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Home My WebLink About2008-00024 - septic , , CITY OF ORONO PERMIT NO.: 2008-00024 2750 KELLEY PARKWAY ORONO, MN 55356- DATE ISSUED: 07/10/2008 952 249-4600 FAX: 952 249-4616 ADDRESS : 3240 GRAHAM HILL RD PIN : OS-117-23-11-0010 LEGAL DESC : GRAHAM HILL PRESERVE 2 : LOT 000 BLOCK 000 PERMIT TYPE : SEPTIC PROPERTY TYPE : RESIDENTIAL CONSTRUCTION TYPE : NEW NOTE: SEPTIC TANKS TO k3F,AS CLOSE TO HOUSE AS POSSIBLE APPLICANT SEPTIC NEW 100.00 PATNODE BROS STATE SURCHARGE SEPTIC 0.50 23200 ]09TH AVE ROGERS, MN 55374 TOTAL 100.50 (763)428-7393 OWNER BPS Properties, LLC LLC,BPS PROPERTIES, 201 LAKE ST E WAYZATA, MN 55391 AGREEMENT AND SWORN STATEMENT The work for which this permit is issued shall be performed according[o the approved plans and specifications,applicable City approvals,and the State Building Code. This permit is for only[he work described and does no[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 specitied 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 he State Building Code.This permit may be revoked at any e for due.bau e. ' ' _. ) � G- , 7�/v � U�S ��lU l<�8 Applicant Permitee Signature Date Is d By Signature Date SEPARATE PERMITS REQUIRED FOR WORK OTHER THAN DESCRIBED ABOVE. � � ��-�l��z� ,� ,� � �� { ., . � �.�� ,�,, ��}�-� � A, �'�34 � CITY OF ORONO SEPTIC SYSTEM PER�`-IIT APPLICATIO�,' Box 66 (2750 Kelley Parkway) Crystal Bay, NN �5323 JOB SITE ADDRESS: ;,,) � � U �0�4 �'�1�� -I� �L �� Occupanc�• Type: Residential V Commercial Other Permit Tr�pe: Netiv or Replacement Sy'stem, �100.00 � Repair Existing System, $ 50.00 (Tanitis or Drainfield) 0.50 State surcharge added to above fees , �`See fee schedule for non-residential permit fees Owner's Na.me: �t� i1 I� �L� tiL�l�'1 c'S PhoneNumber: �5� ' � ��" �`�Y I1�Iailing Address: 1 Sc� l�:. ''�' City:f�/1,';✓,,/c%o,v(T�� Z i p: :5.5 3 C o n t r a c t o r's I`T a me: �( n 1��'>�-� o S Phonei�'k mber: 7(�a � �f�.g - 73 � 3 Nlailing Address: ,"��3.co �j p � � �v�'' City: j'��(}.�-2S Zip: 55;3 DO \TOT I�IAII� PAI'��IENT WTTH THIS APPLICATIOi�T GEYER.AL INSTRUCTIO\TS 1. Applications for septic system permits may be mailed or submitted in person at the Ciry Offices; however, permits will not be mailed out. The permit must be picked up in person at the Ciry Offices and work must not be�in unless the permit card is on the job site. 2, Permits will be issued only to con[ractors holdin� a City of Orono Septic System Installers License. 3. Ail work must be done in accordance with the approved septic system desi�n. Desi?n repores are not considered approved unless accompanied by the "City of Orono Septic System Approval" cover sheet si�ned by the City Inspector. 4. The followi.n� inspec[ions will be required for all septic systems: A. Pre-inscallation site inspection to include inspector, installer, and general contractor. B. Tank installation prior to coverin�. C. Drainfield trench installation prior to coverin�. For mounds, inspection is required after rough-up but prior to sand placemenc (sand will be jar tested for silt content), and a�ain durin� pressure distribution pipin� installation in the rock bed. D. Fi.nal i.nspection to verify proper final cover depths and to verify that all pump station (where required) components are functional and comply with codes. 5. Individual holdin�NIPCA Installer Certificate shall be present durin� inspections: A 2¢- hour notice is required for all inspections. NOTE: Applicant must initial all spaces. Fill in all appropriate blanks, check all appropriate boxes. 1. I have received a copy of the system desijn includin� the Ciry of Orono Septic System Approval Cover Sheet. � � 2. I will be installinQ the followin�: A. Tanks: �recast Concrete Other Manufacturer �V�-�. S Tank Capacities: 1) �S� gal. 2) l�,Sv gal. 3) ((�v gal. B. Pump Station (if required) Pump make & model (r��Ld�� - 3� � I (attach pump curve & literature); system desi�n requires S� opm at 3 v feet of head. Hi�h wa[er alarm make & model p�},,,�L�.(vc2 �`,�,<.,,,,, ;�.• Outside �_ � electrical work to be completed by installer electrician �-� other . Inside electrical work must be completed by electrician. C. Treatment System: Trenches: s.f. Mound Depth of rock below pipe " Rock bed dimensions j a 'x 7(0 ' Drop Boxes Sand bed dimensions �; 'x �U ' Distribution Box Pressure Dist. Pipe Diam. � " Maniford Pipe Diam. 1�S " D. Final Cover/Topsoil to be: 1/ borrowed from site , /(show location on site plan) �� trucked in The undersi�ned 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 the ordinances of the City and the regulations of the State of Minnesota, and certifies that all statements made on this application are complete, true and correct. _ , Si�natureofApplican[: � Date: � 3 G � MPCA Certification No.: �'� �,S Staff Review: Approval Denial � Revietiver: '�Z,��,G�i{, � Date: 7�- 7�'O� JVc�7'e �o� �7cl.ti,�+ ��-f-►c -�-A� Ks ►o �e �J S �=t o se fiz� l-�o�S� ,� 5 %'G sSo�l3l p� , Rusty Ulson's--Soil and Percolation Testing Joseph J. Olson--MPCA License#810 �•"�"��=��` ll481 Riverview Rd.NE,Hanover,MN 55341 (763) 498-8779 Faz(763)498-8290 Revised J�me 29,2008 Todd Kimmes Lot 2,Block 2 Graham Hill Preserve Orono,Hennepin County This on-site Sewage Treatment System is designed for a Type 1,six-bedroom home in accordance with the Minnesota Pollurion Control Agency Chapter 7080 and local ordinances. The seasonally saturated soils were located at 22"-26"(mottled soil). Due to seasonaily saturated soils,a pressurized Mound System will need to be installed to treat sepric effluent The bottom of the treafinent area must be located at least 3'above the satwated soils. The soils at a depth of 12"have a percolation rate averaging 1 I MPI. ORONO COPY All neighboring wells are located greater than 100'away from proposed treatrnent azea. T'he primary site is a duel rock bed mound system using unlevel pressure distribution. A pumping chamber wil(need to be installed to lift the ei�luent to the trea�►ent area. The power supply and Switches must be located outside the manhole and pumping chamber in a weatherproof enclosure. A warning device must be installed 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 chamber. The distriburion pipes shall have a clean out device connected to there end for maintenance. Keep all he�w eqaipment off of the proposed treatment areas before,during aad after constraction. The area around both sites must be fenced off bv the contractor before anv construction be�ins.This Design is not valid and t6e Svstem will need to be relocated if failure to protect t6e areas proposed for On-Site Sewage Treatment occurs. Nothing other than gray water,(taundry,showers,etc.) Human water and toilet rissue should be disposed of into the septic tanks. Garbage disposals are not recommended. Additives must not be used;they may cause harmful damage to your sepric system. It is recommended that you pump the tanks every two years. Sincerely, CITY OF ORUNO — ORO�p�pY SEPTIC PERMIT PLAN REVIEV� INSPECTOR DATE_____�_+PERMIT NO.,,,,,,,,.,,,_„�,_,,, Joseph J.Olson 0 APPROVED A3 SUBMITTBD �N SYSTEM��u�x�� APPROVED WiTH CORRECTi01+�3 AS NOT�D �� NOT AAPROVED-CORRECT�RESUBMIT 7hcce co�ments an for your infornutioe. All work�a11 be dopr �� ia full eompiiaace rith a�ll app!lcabta septia aad zoaing cude, Requirements includirtg itoms not specifically twted'w tbts�erie�. KEBP T�[IS PLAI4 SfiT ON S1TS AT ALL TiM6S ._.--------- _ -- --- ---�� ~ �'�_ �, �ar..- �'�._ �� - � a � f 1 . , � f� ; � � �- ��,��L` � R� � �� `s� - ( 0 1 _� � ✓ � � � � 1 � ` 1 ` � � �/ �;� i � "c � � d' r // cC� t�i. ; i -✓ � � i ��-.`. ` `\� '1 \ � t ''= � � ti ' � � �_ N�j _ � m� / C' � � � �° �` �� s F � . G G _ }° '�y: J . 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' � . � 'a11�t �,� . ti ' . � 09 x �3 E X c►� ,b � , . � ,.._ ,'� _ , 4i � . , ,.�� . • • �l�h�' �'��X,O t , . , � . ,b � . , ' ��w• •��• ' ._. �� • I ONS�TC � SEwstia� Pr1111aIy SI� Job#� TREATM�NT PROfiRA/M ��" University of Minnesota Mound Design Worksheet Greaterthan 1%Siopes A FLOW Es6mated 900 gpd(see figure A-i) or measured x 1.5(safety factor)= 0 gpd B. SEPTIC TANK LIQUID VOLUMES Septic tank capacity 3000 gallais(see frgure G1) Number of tanks/compartments 0 Effluent Fifter (yes/no) yes C-1 Septic Tank Capacity in Gallons Number of Minimum Capacity with Capaaty with Bedro�ns Capacity Garb.Disp. Disp.and Lift 2 orless 750 1125 1500 3 or 4 1000 1500 2000 5�6 1500 2250 3000 7,8 or 9 2000 3000 4000 C. SOILS(Site evaluafion data) 1. Depth to restricting layer= 1.8 feet 2. Depth of percolation tests= 12 inches 3. Texture loam 4. Soil Ioading rate(see Figure D-33) p.gp gpd/ft Percola6on rate 11 MPI 5. °�Land Slope 7.0 9�0 10°�6 upslope D. ROCK LAYER DIMENSIONS 1. Multiply average design flow(A)by 0.83 to obtain required area of rodc layer.ttem A x 0.83= 900 gpd x 0.83 ftlgpd= 750 ft 2. Detertnine rodc layer width =0.83 ft`/gpd x Linear Loading Rate(LLR)(see LLR chart) 0.83 ftZ/gpd x 12.00 = 10.0 ft LLR Chart Perk Rate LLR <120 MPI <=12 >=120 MPI <� 3. Length of rodc layer=area divided by width= 750.0 ft� / 10.0 feet= 75.0 ft E. ROCK VOLUME 1. Mul6ply rock area by rock depth to get cubic feet of rock 750.0 X 1.0 ft= 750.0 ft3 2. Divide ft tiy 27 ft/yd3 to get cubic yards 750.0 ft3 / 27 = 27.8 yd3 3. Multiply cubic yards by 1.4 to get weight of rock in tons; 27.g yd3 X 1.4 toNyd3 = 38.9 tons Page 1 of 5 F. ABSORPTION WIDTH Absorption ratio: 2 1. Absaption width equ�s absorption ratio times rodc layer width Primarv Site 2.00 x 10.0 ft = 20.0 ft �. MOUND SLOPE WIDTH�LENGTH(Greaber than 1%) 1. Downslope absorption width=absorption width minus rodc layer width 20.0 fcet - 10.0 feet= 10.0 ft 2. Calculate mound size UPSLOPE a.Depth af dean sar�d at upslope edge of rodc layer=3 feet minus distance to res6iding layer(C1) 3.0 ft - 1.8 ft= 1.2 ft b.Mound height at the upslope edge of rodc layer=depth af dean sand for sep�ation(G2a) at upslope edge plus depth of rodc lay�(1 foof)to depth ofi caver(1 foot) 1.2 ft+1ft+1 ft= 3.2 ft c.ups�ope berrn mu�tiplier based on�and s�ope(see figure D-34) Selected berm multiplier: 2.86 d.Upslope width=berm multi'plier(G2c)6mes upslope mound height(G2b): 2.86 x 3.2 ft = 9.0 ft DOWNSLOPE e.Drop in elevation=rodc layer width(D2)times percent landslope(C5)!100 10.0 ft x 7.0 % /100= 0.7 ft f.Downslope mound height=depth of dean s�d for slope d'rfferer�e(G2e) at downslope rodc edge plus the mound height at the upslc�pe edge af rock layer(2b) 0.7 ft + 3.2 ft= 3.9 ft g.Downslope t�m multiplier based on percent land slope(see Figure a34 Seleded berm multiplier: 5.56 h.Downslope width=downslope mul6plier(G2g)bmes downslope mound height(G2� 5.56 x 3.9 = 21.0 ft i.Select great�of G1 and G2h as the downslope width 21.0 ft j.Total mound width is the sum of upslope(G2dj�plus rodc layer width(D2)plus downslope width(G2i) 9.0 ft+ 10.0 ft+ 21.0 ft= 40.0 ft k.Total mound length is the sum of upslope width(G2d)plus rodc layer length(D3)pfus ups�ope width(G2d) 9.0 ft + 75.0 ft+ 9.0 ft= 93.0 ft Final Dimensions (slope>1%) 40.0 ft x 93.0 ft I hereb work has been completed in accadance with all applicable ordin�ces,rules&laws. (signature) 810 (►icense#) 2I112008(date) Page 2 of 5 4"inspection pipe Primary SRe 0 0 0 12"topsoii 1.2 riginal grade Restrictive layer 1.8 9.0 10.0 21.0 � ►� -►� ' 31.0 � -, absorption width Mound Detail: Land slope> 1% s.o Upslope berm: Rockbed 9.0 Width: 10.0 9.0 Total Length: 75.0 Width: 40.0 Downslope berm: Downslope absorption width: 21.0 10.0 Total length: 93.0 _ Notes: DiveR surface water away from mound. Page 5 of 5 SEWAGC �'�. Future Site Job# 11 TREATMlNT '�� PROaRAM \"� University of Minnesota Mound Design Worksheet Greaterthan 1°�Slopes A FLOW Estimated 900 gpd(see figure A-1) or measured x 1.5(safety facta}= 0 gpd B. SEPTIC TANK LIQUID VOLUMES Septic tank capacity 3000 gallons(see figu►e G1) Number of tanks/compartments 0 Effluent Filter (yes/no) yes C-1 Septic Tank Capacity in Gailons Number of Minimum Capacity with Capacity with Bedrooms Capacity Garb.Disp. Disp.and Lift 2 orless 750 1125 1500 3 or 4 1000 1500 2000 5 or6 1500 2250 3000 7,8 or 9 2000 3000 4000 C. SOILS(Site evaluation data) 1. Depth to restricting layer= 2.1 feet 2. Depth of percolation tests= 12 inches 3. Texture loam 4. Sal loading rate(see Figure D-33) 0.60 gpd�ft� Percdation rate 11 MPI 5. %Land Slope 3.0 °lo D. ROCK LAYER DIMEN510NS 1. Multiply average design flow(A)by 0.83 to obtain required area of rodc layer:Item A x 0.83= 900 gpd x 0.83 ft/gpd= 750 ft� 2. Determine 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 LLR Chart Perk Rate LLR <120 MPI <=12 >=120 MPI <=6 3. Length of rodc layer=area divided by width= 750.0 flZ / 10.0 feet= 75.0 ft E. ROCK VOLUME 1. Multiply rock area by rodc depth to get cubic feet of rock 750.0 X 1.0 ft= 750.0 ft3 2. Divide ft3 by 27 ft3tyd3 to get cubic yards 750.0 ft3 / 27 = 27.8 yd3 3. Multiply cubic yards by 1.4 to get weight of rodc in tons; 27,g yd3 X 1.4 taUyd3 = 38.9 tons Page 1 of 5 F. ABSORPTION WIDTH Absorption ratio: 2 1. Absorption width equ�s absorption rabo times rock layer width Future Site 2.00 x 10.0 ft = 20.0 ft G. MOUND SLOPE WIDTH 8 LENGTH(Greater than 1%) 1. Oownsiope absorption width=abso►ption width minus rodc layer width 20.0 feet - 10.0 feet= 10.0 ft 2. Catculate rrround size UPSLOPE a.Depth of dean sand at upslope edge of rodc layer=3 feet minus dist�ce to resUicting layer(C1) 3.0 ft - 2.1 ft= 1.0 ft b.Mound height at the upslope edge of rodc layer=depth of dean sand for separation(G2a) at upslope edge plus depth of rodc layer{1 foot)to depth of cover(1 foot) 1 ft+1ft�1ft= 3A ft c.Upslope bemi mulfiplier based on land slope(see 6gure D-34) Selected beRn multiplier: 3.57 d.Upslope width=berm multiplier(G2c)times upslope mound he.ight(G2b): 3.57 x 3.0 ft = 11.0 ft DOWNSLOPE e.Drop in elevation=rock layer width(D2)times percerrt landslope(C5)/100 10.0 ft x 3.0 % /100= 0.3 ft f.Downslope mound height=depth of dean sand for slope difference(G2e) at downslope rodc edge plus the mound height at the upslope edge ofi rodc layer(2b) 0.3 ft + 3.0 ft= 3.3 ft g.Downslope berm multiplier based on percent land slope(see Figwe D-34) Seleded berm mutGplier: � 4.54 h.Downslope width=downslope multiplier(G2g)tirr�es downslope mound height(G2� 4.54 x 3.3 = 15.0 ft i.Seled greater of G1 and G2h as the downslope width 15.0 ft j.Total mound width is the sum of upslope(G2d)wicfth plus rodc layer width(D2)plus da�mslope width(G2i) 11.0 ft+ 10.0 ft+ 15.0 ft= 36.0 ft k.Total mound length is the sum of upslope width(G2d)plus rodc layer length(D3)plus upslope width(G2d) 11.0 ft + 75.0 ft+ 11.0 ft= 97.0 ft Final Dimensions (slope>1°k) 36.0 ft x 97.0 ft I hereby ' that all wwk has been completed in accordance with all applicable ordinances,rules&laws. (signature) 810 (license#) 2111/'1008(date) Page 2 of 5 4"inspection pipe Future Site 0 0 0 12"topsoil 1.0 riginal grade Restrictive layer 2.1 - 11.0 10.0 15.0 25.0 � absorption width Mound Detail: Land slope> 1% �i.o Upslope berm: ::........................._................................................._..........._................••-••-•••-•••..................•••••..............._......•••..........._..... Rockbed 11.0 Width: 10.0 11.0 Total Length: 75.0 Width: 36.0 Downslope berm: Downslope absorption width: 15.0 10.0 Total length: 97.0 Notes: Divert surface water away from mound. Page 5 of 5 ONStTl' Univeristy of Minnesota sCVYA6! TRCATMEN'T Non-Level Pressure Ditribution Worksheet PwooRwar ,�'c,',,"C� 1. Enter each system lateral elevation and len h in order of highest to lowest elevation Latera� 1 Elevation 1001.6 ft Length of pipe 38 ft Lateral2 Elevafion 999.6 ft Length of pipe 38 ft Lateral 3 Elevation ft Length of pipe ft Lateral 4 Elevation ft Length of pipe ft Lateral 5 Elevation ft Length of pipe ft 2. Calculate change in elevation over the laterals. Highest elevation-lowest elevation: 1001.6 - 999.6 = 2.0 feet 3. Calculate the Total Head=head at orifices(either 1 or 2 ft)+change in elevation(2) Enter 1 ft if design if for a single family home or 2 R for anything etse(min design pressure head at perforation) 01 ft + 2.0 ft = 3.0 feet This worlcsheet can not be used if greater�an 5 feet. Design must be modified or valving must be used to equalize flow. 4. Calculatie 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. Laterall Elevation 1001.6 1.0 ft Lateral 2 Elevation 999.6 1 + [E1 -E2] = 1 + [ � - 999.6 ]= 3.0 ft Lateral 3 Elevation 0.0 0 + [E1 -E3] = 0 + [ ##### - 0.0 ]= 0_0 ft Lateral 4 Elevation 0.0 0 + [E1 -E4] = 0 + [ ##### - 0.0 ]= 0.0 ft Lateral 5 Elevation 0.0 0 + [E1 -E5] = 0 + [ ##### - 0.0 ]= 0.0 ft 5. Determine flow rate per hole(See figune E-6). Se/ect a perforation diameter and the corr�sponding gallons per minute inteipolatin as needed. Lateral 1 Pres 1.0 Pert Diameter 1/4 = 0.74 gpm Lateral 2 Pres 3.0 PerF Diameter 1/4 = 128 gpm Lateral 3 Pres 0.0 Perf Diameter = gpm Lateral 4 Pres 0.0 Pert Diameter = gpm 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=[(len of ipe-2)/spacingj+1 [( 38 ft-2ft) / �3 ft]+1 = 13 perforations(Check figur�e E-4 to make sure it is ok) Flow=number of perforations x ftow rate 13 perf x 0.7 gpm = 9.6 gpm for Lateral 1 7. Calculate the gallons per minube per foot for Lateral 1 This value will then be used to make sure the gal/on per minute per foot is equivalent in each lateral. Gallons/length= 9.6 gpm i 38 ft= 0.25 gpm/ft E-6 Perforation Dischar e in GPM E-4 Maximum Number of 1/4 inch perforations Pressure er lateral to uarantee<10%dischar e variation Head Pertoration 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 2 026 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 5 0.41 0.94 12& 1.65 Page 1 of 2 8. Balance flows for other lengths,spacing,or size. lf you end up with a lan7e spacing(5'is max)lower the initial spacing in#6 or the perf size in#5. Lateral2 GPM=length of pipe x gallons per minute per foot(7) 35.0 ft x 0.3 gpm/ft = 9.6 gpm #of Perts=GPM /flow rate(5.2) 9.6 gpm / 1.3 gpm= 7 #of Perfs(Check figure E-4) Spaang=(Length-2 feet)/(Number of perfs-1) ( 38 ft-2ft)/( 7 perfs- 1)= 6.0 feet Lateral 3 GPM=length of pipe x gallons per minute per foot(7) 0.0 ft x 0.3 gpm/ft = 0.0 #of Perfs=GPM /flow rate(5.3) 0.0 gpm / 0.0 gpm= 0 #of PerFs(Check frgure 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 0.3 gpm/ft = 0_0 #of Pe�fs=GPM /flow rate(5.4) 0.0 gpm / 0.0 gpm= 0 #of Perfs(Check f�u�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 Pi e Pipe Diameter Liquid per foot Lateral 5 GPM =length of pipe x gallons per minute per foot(7) inches allons 0.0 ft x 0.3 gpm/ft = 0.0 1 0.045 #of Perfs=GPM /flow rate(5.5) 1.25 0.078 0 gpm / 0.0 gpm= 0 #of Perts 1.5 0.11 Spacing=(Length-2 feet)/(Number of perFs-1) 2 0.17 ( 0 ft-2ft)/( 0 pe►fis- 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= 9.6 gpm Lateral 2 Flow= 9.6 gpm Lateral 3 Flow= 0.0 gpm Lateral 4 Flow= 0.0 gpm Lateral 5 Flow= 0_0 gpm Total= 19.2 gpm 3 X 19.2=58 gpm 10. Summary Enter the minimum i size that allows for even distribution and the volume of li uid in the E-20. Pipe Size Pipe Volume Pipe Length Total Volume Perf Size Spacing in aUft ft to Fill al in ft Lateral1 1.5 0.11 38.0 4.18 1/4 3.0 Lateral2 1.5 0_11 38.0 4.18 1/4 6.0 Lateral 3 0.0 0 0.00 0.0 Lateral 4 0.0 0 0.00 0.0 Lateral 5 0.0 0 0.00 0.0 Total = 8.36 gal This is the total volume to fill the laterals Amount per pose should be 4-5 times this. 8.36X3=25.08 I hereby certify that I have completed this work in accordance with�I applicable ordinances,rules and laws (signature) 810 (license#) _2J11/08 (date) Page 2 of 2 University of Minnesota Pump Selection Procedure - 10I25/04 All boxed rectangles must be entered,the rest will be cakxilated. � ONS/TC 1. Determine um ca ac' sewA�e P P P �• TREATMEI�lr .-�~ _ A Gravity Distribution P"�a""`"' - ' =Z." 1.Minimum required disdiarge is 10 gpm 2.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 soil treatment system &pant of dischoige itiiii's �::::::::.......:::. Selected Pump Capacity: 58 gpm totoi�Pe iength inlef '�"�`"�"`:,..� �,� 2A.elevofion 2. Determine Total Dynamic Head(TDH) pipe ;; � difference - -- , _t: A. Elevation difference between pump and point of discharge. E: �;: __ _ . (;: --------------------------- ------ 17 feet ,:. .... LL��: B. Special head requirement?(See Figure-Special Head Requirements) �feet Special Head Requirements Gravity Distribution Oft C. Friction loss in supply pipe Pressure Distribution 5ft 1. Select pipe diameter �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 loss= 5.6 ff/100 ft of pipe per 100 ft nominal 3. Determine total pipe length from pump discharge to soil system discharge point. Flow Rate i diameter Estimate by adding 25 percent to pipe length for fiction loss in fittings. pm 1.5" 2.0" 3" Pipe len th times 125=equivalent pipe length 20 2.47 0.73 0.11 112 ft x 1.25= 140 feet 25 3.73 1.11 0.16 30 5.23 1.55 0.23 4.Calculate total friction loss by multiplying fiction loss(C2) 35 6.96 2.06 Q.3 by the equivalent pipe length(C3)and divide by 100. 40 8.91 2.64 0.39 Friction Loss= 5.6 ff/100ft X 140 ft ! 100= 7.8 feet 45 11.07 3.28 0.48 50 13.46 3.99 0.58 D. Total head requirement is the sum of elevation d'rfference(A),special 55 4.76 0.7 head requirements(B),and totai fiction loss(C4). 60 5.6 0.82 17 ft + 5 ft + 8.0 ft 65 6.48 0.95 70 7.44 1.09 Total Head: 30.0 feet 3. Pump Selection 1.A pump must be selected to deliver at least 58 gpm(1A or B) with at least 30.0 feet of total head(2D). I hereby certify that I have completed this work in acoordance with all applicable ordinances,rules and laws. (signature) 810 (license#) 6/29l08 (Date� Page 1 of 1 University of Minnesota Pressure Distribution System Design -10/25104 i��L Al/bwced iecta�ks must be enteied,fAe�est wiH be calw/ated. S �� ONSIT! � $1lWp6C 1. Select number of perforated laterais 03 T'u"T"'"'T Preoaww�w _„ _, 2. Select pertoration spacing= 03 ft �.k f�,.,. 3. Since perforations should not be placed Goser that 1 foot to �� the edge of the rock layer(see diagram},subtrad 2 feet ftom c` '�" � �._� I .�...n_� the rock layer len th 75 -2 ft= 73 ft ,��.r�>„ K.,.,.:--��.� ['cel+�aa�'��xK I.V-S 4. Determine the number of spaces befween perforations_ Divide the�ngth(3)by perforation spacing(2)and round down to nearest whole number. Perforation spacing= 73 ft/ 3 ft= 24 5. Select perforation size 1/4 inch 6. Number of perforations is equal to one plus the number of perforation spaces(4). `Chedc figme E�to assure the number of peiforatans per lateral guarantees <1096 discharge variation. 24 spaoes+1 = 25 perforations/lateral E-4 Maximum Number of 1/4 inch perforations E-5 Maximum Number of 3/16 inch perforations r lateral to uarantee<10%dischar e variation r laterel to uararrtee<10%dischar e variation Perforation Perforation Spacing Pipe Diameter Spacing Pipe Diameter ft 1 inch 125 inch 1.5 inch 2.0 inch feet 1 inch 1_25 inch 1.5 inch 2.0 inch 2.5 8 14 18 28 2.5 12 19 25 39 3.0 8 13 17 26 3 11 18 24 37 3.3 7 12 16 25 3.3 10 17 23 36 4.0 7 11 15 23 4 10 16 21 33 5.0 6 10 14 22 5 9 15 20 31 7. A.Totat number of perforations=perforations per lateral(5)times number of laterals(1). 25 perfs/lat x 3 laterals= 75 pertorations B.Calculate the square footage per perforation. Recommended value is 6-10 sqft/perf.Dces not appy to at-grades. 1. Rodc bed area=rock width(ft)x rodc length(ft) 10 ft x 75 ft= 750 ft 2. Square foot per perforation=Rock Bed Area/number of perfs(6) 750.0 ft� / 75 perfs = 10.0 ft/perf 8. Determine required ftow rate by muftipfying the total number of perfora6ons(6A)by flow per perforations see figure E-6) 75 perfs x 0.74 gpm/perFs= 55.5 gpm E-6 Pertoration Dischar e in GPM Head Perforations diameter feet inches 3/16 7/32 1/4 1 0.42 0.56 0.74 2° 0.59 0_80 1.04 5 0.94 1.26 1.65 a. Use 1.0 foot for single-fam�y►romes. - b.Use 2A feet fw 'ng else --_`--' - , _ - . .....,. _-::-.-._=-_'-'_' �-'\% 9. Determine Minimum Pipe Size �" , -- � A. Manifold on End. If laterals are connected to header pipe , _ . ..__ ... as shown in Figure E-1,to select minimum required lateral F+c�••E-,:N��a�a�«�.�...+ diameter,enter figure E-4 or E-5 with perforation spacing and _-- _. - --- ---- - - - number of pertorations per lateral.Select minimum diameter for pertorated laterals= 2.0 inches B. Center Manifold. If perforated lateral system is attached to ��;�� ' man"rfold pipe near the center,like Figure E-2,perforated lateral length(3) , and number of perForations per lateral(5)will be approximately ` _: _ ` one half of that in step A. Using these values,select - - . ,.. minimum diameter for perforated lateral= 1.5 inches - `L_ �"�`'�` _ _ , I hereby certify that I have completed this work in accordance with all applicable ordinances,rules and laws. (signature) 810 (license#) 02/11/08 (date} Losts of Soii Borinas Llcense#810 Location or Project: Proposed Lot 2, Block 2 Borings made by: Rusty Olson's Soil and Per+c testing 11/16/2007 ClassificaGon System: AASHO : USDS-USDS-SCS X ; Un�ed : Other Auger used(check two): Hand_X .or Power .Flight,Bucket or Probe_X_ Boring Number_1A Surface elevation_992.2_ Mottled Soil at 2.1_feet 0"-18"Dark brown loam 10yr3/2 H20 present at X_ 18"-26" Brown loam 10yr4/4 26"-30" Rusty brown loan 10yr4/4 Boring Number_2A Surface elevation_992.2_ Mottled Soil at 2.1_feet 0"-18"Daric brown loam 10yr3/2 H20 present at_X_ . 18"-26" Brown loam 10yr4/4 26"-30" Rusty brown loam 10yr5/4 Boring Number_3A Surface Elevation_997.6 Mottled Soil at 1.8 feet 0"-12"Dark brown loam 10yr3/2 H20 present at X_. 12"-22"Brown loam 10yr4/4 22"-30" Rusty brown loam 10yr5/4 Boring Number 4A Surface elevation�999.6_ Mottled Soil at_2.1_ feet 0-18" Dark brown loam 10yr3/2 H20 present at X_ 18"-26" Brown loam 10yr4/4 26"-30"Rusty brown loam 10yr4/4 Boring Number 5A_Surface elevation_991.9_ Mottled Soil at_2.0_feet 0-16" Dark brown loam 10yr3/2 H20 present at_X_ 16"-24" Brown loam 10yr414 24"-30" Rusty brown loam 10yr5/4 Boring Numberi6A Surface elevation_997.6_ Mottled Soil at 2.1 feet 0-18"Dark brown loam 10yr3/2 H20 present at X` 18"-26" Brown loam 10yr4/4 26"-30"Rusty brown loam 10yr5/4 Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty olson's Perc. starting at 11:027 A.M. On 11/17/07 Location: Lot 2, Block 2 Hole number. 1 A Date hole was prepared:11/16/07 Depth of hole bottom_12"_inches, Diameter af hole 6"inches. Soil data from test hole: Depth, inches Soil te�ure 0-12" Dark brown loam 10yr3/2 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date and hour of initial water filling 11/16/07 Af 1:00 P.M. depth of initial water filting 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 11:18 11:48 6" 2.7 11.1 11:55 12:25 6" 2.6 11.5 12:2fi 12:56 6" 2.5 12.0 AVERAGE P�RC. RATE 11.5 MPI Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc. starting at 11:027 AM. On 11/17J07 Location: Lot 2, Block 2 Hole number. 2/� Date hole was prepared:l1 N 6/07 Depth of hole bottom_12"_inches, Diameter of hole 6"inches. Soil data from test hole: Depth, inches Soil texture 0-12" Dark brovrn loam 10yr3/2 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date and hour of initial water filling 11h6/07 At 1:(}0 P.M. depth of ini�al 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 11_19 11:49 6" 2.5 12_0 11:54 12:24 6" 2.4 12.5 12:27 12:57 6" 2.4 12.5 AVERAGE PERC. RATE 12.3 MPI Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc_ starting at 11:027 A.M. On 11/17/07 Location: Lot 2, Block 2 Hole number. 3 A Date hole was prepared:11/16/07 Depth of hole bottom_12"_inches, Diameter of hole 6"_inches. Soil data from test hote: Depth, inches Soil texture 0-12" Dark brown loam 10yr'3/2 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date and hour of initiaf water filling 11/16/07 At 1:00 P.M. depth of inifial 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 11:20 11:50 6" 3.0 10.0 11:53 12:23 6" 2.8 10.7 12:2$ 12:58 6" 2.7 11.1 AVERAGE PERC. RATE 10.6 MPI Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc. starting at 11:027 A_M. On 11/17107 Loca6on: Lot 2, Block 2 Hofe number: 4 A Date hole was prepared:11/16/07 Depth of hole bottom_12"_inches, Diameter of hole 6"_inches. Soil data from test hole: Depth, inches Soil texture 0-12" Dark brawn loam 10y�'312 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date and hour of initial water filling 11/16/07 At 1:00 P.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 1121 11:51 6" 3.6 8.3 11:52 12:22 6" 3.5 8.6 12:29 12:59 6" 3_5 8.6 AVERAGE PERC. RATE 8.5 MPI J� - T� /� � ATE TIME v CITY OF ORONO CALIED IN " `v � INSPECTION NOTICE SCHEDULED E�� 3� PERMIT N0�$��' COMPLETED ADDRESS �� a��- �� OWNER CONTR. TELEPHONE NO. � �GC-f�'l1lG�Y � �� -9i� -ScS�C� . ! � DESCRIPTION �� !`� � ❑ FOOTING ❑ MECHANI AL RI ❑ EXCAV/GRADING/FILLING Q ❑ FRAMING ❑ MECHANICAL FINAL ❑ LAKESHORENVETLANDS y ❑ INSULATION ❑ WOOD BURNER/FIREPLACE � ❑ TREE REMOVAL Z ❑ WALL BD. ❑ WATER HOOK-UP ❑ SITE INSPECTION Q ❑ FINAL ❑ SEWER HOOK-UP ❑ PROGRESS � ❑ DEMO-SITE ❑ SEPTIC MAINT. ❑ COMPLAINT Q ❑ DEMO-FINAL ❑ SEPTIC INSTALL. ❑ FOLLOW-UP _ ❑ PLUMBING Rf ❑ SEPTIC FINAL ❑ HARD COVER REMOVAL J ❑ PLUMBING FINAL ❑ FOUNDATION/REMOVAL � OWNER/CONTRACTOR TO MEET YOU:_YES_NO � COMMENTS: � W � � J O � � O � W � Q � Z W � W � � d W�i�L�[VORKSATISFACTORY:PROCEED ❑ PROJECTCOMPLETE W ❑CORRECT WORK&PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY 0 ❑ CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORECOVERING PERMANENT ❑CORRECTUNSAFECONDITIONWITHIN HOURS. � pHOTOTAKEN INSPECTOR WILL RETURN ❑ CITATION ISSUED ❑STOP ORDER POSTED.CALL INSPECTOR ❑ INSPECTION REQUIRED.CALLTO ARRANGE ACCESS. Ca11 for the next inspection 24 hours in advance. (952� 249-460� OwnerlContractor on sit Inspector. White Copyllnspector's File Canary CopylSite Notice DATE TIME � CITY OF ORONO CALLED IN � INSPECTION NOTICE SCHEDULED I-//o-4� ,'DO PERMIT NO.��2SG COMPLETED ADDRESS Z ��Q� OWNER CONTR. �� TELEPHONE NO. �O�z 9�T �5�� DESCRIPTION ��u�I�1- l/� � ❑ FOOTING ❑ ME H NICAL RI ❑ EXCAV/GRADING/FILLING Q ❑ FRAMING ❑ MECHANICAL FINAL ❑ LAKESHORE/WETLANDS � ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ 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 J ❑ PLUM8ING FINAL ❑ FOUNDATION/REMOVAL � OWNER/CONTRACTOR TO MEET YOU:_YES_NO � COMMENTS: � W ' C o / U (1> ��' {'c� �P� � a � 0 � W � Q � z W � W � j d W ❑WORKSATISFACTORY:PROCEED CI PROJECTCOMPLETE � ❑CORRECT WORK&PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY W O ❑ CORRECT WORK,CALI FOR REINSPECTION TEMPORARY V BEFORECOVERING PERMANENT ❑CORRECTUNSAFECONDITIONWITHIN HOURS. ❑ pHOTOTAKEN INSPECTOR WILL RETURN u CITATION ISSUED ❑STOP ORDER POSTED.CALL INSPECTOR ❑ INSPECTION REQUtRED.CALL TO ARRANGE ACCESS. Call tor the next inspection 24 hours in advance. (952� 249-4600 OwnerlContractor on site: Inspector. �! : �,�n . [�� White Copyllnspector's File Canary CopylSite Notice . � D�� TIME CITY OF ORONO CALLED IN INSPECTION NOTICE HEDULED L -�D �] PERMIT NO. o��`J�"��GY�Z�OMPLETED � ADDRESS �� '3Z�O �/"�f2.�-"'�. �i��l�' _ OWNER CONTR. , , �-1� TELEPHONE NO. �1a7 9lO � �J�`d � DESCRIPTION SP�J�ZG �� ❑ FOOTING � MECHANICAL RI ❑ EXCAV/GRADING/FILLING Q ❑ FR,4MING ❑ MECHANICAL FINAL � LAKESHORE/WETLANDS � ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ TREE REMOVAL Z ❑ WALL BD. ❑ WATER HOOK-UP ❑ SITE INSPECTION Q ❑ FINAL ❑ SEWER HOOK-UP ❑ PROGRESS � ❑ DEMO-SITE ❑ SEPTIC MAINT. ❑ COMPLAINT Q ❑ DEMO-FINAL ❑ SEPTIC INSTALL. ❑ FOLLOW-UP _ ❑ PLUMBING RI ❑ SEPTIC FINAL ❑ HARD COVER REMOVAL J ❑ PLUMBING FINAL ❑ FOUNDATION/REMOVAL � OWNER/CONTRACTOR TO MEET YOU:_YES_NO � COMMENTS: � W a o �-- 2 �� rL�<<O�I /=�� I '' �,�n �C S � 0 ti W � Q � Z W � W � � d W� ORK SATISFACTORY:PROCEED ❑ PROJECT COMPLETE W ❑C RRECT WORK&PROCEED �; ISSUE CERTIFICATE OF OCCUPANCY 0 ❑ CORRECT WORK,CALL FOR REINSPECTION TEMPORARY � BEFORE COVERING PERMANENT ❑CORRECTUNSAFECONDITIONWITHIN HOURS. ❑ PHOTOTAKEN INSPECTOR WILL RETURN ❑ CITATION ISSUED ❑STOP ORDER POSTED.CALI INSPECTOR ❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. (g52) 249-4600 OwnerlContractor on site: � Inspector. ��r White Copyllnspector's File Canary CopylSite Notice