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HomeMy WebLinkAbout2010-00686 - new septic CITY OF ORONO PERMIT NO.: 2010-00686 2750 KELLEY PARKWAY ORONO, MN 55356- DATE ISSUED: 08/10/2010 952 249-4600 FAX: 952 249-4616 ADDRESS 4025 WATERTOWN RD PIN 31-118-23-41-0012 LEGAL DESC UNPLATTED 31 118 23 LOT 000 BLOCK 000 PERMIT TYPE SEPTIC PROPERTY TYPE RESIDENTIAL CONSTRUCTION TYPE NEW ACTIVITY MOUND SYSTEM-SEPTIC d APPLICANT SEPTIC NEW 200.00 INGLESIDE ENGINEERING&CONST STATE SURCHARGE SEPTIC 5.00 4920 HIGHWAY 55 P.O.BOX 127 MISC FEE 0.00 LORETTO,MN 55357 TOTAL 205.00 (763)479-1869 Minnesota State License#: 874 OWNER FANDEL,MARY 4025 WATERTOWN RD MAPLE PLAIN,MN 55359 AGREEMENT AND SWORN STATEMENT The work for which this permit is issued shall be performed according to the approved plans and specifications,applicable City approvals,and the State Building Code. This permit is for only the work described and does not grant permission for additional or related work which requires separate permits. All provisions of laws and ordinances governing this type of work shall be compied with whether or not specified herein.This permit will expire and become null and void if construction authorized is not commenced within 180 days of the date of issuance,or if construction is suspended for a period of 180 days at any time after work has commenced. The applicant is responsible for assuring all required inspections are requested in conformance w' the State Building Code.This permit may be revoked at any time r u use. pplican ennitee Signature Date I d By S a re Date SEPARATE PERMITS REQUIRED FOR WORK OTHER THAN DESCRIBED ABOVE. �04 City of Orono o�R ITY-A sf O LY O O P.O.Box 66 0 &P CA 2750 Kelley Parkway it Crystal Bay,MN 55323 , (952)249 4600 Amount $gr"i° CITY OF ORONO — SEPTIC SYSTEM PERMIT APPLICATION (All permits must be approved by the On-Site Septic Manager and/or Building Official) Site Address: Owner: /'l r All, Mailing Address: 7 4-� � i,✓. �„�,... �2�( City: rd A<0 Zip: Home Phone: Alternate Phone: Contractor/App, -rt �C 5% sr�- ins�, Contact Person: Address:l �a 7 �l Lf kV State License #: 4 -714 City: Ld V' -40 Zip: 3 7 Expiration Date: a0 I�2, Phone: �[� �— �7�'— 1"� Alternate Phone: ie Q, Fqa -7,171 Residential ❑ Commercial ❑ Other XNew or Replacement System $200.00 2y 0 . Vy Repair Existing System 100.00 (Tanks or Drainfield) State Surcharge 5.00 5.00 Total $ p -T- , C)o W:\(Permits)\Septic Permit Application-Updated Surcharge 7-1-10.doc 1 /2 will be installing the following: Tanks Precast Concrete ❑ Fiberglass ❑ Plastic ❑ Other (list manufacturer) Number of TanksC22 L')16Za a 1 x 's41`n� 1 L. 0-- Size of Tanks: 0e0 .c �;,�� a ,�, �r,.s� GY�c� C„z �,✓ Treatment System \/ Trenches / s.f. K Mound 3 �� s.f. Gravel less s.fJ Chamber S.f� NOTE: The contractor is required to provide an As-Built of the system before the final inspection. The undersigned hereby applies to the City of Orono for issuance of a septic system installation permit, agrees to do all the work in strict accordance with ordinances of the City and regulations of.the State of Minnesota and certifies that all statements made on this application are complete, tru and correct. Signature of Applicant Date: MPCA License No.: 7 Staff Review: [Accept ❑ Denied Reviewer: i Date: - ) 0-to Reason for Denial: Comments (to be printed on inspection card): W:\(Permits)\Se tic Permit Application-Updated Surcharge 7-1-10.doc 2 / 2 Koch's Soil Testing Box 81 oR Loretto, Minn. 55357 ONppppy Tel ( 763 ) 479-2637 Mir Ali 7/27/10 4025 Watertown Rd Orono, Minn. Work done; Soil Borings , percolation tests and Mound design to accommodate a current 4 bedroom home, the present drainfield was determine to be a Non Compliant by City of Orono inspector. Three soil borings were done in the proposed mound system indicating the following results; Soil Boring # 1 Mottled Soil at 13 inches itiROmcopy Soil Boring # 2 " " 16 inches Soil Boring # 3 " "13 inches There was not any standing water encounter after 24 hours. The average percolation rate was 35.0 min/in. with the slowest percolation rate was 41.2 min/in. With the above information the only type of drainfield that can be installed in this area that was tested is a pressurized above ground mound system and still comply with the City of Orono Codes and the Minn. Rules 7080 0011,10 MOOR urn�n►eou� +�'� I� �,jd:r,�46 IIQltif�titHj3�#ti►.�lQl Vfr'aitt�.,�L1Y11�K.NJii1rC�A ONANNEwor IrA�r A! �ts. r� Y g t r Mir Ali Report cont; pg-2 Size of mound system needed for a 4 bedroom home would be the following size; Sizing Factors; Daily Water Use---660 gal/day Estimated Percolation Rate 46-60 min/in Clay Loam Soil Sizing Factor Land Slope---5 % Overall Size-3956 sqq.ft. Upslope Length-81 ft. Downslope Length---91 ft. Width-46 ft. (Upslope-13 ft., Rock-10 ft. and Downslope-23 ft. * Absorption Width-27 ft.) Rock Bed Size-550 sq.ft. (Length-55 ft. Width-10 ft.) Amount of materials needed; Sand-218 yds. 305 tons Ave.Depth-2.3 ft. Rock-24 yds. 34 tons " ---1.0 ft. Sandy Loam – 24 yds. " ---1.0 ft. Topsoil 150 yds. "---9-12 inches The above amounts could vary by 10 % plus or minus. This mound must be pressurized therefore a pump tank and a Pump must be installed. Size of pump tank-1000 gallon sealed tank Size of pump-31 g.p.m. (must overcome at least 22.6 ft. of head Pressure. ) Pumping Rate----218 gal/cycle (4 cycles/day) An alarm system must be installed in the building to indicate pump failure this must be both a sound and a light alarm. This site must be roped off to prevent compaction of the soil which could ruin the site. Site Evaluator C)GLy I` i I i 1 I i qo n t 40 -- ,�Rd r Jr✓�� 1� - 23 i qI ' I UvvypA{Y i4'MIMMLRIY(A _ Design Flow and Soil Worksheet TREATMENT SEWAGE Minnesota Pollution ENT PROGRAM "rid Control Agency 1. AVERAGE DESIGN FLOW: Note: The estimated design flow is considered a peak A. Estimated Design Flow(GPD): 660 gpd flow rate including a safety factor. For long term performance,the average daily flow is recommended or Measured Flow(GPD): flow times safety factor to be<60%of this value. gPd X _ �gPd Design Flow: 660 Gallons Per Day(GPD) System Type B. Septic Tank capacity: 2000 Gallons ❑Type I ❑Type II ❑Type III ❑Type IV ❑Type V Number of Septic Tanks or Compartments: Effluent Screen&Alarm? Yes Table 1-Design Flow(Gallons Per Day) Table U-Septic Tank Capacity Number of Classification of Dwelling Number of Septic Tank Liquid Minimum Capacity with Garbage Disposal and/or Bedrooms 1 11 111 IV Bedrooms Capacities(Gallons) Sewage Pumped to Tank* 2 or less 300 225 180 3 or less 1,000 1,500 3 450 300 218 4 600 375 256 4 or 5 1,500 2,250 5 750 450 294 6 or 2,000 3,000 6 900 525 332 ' 8 or 9 2,500 3,750 •Flows for Classification IV dwellings are 60 percent of the values as determined for Classification 1, II or III systems. 2. SITE EVALUATION: Texture Croup A. Depth to limiting Layer: 12 inches 1.0 ft Soil Texture Group M Coarse Sand 1 Type of Soil Treatment and Dispersal Area medium Sand 2 B. Fine Sand 3 Trenches 0 Bed 0 At Grade Mound Coarse Loamy Salm 4 Medium Loamy Sand 4 Fine Loamy Sand 5 Type of Distribution Very Fine Loamy Sand 5 C O Gravity Distribution Pressure Distribution-Level O Pressure Distribution-Unlevel Coarse Sandy Loam 6 Medium San Loam 6 Fine Sandy Loam 7 V Fine Sandy Loam 7 D. Landscape Position: toe slope Loam S Silt Loam 9 Clay Loam 10 E. Soil Texture Group Number: 10 Silty Clay Loam 10 sandy clay Loam 10 Silty Clay 11 F. Estimated Percent Land Slope: % Sandy Clay 11 Clay 11 or Rise Run G. Calculated Slope = 2.5 - 50.0 x 100= 5.0 UxrvaxNSITsm'tu AE Lxxevrtx O ` Design Flow and Soil Worksheet TRREEAATMM ENT Minnesota Pollution T PROGRAM Control Agency 3. SOIL LOADING RATES: Use either A.or B. below A. 7080 Table IX B. 7080 Table IXa DETAILED SOIL DESCRIPTIONS(SOIL PIT PERCOLATION TEST LOADING RATE REQUIRED) SIZING (GPDIW) Faster than 0.1' 0.00 Texture Clay Loam 0.1 to 5' 1.20 0.1 to 5 (soil texture 0.60 Texture 10 groups 3 l3 5) Group L 6 to 15 0.78 16 to 30 0.60 Structure Angular Blocky 31 to 45 0.50 46 to 60 0.45 61-120 0.24 Grade Moderate Slower than 120 0.00 'Rapidly permeable soils:see 7080.2260 Consistence Friable Slowest measured 41.2 percolation rate: Select Soil 0.45 Loading Select Soil Loading Rate: 0.45 C. Design Loading Rate: 0.45 GPD/ft2 4. ORGANIC LOADING(if pretreatment is being used) Organic Loading =Design Flow X Estimated CBOD in mg/Lint _ 1,000,000 lbs CBOD/day gpd X mg/L X 8.35 Table 111 (7083.4030) Treatment CBOD(m /L) Level A 15 Level B 25 Leve 12 I hereby certify that I have completed this work in accordance with all applicable ordinances, rules and laws. z (Designer) (Signature) (License#) (Date ONSITE SEWAGE Mound Design Worksheet TREATMENT Minnesota Pollution PROGRAM Control Agency 1. SYSTEM SIZING: A. Design Flow(Flow 8 Soil - 1.A) : 660 GPD Table I B. Soil Loading Rate(Flow fr Soil-3.C): 0.45 GPD/ftz MOUND CONTOUR LOADING RATES: Measured `-" Texture-derived Contour C. Depth to Limiting Condition: 1.0 ft per,Rate OR mound absorption ratio Loading Rate: D. Percent Land Slope: 5.0--J% s 60mpi 1.0, 1.3, 2.0, 2.4,2.6 -+ s12 E. Design Media Loading Rate: 1.2 r- y 61-120 mpi OR 5.0 s6 F. Mound Absorption Ratio(1.E:1.6): 2.67 e 120 mpi - G. Design Contour Loading Rate: 10.0 GPD/ft (From Table I - same as Linear Loading Rate) 2. DISPERSAL MEDIA SIZING A. Calculate Required Dispersal Bed Area: Design Flow (1.A) : Design Media Loading Rate (1.E) =ft2 660 GPD : 1.20 GPD/ftz = 550.0 ft If a larger dispersal media area is desired, enter size: ft z B. Calculate Dispersal Bed Width: Contour Loading Rate (1.G) :Design Media Loading Rate (1.E) =Bed Width 12.0 ft 1.2 gpd/ftz = 10.0 ft C. Calculate Dispersal Bed Length: Dispersal Bed Area (2.A) : Bed Width (2.B) =Bed Length 550.0 ft2 10.0 ft = 55.0 ft D. Select Dispersal Media: 10 Rock ❑Other Approved Media 3. ABSORPTION AREA SIZING Note:Mound setbacks are measured from the Absorption Area. A. Calculate Absorption Width: Bed Width (2.8)X Mound Absorption Ratio (1.F) =Absorption Width 10.0 ft X 2.7 = 27.0 ft B. For slopes from 0 to 1%, the Absorption Width is measured from the bed equally in both directions. Calculate Absorption Width Beyond the Bed: Absorption Width (3.A) - Bed Width (2.6)+2= Width beyond Bed (�ft - �ft) += = ft C. For slopes >1%, the Absorption Width is measured downhill from the upslope edge of the Bed. Calculate Downslope Absorption Width: Absorption Width (3.A) - Bed Width (2.13) =ft 27.0 ft - 10.0 ft = 17.0 ft Comments: 4. • MOUND SIZING A. Calculate Clean Sand Lift: 3 feet minus Depth to Limiting Condition (1.C) = Clean Sand Lift (1 ft minimum) 3.0 ft - 1.0 ft = 2.0 ft B. Calculate Upslope Height: Clean Sand Lift (4.A) +media depth (1 ft.) +cover (1 ft.) = Upslope Height 2.0 ft + 1.0 ft + 1.0 ft= 4.0 ft C. Select Upslope Berm Multiplier (based on land slope): 3.33 (figure D 34) D. Calculate Upslope Berm Width: Multiplier (4.C) X Upslope Mound Height (4.13) = Upslope Berm Width 3.33 1 x 4.0 ft = 1.0 ft E. Calculate Drop in Elevation Under Bed: Bed Width (2.13) X Land Slope (1.1)) + 100=Drop (ft) 10.0 x 5.0 % + 100= 0.5 ft F. Calculate Downslope Mound Height: Upslope Height (4.B) +Drop in Elevation (4.E) =Downslope Height 4.0 ft + 0.5 ft = 4.5 ft G Select Downslope Berm Multiplier 5.00 (figure D-34) (based on land slope): H. Calculate Downslope Berm Width:Multiplier (4.G)X Downslope Height (4.F) =Downslope Berm Width 5.00 x 4.5 ft = 22.5 ft I. Calculate Minimum Berm to Cover Absorption Area: Downslope Absorption Width (3.B or 3.C) +4 ft. =ft 17.0 ft + l--J ft = 21.0 ft J. Design Downslope Berm =greater of 4H and 41: 22.5 ft K. Select Endslope Berm Multiplier: 4.00 (usually 3.0 or 4.0) L. Calculate Endslope Berm (4.K)X Downslope Mound Height (4.F) =Endslope Berm Width 4.00 x 4.5 ft = 18.0 ft M. Calculate Mound Width: Upslope Berm Width(4.D) + Bed Width (2,6) +Downslope Berm Width (4.J) =ft 13.0 ft + 10.0 ft + 23.0 ft = 46.0 ft N. Calculate Mound Length: Endslope Berm Width (41) + Bed Length (2.C) +Endslope Berm Width (41) =ft 18.0 ft + 55.0 ft + 18.0 ft = 91.0 ft D-34:slope Muttiplier Table Land Slope`.K 0 1 2 3 4 1 5 1 6 1 7 8 9 1 10 1 11 i2 13 14 15 16 17 18 19 1 20 21 1 22 1 23 1 24 25 Upslope 3:1 3.00 2.91 2.83 2.75 2.68 2.61 2.54 2.48 2.42 2.36 239 2.26 2.21 2.17 2.13 2.09 2.06 2.03 2.00 1.97 1.95 1.93 1.91 1.89 1.87 1.85 Berm RaCiO 4:1 4.00 3.85 3.70 3.57 3.45 3.33 3.23 3.12 3.03 2.94 2.86 2.78 2.70 2.62 2.5512.481 2.41 12.35 12.29 12.23 12,18 12.13 12.0 2-03 1 1.98 11.93 Land Slop!% 0 1 2 3 4 1 5 1 6 1 7 1 8 1 9 1 10 1 11 1 12 1 13 1 14 1 15 1 16 1 17 1 18 1 19 1 20 21 22 23 24 25 Downslope 3:1 3.00 3.09 3.t9 3.30 3.41 3.53 3.66 3.80 3.95 4.11 4.29 4.48 4.69 4.95 5.24 5.55 5.88 16.24 16.63 17.04 17.47 17.93 1 8.42 18.93 19.46 10.02 Be1119 Ratio 4:1 4.00 4.17 4.35 4.54 4.76 5.00 5.26 5.56 5.88 6.25 6.67 7.14 7.69 8.29 8.92 9.57 10.24 10.94 11.67 12.12 13.19 13.99 14.82 15.67 16.54 17.44 5. ORGANIC LOADING: (Optional) A. Organic Loading = Design Flow X Estimated CBOD in mg/L in the effluent X 8.35 : 1,000,000 (See Table III) � Igpd X mg/L X 8.35 _ 1,000,000 = C�lbs CBOD/day B. Calculate System Organic Loading: lbs. CBOD (5.A) + Bed Area (2.A) = lbs/day/ft2 lbs/day + LJft2 = lbs/day/ft2 Table III (7083.4030) Treatment CBOD (mg/L) Level A 15 Level B 25 Level C 125 6. MOUND DIMENSIONS - ------------------------ ------------ ©<--- ° Upslope (4.D) Endslo (a.L Dispersal Bed: (2.B x 2.C) Endslo a 4.1. 18.0 18.0 10.0 55.0 ' V Downslope (4.J) -------------------------------------- -------- -23 Total Mound Length 4.N 91.0 4" inspection pipe 18" cover on top U slo a berm (4.D) Downslope berm 4.J 13 '- G 2" cover on sides (6" topsoil) zo Clean sand lift (4.A) 1.0 Depth to Limiting (1.C) Limiting Condition -------------------------- Absorption Width (3.A) ----"------- Note: 27'� For 0 to 1% slopes, Absorption WIM is measured from the Bedequally in both directions. For slopes >1%, Absorption Width is measured downhill from the upslope edge of the Bed. Comments: Divert surface water away from mound. Uxivcxsirr cw A11xxflrtlin rr SITE Pressure Distribution Design ON SEWAGE Minnesota Pollution TREATMENT Worksheet PROGRAM Control Agency 1. Select Number of Perforated Laterals(2-3 foot spacing): GeotaWle Minimum ll�� y: rforations spaced 3'a rt 2"of rock 2. Select Perforation Spacing(< 9 ft 2/perforation): 3.0 ft 12" Note:Must use 1 feet for media filters 9"of rock in 3. Select Perforation Diameter I-finch Perforation sizing:'W to'14" J Perforation spacing:2'w 3' 4 Length of Laterals =Media Bed Length-2 Feet. Perforation can not be closer then 1 foot from edge. 55 eft = 53 ft 5. Determine the Number of Perforation Spaces. Divide the Length of Laterals (Line 4)by the Perforation Spacing (Line 2)and round down to the nearest whole number. Number of Perforation Spaces = 53 ft i ift = 17 Spaces 6. Number of Perforations per Lateral is equal to 1.0 plus the Number of Perforation Spaces (Line 5). Perforations Per Lateral = 17 Spaces 1 = 18 Check Table I to ensure that the number of perforations per lateral guarantees less than a 10%discharge variation. Table I Maximum Number of Perforations Per Lateral to Guarantee X1096 Discharge Variation 1/4 Inch Holes 7/32 Inch Holes Perforation Pipe Diameter(Inches) Perforation Pipe Diameter(Inches) Spacing(Feet) 1 1Y4 1% 2 3 Spacing(Feet) 1 1'/4 1% 2 3 2 10 13 18 30 60 2 11 16 21 34 68 2% 8 12 16 28 54 2% 10 14 20 32 64 3 1 8 12 16 25 52 3 9 14 19 30 60 3/16 Inch Holes '/s Inch Holes Perforation Pipe Diameter(Inches) Perforation Pipe Diameter(Inches) Spacing(Feet) 1 1% 114 2 3 Spacing(Feet) 1 1Y4 1% 2 3 2 12 18 26 46 87 2 21 33 44 74 149 214 12 17 24 40 80 2% 20 30 41 69 135 3 12 16 22 37 75 3 20 29 38 64 128 7. Total Number of Perforations equals the Number of Perforations per Lateral (Line 6)multiplied by the Number of Perforated Laterals (Line 1). 18 Perf. Per Lateral X Number of Perf. Laterals = 54 Total Number of Perf. Calculate the Square Feet per Perforation 8. Bed Area = Bed Width(ft)X Bed Length (ft) 10 ft x 55 ft = 550 fe 9. Square Foot per Perforation =Bed Area (Line 8)divided by the Total Number of Perforations (Line 7). 550 ft 54 perforations = 10.19 ft2/perforations Recommended value is 4-10 ft'per perforation. Does not apply to At-Grades CONTINUED ON NEXT PAGE UNIYRYartY W NINN9f[tt� Pressure Distribution Design oNSiTE SEWAGE (Minnesota ftilutfon TREATMENT Worksheet PROGRAM Control Agency Table If 10. Select Minimum Average Head: �ft Volume of Liquid in IL�L� Pipe 11. Select Perforation Discharge (GPM) based on Table III: 0.56 GPM per Perforation Pipe Liquid Diameter Per Foot 12. Determine required Flow Rate by multiplying the Total Number of (inches) (Gallons) Perforations (Line 7)by the Perforation Discharge (Line 11). 1 0.045 54 Perforations X 0.56 GPM per Perforation = 31 GPM 1.25 0.078 1.5 0.110 13. Select Type of Manifold Connection (End or Center): end 2 0.170 3 0.380 14. Select Minimum Diameter of laterals based on Table I: 1.50 in 4 0.661 Table Illi Determine Volume of Distribution Piping Perforation Discharge(GPM) Perforation Diameter 15. Pipe Diameter of Distribution Pipe 1.50 in Head(ft) 1/. 3/16 7/32 1/4 1.0' 0.18 0.41 0.56 0.74 16. Volume of Liquid Per Foot of Distribution Piping: 0.110 Gallons 2.O6 0.26 0.59 0.80 1.04 557 0.41 0.93 1.26 1.65 a:Use 1.0 for dwellings using 1/4 inch or 3/16 inch holes. b:Use 2.0 for dwellings using 1/8 inch holes;or,for 17. Volume of Distribution Piping = other establishments using 1/4 inch or 3/16 inch = [Number of Perforated Laterals (Line 1)X Length of Laterals (Line 4)X holes. (Volume of Liquid Per Foot of Distribution Piping(Line 16)] c: Use 5.0 for other establishments using 1/8 inch perforations and media filters. 3 X 53 X 0.110 = 17.49 Gallons -Cleanouts - manifold pipe, ' 1 / Manifold pipe. \ pipe from pump dean Alternate location of pipe from pump • alternate location Pipe from pump of pipe from pu I hereby certify that I have completed this work in accordance with all applicable ordinances, rules and laws. 7/ Z (Designer) (Signature) (License (Date) ' Unrve.snv w l4nnwuu Pump Selection Design ONSITE SEWAGE Minnesota Pollution Worksheet TREATMENT PROGRAM Control Agenc 1. PUMP CAPACITY 1. Pumping to Gravity Distribution A. Minimum discharge is 10 GPM(15 GPM recommended) GPM B. Maximum discharge is 45 GPM. 2. Pressure Distribution-See Pressure Distribution Worksheet *Individual SSTS O Collection System Required Flow Rate (Line 12 of Pressure Distribution Worksheet) 31 GPM C. Distribution to: ❑Soi t Treatment Unit ❑Media Filter O ATU O Other 2. HEAD REQUIREMENTS 3. Elevation Difference 5 Ift molds' between pump and point of discharge: ,, 4. Distribution Head Loss: ft nlet pipe Elevation r dffereMe Additional Head Loss: ft ---- (due to special equipment,etc.) -----------------------------i------------- Distribution Head Loss Friction Loss in Plastic Pipe per 100 ft Gravity Distribution = Oft C=130 Pressure Distribution based on Minimum Average Head Nominal Pipe Diameter Value on Pressure Distribution Worksheet: Flow Rate 1 1y 1% 2 3 Minimum Avera a Head Distribution Head Loss GPM 1 ft 5ft 10 9.11 3.08 1.27 0.31 -- 2ft 6ft 12 12.77 4.31 1.78 0.44 --- 5ft I Oft 14 16.99 6.74 2.36 0.68 --- Friction Loss 16 --- 1 7.35 3.03 0.75 0.10 18 --- 1 9.14 3.76 0.93 0.13 5. A. Supply Pipe Diameter: 2,00 Inches 20 --- 111.11 4.68 1.13 0.16 25 --- 16.79 6.92 1.71 0.24 B. Supply Pipe Length: 400 Feet 30 --- --- 9.69 2.39 0.33 --- NOTE:IF system is an individual subsurface sewage treatment system, 35 --- 12.90 3.18 0,44 complete steps 6, 7 and 8. if system is a Collection System,skip steps 6, 40 --- -- 16.52 4.07 0.57 7 and 8 and go to Step 9. 45 --- --- --- 6.07 0.70 6. Based on Friction Loss in Plastic Pipe per 100ft from Table I: 50 --- --- --- 6.16 0.86 55 --- --- --- 7.36 1.02 Friction Loss= 2,52 ft per 100ft of pipe 60 --- --- --- 8.63 1.20 65 --- --- --- 10.01 1.39 7. Determine Equivalent Pipe Length from pump discharge to soil dispersal 70 --- --- --- 11.48 1.60 area discharge point. Estimate by adding 25%to supply pipe length for fitting loss. Supply Pipe Length(5.8) X 1.25=Equivalent Pipe Length 400 ft X 1.25 = 500 ft 8. Calculate Supply Friction Loss by multiplying Friction Loss Per 100ft (Line 6)by the Equivalent Pipe Length (Line 7)and divide by 100. Supply Friction Loss= 2,52 ft per 100ft x D§Eft + 100 = 12.60 ft y Pump Selection Design ONSITE SEWAGE Minnesota Pollution Worksheet PROGRAM TREATMENT Control Agency Equivalent Length Factors(ft.)for PVC Pipe 9. Equivalent length of pipe fittings. Fittings Section 9 is for Collection Systems ONLY and does NOT need to be Fitting Type Pipe Diameter(in.) completed for individual subsurface sewage treatment systems. 114 2 3 Quanity X Equivalent Length Factor=Equivalent Length Gate Valve 1.07 1.38 2.04 90 Deg Elbow 4.03 5.17 7.67 45 Deg Elbow 2.15 2.76 4.09 Fitting Type Quantity Equivalent Equivalent Tee-Flow Thru 2.68 3.45 5.11 Length Factor Length(ft) Tee-Branch F16W 8.05 10.30 15.30 Swing Check Valve 13.40 17.20 25.50 Gate Valve X Angle Valve 20.10 25.80 38.40 _ Globe Valve 45.60 58.60 86.90 90 Deg Elbow X Butterfly Valve - 7.75 11.50 45 Deg Elbow X Tee-Flow Thru X = Tee-Branch Flow X = NOTE: Equivalent length values for PVC pipe _ fittings on based calculations using the Hazen- Swing Check Valve X Williams Equation. See Advanced Designs for SSTS Angle Valve X = for equation. Other pipe material may require different equivalent length factors. Verify other Globe Valve X = equivalent length factors with pipe material X _ manufacturer. Butterfly Valve X = NOTE:System installer should contact system Valve 10 designer if the number of fittings varies from the Valve 11 X = design to the actual installation. A. Sum of Equivalent Length due to pipe fittings: �ft B. Total Pipe Length =Supply Pipe Length (5.6)+Equivalent Pipe Length (9.A.) C� + _ feet h_ 0.128*L*Q1.112 C. Friction loss due to pipe fittings and supply pipe(h): 100*D4.8655 ( 0.128 X Total Pipe Length (9.B) X Flow Rate""' ) _ ( 100 X Pipe Diameter4.8655 ) ( 0.128 X I I X �1.852 ) + ( 100 X ��4.8655 )_ ft 10. Total Head requirement is the sum of the Elevation Difference (Line 3), the Distribution Head Loss(Line 4), Supply Friction Loss(Line 8),and Friction Loss from the Supply Pipe and Pipe Fittings-if collection system(Line 9.C) NOTE:Supply Friction Loss(Line 8)need ONLY be used if NOT a collection system. NOTE:Friction Loss from the Supply Pipe and Pipe Fittings(Line 9.C)need ONLY be used if system is a collection system. 5.0 ft + 5.0 ft + D2.6:]ft + = 22.6 ft 3. PUMP SELECTION A pump must be selected to deliver at least 31 GPM(Line 1 or Line 2)with at least 23 feet of total head. I hereby certify that I have completed this work in accordance with all applicable ordinances,rules and laws. C2 I U 6 c J/ q� p AA /�z� 7/Z,7/ (Designer) (Signature) (License#) (Date) Univx..ttr ov MmnewrnA Pump Tank Sizing, Dosing and Float ONSITE SEWAGE TREA Minnesota Pollution and Timer Setting Design Worksheet PROGRAM r , Control Agency DETERMINE AREA AND GALLONS PER INCH 1. A. Rectangle area=Length(L)XrWidth(WW)) Width —ift X I I ft = ft2 B. Circle area=3.1452(3.141593 X radius radius X radius)radJJius) J Length 3. 4 X 2 ft = ft2 ®Radiu C. Get area from manufacturer ft2 2. Calculate Gallons Per Inch: There are 7.48 gallons per cubic foot. Therefore, multiply the area from 1.A, 1.6,or 1.0 by 7.48 to determine the gallons per foot the tank holds. Then divide that number by 12 to calculate the gallons per inch. (Area X 7.48 gallons/ft3)/(12 in/ft)= ft2 X 7.48 12 in/ft = =Gallons Per Inch TANK CAPACITY 3. Select the required Minimum Tank Capacity based on the table below [-1000 iGallons 4. Calculate Total Tank Volume A. Depth from bottom of inlet pipe to tank bottom: 4O in B. Total Tank Volume =Depth from bottom of inlet pipe (Line 4.A)X Gallons/Inch (Line 2) 40 :] in X 1 255.0 Gallons Per Inch = 1000 Gallons 5. Calculate Volume to Cover Pump (The inlet of the pump must be at least 4-inches from the bottom of the pump tank 8 2-3 inches of water covering the pump is recommended) (Pump and block height+2 inches)X Gallons Per Inch (Line 2) (� $� + 2 inches) 25.0 Gallons Per Inch = 25O Gallons Design Flow (Gallons Per Minimum Pump Tank Capacity (Gallons) Day) 0-600 500 or Altnernating Dual Pumps 601-4,999 100% of the Design Flow or Altnernating Dual Pumps 5,000-9,999 50% of the Design Flow and Altnernating Dual Pumps Uxivaxam wMrxxaeuu Pump Tank Sizing, Dosing and Float S w GE TREATMENT MinnesataPollution and Timer Setting Design Worksheet PROGRAM Control Agency DOSING VOLUME 7. Calculate Minimum Pumpout Volume Volume of Distribution Piping -Line 17 of the Pressure Distribution Worksheet Gallons Minimum Pumpout Volume=Volume of Distribution Piping X 5 18.0 X 5 = 9Q Gallons 8. Calculate Maximum Pumpout Volume (25%of Design Flow) Design Flow: 6QQ GPD x 0.25 = 150 Gallons q Dosing Volume=Select a volume for 4-5 doses per day and is between the minimum(Line 7)and maximum 150 Gallons (Line 8)pumpout volume: 10. Calculate Doses Per Day =Design Flow/Dosing Volume 600 - 150 = 4.0 Volume of Liquid in Doses Per Day Pipe 11. Calculate Drainback: Pipe Liquid A. Diameter of Supply Pipe= 2 inches Diameter Per Foot B. Length of Supply Pipe= 400 feet (inches) (Gallons) 1 0.045 C. Volume of Liquid Per Lineal Foot of Pipe = 0.170 Gallons 1.25 0.078 D. Drainback =Length of Supply Pipe X Volume of Liquid Per Lineal Foot of Pipe 1.5 0.110 400 1 X 0.170 = 68.0 Gallons 2 0.17 3 0.380 12. Total Dosing Volume =Dosing Volume (Line 9)minus Drainback (Line 11.D) 4 0.661 150 68.0 = EifflGallons FLOAT AND TIMER SETTINGS A. TIME/DOSING SETTINGS 13. Required Flow Rate: A. From Design (Line 12 of Pressure Distribution Worksheet): GPM B. Or calculated:GPM=Change in Depth(in)x Gallons Per Inch(Line 2) !Time Interval in Minutes x 25.0 o = � GPM 14. Choose a Flow Rate from Line 13.A or 13.6 above. GPM 15. Calculate TIMER ON setting: Total Dosing Volume(Line 12)/GPM(Line 14) Minutes ON 16. Calculate TIMER OFF setting: Minutes Per Day(1440)IDoses Per Day(Line 10)- Minutes On(Line 15) 1440 t}�Q _ Minutes OFF 17. Measuring from bottom of tank: Distance to set Pump Off Float=Gallons to Cover Pump(Line 5)/Gallons Per Inch(Line 2): 250 25.0 = 10 Inches ' UNIVEY91)Y OF 1d1NNN%NA Pump Tank Sizing, Dosing and Float s 1NAGE MinnesoPollution and Timer Setting Design Worksheet PROG AMT ta Control Agency B. DEMAND DOSE FLOAT SETTINGS 18. Calculate Float Separation Distance using Dosing Volume. Total Dosing Volume(Line 12)/6allons Per Inch(Line 2) 218 25.0 = 8.7 Inches 19. Calculate Gallons for Alarm (typically 2-3 inches) Alarm Depth(inch)x Gallons Per Inch (Line 2) x 25.0 = 75 Gallons 20. Calculate Total Gallons =Gallons Over Pump (Line 5)+Total Dosing Volume (Line 12)+Gallons for Alarm (Line 19) 250 + 218.0 + 75 = 543 Gallons 21. Minimum Tank Depth =Total Gallons (Line 20)/Gallons Per Inch (Line 2) 543 25.0 = 22 Inches 22. Measuring from bottom of tank: A. Distance to set Pump Off Float=Pump Height +Block Height (Line 5)+Alarm Depth (Line 19) C� + = 1 0 Inches Distance to set Pump On Float=Distance to Set Pump-Off Float(Line B. 22.A)+Float Separation Distance(Line 18) 10 + 8.7 = 16 Inches C. Distance to set Alarm Float =Distance to set Pump-On Float (22.6)+Alarm Depth (Line 19) 16 + 3.0 = 19 Inches FLOAT SETTINGS DEMAND DOSING TIMED DOSING /o Alarm Depth 19 in i Y ' Alarm Depth 19 in Pump On 16 in 75 Gallons 75 Gallons Pump Off 10 in 218 Gallons Pump Off 10 in 218 Gallons 250 Gallons 250 Gallons I hereby certify that I have completed this work in accordance with all applicable ordinances, rules and laws. r (Designer) (Signature) (License 1l) (Date) 57 N Q J i ~ :az S 31�- . 0 3 IN i _� i cr \ > cr U of TIN Onsi(c_ SCN,;,I(,c I'r��ltnlu�t I rOr�lla� Soil I�Orin I,O — L Client/ Addreti,: / — TSL- � Legal Dcscril>tiun!(�1'S: ( Soil I'arenl �lalcrial(s): I I` II_�% Oul\tash L.Icuslrinc Allmimil Loess Or�anlc liaticrj Ilc(Irttr : (circle all that apply) ._- -- ---- Landscape Position: Summit Back/Side Slope Foot Slope I oe Slop's (circle one) — -- -- Vegetation: Soil Survey Map Unit(s): Slope (�1�): � C, C �% t l ' S-5 Slope Shape: Weather conditions/Time of Day: Saturated — ' Saturated Soil Depth (in) Texture N4at•ix A•lottle Redox lndicator(s) ►-------------- Structure--------------I Color(s) Color(s) Kinds) (see back) Shape Grade Consistence Granular Weak j3Q y, Plast i lrrat�. I riuhlr Concentrations t;lu�kt $u'un-fl Firm Depletions I'rismaiic �/ P I Buse I:Vrrntrl\ Finn ,r / -�C/a / Gleyed Single Gram Rigid C — /3" �O� /►'►1 �� y� Massi\c Granular \\'..to . lal� trxlerate I:r Concentrations ,�.\. Strnng firm 2(jW T�1tLy>� j' Mni wL 1'ri.maric r r / GleyedlelS _ / Sutgle Grittn Loose drentcl� I"irm Masstrc _1 Granular \\t:ak Loose la Niodcratc friable p4 , ,. c , C 011cenlrellunS Block\ n,-wv Slrlm^ Irnl .(� W eliol I'nsmauc Loose F\Ircmcl� him Q Gleyed Sutglc ciran' Iti'id Massnc _I I;ranulw Weak I unsc I'Iat\ Moderate friable It 1 Block\ Swung - Firm 1 Depletions Prismatic l Loose fzU'cmck Firm Gleyed Singlc Gram Rizid Massive I (iranulm Weak I,t10Sl' I'lalt' Aluderate Friable Concentrations Bbtek\ y Strrtne Firm Depletions I'nsmat1e Loose Extrentcl\ firm Gleyed Single Grain Rigid Massive Granular \Weak I.uusc flat\' Moderate Friable Concentrations Block\ Strong Firm Depletions Pnsmattc Loose I{xU'cntely Firm Gleyed Single Grain Rigid .p_ Massive Comments: y q/1 Y\) p 1,,�-)a� t t ( ► 3`' ? ,S �� g � T U cif NIN 011site Sew ige Tre<itnlent Prour"1111 Soil Burin() I 'm' XR - ,O (•lien(/ Add1.(-s� I,c ,all►csrril>tiull/(, I' I),Ilc: Soil I':Ircnl ;;\I-Acrial(s)! I�i`_II _ _- Oilhush I,.lcustrine AMIN iunl hoes~ Ori;anic \latter) Itc(Irnck l (circle all that .1pply) Lan(lscape Position: Suntntil Shoulder Back/Side Slope loot Slope ;1'oe Slope — — — - -- -- - (circle one) Vegetation: Soil SurveN Map Unit(s): Slope J CT 4 55 /c Weather condi tions1l'iIII e of Day: Slope Shape: f Saturated Soil Depth (in) 'Texture Matrix Mottle Redox Inclicator(s) I-------------- Structure--------------1 Color(s) Color(s) Kind(s) (see back) Shape ___ Grade Consistence Q Concentrations — (oder dr 1=riah 131uckv Strung Depletions hr;s1„.11;c firm r Gleyed Su,6lc Oam I nose F.\11-CIIICIN firm 0 - i 1 �d L C) o� / [ M:,tisi%c Rigid r �1vGr:uxdar 1\'c•1k Luus�. Concentrations 13:dr �-tudrrnr c • (3 (" V Dehlelions Ijl�"c-�� tilrnm_ Firm tr 1 nsnrulc if ce.�a [� I-uo<e lidren,rh Firm 1/J Gleyed Single Gram`(�� 12 a. .� �,J � I S '- / Massive (tigiJ _ i (• � \\'cal. Luusc �IuJcrare I riahlc Concern atl Isi�c,.-, - ` tilrnne arm— De letions P I'r 1 sma ue Gleved sm Ic Own Luncc Rivid irl I irn Mass I%c (iranul:u \\'cak Lunse Concentrations I'laly Modcrale friable 111oc1� Strong firm Depletions 1'nsmai11i Louse f0trcmeh firm Gleved Singh Grain I Rigitl Massive 61anular VVC-A Louse ConcentrationsIlan Alodcrlte 1:1-iAlIv i Hluekc Strung Firm Depletions Prim„1111 Gleved Single Grain Louse Lxtremck Firm Massive KieiJ C Granular WCA Louse Concentrations Plal> Moderate friable Block` Shone Firm Depletions Pnsmauc Loose Estrcmch Firm Gleyed Single Grain \ Massive Iti�id Comments: -a,5 l kyr t 1 �`t�C fit, vC � U Of 11VIN Onsitc ScNv�q c "['1•c,,,tment P1�O� r�ll�1 Soil I>ol'ill� I,t)� `�� --3 Clicnl/ . ddl-c"". l,r} al I)csrrilrliun/(,I'S: v �� �•v Ute./ CG:i,..—�v'.� �,1..� r Soil 1'a1-cnlillafcrial(sl:" I ill r Outmash I,acustriuc Allmilim Imess t Orgnnlc \latter_:, Bedrock (circle all that appy') Landscape Position: Summit Shoulder Back/Siete Slope Fool Slope (circle one) Vegetation: Soil Survey Map Unit(s): _ — Slope c. C�rL SS /C j Weather conditionsfl•ime of DaN- Slope Shapc: 1 Saturated Soil ------ -- - Depth (in) 'Texture Matrix Mottle Redox Indicators) 1--------------Structure--------------I Color(s) Color(s) Kind(s) (see back) Shape Grade Consistence Concentrations cModrr ur iahlr /�j� Depletions sma C c/ t ir,u / Prriisnc,l,c strung _ 3 t �G/� ri'Y1 Gleyed single Own I nu>r Iahrntrl� Firm / Masi,r Rigid Loose 1'luly Concentrations A•lodrratr friable 5 Y I�I„ck, epetion tilrom' 7rm suc 17 ,gtr(iram I.nosc mcmrll hrm (j 3 X r �/n (;ranula, \\'c;,k Louse I Nl;d, D Con ntt" t>.: L;urfc Alpticroh• I riahlr .'l Depletions 4 block, slrun9 Kiri,Gleyed 1'rI i ,sururrg 27 ousc I �trcntel, it-ill)(� sinle Graht (irmuLu We;,k Inose 1'lat� Moderate Friable • Concentrations Hlock, DepletionsStrung firm 11nsinalic Louse F,\lrcn,rl) Firm Gleyed single Gran Massivr Rigid Granular WCA Lausc Concentrations 111;'1, Moderate friahk Hkn'k\ Depletions Strong Firm I'r is m;u,r Gleyed singly drain Louse listra»d, firm Massive Rigid r Granular 1\ ak Louse Concentrations Platy Moderate Friable Mod\ Strone Firm Depletions I'ris,,,atic Gleyed single Grain Loosr Iau'e»,cl, Firm Massive Rigid Comments: sit � y Appendix B-1 3 Figure B-55: Percolation Test Sheet PERCOLATION TEST SHEET / Test hole location U Hole," Date test hole was prepared: Depth of hole bottom: 1�— inches Diameter of hole: inches Soil Data from test hole: depth,inches pC soil text re: (� soil color row''yam cox -& . IG �Z Method of scratching sidewall: /V� Depth of pea size gravel in bottom of hole: inches Date and hour of initial seater filling://9��Z^epth of i tial w ter fillip : /2" above hole bottom Method used to maintain 12"of wat thin o_le�for 4 hours: ��crr✓i sa Percolation test conducted by: Percolation test started at amj pm). ;Maximum water depth above hole bottom during test: inches -7/t /�/ j 6 INTERVAL WATER WATER WATER PERC RATE conversions DROP decimal OP CALCULATION TIME (MINUTES) DEPTH (fraction) (decimal) 1116=.06 1/8=.13 1� START a A o ,3J' = ---- -- - --- — -�- - TIn IE -heP.c 3116-.19 (De cimaU /G 3 REFILL 114=.25 G TiMi-: � DRC7P PE C --- ---- SUtcu}ialZ --- __----- 5116=.31 RFFII.L416•� O^ O ✓ —C 318=.38 'I •l �/ �u r "TIME D120I' I ERC: 11 RFFILL _ � 3�� _-p./S _�� D 7/16=.44 / �I--- -- ---------- -Q"L7 -- Ilrvlr (pec mla�) 1 rRc 1r1=.5 REFILL - 1� _ O'{0 s /3.,A) E 9116=.56 ` r DRPERC ----------- �.-- TIME OP -- -- LDecimal) ----'--.---__ 518=.63 REFILL -- _ F' 11116=.69 TIME DROP PERC ----__—_-_-- _ ----___.__- 314=.75 REFILL TIME DROP PEI2C 13116=.81 (Decimal)-- . REFILL H 718=.88 ________ TIME DI20P PEP.0 15116=.94 ____-_-____ (Daci neral) Tenn Percent Calculation tarp,�-a = of GA BZ' Smallest rt of�GARC Largest s`t�of BCD Smallest a nF BCD IF Smallest u of CD x �"� I...�rgr.i= ,�F/ C'T"�E Strtallest u f CDF. st tt of I7EFasY'DFF Ka�alla.>v `f CDF_ . 0.10— IE, 0.10aF,FFG I..i,p,rst = of F-FG Si isheat A of L:FC. Largest A of FGH Smallest+t cif FGH ti�-i�.�IlevF u-of EFG - 0"10 "_ Smallest a of FCH x 0"10 If the top number in each set of boxes is larger than the bottom number,take another reading. If the top number is equal to or smaller than bdttom number, average the 3 numbers for the perc rate. c-::� =� 4 ), a PA A- ' Appendix B-1 3 Figure B-55: Percolation Test Sheet PERCOLATION TEST SHEET ,` P n� Test hole location0tl ti`jtt}'th V1t7/ Hole» 'a Date test hole was prepared: /G Depth of hole bottom: / Z inches Diameter of hole: \D inches Soil Data from test hole: o depth,inches soil texture: soil co r Method of scratching sidewall: c>` Depth of pea size gravel in bottom of hole:_ inches Date and hour of initial water filling:7i� Depth of initi /p water filling: (Z above hole bottom T Method used to maintain 12"ofwet pth i hole for 4 hours: U S Percolation test conducted by: K C-� Percolation test started at�(am pm). Maximum water depth above hole bottom during test: inches 7 / ! / /G INTERVAL WATER WATER WATER FERC RATE L conversions DROPTDROP DROP CALCULATION TIME (MINUTES) DEPTH (fraction) (decimal) 1116=.06 1/8=.13 -- -r-In4F nrzc31- rE.Rc 3/16-.19 1/4=.25 c 3� ItFF11.L r _ ("�. / rIME DROP PERC -- ---- ItEFILL@,/tyG--®I o3J.Q C 3/8=.38 fIA- t "{ TIME DROP -I�} R� _._ - - _"._ 7/16=.44 REFILL D TIME luRoi' PI Ps 1/2=.5 It E F I L L __ ______ _. E 9/16=.56 "TIME DROP PERC REFILL ________ =- _ E• TIME DROI PERC 11/16=.69 ----.-. -------- -- --- ---------- (Decimal) G 4=.75 _.___.__. REFILL - -TIME DROPPEP.0 13/16=.81 _. -------- --------- --- CDccimal) 7/8=.88 _., REFILL _------- H _ _ _--___ TIME DROP PERC 15/16=.94 __-... ____ (Decimal) Ten Percent Calculation -t r of AFiC Small¢at >SBC Larg¢at> of BCD Small¢at x of BCD h o.to-_J: Q lima ft- r c�F ABC" - Smallc-st>-oi:BCD, o.To -i - f -CDE Smal� DE-- � i.a rg¢ac > of nPT- sn,a tl¢.at u 5,,,.,llrvt r of CDE " 0.30 Smallest> of DEF x 0.10 s _ F,F G F G,H 1..•rpevt > of FFG Sa„all¢st r of EFG Largest> of FGH Small¢at�+ of FGH S.ii_�11¢st > of EFG x 0.30 Small¢st A of FGH x 0.10 If the top number in each set of boxes is larger than the bottom number, take another reading. If the top number is equal to or smaller than bottom number, average the 3 numbers for the pert rate. Appendix B-1 3 Figure B-55: Percolation Test Sheet PERCOLATION TEST SHEET _ Test hole location Hole x Date test hole was prepared: -V r �� Depth of hole bottom: I z _ inches Diameter of hole:_ y inches Soil Data from test hole: deptl,i�n�che s o� soil texture: (� soil color G r p Method of scratching sidewall: Depth of pea size gravel in bottom of hole: inches /Depth Date and hour of initial water filling:_ LQ� Zr Depth of ini 'al w �So�le bottom Method used to maintain 12"of water de III in hole for 4 hours: Percolation test conducted by: ��� t Percolation test started at U' (am Maximum water depth above hole bottom during test: inches '� 1 6// Q INTERVAL WATER WATER WATER FERC RATE conversions TIME (MINUTES) DEPTH (fractiion) (decimal) CALCULATION 1/16=.06 c, --- ..133ART 91 _ /� _ti _____- -'- 60 . ( A 111-.13 /Cl -_- TIMF_ UP.OP T'ERC 3116- 19 --- f 7J_v _ l CDecinuil) - 1, �7, /,t Taj p Vim' IiF FI LI � •..11� -"�U 1/4=.25 --- 6-_ t- TTMC UI20P PI.RC' ---- --- <vt��m,t) _ 5116=.31 CIU R L t - ��1 Q t�� �G C�"ri -3 IC 318=.38 T / TIME DROP 1,1-7 RC ___------- 7/16=.44 RFFILL -------- _ _ D 'TIME DROP !ERC 1/2=.5 _ (Decimal) I1EF ILL __ _____ E 9/16=.56 'T IME DROP I'ERC REFILL __ _____ _ F TIME DROP PE RC 11/16=.69 - __________ __________ CDeci real) _ _ ------- 314=.75 - - REFILL _ G TIME Dr:—CD r FERC 13/16=.81 REFILL ___.-_----. _ H 716=.66 15/16=.94 _ ... ---- ------ - CDecimal) Ten Percent Calculation i:.;rest fBC Smallest tt o ABC Largest tt of BCD Smallest tt of BCD 1C Si ri.�I1 3 ABC 0.10= Smallest tt of BCD" D,E,F L.a rgest —06f CDE SmaDE Largest tt of DEF Smallest n of DEF ti..i llaxe tt nF CDF x o.10 m Smallest tt of DF_F x o.10 F, IF,G IF,G,H - - of EFG Smallest Largest e -L..irgcst a a of FFG tt of FGH Smallest tt of FGH S»>allest tt of FFG x 0.10 m Smallest tt of FGH x 0.10= If the top number in each set of boxes is larger than the bottom number, take another reading. If the top number is equal to or smaller than bottom number, average the 3 numbers for the perc rate. C±1 xj- ` 306fn1 ►✓ DATE TIME CITY OF ORONO CALLED IN Lo� INSPECTION NOTICE_ SCHEDULED O PERMIT NO. COMPLETED ADDRESS ZS CA1 'f/"t_0lu I.l)Il OWNER fa 5 LUH&&�NO. 70A-V79— CONTRACTOR CD3-V74CONTRACTOR �� �o/ Is Z377 DESCRIPTION �� ` S �'e r I c' i61 1 ❑ FOOTING ElPLUMBING FINAL ElEXCAV/GRADING/FILLING LL Q ❑ POURED WALL ❑ MECHANICAL RI ❑ LAKESHORE/WETLANDS h ❑ FRAMING ❑ MECHANICAL FINAL ❑ TREE REMOVAL Z ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ SITE INSPECTION Q ❑ RADON SLAB ❑ WATER HOOK-UP ❑ PROGRESS ❑ FINAL ❑ SEWER HOOK-UP ❑ COMPLAINT v ❑ DEMO-SITE ❑ SEPTIC MAINT. ❑ FOLLOW-UP ❑ DEMO-FINAL ❑ SEPTIC INSTALL ❑ HARD COVER REMOVAL v El PLUMBING RI ❑ SYTICINAL F ❑ FOUNDATION/REMOVAL OWNERICONTRACTOR TOMEET YOUYES_NO y COMMENTS: cc W a o4+e D elf c, C !M,' Ix GA cry O til C � 0 QC W F./ l ln+L Q� k4dc ,� S WVORK SATISFACTORY.PROCEED ❑ PROJECT COMPLETE W ❑CORRECT WORK&PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY 0 ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY C1 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. (952) 249-4600 Owner/Contractor on site: o Inspector. White CopylInspector's File Canary Copy/Site Notice �iTY OF ORONO CALt1arr TIME a T INSPECTION NOTI SCHEDULED % PERMIT NO. 02,t0// COMPLETED ADDRESS 4o Z►S OWNER TELEPHONE NO.OW CONTRACTOR ., t0 DESCRIPTION �'d S"_�L`e ❑ FOOTING ❑ PLUMBING FINAL ❑ EXCAV/GRADING/FILLING Q El POURED WALL ❑ MECHANICAL RI ❑ LAKESHORE/WETLANDS h ❑ FRAMING ❑ MECHANICAL FINAL Q [I TREE REMOVAL Z ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ SITE INSPECTION Q ❑ RADON SLAB ❑ WATER HOOK-UP ❑ PROGRESS El FINAL ❑ SEWER HOOK-UP ❑ COMPLAINT v ❑ DEMO-SITE ❑ SEPTIC MAINT. ❑ FOLLOW-UP ❑ DEMO-FINAL ❑ SEPTIC INSTALL ❑ HARD COVER REMOVAL v ❑ PLUM P L ❑ FOUNDATION/REMOVAL OWNERI NTRACTOR TO MEET YO YES NO COMMENTS: Cc 4 0 1 u A�l K q60 ' 00 8 f re s S v (e -r-(f S-te cl Q t( -1--A S-' A 1 t cr An J W QC Q z I�c�uN'c� 5 k ;s A- -rz�) se Sci6 4k �JORKSATISFACTORY.PROCEED ❑ PROJECT COMPLETE W ❑CORRECT WORK&PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY 0 ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORECOVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ PHOTO TAKEN INSPECTOR WILL RETURN ElSTOP ORDER POSTED.CALL INSPECTOR ❑CITATION ISSUED ❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. (952) 249-4600 Owner/Contractor on sit Inspector. D White Copylinspectoes Fite Canary Copy/Site Notice