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HomeMy WebLinkAbout2008-00230 - new septic CITY OF ORONO PERMIT NO.: 2008-00230 2750 KELLEY PARKWAY ORONO,MN 55356- DATE ISSUED: 09/30/2008 952 249-4600 FAX: 952 249-4616 ADDRESS 3765 WATERTOWN RD PIN 32-118-23-34-0013 LEGAL DESC UNPLATTED 32 118 23 LOT 000 BLOCK 000 PERMIT TYPE SEPTIC PROPERTY TYPE RESIDENTIAL CONSTRUCTION TYPE NEW APPLICANT SEPTIC NEW 100.00 INGLESIDE ENGINEERING&CONST STATE SURCHARGE SEPTIC 0.50 P.O.BOX 127 TOTAL 100.50 LORETTO,MN 55357 (763)479-1869 Minnesota State License#: 874 OWNER CHUTE,DAVID 3765 WATERTOWN RD MAPLE PLAIN,MN 55359- AGREEMENT AND SWORN STATEMENT The work for which this permit is issued shall be performed according to the approved plans and specifications,applicable City approvals,and the State Building Code. This permit is for only the work described and does not grant permission for additional or related work which requires separate permits. All provisions of laws and ordinances governing this type of work shall be compied with whether or not specified herein.This permit will expire and become null and void if construction authorized is not commenced within 180 days of the date of issuance,or if construction is suspended for a period of 180 days at any time after work has commenced. The applicant is responsible for assuring all required inspections are requested in conformance with the State Building Code.This permit may be revoked at any time for due cause. Applicant Permitee Signature /Date / /C/ F �� Issued By Signature Date SEPARATE PERMITS REQUIRED FOR WORK OTHER THAN DESCRIBED ABOVE. O�'D�O City of Orono FOR CITY USE ONLY P.O.Box 66 vhf a� 2750 Kelley Parkway Date Received: {� rmit# ` � : Crystal Bay,MN 55323 Q (952)249-4600 C(LVI Amount: CITY OF ORONO — SEPTIC SYSTEM PERMIT APPLICATION (All permits must be approved by the On-Site Septic Manager and/or Building Official) Site Address: Owner: �GZf/`C GWt Mailing Address: S"W City: f Zip: Home Phone: Alternate Phone: Ld 72 PP L�t� AG1'`G�Contractor/AS)jo Contact Person: Address: kVX J� 7 State License #: FY City: /P� Zip: A111 Expiration Date: Phone: ZL a /9-0 Alternate Phone: Residential ❑ Commercial ❑ Other a v a... ..v... .,a _.✓s a u'ti. v .r MOW New ;d X a New or`Replacemen stem $100.00 no UU Repair Existing System 50.00 (Tanks or Drainfield) State Surcharge .50 .50 Total $ zoo S� 1 / 2 V:\(Permits)\Septic System Permit Application.doc I will be installing the following: TanKs Precast Concrete ❑ Fiberglass ❑ Plastic ❑ Other ` (list manufacturer) Number of Tanks: �37 ,%4` 4v( Size of Tanks: My Treatment System Trenches s.f. Mound s.f. � Gravel less s.f. Chamber s.f. Final Cover/Top Soil to be borrowed from site (show location on site plan) trucked in 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 Signature of Applicant Date: MPCA License No.: 7'lG Staff Review: Accept ❑ Denied Reviewer: /t_ ts� —'�,/ , T Date: Reason for Denial: Comments (to be printed on inspection card): VA(Permits)\Septic System Permit Application.doc 2 /2 fill CITY OF ORONO .,..804OOW Affj *VjMft Soil Testing� SEPTIC ER I I AN "�� $ [NSPE A Box 81 DATE PERMIT NO. Lorretto, Minn. 5535 APPROVEDASSUBMITTED APPROVED WITH CORRECTIONS AS NOTED Ronda Wilson NOT APPROVED.COR*rr / $t18Mli Tel ; 61 2- 8 6 0—01 8 9 ORONO COPY These cwnments are for your Mtbrmf�tigl. AA wwk SIN&be do" is full eotnpiiaaoe with sU applicable septic and=gas cede. Requirements including items not specifically noted isihis sv1 KUP TUTS PLAN SBT ON UM AT ALL?WBS Job Site; 3765 Watertown Rd. , Minn. The current drainfield system was determine to be a failing system according to the current City of Orono Codes. * See the City of Orono records for the details. ORONO Copy A site was tested in the front yard area to determine what type of drainfield could be installed and still comply with the current codes. In the arca that was tested the average percolation rate was 39. 1 min/in. and the depth to mottled soil was at 1 . 8-2. 0 ft. ( 21 -24 inches. Wh-- * Mottled soil is consider the high seasonal saturated soil level that exist during the wet seasons (Spring and Fall ) . The current Orono codes state that when mottled soil is encounter between 12-42 inches then an above ground pressurize mound must be installed, therefore with the above information the only system that can be installed in this area is a pressurized mound system, this system is consider to be a standard system. The size of system needed for a 6 bedroom home would be the following size; Sizing Factors; Daily water use; ; --900 gal/day Perc. Rate Range 46-60 min/in. ( LoamB Clay Loam Soil ) Land Slope--4 % Overall Size 64. 5 ft. long by 71 ft. wide ( 4580 sq. ft. Rock Bed Size; ;Two rock beds each are 10 ft. Wide by 37.5 ft. long or a total of 750 sq. ft. of rock bed Amount of materials needed; Sand--300 yds. , 420 tons Ave. Depth--1 . 5 ft. Rock---28 yds . , 40 tons "--1 . 0 ft. ORONO copy Sandy Loam--100 yds. "--1 . 0 ft. Topsoil--175 yds. "--9-12 inches * The above amounts could vary by 10 % plus or minus. Size of Septic tanks needed; 2-1250 sealedfsealed septic tanks This mound must be pressurized therefore a pump and a pump tank is need3ed; Size of pump tank; ; 1 -1250 gallon sealed tank Size of pump; ; 40 g. p.m ( must overcome 19 . 8 ft. of head presss. ) Pumping Rate; ; 170 gal/cycle ( 6 cycles/day ) * Note; The perforated hole size in the rock bed pipes must be 7/32 inch in size on order for a 40 g. p.m. purpp to be used. Abn alarm system must be installed in the house to indicat pump failute, this must be both a sound and a light alarm system. Ronda Wilson Repott; pg-2 As mention earlier this system would have the rock bed to be a side by side rock bed arrangement in order to Ai fit the lawn ar ea. The Upslope length; ; ---57. 5 ft. Downslope length; ; --71 . 5 ft. Width--71 ft. ( Upslope width--11 ft. , Rocd Bed 10 ft. Sand area betwwen the rock beds--17 ft. , 2nd Rock Bed-10 ft, and downslope- 11 ft. Note the upslope can be located on the Soil boring # 1 area due to the fact that the effluent will flow donslope due to the 4 5 slope. However the rock bed area must be located in the S. B. # 2, 3 and 6 area due to the fact that this area is original soil and no fill material was encounter. Soil boring also were done at a lower area of this lot ( SB # 4 & 5 ) these boring indicate mottled soil at 7 and 8 inches with standing water at 11 and 8 inches If a mound system would be located in this area it would be consider to be an OTHER SYSTEM AND WOULD REQUIRE TO BE MONITOR. it Evaluator 11-1-�Wu Robert A. Koch M.P.C.A. # 193/1429 765 uJ �c,�-w ` No /njj.. , t W� 1 7` � _T 1 fila � 114��� /7v _S- its u �� S.�A-tj o l � i C 3 7oe C J d o ' 7 Saws ApV 1"o Vk-� � -ss S of so I r 5 AL)D 7 . � r 1V10LIND DESIGN WORK SHEET (For Flows up to 1200 d) A. Average Design FLOW ( u �1 / A-1: Estimated Sewage Flows in Gallons per Day Estin-lated 100 gpd (see figure A-1) number of a., measured _ x 1.5 (safe actor) = d bedrooms Class I Class 11 Class III Claw or (safety f gpd 2 300 225 180 60`w 3 450 300 218 of the i. SEPTIC TANK Capacity 4 600 375 256 values 09 t>)a `o"qe 5 750 450 294 in the r 61 � 525 332 Class I, gallons (see figure C-1) � � ``� 1050 . 600 370 11, or III 8 1200 675 408 columns. SOILS (refer to site evaluation) C-1: Septic Tank Ca cities in allons Liquid capacity Number of Minimum Liquid Liquid capacity with with disposal&1. Depth to restrictinglayer feet — �� Bedrooms Capacity garbage disposal lift inside 2. Depth of percolation tests =_> feet _,�.L�f 2 or less 750 1125 1500 3. 1 extureAr,4 =a :_14y � ���f/,�0�� 3or4 1000 1500 ^�Q � , p A(n or X1,500 2250 � Percolation rate—:3 9. mpi "T 6. 60 p� %� Sor9 2000 3000 3000 4. Soil loading rate 6 v 2 _gpd/sgft (see figure D-33) 5. Percent land slope 'T-.0 % D. ROCK LAYER DIMENSIONS 1. Multiply average design flow (A) by 0.83 to obtain required rock layer area. _- Go gpd x 0.83 sgft/gpd = ���sqft 2. Determine rock layer width = 0.83 sgft/gpd x linear Loading Rate (LLR) 0.83 sqft/gpd x /2 )14, gpd/sgft = /0 ft 3. Length of rock layer = area=width= Mound LLR 75c sft (D1) _ /b ft (132) _ 23 ft �- , < 1 E. <1 2 �ROCK VOLUME ���' 10 x 3 �� S > 120 MP < b -1. Multiply rock area (D1) by rock depth.of 1 ft to get cubic feet of rock 7y sgftx1ft = `', & cuft 2. Divide cuft by 27 cuft/cuyd to get cubic yards __ `9 t cd cuft =27 cuyd/cuft = Z9 cuyd 3. .Multi ly cubic yards by 1.4 to get weight of rock in tons _ cuyd x 1.4 ton/cuyd Yc) tons v-la v/ D-33: Absorption Width Sizing Uble F. SEWAGE ABSORPTION WIDTH Percolation Rate Loading Rate in Minutes per Soil Texture Gallons Absorption Inch per duy er Ratio NPI) s.oars topot Faster than 5 Course Sand 1.20 I.00 Absorption width equals absorption ratio (See Figure D-33) Mediu-SSpnandd times rock layer width (D2) 6 to Fine Sand 6 to 30 Loam _ 0.60._ 2.00 31 to 4 Silt Ltwm 0.511 Z: x /a ft = 2��ft ------- _. _.---- ___ 46 to 60 S >ry Clay Lor 0.45 2.67 ty Clay Loa - �._. - - --- ---_ - dt,L 61 to 120 - °1—�''��-•Cl 0.24 S.W /! Sandy Clay Fc-�cj,-� 4 \v —(n� m'1 ( _ Cls •System deaignW for axle soils moat 6a udu:r or perfonnaiu:e N40UND SLOPE WIDTH & LENGTH (landslope greater than 1%) Landslope> 1% slope I)ownslope absorption width = absorption width (F) over] I1,071LL-i rock layer width (D2) P N>+ - �-ft= ft paration ft , _ + %ilcalate mound size Reeltt t;nglays --- UpsbpeWidN(G2d) Rock Width(D2) f i-,l-�1.)�� h U,wimlu x Widlh(G2p F 'pili of clean sand fill at upslope edge of ic,k layer = 3 ft minus the distance to restricting layer (Cl) I i Al-prion Wida,-5n d(F) f t = ! ft -----u 1). ivlound height at the upslope edge of rock 1,.(yc depth of clean sand for separation (G2a) D-34: SLOPE MULTIPLIER TABLE _it u[)slope edge plus depth of rock layer 0 ft) Lana UPSLOPE DOWNSLOPE r' ds cacpth Ot cover (1 ft) Slope multipliers for various nmltipliersforvarious / ) in% slope ratios stupe ratios It -I lit + Ift = �/e "�" ft 3:1 4:1 5:1 6:1 7:1 8:1 3:1 4:1 5:1 6:1 7:1 �11_) to berm multiplier based on land slope 0 3.0 4.0 5.0 6.0 7.0 8.0 3.0 4.0 5.0 6.0 7.0 (see figure D-34) 1 291 3.85 4.76 5.66 6.54 7.41 3.09 4.17 5.26 6.38 7.53 J. Upslope width = berm multiplier (G20 x 2 2.83 3.70 4.54 5.36 6.14 6.90 3.19 4.35 5.56 6.82 8.14 upslope mound height(G2b): 3 2.75 3.57 435 5.08 5.79 6.45 3.30 4.5_4- 5.88 7.32 8.86 ,_. -... X 3, ft - ft 4 2 4.76 68 3.45 417 4.84 5.46 6.06 3.41 6.25 7.89 9.72 [)O VV fel S LOPE 5 261 3.33 4.00 4.62 5.19 5.71 3.53 5.00 6.67 8.57 10.77 6 254 3.23 3.85 4.41 4.93 5A1 3.66 5.26 7.14 9.38 12.07 e. Drop in elevation = rock layer width (D2) x 7 2,48 3,12 3.70 4.23 4.70 5.13 3.80 5.56 7.69 10.34 13.73 p('rct']lt lilndslope (C5) = 100 8 2.42 3.03 3.57 4.05 4.49 4.88 3.95 5.88 8.33 11.54 15.91 -- �� tt X % - 100 ft 9 236 294 3.45 3.90 430 4.65 4.11 6.25 9.09 13.D4 18.92 [Xownslop mound height:4 depth of clean 10 231 2.86 333 3.75 4.12 4.44 4.29 6.67 10.00 15.00 23.33 s_-ll7d For slope difference (G2e) at downslope 11 2.26 2.78 3.23 3.61 3.95 4.26 4.48 7.14 11.11 17.65 30.43 )-ock cadge plus the mound height at the 12 221 2.70 3.12 3.49 3.80 4.08 4.69 7.69 12.50 21.43 43.75 upslope edge of rock layer (G2b) ft +__14 ft = �,lv ftAeak ` . F ro wnslope berm multiplier based on percent land slope _ f _A: (see figure D-34) h. Downslope width = downslope multiplier 1\62g) times downslope mound height (G2f) x U __^r J /' psl�op/�•Width(G2d) ,-K--------X y �G ft - ft I 117 --ft 1. Select the greater of G-1 and G2h as the up� Widt,<Gz�t, /0 �� NocklBed Uyslupe Width(G2d) /` -''bel.`h(D2) downslope width: ft g j. 'F'otal. mound width is the sum of upslope H Downslope Width(G2i)_ ;t width (G2d) width plus rock layer width �l� A`'s°`p`lo"")`d"t(p) (D2) plus downslope width (G2i) ft + z ft ft ft Total Length(G2k) _ft %. 'l'otal mound length is the sum of upslope wit th (G2d) 67 I-A Lls rock layer length (D3) plus upslope width y� _1'-�i____ Ft + -:�ft + /t7- ft = feet /7 J71�: 7 7/% Final Dimensions: x l fi reby certify,that I have completed this work in accordance with applicable ordinances, rules and laws. -(signature) . g (license#) (date) F'? i l j7 ,1J_/L/ 4 / .. -) ♦ n -fes i�. .� �, Univeristy of Minnesota Non-Level Pressure Ditribution Worksheet 1. Enter each system lateral elevation and len th in order of highest to lowest elevation Lateral 1 Elevation 5.0 ft Length of pipe 37 ft Lateral 2 Elevation 3:9 ft. Length of pipe . 37 ft Lateral 3 Elevation ft Length of pipe ft Lateral 4 Elevation ft Length of. pipe ft Lateral 5 Elevation ft Length of pipel ft 2. Calculate change in elevation over the laterals. Highest elevation-lowest elevation: 5.0 - 3.9 = 1.1 feet 3. Calculate the Total Head=head at orifices(either 1 or 2 ft)+change in elevation(2) Elater 1 ft if design if for a single family home or 2 ft for anything else(min design pressure head at perforation) L_ 1 I ft + 1.1 ft = 2.1 feet This worksheet can not be used if greater than 5 feet. Design must be modified or valving must be used to equalize flow. 4. Calculate pressure head for each lateral 1. Highest Trench Elevation(E1)the Head=1 or 2 feet 2. For all other laterals the pressure head is calculated as 2 feet plus the change in elevation from Lateral 1, Lateral Elevation 5.0 1.0 ft Lateral 2 Elevation 3.9 1,: + [E1 `-E21. 1 3.9 ];= 2.1 ' ft. Lateral 3 Elevation 0.0 0 + [E1 - E3] = 0 + [ 5.0 0.0 ]= 0.0 ft Lateral 4 Elevation 0.0 0 . + [E1-E4) = 0.0 ft Lateral 5 Elevation 0.0 0 + [E1 -E5] = 0 + [ 5.0 0.0 ]= 0.0 ft 5. Determine flow rate per hole(See figure E-6). j Select a perforation diameter and the corresponding gallons per minute interpo/atin as needed. Lateral 1 Pres 1.0 Perf Diameter 13/16 = 0.42 gpm Lateral 2 Pres�2.1 Pert Qiameter 3/1;6 = 0.60 gpm _. Lateral 3 Pres 0.0 Pert Diameter = gpm Lateral 4 Pres 0.0 Perf. Diameter 9Pm Lateral 5 Pres 0.0 Pert Diameter = gpm 6. Calculate flow in gallons per minute for Lateral 1 -Select a spacing and enter in box. Number of perforations=[(length of ipe-2)/spacing]+1 [( 37 ft-2ft) / L 3 Jft]+1 = 12 perforations(Check figure E-4 to make sure it is ok) FI umber of perforations x flow rate 12 pert x 0.4 gpm = 5.0 gpm for Lateral 1 7. Calculate the gallons per minute per foot for Lateral 1 'b This value will then be used to make sure the gallon per minute per foot is equivalent in each lateral. Gallons/length= 5.0 gpm / 37 ft= 0.14 gpm/ft 1 E-6 Perforation Discharge in GPM E-4 Maximum Number of 114 inch perforations Pressure per lateral to guarantee<10%dischar a variation t Head Perforation Diameter in inches Perf feet 1/8 3/16 7/32 1/4 Spacing 1 0.18 0.42 0.56 0.74 feet 1 in 1.25 in 1.5 in 2.0 in 1.5 0.22 0:51 0.68-: 0.90. 2.5 8 14 18 28 C 2 0.26 0.59 0.80 1.04 3.-0,-,~ 8' . 13 17 26 2.5 029 0:65, 0,8,8 1.17` 3.3 7 12 16 25 3 0.32 0.72 0.98 1.28 4.0: 7''. 11 15 23 4 0.37 0.83 1.13 1:47:: 5.0 6 10 14 22 5 0.41 0.94 1.26 1.65 R Page 1 of 2 8. Balance flows for other lengths,spacing,or size. lr you and up with a large spacing(5'is max)lower the initial spacing in#6 or the pert size in#5. Lateral 2 GPM =length of pipe x gallons per minute per foot(7) 37 ft x 0.1 gpm/ft = 5.0 gpm #of Perfs= f rate(52) gpm / 0.6 gpm 8 #of Perfs(Check figure E-4) Spacing= ngth- feet)/(Number of perfs-1) ( 37 ft-2ft)/( 8 perfs-1)= feet Lateral 3 GPM = length of pipe x gallons per minute per foot(7) 0.0 ft x 0.1 gpm/ft = 0.0 #of Perfs=GPM /flow rate(5.3) 0.0 gpm I 0.0 gpm= 0 #of Perfs(Check figure E-4) Spacing=(Length-2 feet)/(Number of perfs-1) ( 0.0 ft-2ft)/( 0 perfs-1)= 0.0 feet Lateral 4 GPM = length of pipe x gallons per minute per foot(7) 0.0 ft x 0.1 gpm/ft = 0.0 #of Perfs=GPM /flow rate(5.4) 0.0 gpm t 0.0 gpm= 0 #of Perfs(Check figure E-4) Spacing=(Length-2 feet)/(Number of perfs-1) ( 0 ft-2ft)/( 0 perfs- 1)= 0.0 feet E-20 Volume of Liquid in Pipe Pipe Diarneter Liquid per foot Lateral 5 GPM =length of pipe x gallons per minute per foot(7) inches gallons 0.0 ft x 0.1 gpmfft = 0.0 1 0.045 #of Perfs=GPM /flow rate(5.5) 1.25 0.078 0 gpm / 0.0 gpm= 0 #of Perfs 1.5 ._ . 0.11 Spacing =(Length -2 feet)/(Number of perfs-1) 2 0.17 ( 0 ft-2ft)/( 0 perfs- 1)= 0.0 feet 2.5 0.25 3 0:38 9. Calculate total gpm for system-the total GPM need from the pump 4 0.66 Lateral 1 Flow= 5.0 gpm J y IS Ptv� Lateral 2 Flow= 5.0 gpm Lateral 3 Flow= 0.0 gpm 1 `� Lateral 4 Flow= 0.0 gpm Lateral 5 Flow= 0.0 gpm Total= 10.1 gpm 10. Summary Enter the minimum pipe size that allows for even distribution and the volume of liquid in the o e E-20 Pipe Size 'ipe Volume Pipe Length Total Volume Pert Size Spacing in al/ftft to Fill al in it Lateral 1 37.0 0 3/16 3.0 Lateral 2 37.0 .. 0 3f16 50 Lateral 3 0.0 0 0.00 0.0 Lateral 4 0.0 Q' QAQ 00 Lateral 5 0.0 0 0.00 0.0 Total = 0 gal This is the total volume to fill the laterals Amount per Dose should be 4-5 times this. I hereby certify that I have completed this work in accordance with all applicable ordinances,rules and laws (signature) (immense#) (date) Page 2 of 2 i PRESSURE DISTRIBUTION SYSTEM Geotextile fabric er of perforated lateralsuarter inch erforations s acc a fel 3' 1` :select perforation spacing = _ft of rock Pert Sizing 3/16"-1/4" .. ince perforations should noE be laced closer than 1 foot to Perf Spacing, 1.5'-5' P p I.lie edge of the rock layer (see diagram),subtract 2 feet from i he rock layer length. E-4: Maximum ailowable number of 1/4-inch perforations 37 -2 ft = � ft per lateral to guarantee 40%discharge variation Rock layer length perforation 31 - 2- 36- spacing 4. Determine the number of spaces between perforations. feet 1 inch 1.25 inch 1.5 inch 2.0 inch i)ivide the length(3)by perforation spacing(2) and round down to nearest whole number. ----- 2.5 8 14 18 28 Perforation spacing= 55 ft_ 3 ft = 2 spaces 3.0 8 13 17 26 4po 3.3 7 12 16 25 Number of perforations is o11,e plus the nber of 4.0 7 11 15 23 perforation spaees(4). Check figure E-4 to assure the number of 5.0 6 10 1 14 1 22 perforations per lateral guarantees <10% discharge variation. spaces+ 1 = perforations/lateral E-6: Perforation Discharge in gpm 6. A. Total�mber of perfora ions= perforations per lateral(5) perforation diameter tines number of laterals (1) head inches (feet) 3/16 7/32 1/4 perfs/gat x 3 lafi= perforations 1,0a .42 0.56 0.74 I . Calcis e square footage per perf 2.0b 0.59 0.80 1.04 Recommeded value is 6-10 sqft/perf. Does not apply to at-grades. 4 , Crock bed area = rock width(ft) x rock length(ft) 5.0 0.94 1.26 1.65 ft x ft= sgft °Use 1.0 foot for single famlly homes. Square foot per perforation= Rock bed area+number of perfs (6) b Use 2.0 feet for anythingelse. __ _sgft_ perfs= sgft/perf . Determine required flow rate by multiplying the total number of perforations (6A) by flow per perforation(see figure E-6) n�wpwfw /moi:%! ✓ {Vo flan P—P Emu 3 erfs x gpm/perfs= m If lilt ra s ar conn o header pipe a upperofaf�, Of P4� hon,P—P example, to select minimum required lateral diameter;enter Figure E-1:Manifold Located at End of System figure E-4 with perforation spacing(2) and number of perforations -- per lateral (5) Select minimum diameter for perforated lateral= inches. F' a E-2:Mangold Located �1. if perforated lateral system is attached to manifold pipe near h center of the SysteFn the center,lower diagram,perforated lateral length(3) and - number of perforations per lateral (5) will be approximately one # tllwinfa brofha half of that in step 8. Using these values,select minimum �= ofd,„h�n,,,,, diameter for perforated lateral= inches. ' ! P"I x I hereby certify that I�haavve completed this work in accordance with applicable ordinances, rules and laws. 1/ ` (signature) (license#) (date) E-3 manifold pipe pipe froin pump \end cap 1� alternate location of pipe from pump Figure E-1 : Manifold Located at End of System Next, determine the length of the laterals and the distance between laterals. All cormections in the pressure distribution system must be tight in order to prevent leakage and to Figure E-2: Manifold Located end cap in the Center of the System manifold pipe i alternate location / d of pipe from pump pipe from pump �r withstand pressure. Remember, all lateral lines are to be on the same elevation. The lateral length is measured from the distribution manifold to the end of the lateral. A center manifold is preferred because it minimizes pipe sizes. Figures E-i. and E-2 illustrate two possible manifold positions. The hole spacing should be less than ���•��'n;�zii l",wji geotextiie;;�,-�,�,-�,,�,�,�;��� five feet*. The higher the hole density, quarter-inch perforations spaced 3'apart minimum the more uniformly the wastewater is 2"of rock distributed. Perforations should be12" spaced no farther apart than one half of s"of r the rock layer width, or five feet, 3 whichever is less. perforation sizin 7/32"to 1/4" perforation spacing. Figure E-3: Lateral End Specs PUMP SELECTION PROCEDURE Determine pump capacity: :. Gravity distribution 1. Minimum required discharge is 10 gpm 2. Maximum suggested discharge is 45 gpm. For other establishments at least 10% greater than the water uppjy rate, but no faster than the rate at which effluent will flow ui (A the distribution device. 1=, Pressure distribution _`-)4.111 pressure distribution work sheet i`roua Ci or B Selected pump capacity: gpm . Determine pump head requirements: soil treatment system &point of discharge A. Elevation difference between pump and point of discharge? vt p .�4 -feet total pipe B. Special head requirement? (See Figure at right - Special HLad ,length__ l�ri�llirc'rrients) 2A.elevation .i inlet difference ._feet pll� C. Calculate Friction loss 1. Select pipe diameter in ---------------------" ------ 2. Enter Figure E-9 with gpm (1A or B) and pipe diameter _ - �t_'7) Special Head Requirements head friction loss in feet per 100 feet from Figure E-9 Gravity Distribution 0 ft l riction Loss = - Of ft/100ft of pipe Pressure Distribution 5 ft : . 'e[ermine total pipe length from pump discharge to soil treat- nient discharge point. Estimate by adding 25 percent to pipe length E-9:Friction Loss in Plastic Pipe for fittin T loss. Total pipe length times 1.25 = equivalent pipe length per loo feet feet x 1.25 = _feet nominal -� ----- 4. Calculate total friction loss by multiplying friction loss (122) pipe diameter i 1"t/100 ft by the equivalent pipe length (C3) and divide by 100. pmrate 1.5" 2" 3~ =100 = _ft 20 2.47 0.73 0.11 D. Total head required i the sum of elevation difference (A), sp�.cial head re9uirements (B), and total friction loss (C4) 30 5.23 1.55 0.23 rr ( ft + ft+ 3 ft = 35 6.96 <5'" 0.30 45 11.07 3.28 0.48 Total head: feet 50 13.46 3.99 0.58 3. Pump selection 60 5.60 0.82 A pump must be selected to deliver at least gpm 65 . 6.48 0.95 (1A or B) with at least _feet of total head (2D) 70 1 7.44 1.09 I hereby certify that I have completed this work in accordance with applicable ordinances, rules and laws. (signature) �7 (license#) (date) DOSING CHAMBER SIZING 1. Determine area A. Rectangle area=L x W Ww1h __ x = square feet 13. Circle area=n(3.14) x radius in feet x radius in feet I length 3.1.4 x ft x ft= sgft C. Get area from manufacturer sgft Radius 2. Calculate gallons per inch There are 7.5 gallons per cubic foot of volume,therefore multiply the area UA,B or C) times the conversion factor and divide by 12 inches per foot to calculate gallon per inch. Area x 7.5=12 = sgft x 7.5+12 in/ft = _gallon per inch J a ,0 I_ 3. Calculate total tank olumre A-l0 /l Legal Tank: A. Depth from bottom of inlet pipe to tank bottom ` -im 500 gallons or B. Total tank volume=de th from bottom of inlet pipe to tank bottom(3A)x gal/in(2) 100% the Daily flow = - ":/0 in x 3% gal/in= Sc- gal or 4. Calculate gallons to cover pump(with 2-3 inches of water covering pump) Alternating Pumps (Puna nd block height(inch)+2 inch) x gallon/inch A 1,Esld Sewage Fbws Cans per Dar in+2 in)x�I- I gal/in=3 cYgallon iwrnber 5. Calculate total pumpout volume bedrooms awl CWII Gas BI grisly A. Select pump size for 4-5 does per day. Gallon per dose= d(see figure A-1) 2 300 225 180 � / doses per day=. 0p d+ gp 1�8 3 450 300 218 olftre gp doses/day gallons q 600 375 256 vahles B. Calculate drainback 1. Determine total pipe length,ILS"feet 450 294 tithe 6 loff- 25 332 Class l 2. Determine liquid volume of pipe,0, per ft(see figure E-20) T_.. 600 370 It of III 3. Drainback quantity= 115' ft(5B1)xs/ gal per ft(5B2)_ ZO gal 8 1200 675 40B cob' C. Total pump out volume=dose volume(5A)+drainback(5133) mal+ _gal= / 70 Total gallon E-20: Volume of Liquid in Pipe 6. Float separation distance(using total pumpout volume) Pipe Diametei Gallons per foot Total pumpout volume(5C)=gal/inch(2) ___.17sZ_ga1= �a1/in= inch 1 0.045 5 0.078 2 7. Calculate volume for alarm(typically 2 to 3 inches) Q 1..2 Qj� Ain depth(inch)xgallon/inch(2)_ in x-3/3 al/in)_ gal 7=7 9 < , 2.5 0.25 8. Calculate total gallon=gallons over pum (4)+gallons pumpout(50+gallons alarm ) 3 0.38 -3/-3--gal + f 7c7 ggal+ Sal=- -gallons 4 0.66 9. Total Tank Depth=total gallon(8)+gallon/inch(2) � � ,�t.;,.y;, __17-SO gal= 3/`..3 gal/in=�U _in s //Inlet �.�/ fir i.'tH/ „�•,.1:•'r yri t , Recommended: �), �j pipe �r eserve ap city Calculate reserve ca aci (� �t alarm on ty (75% the daily flow) ._._ �%. 9� ;. Daily flow x .75 = o© x .75 —gallons Jr� �' ► - - - - - - - -M control pumpout volume --------- - --- pump on pump ff� control of erc by ,ertify that I have mpleted this work in accordance with applicable ordinances, rules and law . (signature) l93/ (license#) (date) 'E-16 FFigure E-17: Pump Tank Piggyback plug in ecifications weatherproof closure or in house basement power supply alarm wire union or other quick- control wire disconnect fitting final grade t i..i4'i::i%t"2 iFr'.:?y• :,6r.•:• ..,.r;y•,ar.r• yL' 7' m� alarm float on separate electrical circuit V( Y /s-�krt Ievel ® .1/°"Q— " 7a block to elevate 7 shut-off level _ g pump from tank bottom pump control flo 313ono reaches*wice the dose amount (the emergency level). Proper dosing tank construction, placement and sizing must be considered to ensure reliable system operation. The dosing tank construction requirements are the same as for sewage tanks. The tank must be durable and watertight and must withstand the soil loads, which tend to push in on the walls. The environment in the tanks is very corrosive, so no metal parts or fittings should be used. The major difference between a septic tank and a dosing tank is that the dosing tank will be emptied on a daily basis. Since the tank will be emptied every day, anchoring it against flotation is critical in areas with a high seasonal or permanent water table, where mound systems, which require pressure distribution, are often used (see Figure E-16). Ensuring that the dosing tank is watertight is also critical. In areas with a high seasonal or permanent water table, groundwater may leak into the dosing tank and overload the system. The seals around the pipes that enter and exit the dosing tank are especially vulnerable to leaks. If the pump is running more than the few minutes a day it takes to pump out the accumulated septic tank effluent, groundwater may be leaking into the septic tank or dosing tank. N Ito 1, cr . CL v C6so c ,ua }7 0 • v C� .,, CX cr 21. CL h •� r �' � �I b b ' •n v v IBJ 13 1 tq • ' - � , '�•k fir. � i . _�.r*-`.`i•.i.,• ';� '%'.:;•' _ Y to 1"`.L 1 11 - ' r,,-- taxi a 513 U3 � I q 7• Z/r E �o 10 J S� L� f 5a - .s 5-� � cQ 3� Dec)oo, br r. uu Soil Boring Log –_ Date: !3 Projoct Location; ` tic) Twp. Client: t c� Bori s ma - — Address: �i '�. y oby I.Z D lit.A i Boring method: A er Pit Probe Other Color classification system;. , Munsel other Boring Number Boring Number _ Surface Elevation Surface Elevation Soil type at system epth: =- Soil type at syste depth: Zrl -- Depth Texture Color— (Feet) Color o nt) Texture Color 3-- �G14lrj t 3 N 4 _ _ IVA d Structure: Blocky Platyrisme�tic None Structure• gl Platy PASMStic None Slope: : % Slope: 9/0 End of boring at feet, End of boring at feet. Mo— Standing water table: . no Standing water table: • yesno , Present at .. 3 feet of depth, Present at feet of depth, X hours after boring. hours after boring. Mottled soil. ' 1W Obs Observed at feet of depth. 636_ Mottled at Not present in boring hole — tKof depth. Observations and mments: Not present In boring hole �2. l n u y Observations and corn ts: _. ...._.�.-- r. uu _ Soil Boring Log L, Date: "! x U Project Location-3 "I'AJ,,159�-� Client- ' TWP. Address: �9/ ngs ma by: 7"s.Q, �� -- Boring method:AugerV Pit Probe OtherColor Gassificatfon s tem: Munsell Cher Boring Number Boring Number Surface Elevation _� Surface Elevation ;. Soil type at system depth, n� Soil type at system depth' Depth Texture Color Death Texture Feet (Feet) Color It, C ,-W"O'V s-- 7-- 7-- Structure' _Block Platy Prismatic None Structure' blocky Platy Prismatic None �— Slope: % Slope: q End of boring at--3—feet, End of borfng at--3—feet. Standing water table., yes <n Standing water table: �, no Present at feet of depth,� Present at 222>i feet of depth, hours after boring. hours after boring. l Mottled soil: i r Mottledt l Observed at, feet of depth. sort: ��. �a, Observed at�_fs'kof depth. Not present in boring hole- _ Not present in boring hole Observations and comments: Ob oru2tions and ante ` ALL- ,�I ~ ys 1 m ,,, . ��-N- . � inn � � . � �. �:--�-:-0 � . � n,,,. . .�,� �►�� . ,.._ .__........_.._._.........,.....�-.--�. Soil Boring Log UU --- Date: 0` Project Loca n: -3,-2 Client: cyYCUSW Address: `"'� B "ngs m de y: ,V � .Z _ .. City kftProbe Borin method: A er ° Uk. Sur a9 Other Color classification s stemj' WM:uunsbeII her c Number Boring NumberSurface Elevation Surtate Elevation _Soil type at system depth: � ,L�i ,C� icz-�,n, Soil ,�,© 5 5 - jwv type at system depth: Depth Texture """" .- -v� Feet Color Depth Texture Color Fret 2--- t b � � YF7-21, to Y(Za/ 5 -- 5— 7 7•— Strueture: Blocky Platy Prismatic None Structure: Blocky lacy rismetic None Slope: Slape:JO % 0 End of boring at feet, , End of boring at`c�- feet. Standing water table: ye no Standing water table: yes no Present at„ � of depth, ii _ hours after boring. i ( Pent t_ #�of depth, hours after boring. Mottled soil: Observed at� feet of depth. Mottled soil: Observed at 7 Not present in boring hole_ _. feet of depth. Observations and comments: Not present in boring hole Observations and co ts: Appendix B-1 3 Figure B-55: Percolation Test Sheet PERCOLATION TEST SHEET Test hole location`-3; Sri../ ` c j I� ole A —!� Date test hole was prepared: / / U Depth of hole bottom: _/:Z, inches Diameter of hole: inches Soil Data from test hole: depth,inches so 1 textUre• soil co r Method of scratching sidewall: Depth of pea size gravel in bottom of hole: •� inches Date and hour of initial water fillin g70Z gM Depth of initial water fillin Z,'fe ab ve hole bottom Method used to maintain 12"of wate de th'n hole for 4 hou C' Percolation test conducted by: ,p JC�/� Percolation test started a am pm). Maximum water depth above hole bottom during test: inches INTERVAL WATER WATER WATER PERC RATE conversions TIME (MINUTES) DEPTH DROP DROP (fraction) (decimal) CALCULATION 1116=.66 START ----- G `� 118=.13 c_ - ' -- - - ---t � ------ (Decimal) 3116=.19 REFILL —'— 77__ ?� ©, �O tea'[' $ 114=.25 Decimal _ 5(16=,31 REFILL _ f �[�r- U c 3M=.36 REFILL _— 7116=.44 �.L D 112=.5 -- Decimal REFILL -------- E 9/16=.56 — -------- -------- REFILL TIME DROP - ---------- (Decimal) 516=.63 -------- ----_--_-- �ixoP PER11116=.69 --- -------- --------- -- - (Decimal) -- REFILL G 314=.75 ------ ------ ------ E DROP 13116=.81 ---------- Decimal.) REFILL 716•-.66 --- H -------- -------- riF3v 15116=.94 ---------- ---------- (Decimal) Ten Percent Calculation* =z. A�B�C B.C�D { r_ar�gest# o ma eat o A C ` Larg-at# 0 8 D as est o Lj 3rt�a11¢eOof ABC'� 0.10 • 0 Sma eat# g p x 0.10 s " _ .EBF ��! 7°�L ! �U q Largert# o CDE ma est# o E rgest o P ma �g _ Smaller[# o TjE x 0.10 x O_70 ma est# o F EBF G Largest# o E G ma lent# o G - Largest# o H ma est o I-I Smallest# o EFG x 0.10- GH x 0.30 mal est# o " If the top number in each sat of boxes is larger than the bottom number,take another reading. If the top number is equal to or smaller than bottom number, average the 3 numbers for the perc rate. Appendix B-1 3 Figure B-55: Percolation Test Sheet PERCOLATION TEST SHEET 'fest hole location,3 7.S lL `J Z. Date test hole as prepared: G 1 Hole# _ Depth of hole bottom: inches Diameter of hole: inches Soil Data from test hole: depth,inches s textu or Method of scratching sidewall: Depth of pea size gravel in bottom of hole: ~� inches Date and hour of initial water filling: Depth of initial water filling: ab ve hole bottom Method used to maintain 12"of water depth 1*9,kole for 4 hours• ci illl Percolation test conducted by: Percolation test started at Maximum water depth above hole bottom during test: inches /Y INTERVAL WATERWATER WATER PERC RATE / conversions TIME (MINUTES) DEPTH DROP DROP CALCULATION (fraction) (decimal) 11,16--.06 START J�� I �A 1/8=.13 3116=.19 { _e REFILL 114-25 5/16=.31 1, o -- ^' 7 REFILL __ __ " /a-A-�/ --3 p--- - fcr �( -6 C 316=.36 (De�ima» _____ REFILL _ _ 7/6-44 112=.5 76 qo REFILL -------- _ _ E 91t6=.56 ------ -------- TIME -`-`---- (Decimal) 5J6=.63 REFILL -- TIME DR P P�ERC 11116=.69 ---------- (Decimal) REFILL �-+ 314=.75 -------- -------- s �Sn 13116=.81 ----- ---------- ---------- Decimal) —__ REFILL -------- H 7161.66 -------- -------- 1� �a 15116=.94 __________ __________ CDccimal) Ten Percent Calculation"-- 3' / , m A'B'C D - 13/. B�C�D - 3_? 3 : d argcst o A ma est o C Largesk u B D ma last# o R D Smaller f# ma Icst# of B _ r r�argcat N o E a'na est# o E 'a gc t# o F yrs c F e Sinallast# o CDE x 0.10- A ma cat# o IF x O_1p� E,F G _ F GSH Largest# o EFG ma est# o FG Largest# of GH mal est# o H 3mallcat A of EFG x O.30 a x O_IO rnallest# o GH " If the top number in each set of boxes is larger than the bottom number, take another reading. If the top number is equal to or smaller than bottom number, average the 3 numbers for the pert rate. Appendix B-1 3 Figure B-55: Percolation Test SheetW� PER -��� �C�OLATIO•N TEST SIMET Q� Test hole location D(ol Uj Jz" ""� Hole#t J� Date test hole/ was epared: lJ r � Depth of hole bottom: inches Diameter of hole: inches t Soil Data from test hole: depth,inches soi text re: sollcolor Method of scratching sidewall: a:j Depth of pea size gravel in bottom of hole:_ inches Date and hour of initial water filling: Z Depth of i ' 'al water fillin ' ab ve hole bottom Method used to maintain 12"of wa r depth' hole for 4 ho vr"1 Percolation test conducted by: Percolation test starte at (am pm). Maximum water depth above hole bottom during test: inches A//"G J INTERVAL WATER WATER WATER PERC RATE rr conversions TIME (MINUTES) DEPTH DROP DROP CALCULATION (traction) (decimal) 1116=06 START --- 118=.13 3116=.19 3 lyREFILL ----F-/- / � G s- - 114=.25 0o - 51M6=.31 R ILL -0. _ C 318_.38 - _- ----- DP PER (Decimall ___ U REFILL /-jr 1�M` D 7/16-'44 ----_- _ R P -f,-ERC---- �-- 112-.5 — Decimal -- REFILL -------- E+ 9116=.56 ---- --------- (Decimal) REFILL _ E+ -------- TIME —EUU5P7i>. z�xc 11116=.69 -------- -------- ---------- _ ---------- (Decimal) ----REFILL G 314-.75 TIME �ROP� PERC -------- -------- ---------- 13(16=.81 Decimal REFILL 116=.88 -------- -------- ---------- � iSr P 15116=.94 - (Decimal) Ten Percent Calculation* Larg¢et# A n�rLia a®tom# �A�C Largest! off) B D ma lest#��-o/p B L) Sma �f ABC x 0.10_ 3. #? ✓ x o.10- r�O ma cat o B D I—K.at# of DE 5-11—t# o E rgeat# at 9malleat# airCDE x 0.10- mal sat# at F E�F,G F GSH Largest# o E ma eat# o EFG Largest# of GH mal eat# o F ti Sanalleat# o EFG x O_30 Sma est# at H x O.10 If the top number in each sat of boxes is larger than the bottom number,take another reading. If the top number is equal to or smaller than bottom number, average the 3 numbers for the perc rate. M � O i "l"Grp 0N ATE TIME CITY OF ORONO - CALLED IN --T-- INSPECTIOWNOTICE _ SCHEDULED PERMIT NO-112P 2c COMPLETED ADDRESS OWNER CONTR. if--72:]5 t TELEPHONE NO. 76`j V�--j `"x&3 -7 DESCRIPTION lL ❑ FOOTING ❑ MECHANICAL RI ❑ EXCAV/GRADING/FILLING LL ❑ FRAMING ❑ MECHANICAL FINAL ❑ LAKESHORE/WETLANDS ❑ INSULATION El BURNER/FIREPLACE ❑ TREE REMOVAL Q Z ❑ WALL BD. ❑ WATER HOOK-UP ❑ SITE INSPECTION Q ❑ FINAL ❑ SEWER HOOK-UP ❑ PROGRESS ❑ DEMO-SITE ❑ SEPTIC MAINT. ❑ COMPLAINT i ❑ DEMO-FINAL ❑ SEPTIC INSTALL. ❑ FOLLOW-UP ❑ PLUMBING RI ❑ SEPTIC FINAL ❑ HARD COVER REMOVAL ❑ PLUMBING FINAL ❑ FOUNDATION/REMOVAL Q OWNER/CONTRACTOR TO MEET YOU:_YES_NO Z a COMMENTS: LU0 i i 3 D l O w maLU c- C i Y, W j d W LI WORK SATISFACTORY:PROCEED E3 PROJECT COMPLETE CC ❑CORRECT WORK&PROCEED ❑ISSUE CERTIFICATE OF OCCUPANCY W O CI CORRECT WORK,CALL FOR REINSPECTION TEMPORARY U BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑PHOTO TAKEN INSPECTOR WILL RETURN ❑CITATION ISSUED IJ STOP ORDER POSTED.CALL INSPECTOR O INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. (952) 249-4600 Owner/Contractor on sitq- ,t Inspector. White CopylInspector's File Canary Copy/Site Notice TIME (/ CITY OF ORONO CALLED IN INSPECTION� 0 OTICE SCHEDULED PERMIT NO. W &Z' SCHEDULED COMPLETED ADDRESS 3765 OWNER CONTR. TELEPHONE NO. 7103 -1 l09`7 (6/Z-210 -7Y7I DESCRIPTION /�- ❑ FOOTING EIMECHANICAL RI ❑ EXCAV/GRADING/FILLING y ❑ FRAMING ❑ MECHANICAL FINAL ❑ LAKESHORE/WETLANDS Q ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ TREE REMOVAL Z ❑ WALL BD. ❑ WATER HOOK-UP ❑ SITE INSPECTION Q ❑ FINAL ❑ SEWER HOOK-UP ❑ PROGRESS ElDEMO-SITE EJ SEPTIC MAINT. ❑ COMPLAINT v ❑ DEMO-FINAL ❑ SEPTIC INSTALL. ❑ FOLLOW-UP ❑ PLUMBING RI ❑ SEPTIC FINAL ❑ HARD COVER REMOVAL ❑ PLUMBING FINAL ❑ FOUNDATION/REMOVAL OWNERICONTRACTOR TO MEET YOU:_YES_NO COMMENTS: oLl /pry f-i to 6-0L� (1-1 RL-),,fA C S'L4 0 4. LU CC Q a —1 7-0-Ay /lit A, 3 a W ❑WORK SATISFACTORY-PROCEED P ROJECTCOMPLETE W ❑CORRECT WORK&PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY O ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY C1 BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ PHOTOTAKEN INSPECTOR WILL RETURN ❑STOP ORDER POSTED.CALL INSPECTOR ❑CITATION ISSUED ❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. (952) 249-4600 Owner/Contractor on site: Inspector. t f 17 PS White Copyllnspector's File Canary Copy/Site Notice /� Se `- V DAT TIME ITY OF ORONO 4�,0ba'f&ED IN INSPECTION NOTICE SCHEDULED Cl d PERMIT NOO ,374,5! _ COMPLETED ADDRESS OWNER CONTR. TELEPHONE NO.Ad DESCRIPTION 'L- L) �A — U�p El FOOTING ❑ M HANICAL RI ❑ EXCA / RADING/FILLING Q ❑ FRAMING ❑ MECHANICAL FINAL ❑ LAKE ORE/WETLANDS h ❑ INSULATION ❑ WOOD BURNER/FIREPLACE El TREE REMOVAL Z ❑ WALL BD. ❑ WATER HOOK-UP ❑ SITE INSPECTION Q ❑ FINAL ❑ SEWER HOOK-UP ❑ PROGRESS ❑ DEMO-SITE ❑ SEPTIC MAINT. ❑ COMPLAINT v ❑ DEMO-FINAL ❑ SEPTIC INSTALL. ❑ FOLLOW-UP ❑ PLUMBING RI ❑ SEPTIC FINAL ❑ HARD COVER REMOVAL v ❑ PLUMBING FINAL ❑ FOUNDATION/REMOVAL OWNER/CONTRACTOR TO MEET YOU:_YES_NO vOi COMMENTS: W a J O cc O LL W cc Q f2 Z W W QC J CI � D<WORK SATISFACTORY:PROCEED 13 PROJECT COMPLETE W ❑CORRECT WORK&PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY 0 ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ PHOTO TAKEN INSPECTOR WILL RETURN ❑STOP ORDER POSTED.CALL INSPECTOR ❑CITATION ISSUED ❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. (952) 249-4600 Owner/Contractor on site: Inspector. White Copy/Inspectoes File Canary Copy/Site Notice