEDIN INSPECCTIONION NO/jC.ESCHEDULED PERMIT NO. COMPLETED ADDRESS OWNER CONTR. TELEPHONE NO. DESCRIPTION W 01 FOOTING 11 M ANICAL RI 18 EXCAV/GRADING/FILLING 02 FRAMING 13 MECHANICAL FINAL 19 LAKESHORE/WETLANDS Q 03 INSULATION 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL Z 04 WALL BD. 12 WATER HOOK-UP 17 SITE INSPECTION Q 05 FINAL 14 SEWER HOOK-UP 06 PROGRESS 07 DEMO-SITE 27 S INT. 21 COMPLAINT 07 DEMO-FINAL 1rSEPTIC INS22 FOLLOW-UP 09 PLUMBING RI 23 SEPTIC FINAL 35 HARD COVER REMOVAL v 10 PLUMBING FINAL 36 FOUNDATION/REMOVAL Z OWNER/CONTRACTOR TO MEET U: YES NO cc COMMENTS: r L '' ✓ W CL cc J O cc O U_ W CC Q Z W W CC 10,j d WWO RK SATISFACTORY:PROCEED PROJECTCOMPLETE W ❑CORRECT WORK&PROCEED ISSUE CERTIFICATE OF OCCUPANCY ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. PHOTO TAKEN INSPECTOR WILL RETURN ❑STOP ORDER POSTED.CALL INSPECTOR CITATION ISSUED ❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance.473-7357 Owner/Contractor n it Inspector. White Coyllnspector's File I Canary Copy/Site Notice DATE—....� -TIME CITY OF ORONO CALLED IN INSPECTION NOTICE SCHEDULED PERMIT NO. Co PLETED w` ADDRESS OWNER CONTR. TELEPHONE NO. DESCRIPTION 2- W 01 FOOTING 11 MECHANICAL RI 16 EXCAV/GRADING/FILLING � 02 FRAMING 13 MECHANICAL FINAL 19 LAKESHOREIWETLANDS y Q 03 INSULATION 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL Z 04 WALL BD. 12 WATER HOOK-UP 17 SITE INSPECTION Q 05 FINAL 14 SEWER HOOK-UP 06 PROGRESS 07 DEMO-SITE 27 SE 21 COMPLAINT v 07 DEMO-FINAL 1 EPTIC INSTA 22 FOLLOW-UP 09 PLUMBING RI 23 SEPTIC FINAL 35 HARD COVER REMOVAL v 10 PLUMBING FINAL 36 FO NDATION/REMOVAL OWNERICONTRACTORTOME/YOU:_YES_NO y COMMENTS: j cc o . 0 W cc Q Z W LU cc a W2 WORK SATISFACTORY:PROCEED ❑ PROJECTCOMPLETE W ❑CORRECT WORK&PROCEED ❑ISSUE CERTIFICATE OF OCCUPANCY ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ PHOTOTAKEN INSPECTOR WILL RETURN ❑STOP ORDER POSTED.CALL INSPECTOR ❑CITATION ISSUED ❑INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the ne inspection 24 hours in advance.473-7357 Owner/Contractor Inspector. White Copylinspector's File Canary CopylSite Notice DATE TIME CITY OF ORONO CALLED IN INSPECTION NOTICE SCHEDULED PERMIT NO. 105� `l D TED ADDRESS OWNER CONTR. TELEPHONE NO. DESCRIPTION W 01 FOOTING 11 MECHANICAL RI 18 EXCAV/GRADING/FILLING 02 FRAMING 13 MECHANICAL FINAL 19 LAKESHORE/WETLANDS Q 03 INSULATION 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL Z! 04 WALL BD. 12 WATER HOOK-UP 17 SITE INSPECTION Q 05 FINAL 14 SEWER HOOK-UP 06 PROGRESS 07 DEMO-SITE 27 SEPTIC MAINT. 21 COMPLAINT J 07 DEMO-FINAL 15 SEPTI TALL. 22 FOLLOW-UP Q ? 09 PLUMBING RI SEPTIC 35 HARD COVER REMOVAL J 10 PLUMBING FINAL 36 FOUNDATION/REMOVAL OWNER/CONTRACTOR TO MEET OU: Y S NO o� COMMENTS: L CL W �Y cc O Cr O / ACS W QC 1Q Z W z W Z) O W I I WORK SATISFACTORY:PROCEED JE CTCOMPLETE cc l 1 CORRECT WORK&PROCEED /PRO SUE CERTIFICATE OF OCCUPANCY W CORRECT WORK,CALL FOR REINSPECTION TEMPORARY BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. El PHOTO TAKEN INSPECTOR WILL RETURN ❑ STOP ORDER POSTED.CALL INSPECTOR ❑ CITATION ISSUED ❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the ne t i pec 'on 24 hours in advanc .473-7357 OwnerlContractor o -..� Inspector. White Copy ll Spector's File Canary Copy/Site Notice DATE_ � TIME CITY OF ORONO CALLED IN INSPECTION NOT I SCHEDULED PERMIT NO. COMP ETED ADDRESS OWNER CONTR. TELEPHONE NO. k7 DESCRIPTION 114;4 01 FOOTING 11 MECHANICAL RI 18 EXCAV/GRADING/FILLING Q 02 FRAMING 13 MECHANICAL FINAL 19 LAKESHORE/WETLANDS y 03 INSULATION 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL Z 04 WALL BD. 12 WATER HOOK-UP 17 SITE INSPECTION Q 05 FINAL 14 SEWER HOOK-UP 06 PROGRESS 07 DEMO-SITE 27 SEPTIC 21 COMPLAINT 07 DEMO-FINALPTIC INS 22 FOLLOW-UP i09 PLUMBING RI 2;:;rt FINAL 35 HARD COVER REMOVAL v 10 PLUMBING FINAL 36 FOUNDATION/REMOVAL OWNERICONTRACTOR TO MEET OU:_YES_190 y COMMENTS: W a j — o - a 0 W cc Q z W W d Wj ORK SATISFACTORY.PROCEED ❑ PROJECT COMPLETE W ❑CORRECT WORK&PROCEED ❑ISSUE CERTIFICATE OF OCCUPANCY ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY C1 BEFORECOVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ PHOTO TAKEN INSPECTOR WILL RETURN ❑CITATION ISSUED ❑STOP ORDER POSTED.CALL INSPECTOR ❑INSPECTION REQUIRED.CALLTO ARRANGE ACCESS. Call for the next inspection 24 hours in advance.473-7357 Owner/Contractor inspector. White Cop nspector's File Canary CopylSite Notice f,DAT TIME CITY OF ORONO CALLED IN ( �'- INSPECTION NOTICE 2� SCHEDULED 6 �. PERMIT NO. COMPLETED I ADDRESS OWNER C0NTR. l` TELEPHONE NO. DESCRIPTION W 01 FOOTING 11 MECHANICAL RI 18 EXCAWGRADING/FILLING Q 02 FRAMING 13 MECHANICAL FINAL 19 LAKES HORE/WETLANDS 03 INSULATION 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL Z 04 WALL BD. 12 WATER HOOK-UP 17 SITE INSPECTION Q 05 FINAL 14 SEWER HOOK-UP 06 PROGRESS 07 DEMO-SITE 27 SEPTIC MAINT. 21 COMPLAINT 07 DEMO-FINAL 15 SEPTIC INSTALL. 22 FOLLOW-UP Q 09 PLUMBING RI 23 SEPTIC FINAL 35 HARD COVER REMOVAL J 10 PLUMBING FINAL 36 FOUNDATION/REMOVAL OWNERICONTRACTOR TO MEET YO :_Y NO COMMENTS: Q r cc J O c LL LL r . 4 i "4;', W aC l Q Z W z W d W ❑WORK SATISFACTORY:PROCEED ❑ ROJECT COMPLETE CC ❑ CORRECT WORK&PROCEED W SUE CERTIFICATE OF OCCUPANCY O C1CORRECT WORK,CALL FOR REINSPECTION TEMPORARY BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ PHOTOTAKEN INSPECTOR WILL RETURN ❑STOP ORDER POSTED.CALL INSPECTOR ❑ CITATION ISSUED ❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance.473-7357 Owner/Contractor n Inspector. White Copy/nspector's File Canary Copy/Site Notice Established in 1962 INVOICE NO. 50530 LOT SURVEYS COMPANY, INC. F.e.NO. 805-41 LAND SURVEYORS SCALE: 1 11 = 5o' REGISTERED UNDER THE LAWS OF STATE OF MINNESOTA c Denotes Iron Monument MATTSON CONTRACTING 7801 73rd Avenue North 812-560-3093 C Denotes Wood Hub Set Fax No. 560-3522 for excavation only Minneapolis, Vinnesota 55428 x000.0 Denotes Existing Elevation Property located in Section �urvr vrz TPrtira f itr Ooo.o Denotes Proposed Elevation 6, Township 117, Range 23, � Hennepin County, Mi nnesotdClTY ORONO —+E— Denotes Surface Drainage BU1LDfNG E NOTE: Proposed grades are subject INSPEC O to results of soil tests. DAT PER IT NO. Proposed building information must be checked with approved APPROVED AS SUBMITTED building plan and development or ❑ APPROVED WITH CORRECTIONS AS NOTED grading plan before excavation and construction. ❑ NOT APPROVED...CORRECT&RESUBMIT �q�.5 These comments are for your information.Ail work shaft be done Proposed Top of Block In full compliance with an applicable building and zoning code. D Proposed Garage Floor Requirements Including itma not y noted in ft reviegt. KEEP THIS PLAN SET 0 AT ALL TIMES 1���j - - —-- Proposed Lowest Floor ype of Building Ev C.1- too V � SIX _d, 471 J 4\6 QL ry ILA r — - -- l ------------ 1 Lot 5, Block 1, CHADWICK The only easements shown are from plats of record or information provided by client. 'Ne ^ereby certify that this is a true and correct representation of a survey of the boundaries of the above described land and the location of all ouiidings and visible encroachments, if any,from or on 1 1 �t; said :and. _.- Signed Surveyed by us this dth day of August 19 98. Charles F. Anderson, Minn. Reg. No.21753