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Home My WebLink Aboutseptic info O � � � O ., O CITY OF ORONO �. � � s, y„ Municipal Offices �,, , ,;' ;�� , Street Address Mailing Address: 'C� G'�' 2750 Kelley Parkway P.O. Box 66 'Z9 .4'�i Orono, MN 55356 Crystal Bay, MN 55323-0066 kESH� To: The Current Owner of Address 2695 DEER RUN TRL EAST City Ordinance requires that onsite sewage treatment systems in Orono be inspected on a periodic basis. The onsite sewage treatment system at the above address has been inspected and the following is known about the system. A sketch of the known components of the system is available for most properties at the Orono City Hall. Imminent Public Health Threat Yes No If yes, please contact the Onsite Systems Manager at 954-249-4626 within 10 days of receipt of this notice. The septic system must be brought into compliance within 90 days. Failure to do so will result in referral to the City Attorney for legal action. System Identified as Non-Compliant Yes _y/ No 1/ If yes, system must be brought into compliance by: December 31, 2007 December 31, 2010 Other Septic Tank(s) PumJ�,e�tt Needed Yes 1/ No The city recommends the septic tank(s) and/or lift tank be serviced and pumped out every three (3) years. City records indicate the tank(s) were last pumped out on �� — O�_. The tank(s) should be cleaned through the manhole and not through the inspection pipes, this allows for proper cleaning. Comments: w Insp� p, Pr � �� . Date of Inspection: � "d / A Telephone (952) 249-4600 • Fax(952) 249-4616 www.ci.orono.mn.us . - � • • � � To: Orono residents on mound type septic systems From: Willie Gibbs, ISTS Manager Date: May 10, 2006 Re: Landscaping Do's and Don'ts for Mound Systems, Quick Reminder Do plant and maintain a full cover of grass and keep mowed to a normal height, this grass cover aids in the evaporation of large amounts of effluent (the fiquid left after the "other" stuff has been removed) in the summer time and allows the mound system to help breakdown nitrogen in the effluent. Do water the grass over the mound in extreme dry conditions, sparingly, Do avoid unnecessary foot traffic over the mound, mow it and stay �ff of it. This is especially true in the winter time. Even human foot traffic can cause frost to penetrate the mound resulting in potential freezing problems. Do inspect your mound system annually for winter kill, (reseed i` necessary) animal damage, (burrowingj or signs o�potential failure. Do not plant trees or shrubs on the mound system, smaller trees and shrubs may be pianted at the edges. Remember, that sunshine is the key to a healthy mound system. Do ask questions, if you have any concerns or questions concerning your rv�ourad syster� please feel free to call me, a can be reached at 952-249-4626. � � °� � o o . �� -�=��- � CIT� of �RONO � ` � I` � �,, �,��,, ,\,� ^' 1 'jf `' ' ti Municipal Offices �� ,� �'��'�','. `� `' a. 'ti/ � � �� ,��`��ti G,�� ,_,,` ,t� � +� ��¢,� �;�� Street Address: �15a-a4q-�'I6� � Mailing Address: ��\�s�i , 2750 Kelley Parkway P.O. Box 66 - Orono, MN 55356 Crystal Bay, MN 55323-0066 To CuiYent Owner: Address: �� ' ��'�� '. City Ordinance 199 requires that each existin�on-site sewa�e 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. SYSTEIvi COi�IFORMITY (i-3): � 1 "CODE SYSTEM" An ISTS which meets all the location,design and construc[ioa 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 rivo foot requirement for systems installed 1996 or earlier,and which is not failing or an inmminent[hreat to public health or safety. 3 "NON-COMPLIANT SYSTEM" A prohibited ISTS;an ISTS located within a designated 100-yeaz flood plain,any ISTS which may or may not meet all the location,design,or construc[ion stan�rds of tUe current Orono Municipal Code and which is failing for any reason;and any ISTS with less than three feet of unsaturated soil or sand between the distribution device and the limiting soi]characteristics. TANIC CONDITION(5-7): � Tank inspection indicates: 5 Pumpout not needed at this time. 6 Septic tanl:s must be pumped out this year (city code recommends tanks to be pumped out once every 3 years. Tank�vas last pumped 1-� 1 7 - r� _� ). Mal:e sure septic tanks are pumped through manhole and not throu�h white inspection pipes. This allows for the proper cleaninQ. Keep�vater softner and iron filter dischar�e out of septic system to prolonQ life of drainfield. Ask pumper to test alarm float to verifv alarm is still workinQ in your house. The alarm�varns owner that septa�e is about to backup into basement. 7 Inspection risers missin�-tanks could not be inspected. Inspection risers (4" dia. pipe)must be installed in each tank. If tanks have not been pumped out within the last three years,they should be pumped out now. DRAII�'FIELD CO�tDITION(3-10): � 3 Drainfield 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. I COMMENTS: � ,y ' fr�� ,�j — �; "��, .�D �3l��iv/��,= `�'� "�F' r; Date of Inspection Septic System Inspector � °� 0 0 �`-_ �� CITY of ORONO , ��.��_ .-- � � � �� \'�,�, ��;��'+:� ti`�' M��;�s� otr�� i�,.-�7�,�;'��,�G Street Address: Mailin� A�dress: R$�,+gg04 2750 Kelley Parkway P.0_ Baoc 66 Orono, MN 55356 Crysta! Bay, MN 55323-0066 � To Current Owner: Address:_�69 S Qee; R Ur� 1�Q;� ��S fi City Ordinance 199 requires that each existing on-site sewage treamient system in Orono be inspected every two years. The on-site sewage treatment system at the above address has been mspected and appears to fall into the categories checked below. SYSTEM CONFORMITY 1-3 : � 1 "CODE SYSTEM" An ISTS which meets all the location,design�d construction standards of the current Orono Mimi-ipal Code. 2 "COMPLIANT SYSTEM" An ISTS which does not meet all the bcation,design and conswction standards of the uarcnt Orono Municipal Code but does meet the three foot separation requirement or two foet requirement for systems installed 1996 or eazlier,aad which is not failing or an imminent threat to public health or safety. 3 "NON-COMPLIANT SYSTEM" A prohibited ISTS;an ISTS kcated within a designated 100-year flood plain,aac�ISTS which may or may not meet all the location,design,or construction standards efthe current Orono Municipal Code and which is fuling for any reason;and any tSTS with less than three feet of unsaturated soil or sand betwe�the distribution device and the limiting soil chaza�zristics. TANK CONDITION(5-7): S Tank inspection indicates: 5� Pumpout not needed at this time. 6 Septic tanks must be pumped out this year (city code requaes tanks to be pumped out once every 3 y�ears. Tank was last pumped �}�i'�-�. ). I � -��l-Q 3 Make sure septic tanks are aumped throu�h manhole and not through white insoection aipes This allows for the proper cleaning. Keep water softner and iron filter discharge out of seatic svstem. 7 Inspection risers missing-tanks could not be inspected. Im�ection risers(4"dia.pipe)must be installed in each tank. If tanks have not been pumped out within the last three years,they should be pumped out now. DRAINFIELD CONDITION 8-10 : � 8 Drainfield is dry,no surfacing evident. 9 Some evidence of surfacing, not critical yet. 10 Drainfield is saturated and visibly discharging untreated effIuent to the surface. Contact the City In_�ctor immediately. Repairs must be completed within 90 days. COMMENTS: M o�� G�� Sep fi;� ��rkS �o o�C 0� � -�� -�3 - �� .� Date of Inspection I�fatt Bolterman- Septic System Ins-��tor Note: [n the event that this inspection report is used to satisfy the requirements for a mcrt?age or other transfer ofproperty,be advised th��is report does not guarantee or certify that an existing system will continue to function properly,but is merely an oF�ion ofthe adequacy ofthe system under current coodmons based on the available infortnation. Telephone(952)249-4600 • Fax(952)249-4616 www.ci.orono.mn.us � o� o�::, o -�Y��.;��.� �, C ITY of ORONO � �� '[�.7. r1+•� �.:'-�' � � � G k�,f:. � ,�,� �'1UII1C1�13� ��1Cf.S � r�I'��.'-�'��!='�:t�� G Street Address: '� � ,,�� '� Mailing Address: �E$�I�g 2150 Kelley Parlcway P.O. Box 66 Orono, MN 55356 Crystal Bay, MN 55323-0066 95a-�49-4600 To Current Owner: Address: �`��i� u�'t'` �4 ', �) � [-- City Ordinance 199 requires that each existin�on-site sewage treatment system in Orono be inspected every two years. The on-site sewa�e treatment system at the above address has been inspected and appears to fall into the categories checked below. SYSTEM CONFORMITY 1-3 : � 1 "CODE SYSTEM"An ISTS which meets all the location,design and construction standazds of the current Orono Municipal Code. "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 1996 or eazlier,and which is not failing or an imminent threat to public health or safety. 3 '�NON-COMPLIANT SYSTEM" A prohibited ISTS;an ISTS located within a designated 100-year flood plain,any ISTS which may or may not meet all the location,design,or conswction standazds of t�e current Orono Municipal Code and which is failing for any reason;and any ISTS with less than three feet of unsaturated soil or sand between the distribution device and the limiting soil characteristics. TANK CONDITION(5-.7�: � Tank inspection indicates: 5 Pumpout 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 numped throu2h manhole and not throuQh 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 —►Q : �` 8,- Drainfield is dry,no surfacing evident. 9 Some evidence of surfacing,not critical yet. 10 Drainfield is saturated and visibly discharginD untreated effluent to the surface. Contact the City Inspector immediately.Repairs must be completed within 90 days. COMMENTS: Dcc�:_��-.<� c) (c�a� > ��- p��^p e1e��, .., 1�,<�� S L:_� 'S" �-��C1 �'� � C ;•� �► Li;'_ �� l�c�J bl'�-� 4 C ��1-,� O l,-� c_�+� ;��, .,, :�-�7 a�, c•�� vv` �-�� ' �l_�• �.� � �� -i 1�- �•�) jl v ^-� E� � !�� ^�5 �--��C' r, � -\�~ � � ��Ci.z'C ��C'�:-�-r--. Date of Inspection Matt Bolterman - Septic System Inspector Note: ln the event that this inspection report is used to satisfy the requirements for a mortgage or other vansfer of properry,be advised that this report does not guarancee or ccrtify that an existing system will continue to function properly,but is merely an opinion of the adequacy of the system undercurrent conditions based on the available information. SOIL BORINGS, PERCOLATION TEST, AND PRELIMINARY DESIGN TO DETERMII�'E SITE SUTTABILTTY FOR AN ON-SITE SEPTIC SYSTEM FOR George Stickney 200 West Lake Street Wayzata,NiN, 55391 476-3694 SITE Lot 5, Block 1 Crystal Bay Preserve Orono,MN BY: DH Excavating N�PCA License#644 210 2nd Street NE N`YA, l�iN, 55397 467-3098 This lot has a primary and secondary site that will treat the wastewater generated in a single-family dwelling. These were the only areas tested for suitability, there are no other available sites on this lot The system will need to be redesigned and installed per MN Statute 7080. A mound type system w-ill need to be installed because of the high seasonal water table. Drainage and final landscaping All surface water must flow away from the tank and drain field area. A drainage plan should be completed to insure that surface run off from the hill,buildings, and driveway drain away from the system before construction begins. GENERAL The tank location may be adjusted depending where the home is finally located. A . final design will need to be completed before actual construction begins. This is a preliminary design,the actual system will need to be designed for the home that will be built on this lot. The final design will use the egistins drain field sites, but must adjust to the number of bedrooms, water use appliancEs, and other circumstances that wil particular to the constructed home. � � �� y . // �-� --�� /�� " � � ` � `— /�� / 92 / M � // y. %> _/ \ \� � \ � � �-��-�—92 � s' � /�t�LL'�'�►�1� � � -�. � ` �-�� .r5 ��'�� . � `� � ��P�i�N � �_ \ �# � J�;_�Z96 . \ 1 � �i1AMl��,�p � `'y � ''' \ � � ' '� �\ � � � � , � � � ��--� � ' �. �- --- � ,��' . �' � � � D� � Orrvi irr�iv �/ o�• \�_� � 1=o�v v�—� • � s• � `� � �. �8� �� \ �� \\ � ' � � �''''� \ I \�\) �'d a . *, ^ / 'rt o ' \ \ -rd\ 1�_ / �� V \ L vl / / , ''��x\ �� 0� � / � � 'r \ �`\� �-- — / �° / ~ � � � �� d. c� `� � ° e � �� 1 \ �� ,� ��r ��— � (I �p �� \ D� / i \� 1 \ \ J� • i � � � � � �� r � � '' ^ 1 � —�� S � / �\ \� �_�� \ 1 // J` � \ t \ �\. I �`�. � \ �a£ QrD � � \ • � \� \ �� to �` �\ � \ � \ � r` �` __-_ � � � , � -� _ - � \ _,� �, ,, , , �. . � � � � � � , -�,� ,- - - �. �£ �£ � � � � � �\ r� � , � � \ r l �1 \ � ! / 1 � � � ' ► �� \� �� ` / --�` � � ` ' � ` � �� \ \ — _ � � � � � -:..i � � � � � � ��, . �-; �� __._ � � , ��\\� `.\� \ � . �se �� <� - \ \ \ ' �\ \� � l�' \ f 6s �� 9 � � �- � ' \\ � '� — . �,_._� '-�-�- — .� —_ J �- — � -- � J ' )(" � \ ' � � '" � __ --_ � f � � =,�� / / ,— � % y a � ��^ l � .�boz , � J� � / / �— / 1. � ,� / . �' ', �— — � _ , �, � / �.�-. � � /.� 1Vlound Desi Worksheet A. Flow Estimated at 750 gallons per day(gpd) for a five bedroom dwellin�. B. Septic Tank Liquid Volumes # of septic tanks =2 capacity=each, 1500 gallons Lift station capacity= I500 �allons C. Soils (refer to soils log and percolation data sheets that follow) 1. Depth to restricting layer=23" 2. Depth of percolation tests = 12" 3. Texture of soils are Clay loam with a high perc rate of 53 minutes per inch. 4. Land slo =3 to 5% maY. D. Rock Layer Dimensions 1. Multiply flow rate by .83 to obtain required area of rock layer: A x 0.83 = 750 x .0.83 =630 scLuare feet 2. Rock bed width will be 10 feet 3. Length of rock layer is the square feet area/width= 630/ 10= 631ineal feet E. Rock Volume 1. Multiply the rock area by the rock depth to determine the cubic feet of rock: 630 x 1 =630 cubic feet 2. Divide the cubic feet by 27 cu. Feet to determine the cubic yards: 630/27= 24 cubic yards 3. Multiply the cubic yards by 1.4 to determine the weight of rock in tons: 24 x 1.4 =32 tons of clean washed a r ate rock. SO ON R'IDTH S T [E F. Absorption Width R�r� °.rr�.� PER ABSORPTiONR'IDTH IN�tPt Ff TO U1YER R'ID"i'H >A1 Caax Sad 1.20 1.00 1. Percolation rate in the top 12"of soil is 46 mpi. 0.1�5 �'d '.p '.°° 0.1 to 5 Fmc Sand .060 2.00 Texture is clay loam. 6�„ �" °." '.sZ 1610 30 Loazn .0.60 2.0 31 00 35 Silt Caim .0.50 2.J0 36 m 60 CI Loam 0.35 2.67 2. Select allowable soil loading rate from Table. �m Q�y o.�` 5.� �za 0.45 �allons per day per square foot of rock area. <»� �a� �� 3. Calculate the absorption width ratio by dividing the rock layer loading rate of 1_2 gpd/ft2 by allowable soil loading rate: _ 1.2 /0.45 =2.67 4. Multiply the absorption width ratio by the rock layer width to determine the required absorption width; 2.67 x 10 = 27 feet G. Downslope Berm Width 1. If the landslope is 1% or more, subtract the rock layer width from the absorption width to obtain minimum downslope berm toe: 27- 10 = 17 feet minimum downslope. 2. Calculate the minimum mound size: a. Determine the depth of clean fill at the upslope edge of the rock layer: (required seperation)3' - 1.93' = 1.07 feet b. Add the depth of clean sand for 2a, the depth of the rock layer, and 1' for the topsoil cover needed to deternune the mound height at the upslope edge of the rock layer; 1 + 1 +1.07= 3.07' c. Select the table multiplier for the upslope berm based on land slope against 4:1 berm slope. 3.33 d. Multiply the berm multiplier by the upslope mound height to determine the upslope width; 3.33 x 3.07= 10 feet e. Multiply the rock layer width by the landslope to determine the elevation drop; (lOxS)/ 100 =.Sfeet f. Add the depth 2e to 2b to determine the mound height at the downslope edge of the rock layer; .5 + 3.07 =3.57Feet g. Select the table multiplier for the do�i�slope berm based on the land slope against 4:1 berm slope. 5.0 h. Multiply the berm multiplier for the downslope mound height to determine the downslope width; � Downslope Upstope 3.57 x 5.0 = 18 feet slope berm multipliers berm multipliers i. Compare the values in G.1 �% for given ratios for given ratios (17 feet) and step G.2h(20 feet). Select the greater of the two values 4:1 5:1 4:1 5:t as the downslope berm width; 18 feet. 0 4.00 5.00 4.00 5.00 j. Total mound width is the sum 1 4.17 526 3.85 4.76 of G.2d, D.2 and G.2i; , 10 + 10 + 18 =38 feet. 2 4.35 5.56 3.70 4.54 k. Total mound length is the sum 3 4.54 5.sg 3.57 �.�s of G.2d, D.3, and G.2d ; 4 4.76 625 3.45 4.�� 10 + 63 + 10= 83 feet 5 5.00 6.67 3.33 �.00 Final Dimensions of the Mound 6 526 �.�a 3.2� �.ss 7 5.56 7.69 3.12 3.70 38 feet bv 83 feet 8 s.sa 8.33 3.03 �.s� 9 6.25 9.09 2.94 3.45 10 6.67 10.00 2.86 3.33 11 7.14 11.11 2.78 3.23 Pump Selection Procedure A. Determine pump capacity: Gravity Distribution 1. Minimum use is 600 gallons per hour(10 gpm)to stay ahead of water use rate. 2. Maximum suggested for delivery to a drop box of a home system is 2,700 gallon per hour(45 gpm)to prevent build-up of pressure in the drop box. Pressure Distribution 3. a. The number of perforated laterals is 3. b. The perforation spacing will be 3 feet on center. c. Subtract 2 ft. from the rock layer length; 63 —2 =61 feet d. Determine the number of spaces between perforations; by dividing 3.c by 3.b; 61 /3 =20 spaces e. 20 spaces+ 1 =21 perforations per lateral f. Multiply the 3.a and 3.e to determine the total number of perforations; 3 x 21 =63 total perforations g. Multiply 3.f and 0.74 to determine the gpm; 63 x 0.74 =46 �allons per minute SELECTED PU��P MINIl�ZUNI CAPACITY = 46 GPM B. Determine the head pressure requirements. 1. Elevation difference between the pump and the point of discharge is 8 feet. 2. Add 5 feet of head for pressure required at the manifold if this is a pressure distriburion system. 3. Friction loss; a. Enter the friction loss multiplier from the table wit gpm& pipe diameter. 4.76 b. Determine the pipe length from the pump to the discharge point. Add 25% to the pipe length for fitting loss. @125 x 1.25 = 156 feet c. Calculate the total friction loss by multiplying B.3a by B.3b and dividing by 100 and rounding up; (4.76 x 156)/ 100 = 8 feet 4. Calculate the total head required by totaling B.1, B.2, and B.3c; . g + 5 + g = 21feetofhead TOTAL REQUIRED 1��'�tI'VIUM HEAD IS 21 FEET. The pump installed must be able to deliver at least 46 gallons per minute with at least 21 feet of head. Log of Soil Borings taken on February 28, 1999 to evaluate the soils located on the Thompson property on Old Crystal Bay Road, designated Lot 5, to determine the depth to the seasonally high water table. Because of the high seasonally water table this lot will require a mound type system. All boring measurements are in inches unless otherwise noted. The soils are located on the crown and shoulder slope of a knoll. The parent material is glacial till with loamy colluvium in the Hamel soils. The soils are typed as being Hamel Loam and Lester Clay Loam by the USDA soils survey. There was no bedrock or water present in the borings. Boring#1 see site survey for elevation of boring mottled soils at 32" 0 - 27 10YR3/2 topsoilloam friable 27 - 39 10YR5/4 loam friable 39 - 60 10YR6/3 clay loam friable Boring#2 see site survey for elevation of boring mottled soils at 34" 0 - 28 10YR3/2 topsoilloam friable 28 - 36 10YR5/4 loam friable 3b - 60 10YR6/3 clay loam friable Boring#3 see site survey for elevation of boring mottled soils at 22" 0 - 15 10YR3/2 topsoil loam (7" of runoffl friable 15 - 27 10YR5/4 loam friable 27 - 60 10YR6/3 clay loam friable Boring#4 see site survey for elevation of boring mottled soils at 25" 0 - lb 10YR3/2 topsoil loam (6" of runoffl friable 16 - 26 10YR5/4 clay loam friable 26 - 60 10YR6/3 clay loam friable Log of Soil Borings taken on March 28, 1999. Boring#5 see site survey for elevation of boring mottled soils at 28" 0 - 24 10YR3/2 topsoilloam friable 24 - 36 10YR5/4 loam friable 36 - 60 10YR6/3 clay loam friable Boring#6 see site survey for elevation of boring mottled soils at 29" 0 - 25 10YR3/2 topsoilloam friable 25 - 37 10YR5/4 loam friable 37 - 60 10YR6/3 clay loam friable Boring#7 see site survey for elevation of boring mottled soils at 23" 0 - 16 lOYRi/2 topsoil loam(7" of runof� friable 16 - 33 10YR5/4 loam friable 33 - 60 10YR6/3 clay loam friable Percolation Test Data Sheet for hole#1 Test hole location: Lot 5,Block 1, Crystal Bay Preserve, Orono Date test hole was prepared June 21, 1999 Depth of hole bottom, 12 inches Diameter of hole= 6 inches Soil Data from Test Hole Depth, inches Color Texture 0— 12 10YR3/2 Loam -" Sidewalls scratched with a stick with nails. Depth of pea rock in bottom of hole was 2". Hole initially filled on June 21, 1999 at @ 2:30 p.m. to 12" above the bottom of the hole. An automatic siphon was used to mainta.in at least 12"of water in the hole for 4 hours. Percolation test was conducted by DH Excavating. Percolation tests started on June 22, 1999 at 4:50 p.m. Maximum water depth above the bottom of the hole during the test was 12". TIIv1E INTERVAL WATER WATER DROP WATER DROP PERC RATE (MINUTES) DEPTH (fraction) (decimal) CALCULATION 4:50 Start 12 5:20 30 minutes 11 3/8 5/8 .625 30 /.625 =48 mpi 523 Refill 12 5:53 30 minutes 11 3/8 5/8 .625 30/ .625 =48 mpi 5:55 Refill 12 6:25 30 minutes 11 3/S 5/8 .625 30/ .625 =48 mpi Perc rate=48 mpi � Ten Percent Calculation 48 - 48 = 0 If the top number is larger than the bottom number, largest rate— smallest rate take another reading. If the top number is equal to, 48 x .10 = 0 or smaller than the bottom number, than average of smallest rate the three readings is the perc rate. Percolation Test Data Sheet for hole#2 Test hole location: Lot 5, Block l, Crystal Bay Preserve, Orono Date test hole was prepared June 21, 1999 Depth of hole bottom, 12 inches Diameter of hole= 6 inches Soil Data,from Test Hole Depth, inches Color Texture 0— 12 10YR3/2 Loam Sidewalls scratched with a stick with nails. Depth of pea rock in bottom of hole was 2". Hole initially filled on June 21, 1999 ai @ 2:30 p.m. to 12" above the bottom of the hole. An automatic siphon was used to maintain at least 12"of water in the hole for 4 hours. Percolation test was conducted by DH Excavating. Percolation tests started on June 22, 1999 at 4:55 p.m. MaYimum water de th above the bottom of the hole durin the test was 12". TIME INTERVAL WATER WATER DROP WATER DROP PERC RATE (NIlNUTES) DEPTH (fraction) (decimal) CALCULATION 4:55 Start 12 5:25 30 minutes 11 1/0 3/< .75 30/ .75 = 40mpi 5:26 Refill 12 5:56 30 minutes 11 '/4 3/4 .75 30 / .75 = 40mpi 5:58 Refill 12 6:28 30 minutes 11 '/4 3�4 ./S 30/ .75 = 40mpi Perc rate= 40 mpi Ten Percent Calculation 40 - 40 = 0 If the top number is larger than the bottom number, largest rate—smallest rate take another reading. If the top number is equal to, 40 x .10 = 0 or smaller than the bottom number,than average of smallest rate the three readings is the perc rate. Percolation Test Data Sheet for hole#3 Test hole location: Lot 5, Block l, Crystal Bay Preserve, Orono Date test hole was prepared June 21, 1999 Depth of hole bottom, 12 inches Diameter of hole=6 inches Soil Data from Test Hole Depth, inches Color Texture 0— 12 10YR3/2 Loam Sidewalls scratched with a stick with nails. Depth of pea rock in bottom of hole was 2". Hole initially filled on June 21, 1999 at @ 2:30 p.m. to 12"above the bottom of the hole. An automatic siphon was used to maintain at least 12" of water in the hole for 4 hours. Percolation test was conducted by DH Excavating. Percolation tests started on June 22, 1999 at 5:00 p.m. Maximum water depth above the bottom of the hole during the test was 12". TIl�IE INTERVAL WATER WATER DROP WATER DROP PERC RATE (l��IINUTES) DEPTH (fraction) (decimal) CALCULATION 5:00 Sta.rt 12 5:30 30 minutes 11 3/8 5/8 .625 30/.625 =48 mpi 5:31 Refill 12 6:01 30 minutes 11 3/8 5/8 .625 30/ .625 =48 mpi 6:03 Refill 12 6:33 30 minutes 11 3/8 5/8 .625 30/ .625 =48 mpi Perc rate=48 mpi - Ten Percent Calculation 48 - 48 = 0 If the top number is larger than the bottom number, largest rate—smallest rate take another reading. If the top number is equal to, 48 x .10 = 0 or smaller than the bottom number,than average of smallest rate the three readings is the perc rate. Percolation Test Data Sheet for hole#4 Test hole location: Lot 5,Block 1, Crystal Bay Preserve, Orono Date test hole was prepared June 21, 1999 Depth of hole bottom, 12 inches Diameter of hole= 6 inches Soil Data from Test Hole Depth, inches Color Texture 0— 12 10YR3/2 Loam Sidewalls scratched with a stick with nails. Depth of pea rock in bottom of hole was 2". Hole initially filled on June 21, 1999 at @ 2:30 p.m. to 12" above the bottom of the hole. An automatic siphon was used to maintain at least 12" of water in the hole for 4 hours. Percolation test was conducted by DH Excavating. Percolation tests started on June 22, 1999 at 5:05 p.m. Maximum water depth above the bottom of the hole during the test was 12". TIlViE INTERVAL WATER WATER DROP WATER DROP PERC RATE (MINUTES) DEPTH (fraction) (decimal) CALCULATION 5:05 Start 12 5:35 30 minutes 11 '/4 3/4 .75 30/ .75 =40 mpi 5:36 Refill 12 6:06 30 minutes 11 '/4 3/4 .75 30/ .75 =40 mpi 6:08 Refill 12 6:38 30 minutes 11 '/4 3/< .75 30/.75 =40 mpi Perc rate=40 mpi - Ten Percent Calculation 40 - 40 = 0 If the top number is larger than the bottom number, largest rate— smallest rate take another reading. If the top number is equal to, 40 x .10 = 0 or smaller than the bottom number, than average of smallest rate the three readings is the perc rate. . . - ' Percolation Test Data Sheet for hole#5 Test hole location: Lot 5, Block l,Crystal Bay Preserve, Orono Date test hole was prepared June 21, 1999 Depth of hole bottom, 12 inches Diameter of hole=6 inches Soil Data.from Test Hole Depth, inches Color Texture 0— 12 10YR3/2 Loam Sidewalls scratched with a stick with nails. Depth of pea rock in bottom of hole was 2". Hole initially filled on June 21, 1999 at @ 2:30 p.m. to 12" above the bottom of the hole. An automatic siphon was used to maintain at least 12" of water in the hole for 4 hours. Percolation test was conducted by DH Excavating. Percolation tests started on June 22, 1999 at 5:10 p.m. Maximum water depth above the bottom of the hole during the test was 12". TIlVIE INTERVAL WATER WATER DROP WATER DROP PERC RATE (NIINUTES) DEPTH (fraction) (decimal) CALCITLATION 5:10 Start 12 5:40 30 minutes 11 7/16 9/16 .5625 30/ .5625 = 53 mpi 5:41 Refill 12 6:11 30 minutes 11 7/16 9/16 .5625 30/ .5625 = 53 mpi 6:13 Refill 12 6:43 30 minutes 11 7/16 9/16 .5625 30/ .5625 = 53 mpi Perc rate=53 mpi - Ten Percent Calculation 53 - 53 = 0 If the top number is larger than the bottom number, largest rate—smallest rate take another reading. If the top number is equal to, 53 x .10 = 0 or smaller than the bottom number,than average of smallest rate the three readings is the perc rate. , . . • - • Percolation Test Data Sheet for hole#b Test hole location: Lot 5,Block 1, Crystal Bay Preserve, Orono Date test hole was prepared June 21, 1999 Depth of hole bottom, 12 inches Diameter of hole= 6 inches Soil Data from Test Hole Depth, inches Color Texture 0— 12 10YR3/2 Loam Sidewalls scratched with a stick with nails. Depth of pea rock in bottom of hole was 2". Hole initially filled on June 21, 1999 at @ 2:30 p.m. to 12" above the bottom of the hole. An automatic siphon was used to maintain at least 12" of water in the hole for 4 hours. Percolation test was conducted by DH Excavating. Percolation tests started on June 22, 1999 at 5:15 p.m. Maximum water depth above the bottom of the hole during the test was 12". TIlVIE INTERVAL WATER WATER DROP WATER DROP PERC RATE (MINUTES) DEPTH (fraction} (decimal) CALCULATION 5:15 Start 12 5:45 30 minutes 11 3/8 5/8 .625 30 / .625 =48 mpi 5:48 Refill 12 6:18 30 minutes 11 3/8 5/8 .625 30/ .625 =48 mpi 6:20 Refill 12 6:50 30 minutes 11 3/8 5/8 .625 30/ .625 =48 mpi Perc rate=48 mpi � Ten Percent Calculation 48 - 48 = 0 If the top number is larger than the bottom number, largest rate—smallest rate take another reading. If the top number is equal to, 48 x .10 = 0 or smaller than the bottom number,than average of smallest rate the three readings is the perc rate.