HomeMy WebLinkAbout2010-00294 - septic , . � CITY OF ORONO PERMIT NO.: 2010-00294
2750 KELLEY PARKWAY
ORONO, MN 55356- DATE ISSUEn: OS/26/2010
952 249-4600 FAX: 952 249-4616
ADDRESS : 650 BIG ISLAND
PIN : 22-117-23-31-0028
LEGAL DESC : PLEASANT VIEW LAKE MTKA
: LOT 000 BLOCK 000
PERMIT TYPE : SEPTIC
PROPERTY TYPE : RESIDENTIAL
CONSTRUCTTON TYPE : NEW
NOTE:
(3)PLASTIC TANKS-ALL 1,000 GALLONS
MOUND TREATMENT SYSTEM- l OX33 S.F.
APPLICANT SEPT[C NEW 200.00
ABLE EXCAVATING STATE SURCHARGE SEPTIC 0.50
15630 OLD BRICK YARD RD.
SHAKOPEE, MN 55379 TOTAL 200.50
(952)445-7432 PAID WITH CC# 4966
Minnesota State License#: 077992-RP
OWNER
JOHNSON,JAMES A
420 4TH STREET NE#406
WATERTOWN, SD 57201-2638
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 docs
not grant permission for addi[ional 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 spccified 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
revoke�j at any time for due ca se.
�5�����(� �'� 2(P� �� � l� v
Applicant Permitee Signature Date Iss d Signature Date
SEPARATE PERMITS REQUIRED FOR WORK OTHER THAN DESCRIBED ABOVE.
Clty ot Ororlo FOR° , .1l9�,�N �r /�
$�'�0 P.O.BaxBB ;f aDe.Rebeived� �! �- �b Pemift� �� � �7�
0 275U KeUey Parkway � � ')
Cryaiel Bay,MN 3`3323 �O'.5v
� � (952)248-4800 �1mouM; . 3�_
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CIT1� (�F �a�NO-3EPTI� SYSTEM P�RMIT.APPLICATION
(All pertnits muet be approved by the On-Site Septic Man�er and/o�Building OPfiGaI)
° .}� .,�a, ;�:-�'.:�'�'�".�'-°'
4,�,:�w "�!{�o.�'.: M����"
Slte Address: 650 61G ISl.AND
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Owne� �IM JOWNSON/CINDA COLI.iNs Ma�ling Address_
City_ Zip;
�s�2)2s5-�9�z Alt�mate Phone: �612�e�7=�ae3
HQme Ph4ne: ......_ .... ..
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Contractor/App::
ABLE EXCAVATtON CO�N1t8Gt PerSon: WAYNE OPHEIM
Address: �5630 OLD sRiCK YRD RD � �g9a
St�te License#:
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SHAKOPEE Z� 55379 EX�irat�on Date: �oizs��o
City: P= -- �
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Phane; (952)445-7432 Alt�rnate Phone� �;1�^� 3� -i y�Y
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0 Residential [� Commercial ❑`i Other
y, '�F �i g,� Y)��r�� y��1 �j`i li�� �� �; 1�{,,)Eg,Y����y'�`i�'.1� •
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M.!.
p .�N.�,Y":lT.i15�':..lP':�.:�li\�7 Y� .•�.
New or Replacement System $200.00
Repair Existing System 100.00 _
(Tanks or Drainfield)
State Surcharge .50 ' .50
�200.50
Tatal �� �'
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V1(Pem►k�s�\3epiic permh Applicsuon-New Perrnit Fees 2009.doc
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i will be installing the following:
Tanks
� Precast Concrete ❑ Fiberglass �✓ Plastic �. Other (�ist menufetlure�
Number of Tanks: 3
Size of Tanks: 1000 100� 1000
d
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;
Treatment 3ystem
Trenches �.f• '
�_ Mound 10X33 s.f_ :
Gravel less s.f. ;
Chamber s.f.;
NOTE: The contractor is requlred to provide an3As=Built of the syatem before the
final inspectlon.
The undersigned hereby applies to the City of Oron� for, issuance of a septic system
ir�stallation permit, agrees to do all th� work in strict acQ�rdance with ordinances of the City
and regutations of the State of Minnesota and certifie� fihat all statements made on this
application are complete, true nd correct.
Signature of Applicant Date: d �
MPCA License No.: , 1 �.9 y
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Steff Review: 0`�Accspt ❑ Denied
Revlewer:
,�,� Date: � `��'
Reason for Denial: '
Comments (to be printed on inspection card): �
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, ��P ����I��, INC. Steven B. Schirmers • MPCA Cert.No. 627
951 Katydid Lane NE • St. Michael, MN 55376 • (763) 497-3566
FAX (763)-497-5011
State License #394
�?It4NQ COPY ��"�'y'flF ORON4
'�!'TIC P RM T l�i,� IE
September 24, 2009 ������
DATB � - ,�ERMIT NQ,
APPAOV6Q AS SGBIAITTED
APPROVED W1Tli Ci)RRECTIOAi1 Ai�NQ'CBp
Jim Johnson NOT APPROV6U�CORRECT Ik RE8U811l1'
Y'hece comment�ate fer yow inPorcnatium All work siatN be dwN
650 Big Island &�fid1 caapliRncs Mith sll opplic�tWe ccptic aad sa�in�c.wk,
Orono, Henn. Co., MN 1tM���+tsiactudingitemsnote�eciticellynoteciblWrr��triw,
x�z�us r�s�r orr str�er,�u.r�a
This site has an existing on-site sewage treatment system which is on record at the City
of Orono as being non-comptiant. The existing tank is old &will need to be
abandoned, pumped & filled with soil or as determined by the Inspector from the City.
This on-site sewage treatment system is designed for a Type 11, 4 bedroom cabin, in
accordance with the Minnesota Pollution Control Agency Chapter 7080 and tocal
ordinances.
The soils on this site are clay loam. The periodically saturated soils were located at
16" to 22" (redox features). Due to the seasonally saturated soils, a Pressurized
Mound System will need to be installed to treat septic effluent. The bottom of the roek
must be located at least 3' above the saturated soils.
The new system will need to be located on property owned by Mr. Johnson which is
east across a City owned easement. The supply line will need to cross the easement.
An easement agreement will be needed between the City & Mr. Johnson.
�`tpN��OPy
The new tanks will need to be 3-1000 gallon Norwesco Bruiser tanks.
The soils at a depth of 12" have a percolation rate of 17.1 mpi.
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 weather proof enclosure. A warning device must be installed with a light
and sound device, this is in case of a pump failure.
�� � �� �y���
4�ON0 COPY ���
* � 1 '� �r
� �+.
DATE TIME
CITY OF ORONO CALLED IN
INSPECTION NOTICE SCHEDULED
PERMIT N0. cOMPLETED � 'r ' �
�
ADDRESS U.� G l�� C*' �� � �l`�
OWNER J��C''� n S(� l� CONTR.
TELEPHONE NO.
� DESCRIPTION �'L`� �( �J �`� L r' `' ��"1-�r U �
� ❑ FOOTING ❑ MECHANICAL RI ❑ EXCAV/GRADING/FILLING
Q ❑ FR,4MING ❑ MECHANICAL FINAL ❑ LAKESHORE/WETLANDS
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
� ❑ DEMO-FINAL ❑ SEPTIC INSTALL. ❑ FOLLOW-UP
_ ❑ PLUMBING RI ❑ SEPTIC FINA� ❑ HARD COVER REMOVAL
J ❑ PLUMBING FINAL ❑ FOUNDATION/REMOVAL
Z OWNERICONTRACTOR TO MEET YOU:_YES_NO
� COMMENTS:
�
a `� .c%: i � i � C'� L� tL�-Ir��j �[�
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� �OVORK SATISFACTORY:PROCEED ❑ PROJECT COMPLETE
W CORRECT WORK&PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY
� ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY
� BEFORE COVERING PERMANENT
❑CORRECTUNSAFECONDITIONWITHIN HOURS. � pHOTOTAKEN
INSPECTOR WILL RETURN ❑CITATION ISSUED
❑STOP ORDER POSTED.CALL INSPECTOR
❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS.
Cail for the next inspection 24 hours in advance. �95Z� 249-4600
Owr�erlContractor on site:
Inspector. � .' r � ' 11,0, o '
White Copy/lnspector's File Canary CopylSite Notice
, �
,
The manifold and supply line pipe must have back drainage to the pumping chamber.
The distribution pipes shall have their ends capped. Be sure the rock and sand fill
material are clean. The sod layer below the entire mounded area must be turned over,
just break up the sod, be sure not to over work.
If the tanks have less than 2' of cover, the lids, risers & maintenance hole covers must
be insulated to a value of R10.
Cleanouts for each later must be installed & be accessible from finish grade in an
irrigation box with a ball valve.
All neighboring wells are located greater than 100' away from the proposed treatment
area.
Keep all heavy equipment off of the proposed treatment area before and after
construction. The treatment area should be marked off before construction. This
Design is not valid & the system will need to be relocated if failu�e to protect the areas
proposed for On-Site Sewage Treatment occurs.
MANAGEMENT PLANS:
The tanks need to be pumped every 2 years. Check with your pumper to set up a
schedule.
System inspected for wet areas by owner & or Inspector as determined by the local unit
of government.
Any other requirements as determined by the local unit of government
With proper installation and maintenance, this system should have no problem in
treating septic effluent effectively.
2
,
,
Nothing other than human waste, toilet tissue, laundry, showers, water softener etc.
should be disposed of into the septic tanks. Recommend Iron filters be diverted out of
the system. Recommend to divert the water softner also if the iron filter is diverted.
Garbage disposals are not recommended, due to adding more solids & fine solids
passing through to the system. Excessive amounts of soaps, antibacterial soaps,
cleaning agents, shower cleaners used every shower & chlorine agents may kill the
bacteria needed to treat septic effluent. Additives are not recommended. Recommend
laundering be limited to 3 to 4 loads per day.
<� _ � �~ �
.� �____� _ -�"�� _
Steven B. Schirmers
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lVIOUND DESIGN WORK SHEET (For Flows u to 1200 d)
. A. Avr..rage Design FLOW A-1: Estimated Sewage Flows in Gailons per Day
1`'`�'`'�`"'�1'"�``� num er o
EstimateCl �(�C:J gPC� (see figure A-1) bedrooms Class I Class 11 Closs III Class IV
or measured �-- x 1.5 (safety factor) - �- gpd 2 soo 225 �80 60%
3 450 300 218 ofthe
4 600 375 256 values
B. SEPTIC TANK Capacity 5 750 450 294 in the
6 900 525 332 Class I,
a,-1��'� gallons (see figure G1) � to5o boo 3�0 ��, or�u
�,���,�.ti�,�.�-:.��,�,� ������.� 8 1200 675 408 columns.
s � �t l�vc���.,,lY�1vt��=- �.�����r�e���-.
C. SOf LS (refer to site evaluation) C-l: 5e lic Tank Ca acilies(in allons
T �, Number of Minimum Liquid Liquid capacity with W���disposal&
1. Depth to restricting layer = i E�� 1 •�,1,�,I,+�feet Bedrooms Capacity garbage disposal
--r— lifl inside
2. Depth of percolaHon tests = 1� a feet z o�iess �so uzs �s�
3. Texture �t�V��� t.�'���.,i 3 0�a �000 isoo 2000
5 or 6 1500 2250 3�
Percolation rate 1�. � mpi �,8 or 9 z000 3000
4. Soil loading rate � �� gpd/sqft (see figure D-33)
5. Percent land slope � %
D. ROCK LAYER DIMENSIONS
1. Multiply average design flow (A) by 0.83 to obtain required rock layer area.
4�� gpd x 0.83 sqft/gpd = ��Z. sqft
2. Determine rock layer width = 0.83 sqft/gpd x linear Loading Rate (LLR
0.83 sqft/gpd x 1 '� gpd/sqft= 1c1 ft Mound LLR
3. Length of rock layer = area = width =
:>?,rvz.. sqft (Dl) = �ft (D2) _ ;�; ft < 120 M PI < � 2
E. ROCK VOLUME > 120 M PI < C�
1. Multiply rock area (D1) by rock depth of 1 ft to get cubic feet of rock
:'�"��-- sqft x 1 ft = :f,:�=� cuft
2. Divide cuft by 27 cuft/cuyd to get cubic yards
"'�- cuft = 27 cuyd/cuft = �cuyd
3. Multiply cubic yards by 1.4 to get weight of rock in tons
) �� cuyd x 1.4 ton/cuyd = 1 � tons
D-33: Absorption Width Sizing Table
F. SEWAGE ABSORPTION WIDTH Percolalion Rate Loading Rele
in Minutes per Soil Tezture Gallons Absorption
Inch per day per Ralio
Mp� s uarc(ool
Faster lhan 5 Coarse Sand 1.20 )_pp
� Mcdium Sand
Absorption width equals absorption ratio (See Figure D-33) �amySand
Finc Sand
times rock layer width (D2) 16 to 30 Loa,,, o.� z.�
31 to 45 Sili Loam 0.50 2.40
���� �( f� ft = �.E�. f t 46 to 60 Sandy Clay Lo 0.45 2.67
Silty Clay Loam
61 l0 120 Silty Ciay 0.24 5.00
- Sandy Clay
Cla
Slower than 120'
•sys��m au����a ro�m���;�s�.,,�n�om«or aKo���
,���1�,��,a�J
G. ' I�IOUND SLOPE WIDTH & LENGTH Landslope > 1°�o slope
. (lands,lope greater than 1%)
1. Downslope absorption width = absorption width (F) `.'` ��er�•
D o 0 O'P 0
. Q� bq[�]e 00'BD 1
minus rock layer width (D2) 6.•ToPso;,
/� L ��.,�, � Clean Sand j=f[
�tD. ' 1 ft-�_ft = ► 7 lt eparallon�'���`*� ft.'.� �
Resvicting Layer ����
Upslo-T�`_I �dth;G2d) Rockj4YlAlh�tD2) �"'�s��W�dlh(�Zi)
2. Calculate mound size _,�„ _
UPSLOPE
a. Depth of clean sand fill at upslope edge of
rock layer = 3 ft minus the distance to restricting layer (Cl) AbSOTtionWidith-$and(F�
3 ft- /� a ft - 1� �? ft `��'� �'�`�
b. Mound height at the upslope edge of rock D-34: SLOPE MULTIPLIER TABLE
layer = depth of clean sand for separation (G2a) Land urs�orE
Slope multipliers for various DOWNSLOPE
at upslope edge plus depth of rock layer �l ft� in% slope ratios �ultipliers forvariaus
slope ratios
plus depth of cover (1 ft) 3:� 4:1 s:l 6:� �:1 s:� 3:1 4:1 s:� 6:1 �:I
1J7 ft + lft + lft = 3. � ft � 3.0 4.0 5.0 6.0 7.0 8.0 3.0 4.0 5.0 6.0 7.0
c. Upslope berm multiplier based on land slope 1 Z•9� 3.85 4.76 5.66 6.54 7.41 3.09 9.17 5.26 6.38 7.53
3���� (see figure D-34) 2 2•83 3.70 4.54 5.36 6.14 6.90 3.19 4.35 5.56 6.82 8.14
d. Upslope width = berm multiplier (G2c) times 3 Z•�5 3.57 9.35 5.08 5.79 6.95 3.30 9.59 5.88 7.32 8.86
_._
9 2.68 3.45� 9.17 4.84 5.96 6.06 3.41 ' 496 ,� 6.25 7.89 992
upslope mound height (G2b): .._ . . � _ , � _
���� � X ;'��� � ft =�°_ ft 5 2.6] 3.33 4.00 9.62 5.19 5.71 3.53 5.00 6.67 8.57 10.77
::�
DOWNSLOPE 6 2.54 3.23 3.85 4.41 4.93 5.41 3.66 5.26 7.19 9.38 12.07
7 2.48 3.12 3.70 4.23 4.70 5.13 3.80 5.56 7.69 10.34 13.73
e. Drop in elevation = rock layer width (D2) times g 2,g2 3.03 3.57 4.05 4.99 4.88 3.95 5.88 8.33 11.54 15.91
percent landslope (C5) = 100 9 2.36 2.94 3.95 3.90 9.30 4.65 4.17 6.25 9.09 ]3.04 18.92
�1 t X ��� % - 1�Q = +� 1 t 10 2.31 2.86 3.33 3.75 4.12 4.44 4.29 6.67 70.D0 15.00 23.33
f. Downslope mound height= depth of clean 17 2.26 2.78 3.23 3.61 3.95 4.26 4.4 8 7.1 4 ]l.l] ]7.65 30.4.'
sand for slope difference (G2e) at downslope � Z•Zl 2•70 3.12 3.99 3.80 4.08 4.69 7.69 12.50 21.43 43.75
rock edge plus the mound height at the
upslope edge of rock layer (G2b)
�• �) ft + , � ft = y . ) _ft
g. Downslope berm multiplier based on percent land slop
_ 4�� l� (see figure D-34) :�.�-�
h. Downslope width = downslope multiplier = �' ��!" �
i Upslope�VVid th(G2d)
(G2g) times downslope mound height (G2� �-1:� f�
�.�,f � x t , ft = �� ft _
� Ups!pS Width(G2d) Width(D2) � UP �ope Width(G2d)
i. Select the greater of G1 and G2h as the � Le�g�cD3, ��' f�
downslope width: ��� ft �
H Downslope Width(G2i) �:� ft
j. Total mound width is the sum of upslope AbsorpHon Width(F) ��'
width (G2d) width plus rock layer width � ��' . �
(D2) plus downslope width (G2i)
� � �4 + �'} l� `r Total Length(G2k) �J ft
� ft + �_ft = , ;, ft
<. Total mound length is the sum of upslope width (G2d)
�lus rock layer length (D3) plus upslope width (G2d)
1'� ft + ;,.:� ft + I '; ft = �-,r feet
'�-i _� �•- , , _,� ��'�} ') 4,
Final Dimensions:
y 3� X c��.' �J*`r-' , '
[hereby certify that I have completed this work in accordance with applicable ordinances, rules and laws.
, � , ����
,�
���'�_�,-�._. ������ �s��,,_.._._.._
(signature) v�'� ��° (license#) `� - � �-1 --Q � (date)
�� ���-1�c�l�(
PRESSURE DISTRIBUTION SYSTEM
� Geotextile fabric
1• Select number of perforated laterals �.'�
---- Quarter inch perforaHons s aced�3' lZ�
2- Select perforation spacing - ft y„of'ro�k
3. Since perforations should not be placed closer than 1 foot to I'erf Sizing 3/16•�_l�q••
the edge of the rock layer (see diagram),subtract 2 feet from Perf Spacing 1.5�-s•
the rock layer length.
� E-4: Maximum allowable number of t/4-inch perforations
T `' -2 ft - i per lateral to guarantee<10%discharge variation
Rockl ayer lenglh �' - f(
per(oration
4. Determine the number of spaces between perforations. SPacing
Divide the length (3)by perforation spacing (2) and round feet 1 inch 1.25 inch 1.5 inch 2.0 inch
down to nearest whole number.
Perforation s acin "� • -s 2'S 8 14 18 28
P g = �-� ► ft— ft= �{.� spaces 3.0 8 13 17
5. Number of perforations is equal to one plus the number of 26
3.3 7 12 16 25
perforation spaces(4). Check figure E-4 to assure the number of 4'0 � >> 15
perforations per lateral guarantees <10% dischqrge variation. 23
5.0 6 10 �q 22
_ 1� spaces + 1 = 1�perforations/lateral
E-6: Pertoration Discharg�in gprn
6. A. Total number of perforations = perforations per lateral (5)
times number of laterals (1) perforation diameter
head inches
�_perfs/lat x " lat= ;_"�; perforations (feet) 3/16 7/32 1/4
B. Calculate the square footage per perforation. �•�� 0.42 0.56 0.74
Should be 6-10 sqft/perf. Does not apply to at-grades. 2•0b 0.59 0.80 1.04
Rock bed area = rock width (ft) x rock length (ft)
'�=? ft x .�`r: ft= :�.;. �-,� 5.0 0.94 1.26 1.65
______sqft
Square foot per perforation = Rock bed area =number of perfs (6) b Use 2.0 feet for ong'hina ellsehomes.
'� `�' sqft— erfs = �
P �" sqft/perf
7. Determine required flow rate b j]ZL]itl 1 ]� MGNIFp�D IOCATEO n7 END OF pqESSUqE OISTRIBUTION SYS(EM
perforations (6A) by flow per perforat on (s�ee figuretE-6�ber of
�1 �<<
A ,�,,Y`� W„„<„
,;,, r .,
<� �� perfs x � �.... �m/perfs = �.L� m
gP �.
8. If laterals are connected to header pipe as shown on upper °'
example, to select minimum required lateral diameter;enter /�'-�
d��,��m�"`"� ;;�'�wa...�
figure E-4 with perforation spacing (2) and number of perforations
per lateral (5) Select nunirrium diameter for ����TM
perforated lateral= "�. ���eS. ur��r o�Pea�o�.Eo PIpE LCTEfl4�3 fDH
PNESSURE D�STpIB�T10N W MOUNp
9. If perforated lateral system is attached to manifold i e near � � �� �����
the center,lower diagram,perf P p �•`"`p^;� �°.A�,� �, ,,,�y,°^�
orated lateral length (3) and �Ew o;��;`�'�"�°£�`°-�' ,- �� °^
numUer of perforations per lateral (5) will be approximately one Y"°°�`°
half of t�lat in step 8. Using these values, select mi.n_unum n '"''"`''�"°°"�"
b. � a_ �
diameter for perforated lateral = --------�-�nches. � ,,,,.,,
b..
� ,,,,�.•� �
Kn,e„✓° °,,,;,,nn-
���N6M�
I hereby certify that I have completed this work in accordance with applicable ordinances, rules and laws.
/``���� (/� � ��J �� ......_..-_._.._..
• (signature) `"'`���-}
�� � (license#) �'l--o��-}_�,^� (date)
,��11}�tiW,�"}!
, � , PUMP SELECTION PROCEDURE
1. Determine pump capacity:
, A. Gravity distriUution
. 1. Minimum required discharge is 10 gpm
2. Maximum suggested discharge is 45 gpm. For other
estaUlishments at least 10%greater than the water supply rate,
Uut no faster ihan the rate at which effluent will flow out of the
distriUution device.
B. Pressure distribution
See pressure distribution work sheet
From A or B Selected pump capacity: � gpin
2. Determine puiyi� head requirements:
A. Elevation difference between pump and point of discharge? soil treatment system
) �� feet &point of discharge
°'°°^aa°' /r�.�'...
B. Special head requirement? (See Figure at righf -Special Head Requirements) total pipe
�! feet _ length
inlet .��� "°"'�"' ` � 2A.elevation
C. Calculate Friction loss -- difference
P�Pe 's
�� ------- -- -=;
:;
1. Select pipe diameter ,=� u1 :. .................... ..�.
, '=---------------------------- ---- ����
;�
:Z. �nter Figure E-9 with gpm (lA or B) and pipe diameter(C1). ``'�°��� -�����•����--�
Read fricrion loss uz feet per 100 feet from Figure E-9 Special Head Requirements
Friction Loss = �� �J ft/100ft of pipe Gravity Distribution 0 ft
3. Detennine total pipe length h-oin pump discharge to soil treatment Pressure Distribution 5 ft
discharge point. Estimate by adding 25 percent to pipe length for
fitting loss. Total pipe length times 1.25 = eguivalent pipe length
��� >` ' feet x 1.25 = '� �`�`� feet E-9: Friciion Loss in Plastic Pipe
4. Calculate total fi-iction loss by multiplying friction loss (C2) Per 100 teet
nominal
u1 ft/100 ft by the equivalent pipe length (C3) and divide by 100. pipe diometer
= l. I . ft/100ft x �',��`<' =100= �> ft Ylow rate 1.5" 2" 3��
pm
D. Total head required is the sum of elevation difference (A),special 20 2.47 0.73 0.11
head requirements (B), and total friction loss (C4) 25 3J3 1.1 l 0.16
�' ft+ .`� ft+ ft - 30 5.23 1.55 0.23
T�tal head: �'�� feet 35 6.96 2.06 0.30
_ 40 8.91 2.64 0.39
3. ]Puinp 5electiori 45 t�.o� s,2a o.ns
50 13.46 3.99 0.5�3
A pump must be selected to deliver at least G?,�j- v�,m 55 4.76 0.70
b� 5.60 0.82
(lA or B) with at least a�J feet of total head (2D) 65 6.48 0.95
70 7.44 1.09
I hereby certify that I have c�mpleted this work in accordance with applicable ordinances, rules and laws.
r ' �
d,_ :,,�''� �
, __; C , � i , �."
, ,_._
(signature) �.`�`�:�{;�_(license#) �'1 - �'--�-(J`I (date)
, �7�P TESTING� ��C. Steven B. Schirmers • MPCA Cert.No. 627
951 Katydid Lane NE • St. Michael, MN 55376 • (763) 497-3566
FAX • (763) 497-5011
State License #394
�OGS OF SOIL BORIN ��
Jim Johnson
650 Big Ilsand
Orono, Henn. Co., MN
Borings completed on 9-21-09, with a hand bucket auger.
BORING NUMBER 1- EIev.100.7 - MOTTLED SOIL AT 18" - no standing water present in boring.
0 - 8" Topsoil dark brown loam 10YR 3/3
8" - 14" Gray brown loam 10YR 5/2
14" - 18" Brown clay loam 10YR 5/3
18" - 26" Brown clay loam 10YR 5/3 - distinct mottles 10YR 7/1, 10YR 6/8
26" - 38" Pale brown clay loam 10YR 6/3 - distinct mottles 10YR 7/1, 10YR 6/8
38" - 48" Pale brown loam 10YR 6/3 - distinct mottles 10YR 7/1, 10YR 6/8
BORING NUMBER 2- EIev.101.7 - MOTTLED SOIL AT 16" - no standing water present in the
boring.
0 - 6" Topsoil dark brown loam 10YR 3/3
6" - 16" Gray brown loam 10YR 5/2
16" - 28" Brown clay Ioam 10YR 5/3 - distinct mottles 10YR 7/1, 10YR 6/8
28" - 40" Pale brown clay loam 10YR 6/3 - distinct mottles 10YR 7/1, 10YR 6/8
40" - 48" Pale brown loam 10YR 6/3 - distinct mottles 10YR 7/1, 10YR 6/8
BORING NUMBER 3- EIev.102.2 - MOTTLED SOIL AT 22" - no standing water present in the
boring.
0 - 6" Topsoil dark brown loam 10YR 3/3
6" - 12" Gray brown loam 10YR 5/2
12" - 30" Brown clay loam 10YR 5/3
22" - 30" Brown clay loam 10YR 5/3 - distinct mottles 10YR 7/1, 10YR 6/8
30" - 36" Pale brown clay loam 10YR 6/3 - distinct mottles 10YR 7/1, 10YR 6/8
i
l
. .
Soil borings cont'd.
BORING NUMBEFt 4- EIev.100.8 - MOTTLED SOIL AT 20" - no standing water present in the
boring.
0 - 6" Topsoil dark brown loam 10YR 3/3
6" - 12" Gray brown loam 10YR 5/2
12" - 20" Brown clay loam 10YR 5/3
20" - 36" Brown clay loam 10YR 5/3 - distinct mottles 10YR 7/1, 10YR 6/8
2
CERfiIFICATION N0.627
STATE LIC;ENSE N0.394
PERCOLATION TEST DATA SHEET
Percolation test readings made by S-P Testing, Inc. on 9-22-09 starting at 11:30am.
Test hole location Johnson, 650 Big Island, Orono
Test hole number�. Date test hole was prepared 9_Z1-0)•
Depth of hole bottom�,.2 inches. Diameter of hole�t inches.
SOIL DATA FROM TE T HOLE
DEPTH,INCHES SOIL TEXTURE
0 - 8"_ Topsoil dark brown loam
8" - 12" _ Gray brown loam
Method of scratching sidewall is knife. Depth of gravel in bottom of hole is 2 inches. Date
and hour of initial water filling 9-21-09, 11•30am. Depth of initial water filling is 2 'n above the hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours is automatic �i.�hon.
Maximum water depth above hole bottom during test is(inches.
— -- __ -_.— __ —___
_ __ -- - --_ -- __- ---- --
Measurement, � Drop in water level, Percolation rate,
Time Time interval,min inches inches minutes er inch Remarks
9:35 �refil l 6
_ 9:47 10:17 6 1-3/4 17.1 30 m i n
10:20 10:50 6 1-3/4 17.1 30 m i n
10:55 11:25 6 1-3/4 17.1 30 min
Percolation rate =17.1 minutes per inch.
. .
CER1'IFICATION N0.627
�TAT� I,IGENSE N0.394
PERCOLATION TEST DATA SHEET
Percolation test readings made by�-P Testing, Inc. on 9-22-09 starting at 9:4gam•
Test hole location Johnson, 650 Big Island, Orono
Test hole number�. Date test hole was prepared_�_21_09•
Depth of hole bottom�inches. Diameter of hole�inches.
SOIL DATA FROM TEST OLE
DEPTH,INCHES SOIL TEXTURE
0 - 6" Topsoil dark brown loam
6° - 12" _ Gray brown loam
Method of scratching sidewall is knife. Depth of gravel in bottom of hole is 2 inches. Date
and hour of initial water filling Q-22-09, 11•30am. Depth of initial water filling is 12 inches above the hole bottom.
Method used to maintain at least 12 inches of water depth in hole far at least 4 hours is�utomatic si�hon.
Maxirrium water depth above hole bottom during test is�inches.
_— _ __ --__ _ _ -- --- --
_ — --
Measurement, Drop in water level, Percolation rate, �
Time Time interval min inches inches minutes per inch Remarks
9:35 prefill 6
9:48 10:18 6 2-1/8 14.1 30 min
10:19 10:49 6 2-1/8 14.1 30 min
10:56 11:26 6 2-1/8 14.1 30 min
Percolation rate= 14.1 minutes per inch.
�
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