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Home My WebLink Aboutseptic info , , � , SEPTIC SYSTEM APPROVAL /`� =-_�" �!� �/ �-�.o , ,\ �/ � - � � .� � � � � �o � ll -- , �'� CI'�Y of OR011�0 , 'i.,',, +a � '� - ~ ,�!I �, , � 15�!j Municipal Offices v� -: ��' � � � �'�� G�� Sire?t A�drass: hlail9ng Address: �`9�' O�� 2750 Kelley Parkway P.O. Box 66 � E,$H� Orono, MN 55356 Crystal Bay, MN 55323-0066 Owner Phone (Home) (Work) Address � 7.�5 ��c� i�u,, ":',�- ,'� �-. City C' > �F;�� State ��1� Zip Site Evaluator N ��rCav.�+,'„• State License # G`/`( Phone# ti c�7-- 3�/3� Type of Establishment: ingle Family_�_ Multi Family Commercial ,�:�� Garbage Disposal Yes No No. Potential Bedrooms S Est. Gallons Per Day 75� Water Meter Required: Yes_ No� Soil Sizing Factor , �3 [,�5 y�d/F{L� Perc Rates P-1 �:�;.%"• P-2 '��'- P-3�t�='> P-4_�i�:� P-5 .3C` P-6 '-1C� P-7 Restricting Layer Depth B-1 <��" B-2�` B-3 Z " B-4 2�" B-5 'y S" B-6 z y,; i3-7 2Z� Type of Treatment System: Standard X- Experimental Alternative Pressurized Mound System � At-Grade System Gravity Trenches System Pressurized Trench System Gravity Trenches GV/Lift Pressurized Bed System Holding Tank W/Alarm Septic Tank Size J.SE c�� # of Tanks Z- Lift Tank Size �i5�C''` Pump Brand GPM '!E� Head �E'�' Treatment System: Minimum�iG�G� � ,r�Yo"��3� Square Feet with�inches of rock below pipe —�— Type of covering Fabric_� Other 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(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 DENIED By the City of Orono subject to existing regulations and the following conditions: By: Chris Pence, On-Site Systems Manager Telephone(612)249-4600 • Fax(612)249-4616 • �, SOIL BORINGS, PERCOLATION TEST,AND PRELIMINARY DESIGN TO DETERMINE SITE SUITABILITY FOR AN ON-SITE SEPTIC SYSTEM FOR George Stickney 200 West Lake Street Wayzata, MN, 55391 476-3694 STTE Lat 6,Block l. Crystal Bay Preserve Orono,MN BY: DH Excavating MPCA License#644 210 2°d Street NE NYA, MN, 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 will 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 existing drain field sites, but must adjust to the number of bedrooms,water use appliances,and other circumstances that will be p icular to the constructed home. �<< �� . /� / __ � / / -/ ` /\ / � -- �-' �� /�/ / � / /—� — �,/ / � � \� ! .�j �- � � --- _ / , / ��/ � _� / _ , - / / / / � ;� / � .� \ i / �� o,�o , " / / / J � o°� � � /�� — �— —� / ,, / o �/ ��/ �,'� � go // � � / / "I``/� \ � � /� /� / � �` o / i / '� / �� 3 �� S ��j 2, 9 � � � / � / �� / � /_,,./ i / � . �b1 i / ''"�/ / � / � �4 oQ10 o�/ � � � i / 5 .PS � � ��: � — �'� / � i i � Z � , / `/ / // �� P �� _ �� / �' �j•�4 p� ay,, � ,/� / / . 1 �. 30 / / � 3 0 �o /� lS°� 6 �/ g�a � •P 3� �'.x ��o � � / ' ,� 0 �, ��,\.� 2.�2t�T.1 �T� e� � \ �� .� 2.o a f� � � � � _.�� L� / � '1'� 1'1'" .��•',� -�•--�. '// o �i / _ � / � v~`ti� 1�1• � � � � � — �� — �. — -T.l� � � �,f� � � � � � � � � � � .� � � � � � � � — � — � �� --� (/v� / �- '"'`-- �_.-/ � � ti�°° a k J � / / , / � �w� � 1 /� �� / / . / ___ � - -� / '/ / ` � / / � �� / I �/ �. / \� // � � N � Z� �' e/ � ��/ � � `�\ �� . / J �. tib � ' pRo�o u/E7u�✓d � � � \1 / / �\ ` .�1 �./��`� / ryr f .� //� d W �'' � � a � - � ��_ _ _ ___ /� �/ , � � d �v � � � _ / q�z } N ` �-- c J �o " � - N , sc�.�e. LINE TRAIL '`'=S°' s��s �,�9.0> Mound Desi n 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 al� lons Lift station capacity = 1500 gallons C. Soils (refer to soils log and percolation data sheets that follow) l. Depth to restricting layer=22" 2. Depth of percolation tests= 12" 3. Texture of soils are Clav loam with a high perc rate of 53 minutes rpe inch• 4. Land slo e= 3 to 6% max. 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 sauare 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 re ate rock. ABS RP'L'ION W S G T LE F. Absop�tion Width �R` s°a. GPD R"'�`°°F •r RAI'E TEXTURE PF.R ABSORP'I'(ON W[DTH IN MPI S FC TO LAYER WIDTH >At Cov�eSand 110 l.W 1. Percolation rate in the top 12" of soil is 46 mpi. °'w 5 S'"° '.Z° '.°° 0.1 to 5 Fine Sand .060 2.00 Texture is clay loam. ��015 S Imm 0.79 1.52 16 to 30 Loazn .0.60 2.0 31 to 45 Silt I.oam .0.50 2.40 46[0 60 Cla Loam 0.45 2.67 2. Select allowable soil loading rate from Table. ��o ��,y �.Z4 5.� ,z�, 0.45 gallons per day per square foot of rock area. <»� �� F�, 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 downslone. 2. Calculate the minimum mound size: a. Determine the depth of clean fill at the upslope edge of the rock layer: (required seperation) 3' - 1.87' = 1.13 feet b. Add the depth of clean sand for 2a,the depth of the rock layer, and 1' for the topsoil cover needed to determine the mound height at the upslope edge of the rock layer; 1 + 1 +1.13 =3.13' c. Select the table multiplier for the upslope berm based on land slope against 4:1 berm slope. 3.23 d. Multiply the berm multiplier by the upslope mound height to determine the upslope width; 3.23x3.13 = 10feet e. Multiply the rock layer width by the landslope to determine the elevation drop; (lOx6)/ 100 =.6feet f. Add the depth 2e to 2b to determine the mound height at the downslope edge of the rock layer; .6 + 3.13 = 3.73 Feet g. Select the table multiplier for the downslope berm based on the land slope against 4:1 berm slope. 5.26 h Multiply the berm multiplier for the downslope mound height to determine the downslope width; Land Downslope upsiope 3.73 x 5.26 =20 feet slope berm multipliers berm multipliers i. Compare the values in G.1 �n% for given ratios for given ratios (17 feet) and step G.2h(20 feet). Select the greater of the two values 4:i s:1 4:1 5:t as the downslope berm width; 20 feet. 0 4.0o s.00 a.00 s.00 j. Total mound width is the sum 1 4.17 5.26 3.85 4J6 of G.2d, D.2 and G.2i; 10 + 10 + 20 =40 feet. 2 4.35 5.56 3.70 4.54 k. Total mound length is the sum 3 4.54 s.ss 3.5� 4.35 of G.2d, D.3, and G.2d ; 4 4.76 625 3.45 4.17 10 + 63 + 10=83 feet 5 5.00 6.67 3.33 4.00 6 5.26 7.14 3.23 3.85 Final Dimensions of the Mound 7 5.56 7.69 3.12 3.70 40 feet bv 83 feet 8 s.sg 8.33 3.03 3.57 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 alg lons per minute SELECTED PUMP MINIMUM CAPACITY = 46 GPM B. Determine the head pressure requirements. 1. Elevation difference between the pump and the point of discharge is 15 feet. 2. Add 5 feet of head for pressure required at the manifold if this is a pressure distribution 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; 15 + 5 + 8 =28feetofhead TOTAL REQUIRED MINIMUM HEAD IS 28 FEET. The pump installed must be able to deliver at least 46 gallons per minute with at least 28 feet of head. Log of Soil Borings taken on February 27, 1999 to evaluate the soils located on the Thompson property on Old Crystal Bay Road, designated Lot 6, 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 toe slope of a knoll. The parent material is glacial till. The soils are typed as being 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 26" 0 - 17 10YR3/2 topsoilloam friable 1? - 29 10YR5/4 loam friable 29 - 60 10YR6/3 clay loam friable Boring#2 see site survey for elevation of boring mottled soils at 22" 0 - 13 10YR3/2 topsoilloam friable 13 - 26 10YR5/4 clay loam friable 26 - 60 10YR6/3 clay loam friable Boring#3 see site survey for elevation of boring mottled soils at 23" 0 - 14 10YR3/2 topsoilloam friable 14 - 25 10YR5/4 clay loam friable 25 - 60 10YR6/3 clay loam friable Boring#4 see site survey for elevation of boring mottled soils at 26" 0 - 16 10YR3/2 topsoilloam friable 16 - 25 10YR5/4 clay loam friable 25 - 60 IOYR6/3 clay loam friable Log of soil borings from March 28, 1999. Boring#5 see site survey for elevation of boring mottled soils at 25" 0 - 17 10YR3/2 topsoilloam friable 17 - 29 10YR5/4 loam friable 29 - 60 10YR6/3 clay loam friable Boring#6 see site survey for elevation of boring mottled soils at 24" 0 - 18 10YR3/2 topsoilloam friable 18 - 26 10YR514 loam friable 26 - 60 10YR6/3 clay loam friable Boring#7 see site survey for elevation of boring mottled soils at 22" 0 - 15 10YR3/2 topsoilloam friable 15 - 28 10YR5/4 loam friable 28 - 60 10YR6/3 clay loarn friable Percolation Test Data Sheet for hole#1 Test hole location: Lot 6, 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 ofthe hole. An automatic siphon was used to rnaintain 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 7:00 p.m. Maximum water depth above the bottom of the hole during the test was 12". TIME INTERVAL WATER WATER DROP WATER DROP PERC RATE (MINUTES) DEPTH (fraction) (decimal) CALCULATION 7:00 Start 12 7:30 30 minutes 11 3/8 5/8 .625 30/ .625 =48 mpi 7:33 Refill 12 8:03 30 minutes 11 3/8 5/8 .625 30 / .625 =48 mpi 8:05 Refill 12 8:35 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#2 Test hole location: Lot 6, 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 7:05 p.m. Maximum 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 7:05 Start 12 7:35 30 minutes 11 '/4 3/4 .75 30 / .75 = 40mpi 7:37 Refill 12 8:07 30 minutes 11 '/4 3�4 .7S 30/ .75 = 40mpi 8:08 Refill 12 8:38 30 minutes 11 '/4 3/4 .75 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 6, 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 7:10 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 (MINUTES) DEPTH (fraction) (decimal) CALCULATION 7:10 Start 12 7:40 30 minutes 11 3/8 5/8 .625 30/ .625 =48 mpi 7:42 Re�ll 12 8:12 30 minutes 11 3/8 5/8 .625 30/ .625 =48 mpi 8:13 Refill 12 8:43 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 6, 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 7:15 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 7:15 Start 12 ?:45 30 minutes 11 '/4 '/4 .75 30/ .75 =40 mpi 7:48 Refill 12 8:28 30 minutes 11 %4 3�4 .7S 30/ .75 =40 mpi 8:30 Refill 12 9:00 30 minutes 11 '/4 3/4 .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 6, 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 7:20 p.m. Maximum water depth above the bottom of the hole during the test was 12". TIME INTERVAL WATER WATER DROP WATER DROP PERC RATE (MINLTTES) DEPTH (fraction) (decimal) CALCULATION 7:20 Start 12 7:50 30 minutes 11 1 1 30/ 1 = 30 mpi 7:51 Refill 12 8:21 30 minutes 11 l 1 30/ 1 =30 mpi 8:22 Refill 12 8:52 30 minutes 11 1 1 30/ 1 =30 mpi Perc rate=30 mpi Ten Percent Calculation 30 - 30 = 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, 30 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#6 Test hole location: Lot 6,Block 1, Crysta.l 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. Percolarion tests started on June 22, 1999 at 7:25 p.m. Maximum water depth above the bottom of the hole during the test was 12". TIME 1NTERVAL WATER WATER DROP WATER DROP PERC RATE (MINiJTES) DEPTH (fraction) (decimal) CALCULATION 7:25 Start 12 7:55 30 minutes 11 '/4 3/4 .75 30/ .75 =40 mpi 7:57 Refill 12 8:27 30 minutes 11 '/4 3�4 .7S 30 / .75 =40 mpi 8:28 Refill 12 8:58 30 minutes 11 '/4 3�4 .�IS 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.