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HomeMy WebLinkAboutseptic info including 2003 design SEPTIC SYSTEM INVENTORY Address: 980 North Shore Dr. W. PID: 07-117-23 23 0024 Building Typeresidence BRs Install'd for: 4 In Musa: No Permit#: 6830 Date of Permit: 9/29/82 Installer: unknown, E. J. Peterson System Type: standard trench Experimental: no Tank Filter: SYSTEM CONDITION Conformity: 3 Tank Condition: 9 DF condition: 11 Failure Pot: medium SEPTIC TANKS Material: concrete block Capacity: 800, 600 Setback to Bldg: 10 Cesspool: DRAINFIELD Length of Lines: 350 #Lines: 4 Trench Width: 2-3 Treatment Area: 900 Type of Filter: rock Soil Boring: yes Tile Size: 4 Under Tile: 6 Perc Rate: Setback DF-Bldg: 40 DF Ht above Wt: 0 Soil Type: loam, clay loam Limitations: WELL DATA Setbacks - Well-Tanks: 50 Well-DF: 75 Report in File Pump Type: Depth: Diameter: Method: INSPECTIONRECORD PUMPOUT RECORD DATE DESCRIPTION COMPLIANCE DATE GALLONS 6/26/78 no surfacing S 10/1/80 1400 9/6/79 DF saturated 2 5/1/86 1400 10/28/80 new supply line from addition 2 9/1/89 1600 9/9/82 DF surfacing 4 6/l/91 2000 10/5/82 DF addition (600 sf) 2 8/25/94 1000 7/24/84 no surfacing 2 10/6/94 1000 6/23/88 no surfacing-tanks covered by driveway 2 6/5/97 1500 7/31/91 no surfacing 2 7/l/00 1500 5/26/93 no surfacing 2 4/16/97 non-compliant-repair by 12/31/2007 3 6/5/00 non-compliant, repair by 12/31/2010 3 9/04/02 non-compliant,replace by 12/31/2010 non-compliant �v�Se ��Moed rr-th Sha re, Dr. 0 . , A $ G J 00- I _---_ 1/Q)- \ r Tj c.a qU7 T, r n T,-;? -En � x7 J CITY of ORONO * �i r ti Municipal Offices r Street Address: Mamng Address: 2150 Kelley Parkway P.O. Box 66 Orono, MN .55356. Crystal Bay, MN 5532a-VO66 95d-ALA-4600 To Current Owner: Address. Cr V 0 Nor r. S tid t_ Or . City Ordinance 199 requires that each existing on-site sewage treatment system'in Orono be inspected every two years: - The on-site sewage treatment system at the above address has been inspected and appears to fall into the categories checked below. SYSTEM CONFORMITY (1-3): 3 1 "CODE SYSTEM"An Mrs which meets all the location,design and construction standards of the current Orono Municipal Code. 2 "COMPLIANT SYSTEM" An ISTS which does not meet all the location,design and construction standards of the current Orono Municipal Code but does meet the three foot separation requirement or two foot requirement for systems installed I996 or earlier,and which Is not failing or an imminent dueat to public health or safety. 3 "NON-COMPLIANT SYSTEM" A prohibited iSTS;an ISIS located within a designated 100-yearfood plain,any ISIS which may v or may not meet all the location.design,or construction standards of tbe current Orono Municipal Code and which is failing for any reason;and any ISIS with less than three fat of unsaturated sol or sand between the distribution device and the limiting soil characteristics. TANK CONDITION Tank inspection indicates: QPumpout not needed at this time. 6 Septic tanks must be pumped out this year (city code requires tanks to be pumped out once every 3 years. Tank was last pumped Make sure septic tanks are pumped through manhole and not through white inspection pipes. This allows for the proper cleaning. 7 Inspection risers missing-tanks could not be inspected. Inspection risers(4"dia.pipe)must be installed in each tank. DRAINFIELD CONDITION(8-10): Dmainfield is dry,no surfacing evident.. 9 Some evidence of surfacing,not critical yet. 10 Drainfield is saturated and visibly discharging untreated effluent to the surface. Contact the City Inspector immediately.Repairs must be completed within 90 days. COMMENTS: Qtn-. ;e-\ Date of inspection Matt Bolterman- Septic System Inspector Note:in the event that this Inspection report is used to satisfy the requirements for a mortgage or other transfer of property,be advised that this report does not guarantee orcertity that an odsting system will continue to fimcdon property,but Is merely an opinion ofthe adequacy of the system under current conditions based on the available information. 0 0 r , CITYof ORONO Municipal Offices Street Address: Mailing Address: \` 'EgHOg' 2150 Kelley Parkway P.O. Box 66 Orono, MN 55356 Crystal Bay, MN 55323-0066 June 6, 2000 Paul A. Warner, Jr. 980 North Shore Drive West Mound, Mn 55364 Dear Mr.Warner: An inspection of your septic system was conducted on June 5, 2000. A summary of the inspection is below. Septic Tank Condition 1. Pumpout needed within one year(last pumpout 6/5/97). The septic system is non-compliant due to a lack of a three foot separation distance between the bottom of the drainfield to the seasonally high watertable. The three foot requirement is a State Code,not a City Code. A soil boring was conducted to determine the depth of the seasonally watertable. The septic system must be replaced no later than December 31,2010. It is recommended that you contact the City when making plans to upgrade the septic system such that City Staff will be able to explain all the options available to you. Enclosed is a list of state licensed septic contractors who work in Orono on a regular basis. Also enclosed is a fact sheet explaining how a septic system functions properly. Finally, an as-built drawing is enclosed that shows the approximate location of the septic system. If you have any questions regarding this report,please contact me at the City Offices at 249-4600. Rer Chris Pence On-Site Systems Manager Enclosures In the event this inspection report is used to satisfy the requirements for a mortgage or other transfer of property,be advised that this report does no guarantee or certify the existing system will continue to function properly,but is merely an opinion of the adequacy of the system under current conditions based on the available information. This report must be kept on the premises with the system location and pumping records. Telephone(952)2494600 • Fax(952)2494616 www cl.orono minus 00, o CITY of ORONO Municipal Offices Street Address:. Mailing Address: lCggO 2750 Kelley Parkway . P.O. Box 66 Orono, MN 55356 Crystal Bay, MN 55323-0066 Owner: Poll TL Address: 980 North Shore Dr. W. Permit Vs: 1081, 6830 Dates: 4/28/61, 9/29/82 Contractors: unknown, E. a. Peterson Co. (This is Y< an existing system [ ) new construction) . SYSTEM COMPLIANCE (1-3) : 3 1 Code System: Meets or exceeds current City standards in all respects relating to design, construction, and location. Appears to be operating properly. 2 Compliant System: Does not meet all current City standards for new construction, but in most respects appears to be designed, located, and constructed in accordance with previous codes and is functioning properly. 0 Non-Compliant System: System may or may not meet current City standards for design, construction, or location, but is failing to properly treat and dispose of the current input; and any system with less than three feet of vertical separation between the bottom of the drainfield and the saturated soil level. (The saturated soil level E Xq has or [ ] has not been identified at this time. If the saturated soil level has not been identified, this classification is subject to revision.) TANK CONDITION (5-9) : 9 5 Pumpout not needed at this time. 6 Solids accumulation in tanks indicates they should be pumped out this year. 7 System is discharging to the surface. Tanks must be pumped out within 48 hours. 8 Inspection risers missing-tanks could not be inspected. If tanks have not been pumped out within three years, they should be pumped out and risers installed now. Inspection pipe is located over tank baffle-can not measure solids accumulation. If tanks have not been pumped out within three years, they should be pumped out now. (During the last septic tank Maintenance Pumpout the tanks [ ] were or [ were not confirmed to be watertight by the licensed pumping contractor. If the tanks were not confirmed to be watertight, this classification is subject to revision.) ,,2LP,(1INFIELD CONDITION (11-14) : 11 [1�l Drainfield is dry, no surfacing evident. (2 Some evidence of surfacing, not critical yet. Repair is not required at this time. 13 Drainfield is saturated and visibly discharging untreated effluent to the surface. Contact the City Inspector immediately. Repair must be completed within 90 days. 14 Drainfield extent and condition unknown. POTENTIAL FOR SYSTEM FAILURE: (system age and condition, soils, etc.) : medium COMMENTS: In order to confirm that your septic system meets Minnesota standards, soil borings were performed to verify a 3 foot separation between the drainfield and the seasonal water table. The separation is 0 inches and the system is non-compliant. Repair or replacement of the septic system isis�frequired by 12/31/2007. Date of-Inspection Se�rfcsysteimon Inspector Note: In the event that this inspection report is used to satisfy the requirements for a transfer of property, this report does not guarantee that an existing system will continue to function properly, but indicates the operation of the system under current conditions. Telephone (612) 473-7357 9 FAR 4734510 CITY OF ORONO O Municipal Offices O O Post Office Box 66 Crystal Bay, MN 55323-0066 ON—SITE SEWAGE TREATMENT INSPECTION REPORT ti sBo��G Owner: PC_?V1J I�i7 ek. ; 1 C Address: L C3® i Permit #'s: Dates: i2 — — ontractors: /eh/c11Gn�/Y /���1, T�T�'� Cp. City ordinance number 100 requires that each on-site sewage treatment system in Orono be inspected on a regular basis. The on-site sewage treatment system at the above address has been inspected and appears to fall into the category checked below. (This is P(an existing system [ ) new construction) SYSTEM CONFORMITY (1-3): 1 "CODE SYSTEM"-A system which meets all the location, design, and construction standards of the current City Codes, and which is operating satisfactorily by treating and disposing of the entire current sewage input ® without discharging any pollutants into ground or surface waters. "CONFORMING SYSTEM"-A system which does not meet all the location, design, and construction standards of the current City Codes, but was installed according to the code in effect at the time of installation, and which is operating satisfactorily by treating and disposing of the entire current sewage input without discharging any pollutants into ground or surface waters. 3 "NON-CONFORMING SYSTEM"-A prohibited system; a system located within a designated 100-year floodplain; any system which may or may not meet all the location, design, and construction standards of the current City Codes and which is failing for any reason; and any system with less than 3 feet of unsaturated soil or sand between the distribution device and the limiting soil characteristics. (The limiting soil characteristic [ I has or Jf(1 has not been identified at this time. If the limiting soil characteristic has not been identified, this classification may be subject to revision.) TANK CONDITION (5-10): Tank inspection indicates: 5 Pumpout not needed at this time. 6 Solids accumulation in tanks indicates they should be pumped out this year to help prevent future problems. 7 Solids accumulation in tanks is at a critical level. Tanks should be pumped out as soon as possible. System is discharging to the surface. Tanks must be pumped out within 48 hours to eliminate surface discharge. Inspection risers missing-tanks could not be inspected. Inspection risers (4" dia. pipe) must be installed to each tank gr u&x p UMpout. If tanks have not been ears, o out now. 10 Inspection pipe is located directly over tank baffle (does not give accurate measurement of solids accumulation). If tanks have not been pumped out within the last three years, they should be pumped out now. DRAINFIELD CONDITION (11-14): DqfieLo inspection indicates: Drainfield is dry, no surfacing evident. Some evidence of surfacing, not critical yet. 13 Drainfield is saturated and visibly discharging untreated effluent to the surface. Contact the City Inspector immediately. Repairs must be completed within 90 days. 14 Drainfield extent and condition unknown. LIMITING SITE FACTORS (slope.setbacks.etc.): POTENTIAL FOR SYSTEM FAILURE (depends on soils.water tableLSIc.): COMMENTS: �y�{ s � Date of Inspection ptic System Inspector Note: In the event that this inspection report is used to satisfy the requirements for a mortgage or other transfer of property, be advised that this report does not guarantee or certify that an existing system will continue to function properly, but is merely an opinion of the adequacy of the system under current conditions based on the available information. This report must be kept on the premises with the system location and pumping records. WHITE COPY/Inspectors File YELLOW COPY/Homeowner On the North Shore of Lake Minnetonka ON-SITE SEWAGE TREATMENT CITY INSPECTION REPORT OF POST OFFICE BOX 66 _ONO 1335 S. Brown Rd. Crystal Bay, MN 55323 473-7357 OWNER PaW A �r ADDRESSAt' 'i PERMIT NO.'S. Ill♦ AM DATES 4va9-L�/2__22:r2 CONTRACTORS �I 'CO. City Ordinance No.210 requires that each on-site sewage treatment system in Orono be inspected on a regular basis.The onsite sewage treatment system at the above address has been inspected and appears to fall into the category checked below. (This is A an existing system ❑ new construction) 1 Meets or exceeds current City standards in all respects relating to design,construction,and location.Appears to be operating properly. 2 Does not meet all current City standards for new construction (1978 Code) but in most respects appears to be designed, located, and constructed generally in accordance with previous codes.System appears to be functioning properly;no major upgrading of the system is required at this time. E13 Does not meet current City standards in many respects relating to design,construction,or location.Appears to be operating adequately at this time,but has a relatively high potential for future problems. No major upgrading of system is required at this time. 4 System may or may not meet current City standards for design,construction or location,but is failing to properly treat and dispose of the current input,and is endangering a water supply,or is a source of pollution to surface or groundwaters,or is creating a safety hazard,or is otherwise creating a public nuisance.Please contact the City Inspector to discuss system repair/ replacement procedures. If drainfield replacement is necessary,soil testing will usually be required,and a design and site plan must be submitted for review.Your contractor must obtain a permit before work is started. SYSTEM CONDITION (m Checked items may require your action) Tank'nspection indicates: ❑ Inspection pipe is located directly over tank baffle.(Does not Pumpout not needed at this time. give accurate measurement of solids accumulation.) If tanks ❑ Solids accumulation in tanks indicates they should be pump- have not been pumped out within the last three years,they ed out this year to help prevent future problems. should be pumped out now. ❑ Solids accumulation in tanks is at a critical level. Tanks Drainfield inspection indicates: should be pumped out as soon as possible. O-Drainfield is dry,no surfacing evident. ❑ System is discharging to surface. Tanks must be pumped ❑ Some evidence of surfacing,not critical yet. within 48 hours to eliminate surface discharge. ❑ Drainfield is saturated and visibly discharging untreated ❑ Inspection risers missing—tanks could not be-inspected, effluent to the surface. This condition may require replace- Inspection risers (4"dia.pipe)must be installed in each tank ment or additions to drainfield. Contact the City Inspector at next pumpout. If tanks have not been pumped out within immediately.Repairs must be completed within 90 days. the last three years,they should be pumped out now. ❑ Drainfield extent and condition unknown. SITE CHARACTERISTICS: Limiting Site Factors Potential for System Failure Site Capabilities for ❑ Slope (depends on soil types,water Future Expansion ❑ Soil table,and system condition) ❑ Adequate ❑ High water table Low Fair ❑ Lot size iiMedium ❑Poor ❑ Lake,wetland,or stream ❑ High ❑ Inadequate ❑ Drainage ❑System is causing visible surface discharge. COMMENTS: Date of Inspection ISeptic System Inspector Note: In the event that this inspection report is used to satisfy the requirements for a mortgage or other transfer of property,be advised that this report does not guarantee or certify that an existing system will continue to function properly,but is merely an opinion of the adequacy of the system under current conditions based on the available information. This report must be kept on the premises with system location and pumping records. WHITE COPY/Inspector's File GOLD COPY/Homeowner On the North Shore of Lake Minnetonka ON-SITE SEWAGE TREATMENTCITY INSPECTION REPORT OF POST OFFICE BOX 66 O_ONO 1335 S. Brown Rd. Crystal Bay, MN 55323 473-7357 OWNER _�01--1 VVC�t 11Q-1�} Jr. ADDRESS qOt) I�.inki ��66W- D" - 411(�64mU1,l4 10E51 0830 / PERMIT NO.'S. DATES ��� � ` C - S�, CONTRACTORS -�_��Q- ,L�� City Ordinance No. 210 requires that each on-site sewage treatment system in Orono be inspected on a regular basis.The on-site sewage treatment system at the above address has been inspected and appears to fall into the category checked below. (This is ❑ an existing system ❑ new construction) 1 Meets or exceeds current City standards in all respects relating to design,construction,and location.Appears to be operating properly. 2 Does not meet all current City standards for new construction (1978 Code) but in most respects appears to be designed, located, and constructed generally in accordance with previous codes. System appears to be functioning properly; no major upgrading of the system is required at this time. 3 Does not meet current City standards in many respects relating to design, construction, or location.Appears to be operating adequately at this time, but has a relatively high potential for future problems. No major upgrading of system is required at this time. 4 System may or may not meet current City standards for design, construction or location, but is failing to properly treat and dispose of the current input, and is endangering a water supply, or is a source of pollution to surface or groundwaters,or is creating a safety hazard,or is otherwise creating a public nuisance.Please contact the City Inspector to discuss system repair/ replacement procedures. If drainfield replacement is necessary,soil testing will usually be required,and a design and site plan must be submitted for review.Your contractor must obtain a permit before work is started. SYSTEM CONDITION ( m Checked items may require your action) Tank inspection indicates: ❑ Inspection pipe is located directly over tank baffle.(Does not ❑ Pumpout not needed at this time. give accurate measurement of solids accumulation.) If tanks ❑ Solids accumulation in tanks indicates they should be pump- have not been pumped out within the last three years, they ed out this year to help prevent future problems. should be pumped out now. ❑ Solids accumulation in tanks is at a critical level. Tanks DfAXilIllelcl inspection indicates: should be pumped out as soon as possible. /L]—Drainfield is dry,no surfacing evident. ❑ System is discharging to surface. Tanks must be pumped ❑ Some evidence of surfacing,not critical yet. ,,�ithin 48 hours to eliminate surface discharge. ❑ Drainfield is saturated and visibly discharging untreated 4h�spection risers missing—tanks could not be inspected, effluent to the surface. This condition may require replace- Inspection risers 14" dia. pipe) must be installed in each tank ment or additions to drainfield. Contact the City Inspector at next pumpout. If tanks have not been pumped out within immediately.Repairs must be completed within 90 days. the last three years,they should be pumped out now. ❑ Drainfield extent and condition unknown. SITE CHARACTERISTICS: Limiting Site Factors Potential for System Failure Site Capabilities for ❑ Slope (depends on soil types,water Futu Expansion ❑ Soil tab,and system condition) dequate ❑ High water table — Low Fair El Lot size ❑ Medium ❑ Poor ❑ Lake,wetland,or stream ❑ High ❑ Inadequate ❑ Drainage ❑ System is causing visible / surface discharge. COMMENTS: (�� JJ(.f dJ /V)d I rL fQ i TZ�tiyyy, fA 1`7(_/JYLt l� l/V) 08 Date of Inspection Septic 6i-flInspector Note: In the event that this inspection report is used to satisfy the requirements for a mortgage or other transfer of property,be advised that this report does not guarantee or certify that an existing system will continue to function properly,but is merely an opinion of the adequacy of the system under current conditions based on the available information. This report must be kept on the premises with system location and pumping records. WHITE COPY/Inspector's File GOLD COPY/Homeowner On the North Shore of ON-SITE SEWAGE TREATMENT Lake Minnetonka INSPECTION REPORT CITY POST OFFICE BOX 66 OF 1335 S. Brown Rd. _ i Crystal Bay, MN 55323 1111k A 473-7357 OWNER PAUL- A. liUi42Nrr2 ADDRESS 9kD NO(ZI-H u-roRE ARtuswe-,-r PHONE PERMIT NO'S. /101?1 ALK 30 DATES City Ordinance No. 210 requires that each on-site sewage treatment system in Orono be inspected on a regular basis. The on-site sewage treatment system at the above address has been inspected and appears to fall into the category checked below: ❑ Meets or exceeds current city standards in all respects relating to design, construction, and location. Appears to be operating properly. Does not meet current city standards in some respects relating to design, construction, or location. Appears 5 12 to be operating properly. F-1Does not meet current city standards in many respects relating to design, construction, or location. Appears to be operating adequately. ❑ Does not meet current city standards of design, construction or location, is being overused, or is failing to properly treat and dispose of the current input and is therefore endangering a water supply, is a source of pollution to surface or groundwaters, is creating a safety hazard, or is otherwise creating a public nuisance. Please contact the inspector to discuss requirements for repairs to your system. Soil testing may be re- quired. In all cases a design and site plan must be submitted for review. Your contractor must obtain a permit before work is started. WORK REQUIRED: ❑ Septic tanks must be pumped within 48 hours. ❑ Drainfield must be repaired or replaced within 90 days. ❑ Inspection riser (4"diam. pipe) must be installed in each tank. ❑ Tank inspection indicates maintenance pumpout is needed as soon as possible. City ordinance requires that tanks be pumped out every three years. SITE CHARACTERISTICS: Limiting Site Factors Potential for System Failure Site Capabilities for ❑Slope (depends on soil types, water Future Expansion ❑Soil table,and system condition) ❑ Adequate ❑High water table ® Low Fair ❑Lot size ❑Medium ❑ Poor ❑Lake,wetland,or stream ❑ High ❑ Inadequate ❑Drainage ❑System is causing visible surface discharge. COMMENTS: I d;J& I mil?eAl (Ja Voc)Q SrPric 7'4IUK Biter LI-S& 7-HE 7-49- LOA Af2LO A AAI n I ',c A '� t,-I 46= `I-t1 m e4s 17— 4Lr_ u l-, aA/As r oW6611Q, Cr tn,P . 7N-&y IHIV, ' 7` ALefu :sZZVC6-7 /D WO Date of Inspection Seatic System Inspector This report must be kept on the premises with system location and pumping records. WHITE COPY/ Inspector's File GOLD COPY/Homeowner T SEPTIC SYSTEM APPROVAL 0 0 � CITYof ORONO Municipal Offices t Street Address: Mailing Address: 2750 Kelley Parkway P.O. Box 66 ' Orono, MN 55356 Crystal Bay, MN 55323-0066 Owner Bob Morlock Phone (Home) (Work) Address 980 N Shore Dr W (lot 2) City Orono State MN Zip Site Evaluator Paul Otto State License# 3439 Phone# 763-682-4727 Type of Establishment: Single Family X Multi Family Commercial Est. Gallons Per Day 750 No. Potential Bedrooms 5 Slope: 5% Depth of Sand: Upslope: 1.5 feet Downslope: 2.0 Soil Sizing Factor 1.0 Perc Rates P-1 8.57 P-2 60 P-3 20 P-4 6.6 P-5 60 P-6-30 Restricting Layer Depth B-1 16" B-2 18" B-3 42" B-4 18" B-5_ B-6 _ Type of Treatment System: Standard X Alternative Other Performance Pressurized Mound System X At-Grade System Gravity Trenches System Pressurized Trench System Gravity Trenches W/Lift Pressurized Bed System Holding Tank W/Alarm Septic Tank Size 1250 # of Tanks 2 Lift Tank Size 1000 Pump Brand GPM 24.1 Head 66.6 Treatment System: Minimum Square Feet with 9 inches of rock below pipe Bed (10*75) Mound Treatment Area (52*103) 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. NOTICE TO INSTALLERS: Any changes to the approved plans must have prior approval of the inspector (952-249-4600) Call for inspection 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 the primary and alternate sites are protected. NO VEHICULAR TRAFFIC OF ANY KIND is allowed within 20'of tested drainfield sites ever. ACCEPTED X DENIED By the City of Orono subject to existing regulations and the following conditions: 1) 4:1 Side slope. 2) Sand placement must follow Cross Section A-A in plans (Upslope and Downslope of bed) 3) Do not disturb alternate site during construction. 4 Alarm must be installed inside house for pump tank. Matt Bolterman, On-Site Systems Manager Date Telephone(952)249-4600 • Fax(952)249-4616 www.ci.orono.mn.us TTO SSOCIATES CITY OF ORONO Engineers & Land Surveyors, Inc. SEPTIC PIRMI � VW INSPECTOR � a July 22, 2003 4 DATF PERMIT NO. APPROVED AS SUBMITTED Bob Morlock Al'PRUVED WITH CORRECTIONS AS NOTEn 5020 Page Avenue North [� NOT APPROVED-CORRECT&RESUBMIT "these comments are for your information. All work shall be deme Rogers, MN 55374 in full compliance with all applicable septic and zoning code. Requirements including items not specifically noted in this review. KEEP THIS PLAN SET ON SITE AT ALL TIMES RE: Sewage Treatment System Site Evaluation Report Hennepin County, Minnesota Site Evaluation on Lot 2, Block 1,ENGLUND 3RD ADDITION Otto Job No. 1-03-0379 Dear Bob: The following is a design for a septic system for a 5 bedroom house on the above referenced lot using a mound system. This is only a DESIGN of the on-site septic system. Otto Associates, Inc. does not represent nor warrant the installation, operation, or proper function of this system for any period of time. No construction should begin before these plans are approved by the Building Inspection Department for the City of Orono. Please note that we have marked off the septic treatment area. It is your responsibility to protect and maintain these until after the construction is complete. Enclosed are 4 copies: 2 for the building department, 1 for your contractor and 1 for you. If you have any questions, please call me. Sincerely, Otto Associates Engineers&Land Surveyors, Inc. j4aa'k THIS SYSTEM IS DESIGNED FOR -.5-- BEDROOMS. ANY INCREASE IN NUMBER Paul E. Otto, L.S. OF BEDROOMS INVALIDATES THIS DESIGN, Minnesota On-Site License No. 3439 PEO:kIo End 9 WEST DIVISION STREET - BUFFALO, MN 55313 - (763) 682-4727 - FAX (763) 682-3522 1 , SITE EVALUATION REPORT for Bob Morlock Sewage Treatment System page- 2 GENERAL INFORMATION: This design is for a Type 1, 5 bedroom home and is in accordance with the Minnesota Pollution Control Agency Standards and Local Ordinances. A seasonally high water table was evidenced at 18 inches of depth in Soil Boring 4. The slope is about 5%. The soils at a depth of 12 inches in Test Hole 8 have an average percolation rate of 30 minutes per inch. All neighboring wells are located more than 100 feet away from the proposed treatment area. NOTES: Keep all heavy equipment off of the proposed treatment area before and after construction as much as possible. The treatment area should be marked off before construction. With proper installation and maintenance this system should have no problem in treating septic effluent effectively. It is recommended that the septic tanks be pumped every 2 years. MOUND SYSTEM: Flow: 5 bedroom= 150 gallon/day/bedroom 150 x 5=750 gallons per day(GPD). 750 GPD x 1.00=750 square feet. 10 foot wide rock bed 75 feet long=750 square feet. CONSTRUCTION EOUIPMENT: A rubber-tired tractor may be used for plowing or disking to prepare the soil surface,but in no case shall a rubber-tired tractor be used after the surface preparation is completed. A crawler or tract type tractor shall be used for mound construction. SOIL SURFACE PREPARATION: The discharge pipe from the pump to the mound area shall be installed prior to soil surface preparation. The trench excavated to install the discharge pipe shall be carefully backfilled and compacted to prevent seepage of effluent. The total area selected for the mound, including that under the dikes, shall be roughened in order to thoroughly break up any existing sod layers and to provide a suitable transition zone between the original soil and sand layer of the mound. The area shall be roughened only when the moisture content of the soil 8 inches below the surface is drier than the plastic limit. Surface preparation or roughening may be performed with a mold board plow, a disk plow, or a back hoe using only the teeth. Mold board plow furrows shall be at least 8 inches deep, shall.be thrown up slope and shall run perpendicular to the slope. There shall be no dead furrow under the mound. � r SITE EVALUATION REPORT for Bob Morlock Sewage Treatment System Page- 3 Disking may be used for surface preparation as a substitute for mold board plowing in soils having percolation rates faster than 15 minutes per inch(sandy loam)in the top 8 inch depth Back hoe teeth may be used to roughen the soil surface and break up the sod layer. Care must be taken so as to not compact or puddle deeper soil layers. In no case shall any surface soil be excavated and removed from the area. Mound construction shall proceed immediately after surface preparation is completed. Every effort should be taken to prevent rain from falling on the prepared soil surface. CONSTRUCTION MATERIALS AND PROCEDURES: DISTRIBUTION OF EFFLUENT: A minimum of 12 inches of soil defined as sand shall be placed where the filter material is to be located. A crawler tractor with a blade or bucket shall be used to move the sand into place. At least 6 inches of sand shall be kept under the tracks to minimize compacting of the plowed layer. The sand layer upon which the filter material is placed shall be level. Sand is defined as a soil texture composed by weight of at least 25 percent of very coarse and medium same,varying in size from 2.0 to 0.25 mm, less than 50 percent of fine or very fine sand ranging in size between 0.25 and 0.05 mm, and no more than 10 percent of particles smaller than 0.05 mm. A minimum depth of 9 inches of filter material(rock)shall be placed on the sand layer prior to installing the distribution pipe. Filter material is defined as clean rock, crushed igneous rock or similar insoluble, durable and decay- resistant material free from dust, sand, silt or clay. The size shall range from 3/4 inch diameter to 2 V2 inch diameter. PRESSURE DISTRIBUTION: Effluent shall be distributed over the filter material by three 1-1/2 inch diameter perforated pipes under pressure 72.5 feet long. Perforation holes shall be 1/4 inch diameter drilled in a straight line along the length of the pipe. Hole spacing shall be 30 inches with 90 perforation per lateral. Holes shall be drilled straight into the pipe and not at an angle. A sharp drill shall be used and any burrs in the inside of the pipe shall be removed. The perforated pipe laterals shall be installed level with the perforations downward. The perforated pipe laterals shall be connected to a 2 inch diameter manifold pipe and shall have their ends capped. The laterals shall be spaced 40 inches on center and at 20 inches from the edge of the filter material. The manifold pipe shall be connected to the supply pipe from the pump. The manifold shall be sloped toward the supply pipe from the pipe. Geo-textile material shall be placed over the filter material. SITE EVALUATION REPORT for Bob Morlock Sewage Treatment System Page- 4 Construction vehicles shall not be allowed on the filter material until backfill is placed. Sandy loam soil shall be placed on the filter material to a depth of 12 inches in the center of the mound and to a depth of 6 inches at the sides. Six inches of topsoil shall be placed on the fill material over the entire area of the mound. A grass cover shall be established over the entire area of the mound. No shrubs shall be planted on the top of the mound. Shrubs may be placed at the foot and side slopes of the mound. The side slopes of the mound will be 4 feet horizontal to 1 foot vertical(4:1). This gentle slope will allow easy mowing of the grass cover. The soil material.at the toe of the dike should be slightly less permeable or somewhat tighter than the natural soil below the mound. This can be accomplished by selecting a finer soil or by compaction. Whenever mounds are located on slopes, a diversion shall be constructed immediately up slope from the mound to intercept and divert runoff. PUMP AND COLLECTION TANK: A pump shall be used to deliver eluent to the mound. The pump shall be cast iron or bronze fitted with stainless steel screws or constructed of other sound, durable and corrosion resistant materials. The pump installed will need to deliver 66.6 gallons per minute with a head of at least 25 feet. An alarm device shall be installed to warn of pump failure. Install the pump control and a Meyers,Model D.L.V. Audio Visual,Lo-Voltage alarm system or approved equal in a conspicuous place at the direction of the owner. Dosing Vohune=25%of 750 g.p.d. = 187.5 gallons. DRAINFIELD ROCK REQUIRED: Based on 12 inches of rock,27.8 cubic yards of rock would be required. SAND REQUIRED: Approximately 420 cubic yards of clean sand for under mound is needed. NOTES: A. Please see site plan layout. B. Typical sections for construction follow: C-7 E-3 E4 E-6 E-12 F-7 PROPOSED ELEVATIONS: Lowest Floor = 1024.00 Top of 1" Septic Tank = 1029.50 Top of 2°d Septic Tank = 1029.20 Top of Pump Tank = 1028.90 VERTICAL SIDEWALL SEPTIC TANK M FINISHED GRADE t AT ' LEAST 6" 0 1 It SOIL AT LEAST i„ 4" ' DIA. COVER 4o, DIA. MIN. AT LEAST i" AT LEAST A DIMENSIONS FOR TANKS WITH VERTICAL SIDES A _ WIDTH W 24° MINIMUM -� �. LENGTH L .2 TO 3 TIMES THE WIDTH B DIAMETER 60" MINIMUM DEPTH, D 30" MINIMUM, 78" MAXIMUM C AT LEAST A 0.2 Da 6" MINIMUM; 0.2 D MAXIMUM 611 3 C O.4 D e AT LEAST 4 FEET - � A THIRD INSPECTION PIPE MUST BE LOCATED NOTES: BETWEEN THE INLET AND OUTLET BAFFLES. 1 . SANITARY TEES AT LEAST 4 INCHES IN DIAMETER 4. MANHOLE COVERS SHALL BE LOCATED WITHIN 2. THERE SHALL BE ONE OR MORE MANHOLES,20" 12 INCHES BUT NO CLOSER THAN 6 INCHES a. LEAST DIMENSION AND LOCATED WITHIN 6 FEET BELOW FINISHED GRADE AND COVERED WITH AT OF ALL TANK WALLS. LEAST 6 INCHES OF EARTH. 3. AN INSPECTION PIPE OF AT LEAST 4 INCHES 5. SEPARATION DISTANCE BETWEEN END OF INLET DIAMETER OR A MANHOLE SHALL BE LOCATED PIPE AND NEAREST POINT ON BAFFLE SHALL BE d OVER BOTH THE INLET AND OUTLET DEVICES. NO LESS.THAN 6 INCHES OR NO MORE THAN 12 THE CENTER LINE OF THE INSPECTION PIPES INCHES. SHALL BE THE SAME AS THE CENTER LINE OF 6. FOR HORIZONTAL CYLINDRICAL TANKS DIMENSION THE BAFFLE OPENINGS OR SANITARY TEES. A IS 0.15D AND DIMENSION C IS 0.35D. PERFORATED - 4�x ...�, LATERALS SANDY LOAM SOIL :: ;' y' ; � :gin'-,- •.�.•:;. ..,. LAYER OF GEOTEXT I LE '• / YI=" FABRIC OR 4 INCHES OF HAY COVERED BY . - BUILDING PAPER ; . PIPE FROM PUMP -N=••:,1' ' % LEAN WOCK ...::..•.;.t••.� '- ,� ��i' / DIVERSION FOR 6" TOPSOIL %• - - / .0 - SURFACE WATER rf1iso •:: �f7'_ •i �:� � �•�/ �„f' ol , o Zo pL ANLeAN p � , LL Spy 6 : ;.:t� BRO SAY ; KEN ER ,__ • 3s:�,..;.. L•• +,' 'w ',' .01 QTR C&RAL•--...:.�.,:M� ' •� `.. W LAYER s r E-4 LAYER OF GEOTEXTILE LOAMY SAND CAP ` FABRIC PERFORATED LATERAL GRASS COVER 6 INCHES CLEAN SAND FILL TOPSOIL MAXIMUM SLOPE 3 TO I _ TOPSOILPLOWED OR 3/a T 21/2 ROC , NCHES CLEAN 4" SUBSOIL DISKED SURFACE I% SLOPE CROSS SECTION A - A PIPE FROM PUMPING CHAMBER Y a . -PERFORATED ' S; LATERALS i BED AREA - t - • - A w w m A I V i U I l i Z , I - i 20 I o O 20 INCHES I '�i�d' INCHES � I FEET DIKE I OIUTAX. T DIKE TOTAL WIDTH \ PLAN VIEW ,/` i ;,... ,._�,,� �� ��.-�a� ,�� �-�•�'�.*,,v,: �:,ii;;. .. -kms..-�- �.3+"..^ t:�s.�� ti���� �_',�"., 1 i j �,�<. +, �-r..� .� ., �� -:��rzfi � fir:K:"� 4 l�l� •� ��;n��1 �K. .?'`'�! � .n=..�S^ice c�3���'r�^y, -��`�, 1 rf!� �y-��i^r• `''_lis S::_��>`r'. �f'r,r.,'4y?.,��.� .!��1" �•�rc�. 'Fy ^o?'.s .11rG.�C(�i-:r'�'Fir�.'��c��;{�''.-i.,t. r��1' � ��z' �. � � � � � � � � LAYOUT OF PERFORATED PIPE LATERALS FOR PRESSURE DISTRIBUTION IN MOUND PERFORATED PLASTIC PIPE PERFORATIONS SPACED36" SPACING END S ZE CENTER. PERFORATION \ ERFpRAT//�N VIEW 2"MANIFOLD PIPE PERFORATIONS ON BOTTOM OF PLASTIC PIPE 40,, _ _ (ALTERNATE LOCATION OF PIPE FROM PUMP) END CAP 4Q LATERAL RFORAT ED 2" PIPE FROM N N of PE PUMPING CHAMBER LENT I . WATER TIGHT a LOCKABLE ELECTRIC BOX REDWOOD, CEDAR OR PLUGS OR ELECTRIC CONNECTIONS TREATED POST (4 x 4 min) 1 NS ALL ELECTRIC CONNECTIONS MADE . 2 PVC CONDUIT SCHEDULE 80 INSIDE BOX MANHOLE COVER CHAINED a LOCKED 6"SPACE LOOP OF POWER CORD FOR SEALED MANHOLE RINGS SETTLEMENT FINAL GRADE VLEAST 12" ' UNION BELOW GRADE WIRE FROM POWER SUPPLY PIPE IS LAID ON A UNIFORM SLOPE FROM PUMP STATION UP TO SOIL TREATMENT AREA FOR PROPER DRAINBACK SEALED TANK •COVER �-IF PIPE AT TANK MUST BE LOWER' THAN PLASTIC ROPE OR CHAIN UNION TO GET ELEVATION FOR DRAINBACK, WITH ANCHOR A /4 INCH WEEP HOLE MUST BE USED ALARM FLOAT ON SEPARATE WEEP HOLE ELECTRICAL CIRCUIT 5�RT LEYESZ NOTES: ELECTRICAL WIRE FROM POWER SUPPLY MUST NOT RUN OVER ANY TANKS BUT MUST BE LAID BESIDE OTHER TANKS AND MUST BE PLACED IN CONDUIT ALONG POST S H UT-oEF_LEVEI..._V _ ELECTRICAL CORDS FROM PUMP AND CONDO T WIRES CANNOT HAVE GROUND PUMP CONTROL FLOAt CONTACT. � r Otto Associates, Engineers and Land Surveyors, Inc. Mound Design Worksheet (For flows up to 1200 gpd) All boxed rectangles must be entered,the rest will be calculated. A. FLOW AI: ls�rrated Setaoge R=In galans PB Do! Estimated 750 . gpd(see figure A-1) or measured 0 x 1.5(safety factor)= 0 gpd bedam Choi Clnss 1 Odes til Odes N2 300 225 180 60% B. SEPTIC TANK LIQUID VOLUMES 3 4% 3M 218 of$re Septic tank capacity 2-1250 gallons(see figure C-1) 4 600 375 256 vdms 5 730 450 244 Inihe C. SOILS(Site evaluation data) 6 900 525 332 Ckal, 1. Depth to restricting layer- 1.5 feet 7 1050 600 370 I,drll 2. Depth of percolation tests= 12 inches B 1200 1 675 408 cd urrrs. 3. Texture I Clay Loam 4. Soil loading rate(see Figure D-33) 0.6 gpd/fe Percolation rate 30 JMPI 5. %Land Slope 5 % n-M Ah0n7 lon wsam Sizing 9latue pPaaolnllaaReaie Lo�tmrAoe In Mi.pa San Testme Gelfeus C-i; c rang C.a �(� 61W) pen } � � � 4CI 1?OW*Ws CWW s..d 1.20 r oa Number of Minimum Liquid 0*id c 9j4L ty jaith & MedlmnSaad sjBeftom- Capacity liffh, a dispo§ I lifliaside ysa 6' 90 I.om 60 2 0r 1CSS 740 j I, t 1:►0p W 4s Oso 40 3 ar 4 1000 15002pOp ;WW-so M Mt 0.45 2.0 Sorb 1500 M% 300p I z 7'$ 9 2DDO 3000 61 w 120 =7 C- 024 4.00 t -SyEw wem+�soumnt6�o0rorpuramam " D. ROCK LAYER DIMENSIONS 1. Multiply average design flow(A)by 1.0 to obtai�r requii*area p rock layer.Item A x 1.0= 750 gpd x 1.0 ft"gp� f 750.0 fe 2. Determine rock layer width =1.0 ftz/gpd x Liner Loading Rate'(LLR)(sem LLR chart) 1 fe/gpd. X j 10 = <10.0 ft LLR Ckart A. w, 1 Perk Rate <10 MPI <=12'' >=120 MPI <- ' . 3 .Length of rock layer=area•ivided by width= ., 750" / ' .. :10 ''v i ,feet= 75.0 feet E. ROCK VOLUME 1. Multiply rock area by rock depth to get cubic feet of rock 750 X 1 ft= 750.0 ft3 2. Divide 1`3 by 27 fe/yd3 to get-cubic yards 750.0 ft3 / 27 ;, 27.8 Yd' :1 3. Multiply cubic yards by 1.4 to get weight of"in tons; 27.8 yds X 1:4 ton/yd3 _ 38.9 tons � f Otto Associates, Engineers and Land Surveyors, Inc. F. ABSORPTION WIDTH 1. Absorption width equals absorption ratio(see Figure D-33)times rock layer width 2 1 x 10;0 ft = 20.0 ft G. MOUND SLOPE WIDTH&LENGTH(greater than 1%) 1. Downslope absorption width=absorption width minus rock layer width 20 feet - 10 feet= 10 feet 2. Calculate mound size UPSLOPE a.Determine depth of clean sand at upslope edge of rock layer=3 feet minus distance to restricting layer(C1) 3 ft - 1.5 ft= 1.5 feet b.Mound height at the upslope edge of•rock layer=depth of clean sand for separation(G2a) at upslope edge plus depth of rock layer(1 foot)to depth of cover(1 foot) 1.5ft+1ft+1 ft= 3.5 feet c.Upslope berm multiplier based on land slope(see figure D-34), Select berm multiplier of 4 d Upslope width=berm multiplier(G2c)times upslope mound.height(G2b): 4 x 3.5 ft = 14.0 feet D-S& .SLOPEMU1TJ;PLIERTABIX Lmd Upswrt DFE Fl+l owlGpli�f�"' us mul.��itnsfarvumu3 to o ■Mpa r w. pe ruiea 24 ad Ad Aj 50 ki T: 8 3.6 Oil 5.0 6.8 7.8 8.0 3.0 49 5 0 Gil 7.0 1 "1 3J68 496 8.66 654 7A1 3.00 417 516 6.36 7.53 2 2.63 370 454 536 6.14 698 ' 3.19 935 5.56 6$2 6.14 3 235 357 439 5A0 5.79 4.95 MV 454 3.80 732 616 4 2.68 3A6 4.17 4..8.4 5x16 6.06 3.4i 4.76 6.25 789 9.72 5 Lfil 3.33 4118 4.62 5.54 On 353 SAO 6A7 S37 10J? 6 2M 3.23 3.85 4.41 453 5.91 3.66 526` 7.14 936 12.4:* 7 2A6 3.12 3.70 4.23 4JG 5.13 3.88 SAS 7A9 10.33 13JI 8 2.42 3.03 3.57 4AS 4.rO 9.88 , 3.95 SM 833 1154 1591 i 9 236 294 AM 3A0 438 '. 4.13 6.23 9.09 13M M92 10 231 2A16 333 336 4.12 4.44 419 6.0 Ifl90 ISM 2333 11 2.26 2.78 3.23 3AI 3.98 4.26 4A8 7.14 1111 17.6'5 30.43 1,1 12 x.21 2.70 3.12 3.49 3.0 4 4.h9 5&+1 xL43 0.75 DOWNSLOPE e.Drop in elevation=rock layer width(D2)times percent landslopo(C5)/100 10 ft x 5 'Yo /,100: 0.5 feet x, f.Downslope mound height=depth of clean sand for slope difference(G2e) at downslope rock edge plus the mound height at the upslope edge of rock layer(2b) 0.50 ft + 3.5 ft= 4.0 feet g.Downslope bene multiplier based on percent land slope(see Figure D-34) 6.67 h.Downslope width=downslope multiplier(G2g)times downslope mound height(G20 6.67 x 4.0 = 26.7 feet I.Select greater of G1 and G2h as the downslope width 26.7 feet j.Total mound width is the sum of upslope(G2d)width plus rock layer width(D2)plus downslope width(G2i) 14.0 ft+ 10.0 ft+ 26.7 ft= 50.7 feet � r Otto Associates, Engineers and Land Surveyors, Inc. k.Total mound length is the sum of upslope width(G2d)plus rock layer length(D3) plus upslope width(G2d) 14.0 It + 75.0 ft+ 14.0 ft= 103.0 ft Final Dimensions 50.7 ft x 103.0 ft LAYOUT 1. See site plan for layout I hereby certify that I have completed this work in accordance with all applicable ordinances,rules and laws jvlelza� (signature) 3439 (license#) Paul E.Otto Sand Calculation 750 SF X 1.5 FT = 1125 CF 75 FT X 3.00 FT X" 14.0 FT, 3150 CF 75 FT X 3.50 FT K 25:7 FT _' 7004 CF Total Yards of Sand_= 418 a Otto Associates, Engineers and Land Surveyors, Inc. Lands1ope > I% SIODe Lte[t cC[. �t Ft r RtrrrL C r w CtLC[! [CGCG[CCC LCC.�we�.e. RriCCU FL�lRr�LILU C![FCt. rCrG/CCCC M reee[L CCCLLC rc CSR[! rrt e cC !Clr � terrtMrm r �C CtL cc LFRLCFLi LLL L C[ CCrC [L4C Cr rCCCRO [[ CCCCCUM C LL CC rLCCCFCCL C e FreecrrreR[e ee[LFe [rceleccreercrectrr eelcreecuc cc � � LL LLLFCLLLCLFLL [RGLLLCRecL ct ■ tc recccecrcrett[rrctr9 ctrcceccuprrtrcrtturrcecccrceccrectr eeOp F CLCGtu CtcrCRtlCLtt TyT RGCCCCRtCCRcc C 'C [[[tt[t[CC C CCtLrRCCCRLECC I ��• CC CCL[CCCCLCCCCL[CCCCGCL "`�j�r�r CCCC[FCLCrrrCLlCFFFlLLCRtLL rcFCreLrcrMUCtrlccF C ercccc -------cce"eisin"ecciccecEcreccccreecceccrcccccccc cc. LFCRLLC RLLLLCCCKCCQ'CLCCRtrCCC[tC t C[LGC CUM= C RMMCftlAYer i Upd ( ) Rock VICIth fD2) F lops�A9tltl(Gl0 Jt, ft F q 61i�h- -------------------------- .�. .• oar. � 1. e ... .: ....:.: 1 >:.::.:...:.....:.:.::..:. .., rt .....:..:...:.:.:... ...::....:.. UPS1apef�r'�76idth{G2d) fD2l .� Ups[[ lful�ldlh(G2d} : ..:..: .....:...:.::.. Lest h[133� . C , ........... Total Leagth(Mk I ft PRESSURE DISTRIBUTION SYSTEM !;;rest.xoiM 9a1>cr� i :w+liAY•<4%iiwi2oE:i}j::;�2Yit:i`i#Yd.Sriii:.222c::Y:Mii;2Yt;%%5�•• ......... ...:.......... ....:..:::.:....::.:::.:......: ... All boxed rectangles must be entered,the rest wfll be calculated. SMaR':'vsff 3/Y9'- W., 1. Select number of perforated laterals: 0 2. Select perforation spacing= 2.5 `{ ft tar c9�sr�tiatxsnss u�111X cSaclxarsra ecu------ E 3. Since perforations should not be placed closer that 1 foot to the edge of the rock layer(see diagram),subtract 2 feet from j . the rock layer lengthE as 8 14 1 f i8 a8 75 -2.5 ft= 72.5- ft a;3 i a 13 `•. 17 s% i rock layer length a } is 16 2 5 7 i'r ° is ab df 1 10 E 14 22 ° 4 Determine the number of spaces between perforations. Divide the length(3)by perforation spacing(2)and round down to nearest whole number. Perforation spacing= 72.5 ft/ 2.5 ft= 29 spaces 5. Number of perforations is equal to oneplus the nutnlbe' 9'0'6rfor`ation spaces(4). *Check figure E-4 to assure the number of perforations:per lateral guarantees < 90016 discharge variation. 29 spaces+1 = 30 perforations/lateral 6. A.Total number of,perforatio&=perforationsperlateral(5)times number of laterals(1). 30 perfs/lat x 3 laterals.-- 90 perforations t 1;8s: Ism€4Y1+l tyil Q$t is kal RWWA B.Calculate the square footage per perforation. - Should be 6-10 erf.Does not to at 'rades. �1't�r�-11114 tfiexrrs l r �P PPN -9 � rir�yl'��" 1. Rock bed area=rock width,(ft)x rock length(ft) (f�st� ;/8 3;yg 7/ 2 11,4 10 ft x 75 ft= 750 ft2 1,£0 € IS 0,42 0;156 0.74 2. Square foot per perforation=Rock Bed Area/number of perfs(6) 750.0 fl? / 90 perfs = 8.3 ftz/pert 8.3 b 0.26 0' } It ;r_ 25,0'_ x3,41 €3;9 126 t W 7. Determine required flow rate by multiplying the total number Ya 1:RT:::r<w:.:a. aYs; �.�:r•�P;::r: of perforations(6A)by flow per erfora9 (see figure FA s*s1 r:�.: ° <<.a.,:�,f:•,f sf , Nom:. 90 perfs x 0.74 gpm/perfs=° 66.6 gpm 8. If laterals are connected to header pipe as shown .................................... in Figure E-1,to select minimum required lateral diameter;enter figure E-4 with perforation spacing(2)and number of perforations per lateral(5). : `"n• �. t. F�9Y>9!;`is AStxtt45Ly Ltaoa�.+B M 1;:td CT Sy«lt9rr5 Select minimum diameter for berforated laterals.= inches 9. If perforated laterals em is attached to manifold pipe ..................-.................................................................................. near the center,like Figure E-R,perforated lateral length(3) and number of perforations per lateral(5)will be appro3dmately one half of that in step 8. Using-these values select :.�ti e•..:,y:.... •. minimum diameter for perforated lateral 1 5 inches. �:."•' "" I hereb certify that I have completed this work in accordance,with all applicable ordinances,rules and laws. (signature) 3 3q (license#) (date) L PUMP SELECTION PROCEDURE AN boxed rectangles must be entered,the red WN be calculated, 1. Determine pump capacity: A. Gravity Distribution 1.Minimum required discharge is 10 gpm Z Maximum suggested discharge.is 45 gpm, For other establishments at least I OOA greater than the water supply rate,but no faster than the rate at which effluent will flow out of the distribution device. B. Pressure Distribution-see pressure design worksheet to.*--t & Selected Pump Capacity: 66.6 gpm WIM Zk atovaftni 2. Determine head requirements: ocpa A. Elevation difference between pump and point of disc e. ............. feet B. Special head requiremenrl(See F/qure 8"Heel((equtrements) feet i, ial Head Requirements Gravity Distribution Oft C. Friction loss Pressure Distribution 5ft 1. Select pipe diameter Din 2. Enter Figure E-9 with gpm(1A or B)and pipe diameter(Cl) Read friction loss in feet per 100 feetACirr.kFogure-E-9 -01re ----j1t 1i Friction loss= F 6.48 it/100 ft Of pipe 3.Determine total pipe length from pump discharge to soil system discharge point *YWRft IA,- 7 -31 11— Estimate by adding 25 percent to pipe length for filling loss. F <— Equivalent pipe length times 1.25=total pipe length 20 2.47 0,71 0,11 75 it x 1.25= 93.75 feet < -NIZ, W i5,241 1=11 4.Calculate total friction loss by multiplying friction loss(02) by the equivalent pipe length(C3)and divide by 100. FL= 6.48 ft/100ft X 93.75 - ft / tOO= 6.1 feel 45 1 W 26 3, 0.46 D. Total head requimment is the sum of elevation difference(A),special head requirements(B),and total*kfion loss(N). F; 05, 01r1% 13 it + 5 it + 61, ft .44 1 IN Total Head: 24.1 feet 3. Pump Selection 1.A pump must be selected to deliver-at least 661 gpm(1A or B) with at least 24.1 feet of total head I hereby certify that I have completed this work in accordance with 611 applicable ordinances,rules and laws. AX2 (signature) picense#) 7�3-41 5(d(date) A, ` . - PERC O /STI N LEST SHEET- ^y Test Imle Iocatton: "B Q2 IS Hole rf: `r R\ Date test hole was prepared: L �} Depth of hole bottom: l &rhes Diameter of We. ' Inches Soil Data from test hole: depth Inches soil texture Sao color Method of scratdit sidewall: ►vas Depth of pea size gravel In bottom.of hole: inches _ Date and hour of Initial water fl kKX. 7!4-60-Pa- t loepth.of mal mater faing: /�. -_ above tole.bottom_ Method used-4o tnalr>taln 12'of water depth In hole.for 4 hosas: - Percoladon testconducted by: Percolation test started at •�.- (arty® Maximuan water depth above hole bown during test: !Z. Inches TIME INTERVAL WATER WATER DROP WATER DROP PERO RATE_ CONVERSIONS- DEPTH (F:RACF10 ._ CALCULATM _ 1/16-.tom "Tor � Drop Perc A 3/i6=.19 r=ay ' 1& l�S_ _(M B eana 5116_1 to. start `/%- 1• _o C 7/6 a.,.444 start __ - 112=.5 YEW�--� -D 9116=.56 - Start 618=.63 � Drop Perc E 11/16=.69 Start Pere 75 F 13/16 3/4 =.81 Start + - 7/8=.w 5TH Drop�� G 15/16=.94 Staut YEW� `er H _. T P""M Calculati r A' B'C IO tO - © B,C, D - rgest o C 'mallest Of C twoest of Kv smallest of x0.10= t.ti x0.10= Smallest of lest of Bz C, D,E D. E, F �--of CDE SdAllesto Lawst of DU'—MU x0.10= X 0.10= Smallest of &m lest of E E, F,G F'G, H - Largest of EFG Smallest of EFQ Largest of FGR andest of x0.10= x0.10= Smallest o EFG mallest o FG If the top number In each set of boxes Is larger than the bottom number then take another reacting. If the top number Is equal or smaller ham bottom number, average the three numbers for the pore rate. I_ `- , - PERCOLATION TEST SHEET- Test We"fon: 003— 0317 Hole 9: Date test hole was prepared: Depth of hole bottom: �Z inches Diameter of hole: �o inches Soil Data from test hole: depth, inches soil texture soil color Method of scratching�detrad: ��i, Depth of pea size gravel in bottom of hole: lrxhes Data and hour of irMA water Ming: •((A" Depth of pkitial water bitafg: r� above hole bottom - . ..Method used to maintain 12'of water depth In hole for 4 hour: cel+ ` Percowon test conducted by: tk - Petr ofd test started at (any _ Ma)imumn water depth above hole bottom ding test ZInches Tltd1E WATER WATER DROP- WATER DROP PERI RATE coN%IMWNS DEPTH (Fw►cTWO CALCULATM 1/1e-.06 (A 1625' '� i2 1/8=. op Pere A 3/16=.19.11t} 1 Y4, IT 161110 start �•a S* Tim-''fes '� B 5�1s=.31 Start �y" ' 4 1•24- Drop PO--ro C 7/16=.44 Start ��UBP 7erc D W16=..556 StartEvi=.63 5 ramie Drop Pm E 11/16=.69 Start + 3/ 4=.75 die ' ere 13/16=.81 Stall = YEW Drop 15/16=.94 Start bite WEV _ Ten Percent Calculation* A. B.C B.C. D - La est mallest of o x6.10= ♦426 x0.10= Smallest of est d ow C, D, E D..E. F I rVA o -SaWest of x 0.10 �rLar,gest o F x 0.10=� of DEF- lest lest Of I E, F,G - F.G, H of smallest of EFG Largest of Smallest CR F—Gff x6.16= x6.16= Smallest FFG Smallest of H 'If the top number in each set of boxes Is larger than the bottom number then take another reading. If the top number Is equal or smaller han bottom nurmber, average the three numbers for the pore rate. ., $ - PERCOLATION TEST SHE - Wet Test tiole location: 1 '�'�7`�+�/�et Hole&: Date test We was prepared: / 0 1Is"o� Depth of we bottom: Irrhes Diameter of hole: irx hes Soll Data from test We: depth, Inches sal texture soil color Method of=vdddng ddewall: Depth of pea stye gravel In bottom of hole: Inches Date and hour of hhitial water filling: 7.1(4.43 %kM Depth ofWWwater fi kV. l� above Hole bottom - Method used to nhah>taln 1r of water depth In hole for 4 hours._ MCI tl Percotadon test conducted bir: #_J%kM. Petccialion test started at I camp Maximum water depth above hole bottom during test 2 Indies Tim WATER WATER DROP MATER DROP PERO HATE CONYEMONS DEPTH (FRACTION)) (DE AL) CALCULATM + 1/8=.13 YEW Drop A W16=.19 start C.4&=15 1/4=25 � B 16=.31 cr<rxi tsSL Start =�= ��' 318=.W I �_ _ .Drop Pero C 7/16-.44 start 7gop �- D 9/16=.5 �ne6 Start + _ N8=.63 YEW Drop WFE E 11/16=.69 Start + - 3/4=.75 Pert F 13/16=.81 Start T = 7/8=.88 Drop Perc G 15/16=.94 Start YEW'>f rFP- e'er° H Ten Percent Calctdadw aB.C, D - - Largest ofC - Sma lest of A*1B� est o BCA est of x0� .10=_=• x0.10 Smallest�� = Smallest of BCO C, D,E D,.F� F ILugeSt CDE st ° xo.to Smallest c Smallest of xoio U =� of DEF— est E Fr F,G F.G,H vest of EFG Smallest of Largest of FG9of FW -— = = Sm x0.10m l lest of UG Sest of FGH x0.10 t If the top number In each set of boxes Is larger than the bottom number Bien take another reading. If the top number Is equal or Mailer han bottom number, average the three numbers for the pore rate. Y , - PERCOLA710N TEST SHEET- Test bole location: 1-6-4—W,ck Hole ff: YN 4 Date test We was prepared: �~�tiO�' 0 Depth of hole bottom IZ irk Diameter of hole. co inches Soil Data from test hole: depth, Itches SON texture soil color Method of scn tdhirg sidewr& ?444% � Depth d pea size gravel In bottom of hole: Date and hour of Initial water filling:2*I&- Depth of Mal water filling: /0 above hole bottom _- Method used to maintain 12"of waterer`depth��elth in hole for 4 hocaw._ 1!) - Percolation test oortduded by: Poodabiorr test started at t$. (aWS Maximum water depth above hole bottom curing test Inches Poo INTERVAL WATER WATER DROP WATER DROP PEEK RATE.- oaNvOMM DEPTH (1�At311oMn (DE ) - CALCULAT" 1116'=.os Y +�, + {Z 1/8=.13 f 4'_ A 3/16=.19- -1 �• •� Pere B SiH6=.31 Start ' A 1 318=..7f7 _ M Drop Pero C 7116=.44 Staff YEW Perc D 8116 t � Perc E .63 11116=.l>g Start 3/4=.75 Perc F 13/16=.81 Start = 7/8=M YEW Drop Perc G 1S/MS=.94 staut '� H Ten Percent Calcination* A. B.C 1Z,. IZ _ O B.C. D �1 Z„ABC X0.10 Sma lest of,1 i rgest o CD x 0.10= -0—f . Smallest of ABC lest of BCO C. D. E D..E. F _ = s of COE St O err of�E X 0.10=��_ Largest x 0.10 Smallest Smallest o t I, F.G F►G.H _ nest of EF, Sma iest of EF gest of FGR Smallest of FGH x0.10= Smallest of EFG x0.10= Smallest of FGR_ If the top number in each set of boxes Is larger than the bottom number then take another reading. If the top number Is equal or smaller tan bottom number, average the three numbers for the pore rate. T A —PERCO[Al7QN TEST SHEET— Test f ofe location: ��� 0374 Hole#: Date test We was prepared: 7•L('-6 Depth of hole bottom: inches Diameter of hole: inches 3"1 Data from test hole: depth, inks sod texture soA color Method of ceding eddewad: %` pepth of pea stze gravel In bottom of hole: inches Date and hour of initial Water ging: IwVS`63 4A," Depth cf iNtiat water MkW. above hole bottom Method used to maintdn 12'of water depth In hole for 4..1hows. ftl;%%k Percolation test conducted by: #..0Petcolalion test started at l:Ob (ano Ma)inxxn water depth above hole bottom during tem 17. hwhes 711AE WATER w� WATER PERC RATE CONVERSIONS DEPTH �MCALCULATION Start J 1. . /8 t'T _ s Z TRW��� A 3/16=.19 Erna , qYEW rMRP erc 0 21 6 start �+ � t�,s 1� "1 1►2 Time7Drop P � C 7%s X44 Start = - Tlme wo—P-Pc D W16=.56 Start !fie Drop Perc E 1111669 — Start t — 3/4=.75 Perc F 13116=.81 Start + — 7/8=.88 rteOrop c G 15116=.94 Start — YE'>p PereH Ten Percent calculation* A, B'C 1 Z— = O B.C' D estof Sma lest of C est of D st eof ow— x0.10X0.10= SffkiHest of ABC smaled of Bw ILargest of COE Sma4x 0.10=� Largest of CDE o x 0.10 Sinaflest lest of UEF_ E, F,G F. aH Largest o EFG Sm lest of Largest of FG est of FM— X 0.10= x0.10= Smallest of 91—i UnWlest of Fra if the top number in each set of boxes Is larger than the bottom number then take another reading. If the top number Is exivat or smaller han bottom number, average the three numbers for the perc rate. T *-' • -PERCOLATION TEST f S�iFE7=- r Test hole boat-— r"o3" Hole# (P16 : Yt Date test hole was prepared: 7" 0� Depth of hole bottom: t hmhes Diameter of hole: G inches Sots Data from test hole: depth,kxCres soil texture soil rotor Method of-scratching sidetiraJl: Iv��, Depth of pea size gravel in bottom of hole. inches Date and noir of k"water filing:7`r(6.63 a►Ak. Depth of InNal.mater M'mg: 10 above hole bottorn Method used to pWntafn 12"of water depth i In hole for 4 nte os: T"t percolation test w1"''ed by. .Nk Percolation test started vd 1.40 ( Ma)dnum water depth above hole bottom dwing test: t Z int nMEAiAt- WATER NWATER P AU� - ooHv�scors PANUTM � CALCULATION t:t , x I. S. +�• t0 1/6=.13 • A 3/16=.19 p� �Y, Time-� LS- 10 1/4=.25 �y�.� L70 P- B 6/16=.31 ' ` +�.. �• � Tkiie•Drop-P"—c C 7/16=.44 $tarts - 1/2=.5 'F��Mlffip W-0D 9116=.56 Start Pero E 11/16=.69 start rre �erc F 13/16 81 { 7/8=.88 YEW Drop Perc G 15/16=.94 Stant : - YEW�AMH Ten Percent Calculation* AMC 10 _ !0 _ a B,Q, D Largest AW Smallest of ABC- FWD— Smallest of x0.10= t• x0.10= Smallest of Smified of BC:D C.D, E D, E, F C = LNg est of ME x0.10=esto �o x0.10 estof cot: E, F,G F.G,H Largest of UG-- Smallest of EFG Largest of FGH Smallest of x0.10= x0.10= FW— Smallest o EFG �Of FUH if the top number in each set of boxes is larger than the bottom number then take another rearing. K the top number is equal or smaller ,an bottom number, average the three numbers for the pert rate. 14 •• ^ —P RF CO QTiQJ LEST SHEET— Test We 10 a 10n: (��" �.'��q Hole ff: Tui 1 Date test We was prepared: Depth of hole bottom: Z Inches Diameter of hole: inches Solt Data from test hole: kO es soil texture son color Method of scratching Depth of pea size gravel in bottom of hole: inches Date and hour of Initial taster fdling: «t to 'R W Depth of k>nial water 611ing: 10 above hole.bottom Method used to maintain 12'of water depth In hole for 4 hours. Wrl I 1 PerColatlon test Conducted br: Percolation test started at (IM (save Maximum tomer depth above hole bottom during test t knches TSE PITERVAL WCONVERMUS ATER WATER WATER DROP PERO CALCU ATOM .06 _ 1/ts—.06 —r"--c A 3/16=.19 • 1 t 4t�—tl9•�1 14= Z �. �� �•� TRW � B 5116=.31 1 • 'ate Drop Pere C 7/16=.44 Start TEW Terc D 9/16=.56 Start TEW Drop Perc E 11/16 .69 Start314=25 F 13/16=.81 NMO—P T"70 Start : - 7/8=.88 r3— Perc G 15/16=.94 Ott + — TEW N Ten Percent Calculation* Largest of C estest o D Srttaltest of x0.10= • Z x0.10= Smallest of test of D C. D.E D..E. F _ Largest o CUE Sagwest of CDE Largest of DU Srnallest of DEF x0.10= Smallest VU x0.10= E, F.G F.G,H Largest o EFG $m lest o 5igest of FGff Smallest of FGff x0.10= x0.10= Sm lest of EFG Sm lest of FGH If the top number in each set of boxes is larger than the bottom number then take another rearing. If tine top number Is equal Or MWIer han bottom MMt w, average the three numbers for the pert rate. I ,� .' -PERCOLATION TEST SHEET- Test hole location: I-f33"«031 ot Hole#: Date test We was prepared: 1 t Depth of Hole bottom: irxlies Diameter of hole: inches Soil Data from test hole: depth, inches sod texture sod color Method of scratding sidewalt: Nk%, Depth of pea size gravel In bottom of,hole: kvhes Date and hour of initial water tapir j_ I W JM J --Depth-of& �!water ming 1 Q above hole bottom Method used to mak"n 12'of water depth in hole for 4 hours: C�.�11 . . . percolation test wed by: l�+•�� Percoiadion test started at Maximum water depth above hole bottom ening test: j=.. Inches TIAAE MERVAL WATER WATER DROP WATER DROP PERO RATE lGl1S: _ DEPM (FRACTI M CALCULATION 1/16-.06- • TOW� Pefc A W16=.19 Start1/4 25 f�► �"(• • S 'I neI-Pert B 6116=.31 01 U Start t// r.. 1 "�_ 318=28 •?- •S Drop Pent C 7/16=.44 Start - 112=.5 TE��-� D wis=.56 Mcckdao start 618=.63 - MMLPerc E 11116=.69 Start 314=.75 t = Perc F 13/16=.81 Start = 7/t3=.t38 TWWDrop Pert G 15116=94 Cud + - TEW'h Wire H Vockiiao Ten Percent Calculatiu e B,C,D - ABC Snuillest of Largest Smallest of BW- X x0.10= Smallest of Smallest of C, D, E D, E, F est o est o DU— Smalled x0.10= x0.10= Zest o fest of DET IE, F. G F.G,H rgest of FG %nallest�EFC Largest o est of x0.10= x0.10= Smallest of EFG Sm Zest of FGH If the top number in each set of boxes Is larger than the bottom number then take another reading. If the top number Is equal or smaller )an bottom number, average the three numbers for the perc rate. ebZ-g amS�� v -.�p,.��.7,' rF:•{.n M Ss. 7 v{�.. 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