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HomeMy WebLinkAbout2012-01136 - mound system iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillum CITY OF ORONO * 2012 - 01136 * 2750 KELLEY PARKWAY DATE ISSUED: 11/08/2012 ORONO,MN 55356- (952)249-4600 FAX: (952)249-4616 ADDRESS 990 NORTH SHORE DR W PIN 07-117-23-22-0018 LEGAL DESC ENGLUND THIRD ADDITION LOT 001 BLOCK 001 PERMIT TYPE SEPTIC PROPERTY TYPE RESIDENTIAL CONSTRUCTION TYPE : NEW ACTIVITY : MOUND SYSTEM-SEPTIC NOTE: (3)PRECAST CONCRETE TANKS-2 TANKS 1250 EACH AND ONE-1000 PUMP TANK MOUND TREATMENT SYSTEM-2025 ABSORPTION AREA APPLICANT SEPTIC NEW 200.00 OLSON CONSTRUCTION CO. STATE SURCHARGE SEPTIC 5.00 6970 INWOOD ROAD TOTAL 205.00 COLOGNE,MN 55322- (952)448-6674 Minnesota State License#:LI I I I OWNER WILSEY,JASON 8151 33RD AVE S #206 BLOOMINGTON,MN 55425- AGREEMENT AND SWORN STATEMENT The work for which this permit is issued shall be performed according to the approved plans and specifications,applicable City approvals,and the State Building Code. This permit is for only the work described and does not grant permission for additional or related work which requires separate permits. All provisions of laws and ordinances governing this type of work shall be compied with whether or not specified herein.This permit will expire and become null and void if construction authorized is not commenced within 180 days of the date of issuance,or if construction is suspended for a period of 180 days at any time after work has commenced. The applicant is responsible for assuring all required inspections are requested in conformance with the State Building Code.This permit may he revo d y any4ime f e cause.- /�Wre6e� /// Atlk 2- plicant Permitee Signature Date Issu d y Signature Date SEPARATE PERMITS REQUIRED FOR WORK OTHER THAN DESCRIBED ABOVE. ¢0 City of Orono FOR CITY USE ONLY O O P.O.Box 66 / 2750 Kelley Parkway Date Received: Permit# Crystal Bay, MN 55323 O D� (952)249-4600 Amount: $ 1�• CITY OF ORONO — SEPTIC SYSTEM PERMIT APPLICATION (All permits must be approved by the On-Site Septic Manager and/or Building Official) Job Site/ Owner Information: Site Address Owner:1�0 Mailing Address: 06115 rj�dtfU�, S City: m ply, zip.- Home ip:Home Phone: Alternate Phone: Contractor/Applicant Information: Contractor/App.: n1ra) 0LrV&'ffi # Contact Person: v Address: 69 tL) IAC`) . State License #: j City: 0C)IrA rW Zip: Expiration Date: Ll Phone: 4A - L4242W Alternate Phone: �D� —. a%✓47 � TYPES OF OCCUPANCY Residential ❑ Commercial ❑ Other PERMIT TYPE AND FEES New or Replacement System $200.00 ,f Repair Existing System 100.00 (Tanks or Drainfield) State Surcharge 5.00 5.00 Total $ ISO W:\(Perm its)\Se ptic Permit Application-Updated Surcharge 7-1-10.doc 1 / 2 ** ATTENTION APPLICANT ** Fill in all appropriate blanks and check all appropriate boxes. I will be installing the following: T.a 9 ks Precast Concrete ❑ Fiberglass ❑ Plastic ❑ Other (list manufacturer) Number of Tanks: Size of Tanks: Treatment System Trenches s.f. Mound c:�L 6 s.f. Q yt U71 CSF'' to Gravel less s.f. Chamber s.f. NOTE: The contractor is required to provide an As-Built of the system before the final inspection. The undersigned hereby applies to the City of Orono for issuance of a septic system installation permit, agrees to do all the work in strict accordance with ordinances of the City and regulations of the State of Minnesota and certifies that all statements made on this application are complete, true and correct. �/�"" Signature of Applicant xolm y �Gl)Ay? Date: %I MPCA License No.: L Staff Review: '4 A ept ❑ Denied Reviewer: -�✓ll��� Date: Reason for Denial: Comments (to be printed on inspection card): Reset Form W:\(Permits)\Septic Permit Application-Updated Surcharge 7-1-10.doc 2 / 2 SEPTIC SYSTEM APPROVAL o Q C 0 nO (6h 0 0 � CITY of ORONO Municipal Offices Street Address: Mailing Address: O `�kE8�I04 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 1) 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: 7% Depth of Sand: Upslope: 1.33 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 30" B-2 20" B-3 22" B-4 22" 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 19 Head 66.6 Treatment System: Minimum Square Feet with 9 inches of rock below pipe Bed (10*75) Mound Treatment Area (53*100) 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) Insulated pipe must be used in crossing driveway. 5) Alarm/ must be placed inside house for pump tank. By: �rneva-- rseLlo'v' Matt Bolterman, On-Site Systems Manager Date Telephone(952)249-4600 • Fax(952)249-4616 www.ci.orono.mn.us TTO SSOCIATES Engineers & Land Surveyors, Inc. . July 19, 2012 I$DMONED FOR MMY INCREASE If NMW Mills Construction Attn- Chris Janssen 4215 23rd Avenue South Minneapolis, MN 55407 RE: Soils Verification on Lot 1, Block 1, ENGLUND THIRD ADDITION, Hennepin County, Minnesota Otto Project No. 1-12-0271 OR 0N0 COPY Dear Mr. Janssen: At your request, I have visited the above referenced property to determine if the soil tests as shown on the Preliminary Plat of ENGLUND THIRD ADDITION are still valid. The site has had some brush and vegetation removed and has some wood chips on it, but the soils in the area of the proposed septic system have not been disturbed. Therefore, the soil tests as completed and shown on the Preliminary Plat of ENGLUND THIRD ADDITION are still accurate and reflect the current conditions of the soils in these areas. Please call me at 763-682-4727 if you have any questions. Sincerely, Otto Associates Engineers & Land Surveyors, Inc. tNSPECTnR Paul E. Otto, P.L.S., P.E. DATE nrgA.A,T'r nrn. President PEO:ch O(\� �x fi4 IL t� if i hl i l e.,li dj•i' copy Requtrcmc nts ineludhig itcrnti nu lu 1 i�ui KW THIS PLAN SET OK SITE AT ALL TIMES 9 West Division Street, Buffalo, MN 55313 m 763-682-4727 Fax 763-682-3522 • www.ottoassociates.com A TTO SSOCIATES Engineers & Land Surveyors, Inc. July 22, 2003 CITY OF ORONO SEPTICRMI ' P AN REVIEW Bob Morlock INSPECTOR ` j Mid l•_ - _,_„___ 5020 Page Avenue North DATE g-/3--g:3 PERMIT NO. � APPROVED AS SUBMITTED Rogers, MN 55374 APPROVED WITH CORRECTIONS AS NOTED NOT APPROVED-CORRECT do RESUBMIT These comments ere for your information. All work shall be done RE: Sewage Treatment System in full compliance with all applicable septic and zoning code. Site Evaluation Report Acquirements including items not specifically noted in this mvim Hennepin County, Minnesota I T"P&M UT OK an AT A"TIMES Site Evaluation on Lot 1, Block 1, ENGLUND San ADDITION Otto Job No. 1-03-0379A 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. 19iS3t!Sim OYiMM MOMS A 0 Ml MA W 'W OON38- Paul . Otto, L.S. xNa"SK Minnesota On-Site License No. 3439 PE0110 End 9 WEST DIVISION STREET • BUFFALO, MN 55313 • (763) 682-4727 • FAX (763) 682-3522 t TTO . SSOC/ATES Engineers & Land Surveyors, Inc. , t.a July 22, 2003 Bob Morlock 5020 Page Avenue North Rogers, MN 55374 RE: Sewage Treatment System Site Evaluation Report Hennepin County, Minnesota Site Evaluation on Lot 1, Block 1, ENGLUND 3P-D ADDITION Otto Job No. 1-03-0379A 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. Paul . Otto, L.S. Minnesota On-Site License No. 3439 PE0110 End fzi 9 WEST DIVISION STREET BUFFALO, MN 55313 (763) 682-4727 FAX (763) 682-3522 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 20 inches of depth in Soil Boring 6. The slope is about 7%. The soils at a depth of 12 inches in Test Holes 10 and 15 have an average percolation rate of 60 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 eluent 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 EQUIPMENT: 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 eluent. 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. � :N Gd 4L,� �4f 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 '/2 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. �'ht7W9 e. i� r 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 19 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 Volume=25%of 750 g.p.d. = 187.5 gallons. DRA114FIELD ROCK REOUIRED: Based on 12 inches of rock, 27.8 cubic yards of rock would be required. SAND REQUIRED: Approximately 440 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 = 1018.00 Top of l't Septic Tank = 1015.50 Top of 2d Septic Tank = 1019.20 Top of Pump Tank = 1014.90 , Otto Associates, Engineers and Land Surveyors, Inc. Mound Design Worksheet f or flows up to 1200 gpd) All boxed rectangles must be entered,the rest will'be calculated. A. FLOW 141:Esfinaled Smage Rows in Calors per Day Estimated 750 1 gpd(see figure A-1) rimmot or measured 0 x 1.5(safety factor)= 0 gpd bedwm Class I Cku 0 C Ims 01 ckw IV 2 300 225 180 60% B. SEPTIC TANK LIQUID VOLUMES 3 450 300 218 ofihe Septic tank capacity 2-1250 gallons(see figure C-1) 4 600 375 256 vatres 5 750 450 244 inihe C. SOILS(Site evaluation data) 6 9M 525 332 Grist 1. Depth to restricting layer- 1.67 ]feet 7 1050 600 310 I,orW 2. Depth of percolation tests= 12 inches 8 1 1200 675 408 1 cohurrra 3. Texture I Clay Loam 4, Soil loading rate(see Figure D-33) 0.45 gpd/fe Percolation rate 60 MPI 5. %Land Slope 7 % n-3& Aeaorptim WNMslzWg'ftW Pxam Lolam xme C-1; a Tank C itle$fin ort z sones p day � � 1 tY Caqwdkcapacity' aa>a�.,mms c mmsmw 1.20 1.00 Number d Mnimwn-liquid U capacity with ,with di asst& Mediamsand Bedrooms capacity garbattdisposal h io om �' 2 or lest 750 1125 16'°3° 60 1 71 a Loam SO 4 5 ori 1000 1500 2000 �m eo 0.43 3Ar 5 or 6 1500 2250 3000 a�Lo.m ?,8 or 9 20DQ 3040 61�izo suty 5-9'12.1 os4 sea i : daolgaee flOrltrasmn.mut d amerarprtonaam. D. ROCK LAYER DIMENSIONS 1. Multiply average design flow(A)by 1.0 to obtaih required area of rock layer.Item A x 1.0= 750 . gpd x 1.0 ft-gpo= 750.0 fe 2. Determine rock layer width =1.0 fe/gpd x Line: r Loafing Rate(LLR)(see LLR chart) 1 fe/gpd, X 10 10.0 ft LLVhart Peat R to LLR. r. <120 MPI <=12 >=120 MPI <=6 3. Length of rock layer=area divided by width= 750 fe / 10 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 ft' 2. Divide ft3 by 27 fe/yd'to got cubic yards 750.0 ft3 / 27 = 27.8 yd,3 3. Multiply cubic yards by 1.4 to get weight of rock in tons; 27.8 yd' X 1.4 ton/yd' = 38.9 tons P Otto Associates, Engineers and Land Surveyors, Inc. F. ABSORPTION WIDTH 1. Absorption width equals absorption ratio(see Figure D-33)times rock layer width 2.67 x 10.0 ft = 26.7 ft G. MOUND SLOPE WIDTH&LENGTH(Greater than 1%) 1. Downslope absorption width=absorption width minus rock layer width 27 feet - 10 feet= 17 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 - 1.67 ft= 1.33 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) 1.33 ft+1 ft+1 ft= 3.33 feet c.Upslope berm multiplier based on land slope,(see figuT;D-34) Select berm multiplier of 3.7 d.Upslope width=berm multiplier(G2c)times iipslope mound,helght(G2b): 3.7 x 3.33 It = 12.3 feet D-0 A. SLOPE MUl T1P1.19RTAf1JX Lmd LTraor -II tl4 TA1 $10 VAdG lebi�afautuioaa �+irul.Ypi S wioMk is pc r�ios slope 7r 1 0 3A 4A S.0 6.6 7.0 8.6 3.0 4A SA 6.0 7.0 1 2.411 SJS 4.76 SAA 6.54 7 3I 3A9 4.17 SIA 6.38 7.53 2 291 3.76 434 5J6 6.14 696 3.13 43S.:. 5S6 ; 692 8.14 3 In 3.57 435 SAO SX9; 6.43 331! 454 S98 7311 8.86 4 2A5 3.45 417 494 SA6 6A6 $.41 476 6.25 WK 9.72 5 2.61 3.33 406 4.62 539' On " 3.83' SAd; 6.67; 8W 18.77 6 254 3.23 395 4.41 491' 5.41 'T 3.66' 526 7.14 936 1207 7 2A8 L12 3.76 4.23 4.76 S.13 190 556 7JA 10.34 1333 1 2.42 303 357 4AS 4A-9 498 3.45 �SAO 8.13. 1154 1591 9 234 2M 3AS JA9 4.W 4A5:-,j 4.11 6:25' 9 d3 13A4 iS92 10 Z31 286 333 396 4.12; 4.44 .a 4.Z9 8.69 1`100 1506 2331 11 2.26 2.76 3.2E 3.63 30S 4.26 _ 4AS 7.14 1L11 17.65 30.43 i. 12 U1 2.70 3.12 e3A8 3.00 4M 400 7 9.;' 'i33tD; AL4,# 0.',5 DOWNSLOPE e.Drop in elevation=rock layer width(D2)times percent landslope(C5)/100 ` 10 ft x 7 "'i" :'k 1160= 0.7 feet 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) 0.70 ft + 3.33 ft= 4.0 feet g.Downslope berm multiplier based on percent land slope(see Figur D-34) 7.69 h.Downslope width=downslope multiplier(G2g)times downslope mound height(G2f) 7.69. x 4.0 ' = 31.0 feet I.Select greater of G1 and G2h as the downslope width 31.0 feet j.Total mound width is the sum of upslope(G20 width plus rock layer width(D2)plus downslope width(G2i) 12.3 ft+ 10.0 ft+ 31.0 ft= 53.3 feet 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) 12.3 ft + 75.0 ft+ 12.3 ft= 99.6 ft Final Dimensions 53.3 ft x 99.6 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 (signature) 3439 (license#) 7-a-3©3 (date) Paul E.Otto Sand Calculation 750 SF X 1.33 FT = 997.5 CF 75 FT X 2.83 FT X 12.3 FT = 2615 CF 75 FT X 3.53.,FT X ' 31.0 FT = 8205 CF Total Yards of Sand= 438 A a , PRESSURE DISTRIBUTION SYSTEM znata„xr%%;, srt:<':.aai�!•:.;«�•aaaa,.sr�%;:arcrs�::t;.nns nt„aaax�.!ss•.. All boxed rectangles must be entered,the rest wig be calculated. " .....:::: .....:.::: 1. Select number of perforated laterals: 0 2. Select perforation spacing= 2.5 ft M is OO 104L%001tea9<IVA<60tUW W,0fWAWj F 3. Since perforations should not be placed closer that 1 foot to sgatawr�g � F the edge of the rock layer(see diagram),subtract 2 feet from .!�, •r the rock layer length zu- a 14 1A 98 E 75 -2.5 ft= 72.5 ft st, 1:1 1; 7:6 rock layer length ? la 16 2 1 f is av F �-0 d 10 # 14 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 one plus the number¢f perforation spaces(4). "Check figure E-4 to assure the number of perforations per lateral guarantees < 10'0 discharge variation. 29 spaces+ 1 = 30 perforations/lateral 6. A.Total number of perforations=perforations.per lateral(5)times number of laterals(1). 30 perfs/lat x 3 laterals= 90 perforations E•fs; 1�h$'tU1`�s•`1Q`1�1•f<,i'f:llf�ls�k31�43t�'n B. Calculate the square footage per perforation. •»w»»»• ...-« Should be 6-10 sgft/perf. Does not appiyto at grades'. PWf tx-00ry cfbMator 1. Rock bed area=rock width(ft)x rock length(ft) 116 ,,1l� 7;r2 t? fff� 10 ftx 75 ft= 750 ftZ 1.00 £3.18 0,42 CMM Q74 2. Square foot per perforation=Rock Bed Area/number of perfs(6) 750.0 fe / 90 perfs = 8.3 fel pert 2•Db 0.246 0,5559 0-80 ;•04 510 A?,4•I 0,94 1.26 1.65 7. Determine required flow rate by multiplying the total,number of perforations(6A)by flow per perforations(see figure E-6) 90 perfs x F 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 �! `="' -°K! =3,:.� number of perforations per lateral(5). i ftwe a-a:%tar4ftid Loand•<ad at End of S wt9m Select minimum diameter for perforated laterals= FN-A-1FN—A-1 inches ...................... .. ..............................•----.......................................; 9. If perforated lateral system is attached to manifold pipe r5gu-•e E .7YSanab y Losatad •:*1-'-<�>_ 6:the coosw of ft,e ayntam near the center,like Figure E-2,perforated lateral length(3) -5• and number of perforations per lateral(5)will be approximately one half of that in step 8. Using these values,select k 'y minimum diameter for perforated lateral= 1.5 inches. I hereby certify that I have completed this work in accordance with all applicable ordinances,rules and laws. (signature) (license#) 3Y39 (date) e PUMP SELECTION PROCEDURE All boxed rectangles must be entered,the rest will 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 10%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 soll t*0trr.-,qA1 tvftm W." Selected Pump Capacity: 65.6 gpm A.afevaVori.I 2. Determine head requirements: A. Elevation difference between pump and point of discharge. feet B. Special head requiremenrl(See k1gure-,Special Head(?equ"TeQt$)j,,,, feet h Special Head Requirements Gravity DisMbufio;'— Oft C. Friction loss Pressure Distribution 5ft 1. Select pipe diameter 0in 2. Enter Figure E-9 with gpm(1A or B)and pipe diameter(Cl) Read friction loss in feet per 100 feet from Figure E-9 Friction loss= 6.48 W 100 1 of pipe Flat 100 feet 3.Determine total pipe length from pump discharge to soilsystem discharge point ft1w WWx LT- 2' T Estimate by adding 25 percent to pipe length for fitting low. Equivalent pipe length times 1.25-total pipe length :'A7 IDr;;, 0,11 1 85 lftxl.25= 106.25 feet A 214 4.Calculate total friction km by multiplying friction loss(C2) io' 6 by the equivalent pipe length(C31 and divide by 100. +7.44-1 , FL= 6.48 fV100ft-:X 106.25 ft I 100= 6.9 feet 11 07 -13-40 3,99 05q* D. Total head requirement is the sum of elevation difference(A),special ................................. .6 head requirements(B),and total Ation loss(N). 0,82 7 ft + 5 - It &9- ft ser614t, 01%9 Total Head: 18.9 feet 3. Pump Selection 1.A pump must be selected to deriver at least 66.6 gpm(1A or B) with at least 18.9 feet of total head(2D). I hereby certify,that I have completed this work in accordanc6 with all applicable ordinances,rules and laws. -AgZ�alok (signature) (ficensem 7,:P -3-d3(daW) ii 7 -PERCOLATION TEST SHEET- Test hole location: Hole#: T 14 Date//test hole was prepared: Depth of hole bottom: /Z Inches Diameter of hole: V Inches Soil Data from test hole: depth, inches soil texture soil color Method of scratching sidewWl: A36A Depth of pea size gravel In bottom of hole: -- I Date and hour of Initial water Ming:7/Q62 g AOK Depth of Iridal tly` wMing:g: 1 O above hole bottom Method used to maintain 12"of water depth In hole for 4 hours: re� %t 1� Percolation test conducted by. � Percolation test started at 1:OC) lana Maximum water depth above hole bottom during test: I Z Inches TIME INTERVAL WATER WATER DROP WATER DROP PERO RATE CONVEMONS (MINAS) DEPTH (FRACTION) (DECIMA ) CALCULATION t�0 �t i Vq .-ts Ir .wTb �, 118= .13 1 t' fine Wo-p -f-Wm- A 3/16= .19 I•� Start 3 ��1s is` =1•�`�=4.5'1 1/4=.25 =11 a- 1 T e 13FO-P Te—rc B 5/16= .31 • .38 Drop � C 7!6 .44 Start _ T W�� -F Arc D 9/16=.56 pwkfiao Start T - EW Drop—enc E 11/16=.69 Start - 3/4 =.75 TF e h -Arc F 13/16 =.81 peckvio Start - 7/8=.88 T� OF- G 15/16 = .94 Start - _ Tgme�—rW werc H A p Ten Percent Caictdadon* A, B. "'t t - ` S 7 _ b B• C. D _ ABC ma lest OLABQ Largest of BCD Smallest of BCD X0.10 = x0.10= mallest of ABC Smallest of BUD— C, D, E D. E, F LkgeR Smallest of UDE U460 o Smallest of DEF x0.10 = x0.10 = Smallest o lest o _ E, F,G F,G, H Largest of UG— Smallest of EFG Larg6s-t of FG Smallest of F H = = Srr-rrest of 'FG x0.10Smallest of F x0.10 If tp number In each set of boxes Is larger than the bottom number then take another reading. If the top number Is equal or smaller ran bottom number, average the three numbers for the perc rate. -PERCOLATION TEST SHEET- Test Hole location: V-CN)-®3I 0% Hole#:_TM 10 Date test hole was prepared: (e/43 Depth of hole bottom: 2 inches Diameter of hole: buttes Soil Data from test hole. depth, Indies soli texture soil color Method of scratching sidewall: i4a+►► Depth of pea size gravel In bottom of hole: inches Date and hour of Initial water fiaFng:?Jt�s)03 9 ALL..`Depth of Initial water filling: 10 above We bottom Method used to maintain 120 of water depth In hole for 4 hours: f"I t Percdation test conducted by: NOG Percolation test started at t:Op (arra Maximum water depth above hole bottom during test: I Z.. Inches "'��v TIME INTERVAL WATER WATER DROP WATER DROP PERO RATE CONVERSIONS (MINUTES) DEPTH (FRACTION) (DECIMAL) CALCULATION ►:bo �O 1•� t ' �S Time Drop n; A 3/1s= 19 T b o�� B 1/4 =25 V#42S� FTM Drop e 5✓16=.31 WedniM few Drop Perc C 7/16=.444 start - - f e�W '"Terc D 9/16=.W Pedhiap _ Start Terme �WireE 11/16=.69 Start _ � � � F 13/1 s 81 Start = 7/8=.88 tine Drop. Per; G 15/16=.94 Start s - � � — H Ten Percent Caiculadore A. B,C E'i►© �i l� ►� B, C. D Largest of Smallest of C rgest BCD Sma lest of BCD A& x0.10= • 0 x0.10= Smallest of ABC Smallest of BUD— G, D, E D, E, F rgest est-of WEE- Largest of Smallest of DEF x0.10= x0.10= Smallest of D est of DF - F, F,G F,G, H rgest of EFG Smallest of EFG Largest of -G Smallest of FGH Sm-lest of EFG x0.10= ma lest of F H x0.10 = h op number in each set of boxes Is larger than the bottom number then take another reading. K the top number is equal or smaller ian bottom number, average the three numbers for the per; rate. ` -PERCOLATION TEST SHEET- Test hole location: �� 03'7*% Hole#: "M 11 Date test hole was prepared-_7qt�e f Depth of hole bottom: IZ inches Diameter of We. co Inches Soil Data from test hole: depth, Inches soil texture son color Method of scratching sidewall: IV4.1 k Depth of pea size gravel In bottom of hole: `—' inches Date and hour of Initial water rolling: I it L 161 lAttM Depth of Initial water fining: 1 d above hole bottom Method used to maintain 120 of water depth In hole for 4 hours: C@ ,1 Percolation test conducted by: fk11► Percolation test started at r•� (arnl�t Maximum water depth above hole bottom during test 96 Inches TIME INTERVAL WATER WATER DROP WATER DROP PERC RATE CONVERSIONS (MINUTES) DEPTH (FRACTION) (DECIMAL) CALCULATION • 1 �' _•' =�0 1/8=.13 I'r O �y : TGne � Penc A 3/16=.19 Start 3/L) . l� ` �-P-� B 5/;=31 '3/143/ TimeDrop C 7/16= ..444 Start - - 6E �� -P a D 9/16=.56 pean ia Start - - ��TW--CE 11/16=69 wig Start + - 3/4=.75 me Uiop 7erc F 13/16 = .81 Start + = 7/8=.88 I�}p/} � Drop Parc G 15/16=.94 TRW � �erc H Ten Percent Calculation* rgest v x 0.10 lest o 'L. O BC Largest o B D mallest of BCD = Smallest of SmalW of BCDx0.10 G. D, E D, E, F gest oSmallest of VVE Largest of 0.10 = x 0.10 = m est o ma est o F - F, F.G F,G, H rgest of UG— Smallest of EF rgest of F Smallest of FGH g- -Vx0.10 = EFest of G mallest of FG x0.10= h cop number In each set of boxes Is larger than the bottom number then take another reading. If the top number is equal or smaller ian bottom number, average the three numbers for the pert rate. yea .-.:1 — PERCOI_.¢TIOI18 TEST,911E — Test-hole location: 0-4"O' �gln Hole ff: rA +Z Date test hole was prepared: 1 Depth of hole bottom: tZ- Inches Diameter of hole: ca inches Sal Data from test We: depth, inches soil texture sal color Method of-scratching slde-- Mak l of pea size gravel In bottom of hole. inches Date-and hour of k itiar water ging: 5JN&ADeplh of initial water MV. - above hole bottom Method used to maktaln-12'of water depth In hole for 4 hours: Percolation test conducted try. Percolation test started at r,06 (am/ Maximum water depth above hole bottom ging test 1'L inches yy TIME,. INTERVAL WATER WATER DROP WATER DROP PERO RATE CONVERSIONS (MWl/TES� DEPTH (FRAC770t� CALCULATION Start + _ t ��� .� 2 Drop-� A W16=.19 . = ,' . MAL ► ` _ 2�'/� _ a.a m B &ice-.3; • ' r+� 144 .2 Drop=Pert C 7/16=.44 Start - � D eft(;=.56 $tom 5i/6=.63 Pere E 11/16=.69 Start + — 3/4=.75 '�rt JF rep Perc F 13/16=.81 Start + - 7/8=.88 lone Drop G 15/16=.94 Start 4 - IfFw IWTOOPDTerc H Ten Percent Cwcalaftre .A, B4O4• vZ B,C' D - - Largest of - Smallest of ABC - rgest of am Smallest of CD fig► L63 x 0.10 G maUest of (� x 0.10= Smallest of ABC C, D,E D..t~ F Largest of ME SnWFest of Uagest o est lest o D m x0.10= of DEF x0.10= F, F,G F.G� H Largest of EFG Smallest of Largest of FG lest of x0.10= x0.10= Smallest of EFG rnallest of FGH If, -p number in each set of boxes is larger than the bottom number then take another reading. If the top number Is equal or smaller la om number, average the three numbers for the perc rate. tf ,_ - PRC1,ABON TEST SHEET- Tes.hole location'_ ICA Hole U: r 13 Date test hole was prepared: Depth of hole bottom: inches Diameter of hole: 40 inches Sal Data from test hole: depth, Inch s son texture sal color � 1 Method of scratoMng sidewall:: 1 Depth of pea size gravel In bottom of hole: ' k che,S Date and hour of initial venter fiNing:I&Jt , q4t\.& Depth of initial.water Uing: d above hole bottom - - Method used to maintain 12'of water depth in hole for 4 hauns: Percolation test conducted by. A� Percolation test started at j'Ob (aneb Maximum water depth above hole bottom axing test: Z inches TIME INTERVAL -WATER WATER DROP WATER-DROP. PERC IRATE . DTH (FRAM 1 -1 CALCULATION 1/16-.w t3t9p f s 1/8=.is 1� "' /4 Z• Drop Parc A via=.1st 1 1 Start Z ( '2•�;s„s0'1 1(4=25 Z /� L• �-FeB 5/16=.31 Drop-e-c C 7/16=.44 Stant s 'Fine X -� D Start TEW Drop Perc E 11/16=.69.6 - Start + - 3/4=.75 bne k Perc F 13/16=.81 Stott + - 7/8=.88 ane Pert G 15/16=.94 Start 'brie�Tj�op 7SFc H Ten Percent Calculation; 0— Largest ofC Smapest of C est o BCD Smallest of-B-cu- (& D .t "I x0.10= cot* X0.10= Smallest of ABC smallest m C,D,E D,.E, F I rgest of est O E�- = = Smallest x0.10Smallest o F x0.10 Largest of EFG &naflest of EFU Largest of FGSmallest Of FGH -— = = Smallest of x0.10 G mallest of FGH x0.10 If'' 'op number In each set of boxes Is larger than the bottom number then take another reading. ff the top Humber Is equal or smaller h tom number, average the three numbers for the perc rate. -PERGOI-ATION TEST SHEEP- Test hole"ion: ��o�� q Hole 4 Date test We was prepared: l Q Depth of hole bottom: t k=hes Diameter of hole: c inches SA Data from test hole: depth, Inds sod texture sod color Method of scratding sideway: Nkt 1 Depth of pea size gravel in bottom of hale: inches Date and torr of lritlal water filling:!71I&IM gAM Depth of Initial water filling: to above hole bottom Method used to maintain 12'of water depth In We for 4 hours: Percolation test concluded by: ^ Percofalfon test started at 1:(X5 (ate xi Mamum crater depth above hale bottom wing test: ( Inches �vv TIME INTERVAL WATER WATER DROP WATER DROP PERO RATE corrvEtsroW DEPTH (��N) P CALCULATION &. pl13 P"—c A 3/16-.19 19r... sr v4 2s t� •4 Parc B 6116=21 3M 28 Drop Perc C 7/16=.44 Start - TEW � D 8/16=.w Start + - K6-.63 TEW�ir_op FWc E 11/16=.69 Startf - 3/4=.75 'F n�ie P"—"enc F 13/16=.81 Sfa!t i - 7/8_.68 itTi ne Drop-Fe—rc G 15/16=.94 _. Start •Pe—rc H Ten Percent Calcul�tiorti' A' B'C 1, � _ R�'`1 = ® B,C, D Largest o ABC Smallest C4 A13V i '21- X0.10= �'�"� Largest o BCD x 0.10= Smallest Smallest of BCU C, D,E D,F, F c = Largest of CDE Smalest Of est of DEF Smallest smalx0.10= x0.10= lest o m lest of E eF, G F. G, H Largest of EFG Smallest ot EFG Largest of Smallest of FGH x0.10= x0.10= Smallest of F.FG mallest of F H if -p number In each set of boxes is larger than the bottom number then take another reading. If the top number Is equal or smaller u om number, average the three numbers for the perc rate. a; 4 -P'ERCOLABON TEST SHEET- Test hole Location: Hole ff: 714 15 Date test hole was prepared 7 Q Depth of hole bottom: inches Diameter of hole: inches Soil Data from test hole: depth, inches sal texture sal color Method of scratching sldewall: 140l\, Depth of pea size gravel In bottom of hale: Inches Date and hour of initial"rater filing:V1(*J= dl &M -Depth of initial water fillabove hole bottom Method used to Maintain 12'of leader depth in We for 4 hours. Percolation test conducted by: Percolation test started at E`,QO (a Maximum water depth above hole bottom during test: F� inches �✓ ta M-00 � WATER WATER DROP WATER DROP HMO RATE colwr�srotJs 00 Wj" (FRACMM -P CALCULATION } � "�.�S=� 1/6=.13 l!$ t /y �� Pic A 3116=.1g Jq- -Perc B 5/16=.31 60 _ 144 • i Drop Pere C 7/16=.44 _ 1�_ 1Tlf� 'ere D oils=.56 Start �+� Peru E 1�6 .69 fpednW Start3/4=.75 meT N�erc F 13/16=.81 Stat � = 7/8=.88 Drop Pere G 15/16=.94 ctrn Start + - IEW Vop We H Ten Percent Calculation* A, B,C I too B. C, D - - Largest of Smallest of ABC Largest of ftaftest of x0.10= ts.0 x0.10= Smallest of ABC Smallest of BCD C, D,E D,F, F Largest of CUE est of CDE Of est x 0.10 = x 0.10= Smallest o m lest o F, F,G _ _ F•G� H Largest of EFG Smallest of EFG Largest of Smallest of FG x0.10 = x0.10= Smallest of�EF' Smallest of FGH if, -p number In each set of boxes Is larger than the bottom number then take another reading. If the top number is equal or smaller WE om number, average the three numbers for the perc rate. 1 , - PERCOLATION TEST SHEET'- Test hale location: s /� Q Hole C Date test hole was prepared: 116 Depth of hole bottom: 1`Z„ fiches Diameter of hole. tip inches Sod Data from test hole: depth, itches sod texture sod color Method of scratchfig adewall: N 1 Depth of pea stze gravel in bottom of hole: inches Date and hour of kWW water filling:11M16% !j A 1L4 Depth of Initial crater NON. to above hole bottom Method used to makNeln 12'of water depth In hole for 4 hours: Percoladon test conducted by. -MA. PerooWon test started at (anVM Maximum Crater depth ali-ove hole bottom during test: krhes T1>m1E INTERVAL �� WFMP (DPTM ( RAOOPERO RATE CALCULATION �OFtYEFlStONS . 1/16=.06 Drop-Fe—rc A Start1/ c B SJ16=x.31 Drop Parc C 7/i6 Start - - 1/2=.5 W 'ler- D 8/16=.56 = 7�M a E 1�6= 63 Start .69 Start + - 3/4=.75 ne " Per- F 13/16=.8i F� Start TRWDrop Perc G 15/116 = .94 Sratt - neWoop oreH Ten Percent Calculation• A. B.C B.°' ° - est 'mailest C Largest of CD Smallest of D = x0.10= .0 x0.10= Smallest of ABC of C, D,E D..l~ F Largest o est o CDE Largest of DEF SmallesVoil x0.10 =_ x0.10= DEF— Smallest o lest° F, F.G _ F'G' _ Largest of EFG $maUest o gest of FGH Smallest of FGH X 0.10 = x 0.10 = Smallest of EF lest ot FG ff 1, op number in each set of boxes is larger than the bottom number then take another rearing. If the top number Is equal or smaller N som number, average the three numbers for the pore rate. y. � { A • 1 rt7Z-g ainSt_q }��p;jy j Viy1i} 0�+q1 01 J �.F ..a z 0 >. v 1 J M4'ri;C lY p�p� f'':•r r V U .N JJ a aV {rn� •� o a. 0 V w 'pit•". a a 111 V a 0 00 0 a Q 0 0it. � bow J O o bo :rri:v" M {: }E::mow{�:•' vvY.vt :•i il{FSS-$moi: ••{::,:. RRI � ij `fir{}v;vv.. •. - :?• .. :•':•::•iii vv.:. . .....•:::F::•:. j iii.': vv?. rl•vi:s. :h-::•. sl i •:4i�v?4i- 1i? v _ •:• viAn •iii:i. t: n•A..?.n :.:R`:•i:•::::. � is i. id a ee 44 a M C� .moi ti?.1�•? Y {? 10 A �. sf'..•' «:?:...: .:{•.: ::Viii:%:`:: Qj En w +� ...SIF:•'."•......:.. 4 •• •M 0 J o� v 0 V yI� 4?y a^ ` !rte _ 1 � O a •r� u z a 0 ......... : 0 a. w O 0 bi a 0 0 iso.::: zs-g ebZ-g amS�3 .r.- }Jri AA �f v` 1 F j$F O 72 z 0 .. :: .......... 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FLt[t'L[CCC '9ttt tell CCe"'t CC TLLCCCLCt i GC C[rCCGGL'CCLLC CCL LC LGGtCCLC.fCCL[000CtL CCCfLG![CLL L[ c etc get LRecrtett[ec a ■ ec lfCCt[ FR[L[R[rL re[CCCrlCLFL[t[LG[et[FLLCtLLfrttL[G[[L e e eecTOPOI trLCLLrtLLReuccc LLreteecerceeee[ X i`Fecei eeiei9F"eeesesMae ��Sand ft iieeeiEecLF[c°ceeeiieeeL"u LeeeFFGe[[[FLLltL[R[L[Lerrc . ceRFceu[reecLcce[[Lc r e[eeee LLC[lCLCCL[rLC![[LLL[CtIMCCfFLL[CCRUCCEtrece L CRLL,LGC[[LCCClC[CCC[rLCRlGLCC![r [ CRLCCCLfctrcc c V--��� L4 L�■L�tc�l■ z RMtdft1AYff UpdopMd#b. Rack I i dt1 m) Dmidope igdtll= f Abwq iioat Wth-Send .......... . ROCk 1W .....:..::..:...:.... :..::.:... .;..; .::.:. .... . .::::......;: ::.. ...... . ..... . .., .... UFaalape�tlTidth(C�d}.' ....:.::.: ..:,.,..: :. . .. Upslapeth{G2d) rp2) ft Le ngth(W) x is Total Latigth(G2k) ft VERTICAL SIDEWALL SEPTIC TANK FINISHED GRADE -41 Iz AT LEAST 6" TO 12" SOIL AT LEAST 4" ' DIA. OVER 4' DIA. MIN, AT LEAST i" AT LEAST I" A DIMENSIONS FOR TANKS WITH VERTICAL SIDES A '. _ WIDTH W 24" MINIMUM —` ,. LENGTH L 2 TO 3 TIMES THE WIDTH g DIAMETER 60" MINIMUM DEPTH, D 30" MINIMUM, 78" MAXIMUM C A 0.2 D - �• AT LEAST 6 6" MINIMUM; 0.2 D MAXIMUM 6" c 0;4 D i AT LEAST 4 FEET A THIRD INSPECTION PIPE MUST BE LOCATED NOTES: BETWEEN THE INLET AND OUTLET BAFFLES. I . 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 , 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 0.1513 AND DIMENSION C IS 0.3513. PERFORATED ��• .," ., LATERALS SANDY LOAM SOIL , ' : •- =;: 77. :. LAYER OF GEOTEXTILE '� � .y�� '•� _ FABRIC OR 4 INCHES OF '•-� ~ / r�` :'�' HAY COVERED BY . •� / ' BUILDING PAPER - _ � " a �+ .•� ,Y j%f/ �,.� J� '/� ,,. "fir PIPE OR �F ROM PUMP -�_ :.r /.• /;r• 3,01 CLEAN WOCK ...• ••.. �• ;:•'p ,r /'!' ••'„� DIVERSION FOR 6" TOPSOIL- ` %• - • .'=' _ SURFACE WATER •''''�_'� o `•' •~ ,. .r.'' r•• A�• I ''�.J: SCLEqN Op� .' '' .. =�%lj .i'•':a '•+ •l.rr."•�w+ ,Y FILL Up sqR ATTR FR •�'"��,;�.-. W RI AL a IAYE••� •M• 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 ` TOPSOIL OC PLOWED OR 3/4. CLEAN 2 R 2ICHES 4 p DISKED SURFACE an SLOPE SUBSOIL CROSS SECTION A - A PIPE FROM PUMPING CHAMBER I 7777_77� PERFORATED I LATERALS i ' _ - BED AREA - , I J . • I i i � - i Z 20 i ' O O ' ( 20 INCHES I W'i�V INCHES DIKE •-I-, 'OLX DIKE TOTAL WIDTH \ I PLAN VIEW tirr. 1� r��'+r Ii�FS• Nl\� , ;rte w �'t, .'ter.=�Y�.,,;'n��«:,-;;;k` �' ;h:�::.f j�•� ca �`'=r'r�•ivc:.?�-."ul1�E�.'fKJ T�.r,�T"Y£�:.•��jY�+;� LAYOUT OF PERFORATED PIPE LATERALS FOR PRESSURE DISTRIBUTION IN MOUND PERFORATED PLASTIC PIPE cf PERFORATIONS SPACED 36" oN gpA011V END S ZE CENTER. PERFORATION \II pERFpRArI ,. .: 16 VIEW • __ : 2"MANIFOLD PIPE PERFORATIONS ON BOTTOM OF PLASTIC PIPE 40,, _ _ (ALTERNATE LOCATION OF PIPE FROM PUMP) END CAP L D LATERA PERFoRAr PUMPING OM MPING FRN orCHAMBER 0014 WATER TIGHT 8r LOCKABLE ELECTRIC BOX REDWOOD, CEDAR OR TREATED POST (4 x 4 min) PLUGS OR ELECTRIC CONNECTIONS ALL ELECTRIC CONNECTIONS MADE . 2" PVC CONDUIT SCHEDULE 80 INSIDE BOX MANHOLE COVER CHAINED & LOCKED 611SPACE LOOP OF POWER CORD FOR SEALED MANHOLE RINGS I— SETTLEMENT FINAL GRADE J. AT LEAST UNION vBELOW GRADE cy WIRE FROM POWER SUPPLY PIPE IS LAID ON A UNIFORM SLOPE FROM ;i PUMP STATION UP TO SOIL TREATMENT AREA OR PROPER DRAINBACK SEALED TANK •COVER �— IF PIPE AT TANK MUST BE LOWER' THAN UNION TO GET ELEVATION FOR DRAINBACK, PLASTIC ROPE OR CHAIN WITH ANCHOR A 1/4 INCH WEEP HOLE MUST BE USED ALARM FLOAT ON SEPARATE WEEP HOLE ELECTR I CAL CIRCUIT SART LEVEL V �-- NOTES: ELECTRICAL WIRE FROM POWER SUPPLY �-� MUST NOT RUN OVER ANY TANKS BUT 3 �\ MUST BE LAID BESIDE OTHER TANKS AND MUST BE PLACED IN CONDUIT ALONG POST SAF UT-0 LEVEL._Q — ELECTRICAL CORDS FROM PUMP AND FLOATS MUST BE RUN THROUGH PUMP CONTROL FLOAT CONDUIT. WIRES CANNOT HAVE GROUND CONTACT. V . 00 O • 0.3 ° NO ° L+ a. r°'+� 7 �Ml/1�)TIli irk 3 lvv ► rcLr11�1v W CD IT cr CJ) � I II I oO Q �� mown. Oa 1 \ \ CD \ 14 of \ "\ \ � hi o� 9 Sit \ \ \ \--1 o \o 0 s A 'N Rig r ,lip � m d 4� `9FyT� TIME / OF ORONOALLED IN INSPECTION NOTICE / SCHEDULED L PERMIT NO. �1t�'�� � OZ/34 COMPLETED ADDRESS OWNER TELEPHONE O. Vyeb1Z7y CONTRACTOR DESCRIPTION W ❑ FOOTING ❑ PLUMBING FINAL ❑ EXCAV/GRADING/FILLING W ❑ POURED WALL ❑ MECHANICAL RI ❑ LAKESHORE/WETLANDS ti ❑ FRAMING El MECHANICAL FINAL El TREE REMOVAL Z ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ SITE INSPECTION Q ❑ RADON SLAB ❑ WATER HOOK-UP ❑ PROGRESS ❑ FINAL ElSEWER HOOK-UP El COMPLAINT ❑ DEMO-SITE ❑ SEPTIC MAINT. ❑ FOLLOW-UP LU�_ El DEMO-FINAL ❑ SEPTI INSTALL El HARD COVER REMOVAL v ElPLUMBING RI El SEPYC FINAL ❑ FOUNDATION/REMOVAL OWNERICONTRACTOR TO MEET YOU YES_NO o COMMENTS: CC r` LU CL cc CC W CCQ Z LU W U,y�RK SATISFACTORY.PROCEED An'40JECT COMPLETE LU W El WORK&PROCEED EJISSUE CERTIFICATE OF OCCUPANCY 0 ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ PHOTOTAKEN INSPECTOR WILL RETURN ElSTOP ORDER POSTED.CALL INSPECTOR 11 CITATION ISSUED ❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. (952) 249-4600 Owner/Contractor on sitg: Inspector. White Copyllnspector's File Canary Copy/Site Notice