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Home My WebLink About2006-P10079 - new septic PERMIT . �ITY OF ORONO 2750 Kelley Parkway- PO Box 66 Permit Number: p1o079 Crystal Bay, Minnesota 55323 Permit Type: Septic (952) 249-4600 Date Issued: 7/11/2006 SITE ADDRESS: 1805 Sixth Ave N Unit# Long Lake,MN 55356 PID: 27-118-23-41-0002 DESCRIPTION: Proposed Use: Residential Permit Class: General Se tic Permit Sub-type(s): New Septic System Permit Type: P DETAILS: Approved per resolution#: Separate permits required: NOTICES/REMARKS: FEE SUMMARY: Pernut Fee: $ 100.00 valuation: $ 0.00 State Surcharge Fee: $ 0.50 TOTAL FEE: $ 100.50 APPLICANT: Hayes&Sons Exc. Inc. OWNER: Curtis Gardner 263 82nd Street S.E. 1805 Sixth Ave N Montrose,MN 55303 Long Lake,MN 55356 THE UNDERSIGNED HEREBY REQUESTS PERMISSION TO MAKE THE REAL IMPROVEMENTS SPECIFIED AND AGREES TO DO ALL WORK IN STRICT COMPLIANCE WITH ALL CITY OF ORONO ORDINANCES AND STATE OF MINNESOTA BUILDING CODE REQUIREMENTS. � s� ` -C� -�'S t� �: �/� � � � �,, --��` � ��.- ,!' .�� `--�./� L APPLICANT PERM[TE SIGNATURE � ISSUED BY S[GNATURE Copies: 1-File(Signatures Required), 1-Applicant, 1-Monthly Reports, 1-Assessing,(If Septic, 1-Septic) Page 1 � i� , 0,.9 r �1� � � � � CITY OF ORONO SEP1'IC SYSTENI PERIVIIT'APPLICES.TION Box 66 (2750 Kelley Parkway) Crystal Bay,Mn 55323 JOB SITE ADDRESS � �� ' `—"'' � Occupancy Type: Residential ✓ Commercill Other Permit Type: Ne�v or Replacement System $100.00 � Repair Existing System $ 50.00 (T1nks or Drlinfield) $0.50 State sui•ch�i•ge added to lbove fees * See fee schedule for non-residential permit fees O�rner's Name: J��3 • �►�� So�v�f-.�S Phone Number:��2— s S�l �09�� 1Vlailing Address: City: Zip: Conh�actor's Name• ��cs �S�s Phone Nu4nbei: 76 3-� • `f79^/7�Z Mailing Address: 263 S�2— Sf • S� Cit3':/h�►.fi�^'`X Zip: S�_37o '3 *** DO NOT NIAIT�PAYMEI+iT�VITH THIS APPLIC�TION*** GENERAL INSTRUCTIONS 1. Applications for septic system permits may be mailed or submitted in person at the City O£fices; however, permits will not be mailed out. The permit must be picked up in person at the City Offices and work must not begin unless the permit card is on the job site. 2. Permits will be issued only to contractors holding a Minnesota Pollution Control Agency(MPCA) Septic System Installers License. 3. A11 work must be done in accordance with the approved septic system desi�n. Desijn reports are not considered approved unless accompanied by the "City of Orono Septic System Approval" cover sheet signed by the City Inspector. 4. The followina inspections will be required for all septic systems: A. Pre-installation site inspection to include inspector, installer, and �eneral contractor. B. Tank installation prior to covering. C. Drainfield trench installation prior to covering. For mounds, inspection is required after rou�h up but prior to sand placement (sand �vill be jar tested for silt content), and again during pressure distribution pipin; installation in the rock bed. D. Final inspection to verify proper final cover depths and to verify that all pump stations (wnere required) components are functional and comply with codes. 5, Individual holding�tPCAlnstallers License shall be present durin�all inspections. :�24-ho�u• notice is ►•equired fot•all inspections. • , NOTE: Applicant must initial all spaces. Fill in all appropriate blanks and check all appropriate boxes. � Cl. I have received a copy of the system design includin� the City of Orono Septic System Approval Cover Sheet. , 2. I will be installi ?the followin': A. Tanks: �Precast Concrete Other Manufacturer �q-vk,ivJ ��✓�s� Tank Capacities: 1) /3B0 �al. 2) /3oJ aal 3) /SaU gal u�=r B. Pump Station(if required) Pump make& model $N/y0�'�e�� (attach pump curve 8c literature); system design requires ��f gpm at S�D feet of head. High water alarm make& model sS 2��..b�s . Outside electrical work to be completed by installer �ectrician other. C. Treatment System: / Trenches: s.f. ✓ Nlound Z_ Depth of rock below pipe " Rock bed dimensions �o ' x 3 9 ' Drop Boxes Sand bed dimensions�3 ' x b� ' Distribution Box Pressure Dist. Pipe Diam. /��z " Manifold Pipe Diam. Z " D. Final Cover/Topsoil 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, a�rees to do all work in strict accordance with ordinances of the Gity and the regulations of the State of 1Vlinnesota,and certifies that all statements mad on this application are complete,true and correct. SijnatureofApplicant S Date: �— � `� � � NIPCA License No. � T L/ -------------------------------------------------------------------------------------------------------------------------- Staff Review: Approval " Den' ��V9��er: ��it2' � � l0� �� fl�eaSOl1 fOd' �eII➢��: ,. � �- � ., � � � r��`1 � o � �l . Rusty Olson's--Soil and Percolation Testing Joseph J. Olson--MPCA License#810 11481 Riverview Rd. NE, Hanover, MN 55341 (763)498-8779 Fax (763) 498-8290 March 09,2006 Revised 3/11/06 D&J Home Solutions 1805 County Road#6 Orono,Hennepin County Phone 612-559-0965 "I'his on-site Sewage Treatment System is designed for a Type 1,six-bedroom home in accordance with the Minnesota Pollution Control Agency Chapter 7080 and local ordinances. The seasonally saturated soils were located at 14"-22"(mottled soil). Due to seasonally saturated soils,a pressurized Mound System will need to be installed to treat septic effluent. The bottom of the treatment area must be located at least 3'above the saturated soils. The soils at a depth of 12"have a percolation rate averaging 14 MPI. Part of the absorption area on the future site for this lot is less than one foot to mottling. All neighboring wells are located greater than 100'away from proposed treatment area. Use 7/32 perforations in the laterals. A pumping chamber will need to be installed to lift the effluent to the treatment area The power supply and Switches must be located outside the manhole and pumping chamber in a weatherproof enclosure. A warning device must be insYalled with light and sound devices;this is in case of a pump failure.The manifold and supply line must have back drainage to the pumping chambec The distribution pipes shall have their ends eapped. Be sure the rock and sand fill materials are clean. The sod layer below the entire mounded area must be turned over,just break up the sod and be sure not to over��ork. Keep all heavv equipment off of the proposed treatment areas before durinE and after construMion. The area around the site must be fenced aff by the contractor before anv construction begins.This Desien is not valid and the Svstem will need to be relocateu if failure to protect the area of the proaosed On-Site Sewaae Treatment occurs. With proper installation and maintenance,this system should have no problem in treating septic efllue�t effectivcl�. Nothing other than gray water,(laundry,showers,etc.) Human water and toilet tissue should be disposed of into the septic tanks. Garbage disposals are not recommended. Additives must not be used;they may cause hazmful damage to your septic system. It is recommended that you pump the tank every year for 1 tank,every two years for two tanks. Sincerely, �� /� �`�"!'�'�' ' ,,�� Joseph J.Olson �� D �� •��MIMA� �� J�"P�QVBD'�!'f�{�OIt1t8C'i'p1i�1lOaj'� N!)T�1TwtOt+l�p►W1eRi�T#I�t18Mt1' 1�s�aMroaMr�ee&►r�ip�u� 111�n�1t.I�NiM�i f�!b!t eom4ttt.eoe�rhk aN�ppNc�ble�it�aa�ia��11► �teqa�bOaaenp i�ci+d�iWaa�net�fo�r soa�l d111i�►�wlM�k �E$!''ti�!��#T t�lt�Y�tA��iAtRi • , , � � _« � ' ` ' �� . ,d� � � �� Z �� .,. Y �a� � ��'� �� , 7 � b ` � o ~ wF r , � � o � t � 'R r .. ;. � � � - � ----- o _ �, �� T ^ \ � r ; <'� ,� � + s '"► • 9��6 � � � , � 9 H � s `,.' h�p � l �u Y �'= ��y _ a_�C- - � � � � `\ e� �� a ,�l� � � • �J� '0� r� �� .� R � � . . ,S Q � i � � +� ��+ r � e w �! 3 � � 1a t. ..3 �y ? 2� °` ?.n '�,� .= . a . � 1 `� W � . }� / . - � �L yY'j � . 21 �-'- -�� --,� . � � � . � � � o . . ; : � 3 a � 2 � �, o � F �J � � . I , • , � . �� s � ' • � � - �- � a ' !t �� - �f� g � �'� �� .: � _ � _� � � . � �-�, �� - . - 1�1 - �� l�� y �i � - �� . � o . � � � �� : � �� y� � r � #� � �N o � � . � � �� '�" �/ 7PL -_. n �� .,� � � � •�� o � * ; � . � � � �, '� W. z W� � � . � w � � �. � . � _� � � � rn �� _ � � � 'r $ . & `�, G O 1� . r ,. Y � � .� ; � � � -� �. 1 x * � �� ' ' . �s � - � �. _ w_ � � '� � � _ •N�� ''- � - � r � � � � ti - T � � . � �� • �� g,' v v` �' s � � r � � � �� l/� '�� . � � � !�L S ��. � ' I .. _� � � �' .. � � � � � . ' — R � � � �� .� . 1 � � � : � �� - :, �` � , �� _ `� - ♦ � �� . o c "'1 �� - C �; J y �� _ � '�� `� - � 4 i� � � . � � � � . � � . , - ��.. - b w �. . O . '� (�.1 � �� • • • � "� � � � • (G � � L� � �� L : � J � � � � � �� __ - - d� � � �° �t�i�i - �� . . . . � �� . � � . . �� . � � r��r� � J {. . . . . � � . � : 1 ' � 1�,,�� ° ° . eo _ � - . � • � , a� Uusboe rockbed Job#� Tw�w�sNr 'Pwoorew�r Universi of Minnesota Mound Design Worksheet Greater than 196 Slopes a F�ow Estim�ed � 900 9Pd(see figure A-1) � or measured I � x 1.5(safety factor)_ � 9Pd ; B. SEP'TIC TANK LIQUID VOLUMES Se�C tank c�ac�ty 225p galtons(see figure G1) Number of tanks/compartments 0 Eifluent Flter (Yes/no) Yes C-1 Septic Tank Capacily in Galbns Number of Minimum Capaat�r with C�aaty with Bedrooms C�aaty Garb.Disp. Disp.and Lift 2 or 1125 3 or 4 1500 5 or 6 2250 7,8 or 9 3000 } C. SOILS(Site evalu�ia►data) 1. De�h to r�eshic�ng laye�= 1.8 feet 2. Depth of peroola6on tests= 12 inches 3. Textune bam 4. Shc bading r�e(see F'�gure D-33) 0.60 9Pd�� Peroda6on rate 14 MPI 5. 96 Land Sbpe 5.0 96 D. ROCK LAYER DIMENSIONS 1. Multiply average design flow(A)by 0.83 to obtain required area of rock layer:Item A x 0.83= 900 gpd x 0.83 ft�/gpd= 390 ft2 2. Detertmne rock layer width =0.83 ft`/gpd x Linear Loading Rate(LLR)(see LLR chart 0.83 ft/gpd x 12.00 = 10.0 ft w�cnart P�k Rate LLR <120 MPI <=12 >=120 MPI <� 3. Length d rock layer=area divided by width= 390.0 ft! 10.0 feet= 39.0 ft E. ROCK VOLUME 1. Muitiply rodc area by rock depth to get cubic feet of rock 390.0 X 1.0 ft= 390.0 ft3 2. Divide ft3 by 27 ft3lyd3to get cubic yards 390.0 ft3 1 27 = 14.4 yd3 3. Multiply cubic yards by 1.4 to get weight of rock in tons; 14.4 yd3 X 1.4 ton/yd3 = 20.2 tons Page 1 of 5 F,. ABSORPTION WIDTH Absorption ratio: 2 �P�w Pt � 1. Absorption width equals absorption rffiio times rodc layer width � 2.00 x 10.0 ft = 20.0 ft G. MOUND SLOPE YYIDTH 8 LENGTH(Greate�than 196) 1. Downslope absorption width=abso�ption width minus rock layer width 20.0 feet - 10.0 feet= 10.0 ft 2. C�culate mo�nd size � UPSLOPE � � a.Depth of clean s�d at upslope edge of rock layer=3 fcet minus distance to restricting layer(C1) 3.0 ft - 1.8 ft= 1.2 ft b.Mound height at the upslope edge of rodc layer=depth of dean sand for separation(G2a) at upslope edge plus dep�of rodc layer(1 foot)to depth of cove�(1 foot) 1.2 ft+1ft+1 R= 3.2 ft c.Upslope berm multipl�based on land slope(see figwe D-34) Selected berm multiplier: 3.33 d.Upslope width=berm muttiplier(G2c)times upslope rr�nd height(G2b): 3.33 x 3.2 ft = 12.0 ft DOWNSLOPE e.Drop in devation=rodc lay�widm(D2)times percent landstope(C5)/100 10.0 ft x 5.0 % /100= 0.5 ft f.Downsbpe mound hei�t=de�d dean sand for sbpe difference(G2e) at downsbpe rodc edge plus the mound height ffi the uPslope edge of rock layer(2b) 0.5 ft + 3.2 ft= 3.7 ft g.Downslope bertn multiplier based on percent land slope(see Figure D-34 Selected berm multiplier: 5.00 h.Downslope width=downslope multiplier(G2g)tirr�s downsbpe mound height(G2� 5.00 x 3.7 = 19.0 ft i.Select greater of G1 and G2h as the downslope width 19.0 ft j.Total mound width is ttie sum o�upslope(G2d)width plus rodc layer width(D2)plus downslope width(G2i) 12.0 ft+ 10.0 ft+ 19.0 ft= 41.0 ft k.Total mound length is the sum of upslope width(G2d)plus rock layer length(D3)plus upslope width(G2d) 12.0 ft + 39.0 ft+ 12.0 ft= 63.0 ft Final Dim�sions slope>1%) 41.0 ft x 63.0 ft I hereby oertify that all woric has eted in acxordanoe with all applicable ordinances,rules&laws. (signature) 810(license#) 3181'1006(date) Page 2 of 5 a w.wa Downslooe rockbed Job#� Twsw��rr �Pwosre�w Universi of Minnesota Mound Design Worksheet Greater than 1X Slopes a F�� Estimated ! g0p gpd(see figure A-1) or measured ' x 1.5(safety factor)_ � 0 gpd B. SEPTIC TANK UQUID VOLUMIES Septic t�k capaaty 2250 gallons(see figu�Gl) Number of tankslcortipartrr�ents 0 Effluent Rlter (yes/no) yes G1 Sepfk Tank Ca�adt�/in Galbns Number of Minimum C�acity with Capaaty with Bedrooms Capacity Garb.Disp. Disp.and Lift 2 ur less 1125 3 or 4 1500 ;� 5 or 6 2250 7,8 or 9 3000 C. SOILS(Site evelua6on d�a) 1. D�h to restricting layer= 1.3 feet 2. Depth of peroolation tests= 12 inches 3. Textu�e lo�n 4. Sal loading rate(see F'x�ure D-33) 0.60 gpd�ft� Per�da6on rate 14 MPI 5. %Land Slope 5.0 % D. ROCK LAYER DIMENSIONS 1. Multiply average design flaw(A)by 0.83 to obt�n required�ea of rodc layer Item A x 0.83= �0 gpd x 0.83 it�/gpd= 390 ftZ 2. Determine rock layer width =0.83 ft`/gpd x Unear Loading Rate(LLR)(see LLR chaR 0.83 tt�lgpd x 12.00 = 10.0 ft LLR Chart Pe.rk Rate LLR <120 MPI <=12 >=120 MPI <=6 3. Length of rodc layer=area divided by width= 390.0 ft/ 10.0 feet= 39.0 ft E. ROCK VOLUME 1. Multiply rodc area by rodc depth to get cubic feet of rock 390.0 X 1.0 ft= 390.0 ft' 2. Divide ft3 by 27 ft31yd3 to get cubic yards 390.0 ft3 / 27 = 14.4 yd3 3. Multiply cubic yards by 1.4 to get weight of rock in tons; 14.4 yd3 X 1.4 ton/yd3 = 20.2 tons Page 1 of 5 F: dBSORPTION WIDTH Absorytion ratlo: 2 (�jW n S C.�r'� 1. Absorption width equals absorption ratio times rodc layer width • ' 2.00 x 10.0 ft = 20.0 ft G. IYIOUND SLOPE WIDTH d�LENGTH(Gres�erthan 196) 1. Downslope at�sorption width=absorption width minus rodc layer width 20.0 feet - 10.0 feet= 10.0 ft 2. Calculate mound size � � ! i UPSLOPE a.De�h d dean sand at upslope edge of rodc laye.r=3 feet minus dist�ce to�stricting layer(C1) 3.0 ft - 1.3 ft= 1.7 ft b.Mound height at the uPslope edge of rock layer=depth of de�sand for separabon(G2aj at upslope edge plus depth aF rodc layer(1 foot)to depth of cover(1 fo�) 1.7 ft+1ft+1 ft= 3.7 ft c.Upslope berm multiplier based on lar�slope(see figure D-34) Seleded berm multiplier. 3.33 d.Upslope width=bertn multiplie�(G2cj tirties upslope mound height(G2b): 3.33 x 3.7 ft = 12.0 ft DOWNSLOPE e.Drop in elevada�=rodc layer width(D2)time,s percent landslope(C5)/100 10.0 ft x 5.0 % /100= 0.5 ft f.Downslope rr�nd height=depth of de�an sand for sbpe difference(G2e) �downslope roc�c edge plus tne mound t�ignt at tl,e u�lope edge of roc�lcc laye�(2b) 0.5 ft + 3.7 ft= 4.2 ft g.Downslope bertn mutqptier based on peroent land slope(see Figure D-34 Selected berm mul�plier: 5.00 h.Downslope width=downslope multiplier(G2g)times downslope mound height(G2� 5.00 x 4.2 = 21.0 ft i.Select greater of G1 and G2h as the downslope width 21.0 ft j.T�rtaund width is the sum of upslope(G2d)width plus rodc layer width(D2)plus downslope width(G2i) 12.0 ft+ 10.0 ft+ 21.0 ft= 43.0 ft k.Total mound length is the sum of upslope width(G2d)plus rodc layer length(D3)plus upslope width(G2d) 12.0 ft + 39.0 ft+ 12.0 ft= 63.0 ft Fin�Dimensions (sbpe>1%) 43.0 ft x 63.0 ft I hereby ' that all work has been oompleted in accordance with�I�plicable ordinances,rules&laws. (signature) 810(license#) 3/81'1(l06(date) Page 2 of 5 a� Future Site Job#� ,Tw�wri��rr Pw�oorsw�r Universi of Minnesota Mound Design Worksheet Greater than 1%Siopes_� a F�ow Estimate� 900 ! 9Pd(see figwe A-1) or meas�red i x 1.5(safety factor)= 0 9Pd B. SEP'TIC TANK LIQUID VOLUMES S�C tank c�aaty 715p gallons(see figure G1) Number of t�kslcompartments 0 Effluent Fifter (yes/no) Y� G1 Seplic Tank Capadly in�allons Number of Minimum Capacity with Capaaty with Bedroorr�s Capaary �arb.Disp. Disp.and Lift 2 or less 11 5 3 or 4 1500 5 or 6 2250 7,8 or 9 3000 C. SOILS(Site ev�u�ian data) 1. Deplh to resUicting layer= 1.3 feet 2. Deplh of percoi�ion tests= 12 inches 3. Te�me bam 4. Sa�bading r�e(see Figure D-33) 0.60 9Pd�� peroda6on rate 19 MPI 5. 96 Lar�d Slope 6.0 % D. ROCK LAYER DIMENSIONS 1. Multi�y average design flow(A)by 0.83 to obtain required area of rock layer:Item A x 0.83= 900 gpd x 0.83 ft�/gpd= 750 ft� 2. D��mine rodc layer width =0.83 ft`/gpd x Linear Loading Rate(LLR)(see LLR chart 0.83 ft/gpd x 12.00 = 10.0 ft LLR Chart Perk Rate LLR <120 MPI <=12 >=120 MPI <� 3. Length of roc:k layer=area divided by width= 750.0 ft2 / 10.0 feet= 75.0 ft E. ROCK VOLUME 1. Muldply rodc arna by rodc depth to get cubic feet of rock 750.0 X 1.0 ft= 750.0 ft3 2. Divide ft3 by 27 ft3/yd3 to get cubic y�ds 750.0 ft3 / 27 = 27.8 yd3 3. Multiply cubic yards by 1.4 to get weight of rock in tons; 27.8 yd3 X 1.4 toNyd3 = 38.9 tons Page 1 of 5 . 'F. ' ABSORPTION WIDTH Absorptlon ratlo: 2 1. Absorpdon width equ�s absorption ratio bmes rodc layer width Future Site � ' 2.00 x 10.0 ft = 20.0 ft G. MOUND SLOPE MIIDTH�LENCTH(Grea�tlian 17G) 1, Damslope absorption width=absorption widlh minus rodc layer width 20.0 feet - 10.0 feet= 10.0 ft 2. Calculate ma�nd size � � I i UPSLOPE a.Depth of dean sand at upslope edge af rodc layer=3 feet minus distance to resUicting layer(C1) 3.0 ft - 1.3 ft= 1.7 ft b.Nbund h�ght at the upslope edge of radc la�=depth of dean sand for separabon(G2a) at upsiope edge plus depth of rock layer(1 foot)to depth af oover(1 foot) 1.7 ft+1ft+1 ft= 3.7 ft c.Upsiope berm multiplier based a�land sbpe(see figuro D-34) Sdected berm mufliplier: 3.23 d.Upslope width=berm multiplier(G2c)b�s upslope mound height(G2b): 3.23 x 3.7 ft = 12.0 ft DOWNSLOPE e.Drop in�evation=rodc layer width(D2)times percent I�dslope(C5)/100 10.0 ft x 6.0 % 1100= 0.6 ft f.Downslope mound height=de�h of dean sand for slope diff�oe(G2e) at downslope rodc edge plus the mound height�tlie upslope edge of rodc layer(2b) 0.6 ft + 3.7 ft= 4.3 ft g.Downslope berm multipliPr based on pero�t land slope(see Figure D-34 Se�eded bertn multiplier: 5.26 h.Downslope width=dovmslope multi�ier(G2g)dmes downslope mound height(G2� 5.26 x 4.3 = 22.0 ft i.Seled greater of G1 and G2h as the drnmslope width 22.0 ft j.T�rt�nd width is the sum af upslope(G2d)width plus rodc layer width(D2)plus downstope width(G2i) 12.0 ft+ 10.0 ft+ 22.0 ft= 44.0 ft k.Total mound length is the sum of upslope width(G2d)plus rodc layer length(D3)plus upslope width(G2d) 12.0 ft + 75.0 ft+ 12.0 ft= 99.0 ft Final Dirt�nsions slope>196 44.0 ft x 99.0 ft I hereby ' that all work has been canpl�ed in a000rdance with all applicable adinanoes,rules&laws. (signature) 810(license#) 3111/Z006(date) i i� Page 2 of 5 , , , Unlevel Pressure Distribution System Design 1. Lay out system in order of highest to lowest elevation Line 1 Elevation 1018.7 ft Length 111 ft Line 2 Elevation 1018.0 ft Length 111 ft ; Line 3 Elevation ft Le�gth ft , i Line 4 Eleva6on ft Le�gth ft Line 5 Elevation ft Length ft � 2. Change in Elevation over the Trenches Highest elevation-lowest elevation: 1018.7 - 1018.0 = 0.7 feet 3. Total Head=head at orifices(Zft)+change in elevation(2) 2 ft + 0.7 ft = 2.7 feet ('�f gr+eater than 5 feet modify design) 4. Cakulate pressure head for each system 1. Highest Trench Elevation the Head=2 feet 2. Po+(E1 -Ex)=eEx Line 1 Elevation 1018.7 2+[E1 -E1]=2 + [ 1018_7 - 1018.7 j= 2.0 feet Line 2 Elevation 1018.0 2+[E1 -E2j=2+ [ 1018.7 - 1018.0 ]= 2.7 feet Line 3 Elevation 0.0 2+[E1 -E3]=2+ [ 1018.7 - 0.0 ]= 0.0 feet Line 4 Elevation 0.0 2+[E1 -E4]=2+[ 1018.7 - 0.0 j= 0.0 feet Line 5 Elevation 0.0 2+[E1 -E5]=2+( 1018.7 - 0.0 ]= 0.0 feet 5. Determine flow rate per hole(See Ngure E-6) Line 1 Pres 2.0 Perf Diameter 3N6 = 0.59 gpm Line 2 Pres 2.7 Perf Diameter 3/16 = 0.69 gpm Line 3 Pres 0.0 Perf Diameter = gpm Line 4 Pres 0.0 Perf Diameter = gpm Line 5 Pres 0.0 Perf Diameter = gpm 6. Calculate flow for Line 1 Number of perforations- len th of pipe-2)/spacing]+1 [( 111 ft-2ft) / 3 � ft]+1 = 37 perforations(Check figure E-4 to make sure it is ok) Flow= number of perforations x flow rate 37 perf x 0.59 gpm = 21.8 gpm 7. Calculate the gallons per foot for Line 1 Gallons/length= 21.8 gpm / 111 ft= 0.20 gpm/ft E�Perforation Dischar e in GPM E�Maximum Number of 1/4 inch perforations Pressure r lateral to uarantee<10°k discha e variation Head PerForation Diameter in inches PerForation feet 1/8 3/16 7/32 1/4 Spacing 1 0.18 0.42 0.56 0.74 feet 1 inch 1.25 inch 1.5 inch 2.0 inch 1.5 0.22 0.51 0.68 0.90 2.5 8 14 18 28 2 0.26 0.59 0.80 1.04 3.0 8 13 17 26 2.5 0.29 0.65 0.88 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 Page 1 of 2 � 8. Balance flows for other lengths,spacing,or size , Line 2 GPM= length of pipe x gallons per minute per foot(7) 111 ft x 0.20 gpm/ft = 21.8 gpm #of Perfs=GPM /flow rate(5.2) 21.8 gpm / 0.69 gpm = 31 #of Perfs(Check figure E-4) Spacing=(Length-2 feet)!(Number of perfs-1) ( 111 ft-2ft)/( 31 perfs- 1) = 3.6 feet Line 3 GPM=length of pipe x gallons per minute per foot(7) � 0.0 ft x 0.20 gpm/ft = 0.0 #of Perfs=GPM /flow rate(5.2) 0.00 gpm / 0.00 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 Line 4 GPM= length of pipe x gallons per minute per foot(7) 0 ft x 0.20 gpm/ft = 0.0 #of Perfs=GPM /flow rate(5.2) 0 gpm / 0.00 gpm = 0 #of Perfs(Check figuns E-4) Spacing=(Length-2 feet)/(Number of perfs-1) ( 0 ft-2ft)/( 0 perfs- 1)= 0.0 feet E-20 Volume of Li uid in Pipe Pipe Diameter Liquid per foot Line 5 GPM= length of pipe x gallons per minute per foot(7) inches allons 0 ft x 0.20 gpm/ft = 0.0 1 0.045 #of Perfs=GPM /flow rate(5.2) 1.25 0.078 0 gpm / 0.00 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 tatal gpm 8 Calculate System loading 4 0.66 Pi volume (see figune E-20) x length Line 1 Flow= 21.8 gpm 0.11 gal/ft x 111 ft = 12.2 gal Line 2 Flow= 21.8 gpm 0.11 gal/ft x 111 ft = 12.2 gal Line 3 Flow= 0.0 gpm gal/ft x 0 ft = 0.0 gal Line 4 Flow= 0.0 gpm gal/ft x 0 ft = 0.0 gal Line 5 Flow= 0.0 gpm gal/ft x 0 ft = 0.0 gal Total= 43.7 gpm Tota1= 24.4 gal 10. Summary Pi Size Perf Size Spacing Line 1 1.5 in 3/16 in 3.0 ft Line 2 1.5 in 3/16 in 3.6 ft Line 3 in 0.00 in 0.0 ft Line 4 in 0.00 in 0.0 ft Line 5 in 0.00 in 0.0 ft I hereby cefify that I have completed this work in acxordance with all applicable ordinances,Nles and laws (signature) 810 (license#) 3/08/2006(date) Page 2 of 2 University of Minnesota Pump Selection Procedure - 10/25/04 ' All�boxed rectangles must be entered,the rest will be calculated. oNsr,�e 1. Detenrdne pump capacity: T�TM� A. Gravity Distribution P�"'W 1.Minimum required discharge is 10 gpm 2.Ma�dmum suggested discharge is 45 gpm For other establishments at least 10°�6 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 wo�ksheet �ou f`�ar'^e"r Svs'�'' &pdnt of discharge Selected Pump Capacity: �gpm fotoi�pe length 2A.elevatlon inlet ` difference 2. Determine Total Dynamic Head(TDH) wpe�;;�m - '; , A. Elewation difference beri�een pump and pant of discharge. '�' ' OfeetI;:� __ _ ; -------------------------- ------ B. Special head requirement?(See F'�gure-Special Head Requirements) �5 feet Special Head Requi�ernents Gravity Distribution OPt C. Fric�a�loss in supply pipe Pressure Distribution 5ft 1. Seled pipe diameter �2 in 2. Enter Figure E-9 with gpm(1A or B)and pipe diameter(C1) Read friction loss in feet r 100 feet from Figure E-9 E-9 Friction Loss in Plastic Pipe Friction bss= 3.28 ft/100 ft of pipe 100 R naninal 3.Determine total pipe length from pump discharge to soil system discharge point Flow Rate �i e diameter Estimate by�ding 25 perc;ent to pipe�ngth for fiction loss in fittings. m 1.5' 2.0' 3" � �,, Pi times 1.25=equivalent pipe length � �;� , L��= 315 ft x 1.25= 393.75 feet 25 3.73 1.11 016 ��` ��, . �� . 4.Calculate total friction loss by mul6plying friction loss(C2j 35 6.96 2.06 0.3 by the equivalent pipe length(C3)and divide by 1�. 4a $,.� . r�S4. 0:39 Fricbon Loss= 3.28 ft/100ft X 393.75 ft I 100= 12.9 feet 45 11.07 3.28 0.48 50 13�46 ;3�9 �;58: D. Total head requirement is the sum of elevation difference(A),special 55 4.76 0.7 head requirements(B),and total friction loss(C4). 60 S.8 '.0.82 22 R + 5 ft + 13.0 ft 65 6.48 0.95 70 7.44' 1.09 Total Head: 40.0 feet 3. Pump Selection 1.A pump must be selected to deliver at least 44 gpm(1A o�B) with at least 40.0 feet of total head(2D). I hereby certify that I have completed this wo�C in accordance with all applicable ordinances,rules and laws. (signature) 810 (�icense#) 3/�/0(� Date Page 1 of 1 Los�s of Soil Borinsts License#81 Q ! Location or aroject: 1805 County Road#6 ' Borings made by: Rusty Olson's Soil and Perc testing 3/8/2006 and 3/10/06 Classification System: AASHO ; USDS-USDS-SCS X ; Unified ; Other Auger used(check two): Hand_X ,or Power . Flight, Bucket or Probe_X_ Boring Number_1_Surface elevation_1015.0_ Mottled Soil at 1.3_feet 0"-6" Dark brown loam 10yr3/2 H20 present at X_ 6"-16"Brown loam 10yr4/4 16"-24"Rusty brown loam 10yr5/4 24"-28"Rusty olive brown loam 2.5y5/3 28"-30"Rusty olive gray clay loam 2.5y5/2 Boring Number_2_SurFace elevation_1016.7_ Mottled Soil at 1.8_feet 0"-6"Dark brovm loam 10yr3/2 H20 present at X_ 6"-22"Brown loam 10yr4/4 22"-30"Rusty olive brown loam 2.5y5/4 Boring Number_3_Surface Elevation_1014.4 Mottled Soil at_1.3 feet 0"�"Dark brown loam 10yr3/2 H20 p�esent at X_ 6"-16"Brown loam 10yr4/4 16"-24"Rusty brown loam 10y5/4 24"-30"Rusty brown loam 10yr5/3 Boring Number 4_ Surface elevation_1014.4_ Mottled Soil at_1.7_feet 0-8"Dark brown loam 10yr3/2 H20 present at X_ 8"-20"Brown loam 10yr4/4 20"-26" Rusty brown loam 10yr5/4 Boring Number 5_Surface elevation_1012.9_ Mottled Soil at_0.8_feet 0-4" Dark brown loam 10yi-3/2 H20 present at_X_ 4"-10" Brown loam 10yr4/4 10"-24"Rusty brown loam 10yr5/4 24"-30" Rusty brown clay loam 10yr5/3 Boring Number 6_Surtace elevation_1013.5_ Mottled Soil at 1.1_feet 0-8" Dark brown loam 10yr3/2 H20 present at_X_ 6"-14"Brown loam 10yr4/4 14"-24"Rusty brown sandy loam 10yr5/3 24"-30"Rusty brown loam 10yr5/2 Percolation Test Data Sheet Lic.#810 Percolation test readings made by: Rusty Olson's Perc. starting at 10:10 A.M. On 03/07/06 � Location: 1805 County Road#6 Hole number: 1 Date hole was prepared: 03/06/06 Depth of hole bottom_12"_inches, Diameter of hole 6°_inches. Soil data from test hole: Depth, inches Soil texture 0-6" Dark brown loam 10yr3/2 6"-12" Brown losm 10yr4/4 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date and hour of initial water filling 03/06/06 At 10:00 A.M. depth of initial water filling 12 inches above hole bottom. Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Siphon Maximum water depth above hole bottom during tests 6 inches Time Time Depth Drop in H20 Perc Rate 10:23 10:53 6" 2.0 15.0 11:00 11:30 6" 2.0 15.0 11:31 12:01 6" 2.0 15.0 AVERAGE PERC. RATE 15.0 MPI Percolation Test Data Sheet Lic.#810 � i i ; Percolation test readings made by: Rusry Olson's Perc. starting at 10:10 A.M. On 03/07/06 Location: 1805 County Road#6 Hole number: 2 Date hole was prepared: 03/06/06 Depth of hole bottom_12"_inches, Diameter of hole_6"_inches. Soil data from test hole: Depth, inches Soil te�ure 0�" Dark brown losm 10yr3/2 6"-12" Brown loam 10yr4/4 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date and hour of initial water filling 03/06/06 At 10:00 A.M. depth of initial water filling 12 inches above hole bottom. Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Siphon Maximum water depth above hole bottom during tests 6 inches Time Time Depth Drop in H20 Perc Rate 10:24 10:54 6" 2.7 11.1 10:59 11:29 6" 2.6 11.5 11:32 12:02 6" 2.6 11.5 AVERAGE PE C. RATE 11.3 MPI ,1 . • Percolation Test Data Sheet Lic.#810 , i i Percolation test readings made by: Rusty Olson's Perc. starting at 10:10 A.M. On 03/07/06 Location: 1805 County Road#6 Hole number: 3 Date hole was prepared: 03/06/06 Depth of hole bottom_12"_inches, Diameter of hole 6"_inches. Soil data from test hole: Depth, inches Soil texture 0�" Dark brown loam 10yr3/2 6"-12" Brown loam 10yr4/4 Method of scratching side wall: Knife Depth of gravet in bottom of hole 2 inches: Date and hour of initial water filling 03/06/06 At 10:00 A.M. depth of initial water filling 12 inches above hole bottom. Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Siphon Maximum water depth above hole bottom during tests 6 inches Time Time Depth Drop in H20 Perc Rate 10:25 10:55 6" 1.7 17.6 10:58 11:28 6" 1.6 18.7 11:33 12:03 6" 1.6 18.7 AVERAGE PERC. RATE 18.3 MPI . , . .' � . Percolation Test Data Sheet Lic.#810 , � i I Percolation test readings made by: Rusty Olson's Perc. starting at 10:10 A.M. On 03/07/06 Location: 1805 County Road#6 Hole number: 4 Date hole was prepared: 03/06/06 Depth of hole bottom_12"_inches, Diameter of hole 6"_inches. Soil data from test hole: Depth, inches Soil texture 0-8" Dark brown loam 10yr3/2 8"-12" Brown loam 10yr4/4 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date and hour of initial water filling 03/06/06 At 10:00 A.M. depth of initial water filling 12 inches above hole bottom. Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Siphon Maximum water depth above hole bottom during tests 6 inches Time Time Depth Drop in H20 Perc Rate 10:26 10:56 6" 1.5 20.0 10:57 11:27 6" 1.5 20.0 11:34 12:04 6" 1.5 20.0 AVERAGE PERC. RATE 20.0 MPI CERTIFICATE OF INSPECTION ACCORDING TO MPCA 7080 ORONO BUILDING & ZONING DEPARTMENT 2750 Kelley Parkway P.O. Box 66 Crystal Bay, MN 55323 This certificate has been issued this l Oth day of July 2006, to certify compliance with provisions of the Orono Municipal Code and Minnesota Rules Chapter 7080, regulating installation of individual sewage treatment systems. Owner: Curtis D. Gardner Site Address: 1805 Sixth Avenue N P.I.D.: 27-118-23-41-0002 Permit #: P 10079 Installer: Hayes & Sons � Compliance Officer: ''(.CJ��X-�-� 2Jt�� data/forms/cert of inspection MPCA 7080 DATE TIME CITY OF ORONO CALLED IN INSPECTION NOTICE SCHEDULED d� ,�, PERMIT NO. � �� COMPLETED ��`D� Y� ADDRESS � Sm� GT`I � � �a OWNER CONTR. F-IAd��' TELEPHONE NO. � DESCRIPTION �`� ��` � 01 FOOTING 1 MECHANICAL RI 18 EXCAV/GRADING/FILLING Q 02 FRAMING 13 MECHANICAL FINAL 19 LAKESHORE/WETLANDS y 03 INSULATION 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL Z 04 WALL BD. 12 WATER HOOK-UP 17 SITE INSPECTION Q 05 FINAL 14 SEWER HOOK-UP 06 PROGRESS � 07 DEMO-SITE 27 SEPTIC MAINT. 21 COMPLAINT � 07 DEMO-FINAL SEPTIC INSTALL. 22 FOLLOW-UP = 09 PLUMBING RI SEPTIC FINAL 35 HARD COVER REMOVAL J 10 PLUMBING FINAL 36 FOUNDATION/REMOVAL � OWNER/CONTRACTOR TO MEET YOU:_YES_NO � COMMENTS: W a � - f 3 0� A � t o.�.� D,� �c,�.�1�t r�� s O / ! ( ,�VV ��Vr` V�'[6A.i/N `Ir�'� 1 � a- /a�39 ' oc�c T3��i,� lo ' i91��t � eT ��c�'s o� Q -- Pl�ss�r� � ,��ve z'� -- �� SQT � A�t v�tic' Q � c k F�-��c d (,J,� ��S'v..I z W � � �b SC �4 �-��,-c�t�-�� i�S f�c�-�v� � � �WORKSATISFACTORY:PROCEED pROJECTCOMPLEfEG� �'.CJ , W ❑CORRECT WORK 8 PROCEED �ISSUE CERTIFICATE OF OCCUPANCY � ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY � BEFORE COVERING PERMANENT ❑CORRECTUNSAFECONDITIONWITHIN HOURS. p pHOTOTAKEN INSPECTOR WILL RETURN ❑CITATION ISSUED ❑STOP ORDER POSTED.CALL INSPECTOR ❑INSPECTION REQUIRED.CALLTOARRANGE ACCESS. Call for the next inspection 24 hours in advance. (g52) 249-46�0 OwnerlContractor on sit - Inspector. �� f+�,l��J�� White Copylinspector's File Canary CopylSite Notice