HomeMy WebLinkAbout2 septic designs-not sure which one goes with permit, � .
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� , ' SEPTIC SYSTEM APPROVAL
—_�;,,
� ,�, O,�,�� � o�c�vo�co�
' O O �' +�°`�
, ;,, CITY of ORONO
a - �►
,� , Municipal Offices
ti
� ��� � � �����' G����� Street Address: Mailing Addreu:
: t�q `g��i.
,- Jt'�Kp�' 2150 Kelley Parkway P.O. Bax 66
�___—=� Orono, MN 55356 Crystal Bay, MN 55323-0066
Owner <)P�� �in�=r�f Phone (Home) 3y/-�oZZ (Work) 3'�%��9E�
Address ,�� -I S' J�'c�b s N'�%l 1 ��� City �2�%�c; State r1� Zip
Site Evaluators�,�e-��u.��'s State License # Phone# ��z- SF�SS
Type of Establishment: Single Family�_ Multi Family
Commercial ;'�� Garbage Disposal Yes No
No. Potential Bedrooms S Est. Gallons Per Day 7.5�'
Water Meter Required: Yes_ No� Soil Sizing Factor . �'3� .v c�a�/Ff2�
Perc Rates P-1 11 P-2 �� P-3 �S P-4 P-5 P-6 P-7
RestrictinQ Layer Depth B-1�� B-2 �NF B-3.�N" B-4 ��`�` B-5��'` B-6l�S"
Type of Treatment System:
Standard � Experimental Alternative
Pressurized Mound System � At-Grade System
Gravity Trenches System Pressurized Trench System
Gravity Trenches W/Lift Pressurized Bed System
Holdin� Tank W/Alarm
Septic Tanl: Size i Z5� /1 o cC> # of Tanks 2 Lift Tank Size%Zsc`�
Pump Brand —r GPM �7 Head �b � S �
Treatment System:
�` inches of rock below pipe
Minimurr�+�'f�,3')t(3�'� ,G') Square Feet with
Type of co��ering Fabric � Other
THIS IS NOT A PERivIIT. This is a desi�n approval form which must accompany the site plan.
A permit must be issued to a licensed septic contractor prior to installation.
NOTICE TO INSTALLERS: Any changes to the approved plans must have prior approval of the
inspector (249-4600) Call for inspection 24 hours in advance.
ALL DRAINFIELD AREAS MUST BE FENCED OFF prior to building site excavation and
. fencinQ must remain in place until final site grading. Approval to pour footings will not be granted
until the Inspections Department has verified the primary and alternate sites are protected.
1�0 VEHICULAR TRAFFIC OF ANY KIr'D is allowed within 20' of tested drainfield sites ever.
ACCEPTED�_ DENIED By the City of Orono subjec existing regulations and
the follow�in;conditions:
,
By: ��J -�
C ' Pence, On-Site Systems Manager
���tEM 1�a��EQ fOR
...�.BEDRaOMS. ANY�lt�iEASE M!NUMSER
OF�{�IVAUQATES TH1S DESlGN.
Telephone(612)249-4600 • Fax(612)249-4616
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� � �� . � � Swedlund -
SWEDLUND I •
se t1C
o - e p
S ervice
0 Perc Test
Soil Boring
� Design
❑ Installation Estimate
Prepared For:
P�r��2 R��v.�,e�� co .
Site Address:
�,��e�2- .Lo%2
� .Cf3�3S � �OA—D
��Oit/D
,::::::::.:.:.::...::::::.:::..;:.::::::.::::::::::::.:.::.:::::::::.::::<::.
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Swedlund Septic Service • 9520 Laketawn Road • Chaska, MN 55318 • 442-5855
� � � �� � Swedlund
- Se tic
p
Service
,�i 2 �8�0� x-�
To Whom It May Concern: �
Swedlund Septic Service is submitting the enclosed individual sewage
treatment system design for the above referenced site, along with the results
of the site evaluation (soil borings & perc tests).
The soils at the site consist of ��+»'L' . Standing water was
not encountered in any of the soil borings, but mottling associated with
seasonal saturation (wet�soils) was found as shallow as �/'uiches below
grade surface and as deep as 3(o inches below grade surface. This indicates
that a standard trench system is not suitable for the site. The perc test results
( ?z m P% ) indicate that the soils are suitable for treatment using a mound
system.
The home is an existin ew -� bedroom home. A standard mound
system with �2 inches of clean washed sand below the distribution rock
should be suitable as a new system for the site. We recommend a flow of
���� gallons per day for use in design, and a z2..fo gallon septic tank
and /Zso gallon pumping tank. THIS SYSTEM MUST BE INSTALLED
BY A LICENSED INSTALLER IN ACCORDANCE WITH CHAPTER -
7080. � �
Swedlund Septic Service • 9520 Laketown Road • Chaska, MI�T 5531 R • 442-5855
STATE CERTIFIED
• FROM : CQFFIPJ & GROh-lBERG FAX NC. : 612 �?3 4435 Jul. 1� 19Q9 ��:�7Ff1 F"
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• ' MOUND DESIGN WORKSHEET 5
(For Flows up to 1200 gpd)
A. �,�W Estimated Sewage Flows in Gallons per day
Estimated ,�O �C� Numbc 7'ype I Type Q) Type ID Typr
or measured x 1.5 = gpd. {� �v
z 30o zzs iso �
B. SEPTIC TANK LIQUID VOLUMES 4 � 3� Z;� °f�
s �so aso 2sa °'�"�
2ZS0 gallons 6 90o sas 332 T,'a,.
� ioso 60o s�o u�
8 1200 675 408 �7
C. SOILS (refer to site evaluation) �d�
' lieTank wlies(in allw�sl
1. Depth to restricting layer = 2 inches 2' feet �qwd�����Y
Numl+er af Minimum tiyuid liiryid opacry wiN with d�sposal&
2. Depth of percolation tests = f Z inches �°^� ���Y �°°��"' �"`�'°`
2�x kss 750 1125 I500
3. Texture �dr�rY✓ Percolation rate / -Z Z mpi �.x< �� �� Z�
s����s �sao nso 3000
4. Land slope o _ � °�O 7.A�n Y �� � �
O - 3 A�TS•'�
D. ROCK LAYER DIMENSIONS
1. Multiply flow rate by 0.83 to obtain required area of rock layer: A x 0.83 =
�gpd x 0.83 sq. ft./gpd =�ZZ sq. ft.
2. Select width of rock layer (max 10' if<120 mpi max 5') _ /O ft.
3. Len�of rock layer= area=width= ,;,�p,,, o,,,, e D 8)a.e.e.e ea -. e oe.e, b Q, o
w Aaa n r g
��sq. ft. — �ft. _�2. ft. �:t�ao1�S�be���; o
a.QOpbp°'QA:Re 6?..aooe4
. o.�r.�ae� ea6QD.��Dp.,Lb. ' .:. � . .: . -. .
Qfl: .
W��}� ��t Q00000 edC00�OD D oe+ o oD e
LLl 1•
<120mpi <10' Length�ft
E. ROCK VOLUME >120mpi <5'
1. Multiply rock area by rock depth to get cubic feet of rock;�sq. ft. x�
ft. _�Zcu. ft.
2. Divide cu. ft.by 27 cu. ft./cu. yd. to get cubic yards;
�cu. ft. =27 = 2�cu.yd.
3. Multi pl y cubic yards b y 1.4 to get wei ght of rock in tons;�cu. yd. x 1.4
ton/cu. yd. _�tons.
F. ABSORPTTON WIDTH Absorption Width Sizing Table
1. Percolation rate in top 12 inches of soil is�Z mpi ����� c�►,� �o�r���
� O� � Minut�a pc inch Soil Textuce pa day per width ta Rock
Texture � cM�� �r�� ��R wd�
� F���cn�,o.� co�s�a �.io �.00
o.��s sar,a �.zo i.00
2. Select allowable soil loadin rate from table; o.��a s Fnc Sand o.6o z.00
g b�o�s s�ay��
i d gpd/ft2 31ro45 sa�°�, 0.6o z:oo
46 ro 60 Clay Loam 0.45 2.67
60 to 120 Clay 0.24 5.00
3. Calculate adsorption width ratio by dividing rock layer s�o�w��zo c�aY o�o s.00
loading rate of 1.20 gpd/ft2 by allowable soil loadin rate;
1.20 gpd/ftz= � � gpd/ftz= �•(J'� •
4. Multiply adsorption width ratio by rock layer width to get
required adsorption width;
�_x��ft=��ft
DOWNSLOPE DIKE WIDTH
i. If landslope is 3%'0 or more,subtract rock layer width from
adsorption width to obtain minimum downslope dike toe
,�Q ft- /� ft = �O feet _
2 Calculate Minimum mound size based on geometery:
a. Determine depth of clean sand fill at upslope edge of rock
layer: Separation � feet
b. Multiply rock layer width by landslope � reo� ce�..
to deternune drop in elevation; � reo� Ro .a
Slope Difference S�Oer�tlon �..�
,,L�x . � %+ 100=�feet Slep� DIIt�r�ne• �L t
uDs o �aietn
c. Add depth of clean sand for sepazahon (2a) �•'� Ro�k w,a��
at upslope edge,depth of rock layer(1 foot) to depth of �r..� Downa�l�o�.w,acn
cover(1 foot) to find the�mound height at the upslope edge -��`'"`
of rock layer;
�ft+ lft+ lft= � feet
d. Enter table with landslope and upslope dike ratio.
Select dike multiplier of 3, 5�.�
e. Mulriply dike multiplier by upslope mound height
to find upslope dike width:�x 3.� �_ /O feet
f. Add depth of clean sand Eor slope difference (2b) at
downslope edge,to the mound height at the upslope edge
of rock layer(2c) to find fhe downsl pe height;
_�ft+ ,�!ft= 3 . feet
g. Enter table with landslope and downslope dike rario.
Select dike multiplier of �'7 !�
h. Multiply dike multiplier by down lope ound height
to get downslope dike width:�x • _�feet
i. Compare the values of step G.1 and Step .2h Select the
greater of the two values as e downslope dike width; .�---- �Z ---�
feet �
� U0f1 MIOt� ��� �
j. Total mound width is the sum of -���•�
u slo e dike (G.2e)width plus rock � R,� ,,,,��
P P �
layer width (D.2)plus a �o,���a�� '••` �o.a .w�a��
downslope dike width(G.2i); a F `�" "" ��
<
�ft+_f�ft +�ft= �feet � ; ,
k. Total mound length is the sum of o°""�",°`" ` I
..�
upslope dike width (G.2e) plus rock layer ,I/
len h(D.3) lus upslope dike wi th (G.2e); �
�ft+�ft +� ft = � feet
9� o�.��.�o��
own ope ps ope
a:i �i sa s:i r.> >:i « s:i ci r.� e:i
s.�op�
0 3D LO S.0 60 �.0 7.0 �.0 S.0 'CO 7.0 {D
1 3.09 ll� 5.26 W! 75] 1% ).65 �J6 S.f6 651 7.11 �
2 �.19 l3S 556 6.82 � 8.11 2.N �.70 l51 536 61{ 6.90
7 3.�0 �5/ 59A 7�2 6.l6 2.75 ]57 11S SA SJ9 6.15
• 3AI l76 6.75 7.W 9.72 26! 7.15 117 1.N 5.�6 iD6
S 751 S.W 667 157 10.T7 261 �7 .� lA l62 5.19 571
i ��b S1b 7.1� 93! 1207 2.51 ].27 3.55 L�I �.9� SAI
7 3d0 556 �.69 103t 17.7� 2�! 7.12 J.79 �.27 UO 5.17
1 ].95 5.6A !31 I15� 15.91 2.11 ].m 7S7 �.QS �.�9 �A�
9 �.Il 6S5 9.09 13A1 1l.92 2�6 291 ].l5 190 .{�0 �AS
f0 �29 i67 10.0 I500 27�] 27t 2!6 317 7.75 �.12 �.M
ll �.� �.1� 11.11 17.65 JO.0 226 27A 79 7-61 7.95 �76 �
u .sv �.�v ,xso n.0 u.r zr :.m �.:i �..v �.eo �.oe 64
' pRESSURE DISTRIBUTIOIV SYSTEM
1. Select number of perforated laterals 3
2. Select perforation spacing = 3 ft.
3. Since perforations si�oul� not be placed closer than 1 ft. to
the edge of the rock layer (see p. F.-14), subtract 2 ft. from the
rock layer length.
Rock la��QnR�, ' 2 f t. _ �f t.
4. Determine the number of spaces between perforarions.
Divide the length above by perforation spacing and round E-17a
down to nearest whole number. Ta,a�E oF�ERFortnT�orv�isc!�tnRCEs��;r,r�.•
Head Perforauon�unetc:hnches)
Length perf. spacing = � ft. - �) ft. = 2o spaces 13z ��a
1.Oa 056 0.:4
1.5 0.69 0.90
5. Number of perforations is equal to one plus the number of 2.ob °."" l.a�
2s o s� �.»
perforation spaces . a.o aya �.:s
a.o 1.i3 t.a�
2o S dCeS �- 1 = 2� 5.0 1.26 1.65
p perforarions/lateral aUse 1.0 foot of head For residential systems
bUse 2.0 feet of head tor other establis:;ments
6. Multiply perforations per lateral by number of laterals to
get total number of perforations. E-17b
� Mu�nmJM��4r�eiN sOpMa�.a�irvalis
x � _� erforations. ""°"`�°`�''` �"'°°
laterol s perfs/;aterat p ',��� 1.251neh 1.5 lnth � 2.0 ir;:r
2.5 14 18 28
7. Deter.nine required flo�r: rate by rnultiplying 33 12 i6 � ?�
number of perforations by flow per perforation a.o ii is � z�
(see page E -li; s.o io ia z,
� ,��
�fs X ���ry„� `��4�'�^I:;. �._,1 1
n...rau�na�m.r o0 0.�,.nc av+o,,.�o.r,•�. �
- �• I
8. If laterals are connected to header pipe as shown on page E y i
15, select minimum required lateral diameter from table on � ��..,.
�age E-17; enter table with perforatinn spacing and number �'" ,,.'�''' ��u- �
of perforarions per lateral. Seleci:ninimum diameter for ���
perforated lateral = inches.
F-12
,--�.�..,---.:�:��-
9. If perforated latPr�.: ;y�stem is attached to manifold pipe near �`,+,:__.�,�
the cent��r, a�: on page E-12, perforated lateral length and �""
num��er of ��erforations per lateral will be approximately one ���'� �
.y'wt�
half of that i�� step 8. Using these values,select mini um _.. . �
diameter for �erf��rated lateral from page E-17 as� �� "'—
�'''
i nches.
, � 9
PUMP SELECTION PROCEDURE
4. Determine pump capacity:
Gravity Distribution
1. Minimum suggested is 20 gpm
2. Maximum suggested is 45 gpm Perforation Discharges in GPht
Piessure D15tibutlOn I-iead .Perforation diameter
feet inches
3. a. Select number of perforated laterals 7/32 1/4
b. Select perforation spacing= feet. 1.oa o.sb o.�4
c. Subtract 2 ft. from the rock layer length. i.5 0.69 0.90
R«�iay«ia,gw-2 ft. = feet.
2.06 0.80 1.04
d. Determine the number of spaces between perforations. a Use 1.o Eooc single homes.
Length perf.spacing= ft.= ft. = spaces b Use 2.0 feet for anything else.
e. spaces+1 = perforations/lateral
f. Multiply perforations per lateral by number of laterals to
get total number of perforations. ��5 x �f5���= perforations.
g. � x�m��= gpm.
SELECTED PUMP CAPACITY_��gpm
B.Determine head requirements:
1. Elevation difference between pump and point of discharge.
��feet
2. If pumping to a pressure distribution system,five feet for pressure SoJ teacnent system
required at manifold if gravity s tem,zero. °�°'"`-'�°�
� feet row P��i�,gw
3. FricHon loss
a. Enter friction loss table with gpm and pipe diameter. we �- ��„tio„�;r��,�„�e
Read fricti n loss in feet per 100 feet from table(F-14). P`� -
------- -- -
F.L._ , ft./100 ft of pipe
................. . .
b. Determuie total pipe length from pump to discharge -�"-"-'-��"�--�"-�"--'-�""�""'"""""
point. Estimate by adding 25 percent to pipe length for fitting
loss,or use a fitting loss chart(F-15 feet).
Equivalent pip��th-125 times pi e length=
X 125=�_feet Friction Loss in Plastic Pipe
c. Calculate total friction loss by multiplying
friction loss in ft/100 t b equi le t ipe length. � Nominal
Z pipe dia.
Total friction loss= x • =100= z feet
F1ow Rate
4. Total head required is the sum of elevation difference, �m 1.5" 2" 3"
special head requirements,and total friction los .
� 20 2.47 0.73 0.11
�+�+ Z Z 25 373 1.11 0.16
(1) (2) (3c) 30 5.23 1.55 0.23
� 35 6.% 2.06 0.30
�feet 40 8.91 2.64 0.39
TOTAL HEAD 45 11.07 328 0.48
50 13.46 3.99 0.58
C. Pump selection bo 5.60 o s�
65 6.48 0.95
70 7.44 1.09
1. A pump must be selected o deliver at least
�gpm (Step A) with at least Z feet of total head (Step B).
Sizing of Pum.y Station
1. Dctcrminc Surfacc Arca T
Rcctanglc=Arca = L x W W"��h
1
x = square feet I,cng�h
Circic= Arca=n x(Radius)2
3.14 x x = square feet K�����
Other=Cct Surface Arca from Manufacturcr n=3.ta
squaze feet
2. Calculate Gallons Pcr inch
Thcre arc 7.5 gallons per cubic foot of volumc,thcrrforc you must multiply thc arca
times the conversion factor and divide by 12 inches per foot to calculate gallons per inch
Ama x 7.5�pft'+12 inchs per foot
x 7.5+12 =�� gallons/inch
3. Calculate Gallons to Cover Pump(with 2 inchcs of watcr covcring pump) Estimata!Scwagc Flows in Gallons per Jay
(Height i +2 in es) x allons/in (#2) �g��
� � �_���� um r
�+ )x � � OV gallons of Typc I Typc I( Typc III Ty pc
Bedrooms I V
4. Calculate Total Pumpout Volume
a. To maxim e pump lifc selec s sizc for 4 tc�5 pump operations per day. 3 450 300 218 �
?�Q gpd+4=,��gallons per dose 4 600 375 256 �r m�
valuet
b. Calculate drainback S 750 450 294 ;,,
6 900 525 332 �����.
1. Determine total pipe length�0 f-Jee��t. 7 1050 6W 370
2. Determine liquid volume of pipe/�Y�_gallons per 1(x)fc�ct. 8 1200 675 408 �„���„�
3. Multi 1 lcngth b volume: Drainback itity=
�fcet x���gallons/]00 ft._�galions.
P' d'wmaa inchc� Gdlcnx r 100 fut
c. Total pu�o volume equals dose volu e+drainback .
CJ allons per dosc+��allons��gallons 1.25 7.77
1.5 10.58
5. Calculate Volume for Alarm(typically 2 to 3 inchrs} 2 17.43
De th(in)x a�ons/inch #2)= 2.5 24.87
�x� z =�gallons q ��.1
6. Calculate Reserve Capacity(75% the daily flow)
Dail flo (see page D-7)x.75=
�� x.75=��gallons
Rcservc Capacity
7. Calculate total�allons
gallons over pump+gallons pumpout+gaiicros alarm+gallons rcserve capcity
�3+ �c+�5 + ��z _ ���� g Alarm
Z + +�+ iv � allons
Pump On
8. Total Depth (Total gallon divided by�allc�n per inch)
Tota�n(#t7)+�allo nch(#2) To 1 Pumpout Volumc
+ ZO inches Pump OfF
Pump Hcight
9. Float Scparation Distancc(equal total pumpc�ut vc�lumc)
Total umpout volume(#4c)+gallons/inch(#2)
/�+�_�inches
. Qat�•�.;��-�— I � PERC TEST BY SWEDLUND SEPTIC
Location ��Z �o � Z ��
Hole # � Depth /2
Soil Depth C�-l'Z Texture l�/� ��v�4.�. 3�z-
Depth of Initial
Water Filling ��_
Perc Test starting Time and Date: Time _ /2�'.S-o Date �v " 2 � - 1�`�
Time Intervals Drop in Inches Perc Rate
•'�o -- /: Z o 3 0 �ti+-� 1 3 �,
' Z o /.' ¢ o '� 3 I 7 'r
•� �� �- �.'/ C7 �� �
3 �� /h r
_
Date � T Z�� `T � PERC TEST BY SWEDLUND SEPTIC
Location _/�a� 2 1 o T Z Hole # Z Depth /2 ��
Soil Depth O --/Z Texture �l� �:�-��v 3/Z
3l Depth of Initial
1�"�1 z- '� �'`� "`� /� Water Filling _�
Perc Test starting Time and Date: Time /2•�S o Dafe �o " 2� � �/' /�
Time Intervals Drop in Inches Perc Rate
.� �s �- !`Z � � `1 �� .,� ;
/.'20 - l.` o ,� 1 3 2 i
• a � Z '/ '� 3 ZZ i
Date —Z �� PERC TEST BY SWEDLUND SEPTIC
Location _I� lr� �,�, � Z Hole # � Depth /Z ��
Soil�Depth �- �� Texture ��+�v '3/ Z- :
3) Depth of Initial ��
1� '�� Z- �4y9r�✓ / � Water Filling /Z
Perc Test starting Time and Date: Time /�. �� Date � '�Z� " 9 9
Time Intervals Drop in Inches Perc Rate
'i o ��'Zo .,,� �� 1
' - �. ' o � ' ' // � t� �
�
, ' o - .z. '�o �' i s g jlL �
� Date ..�� ��" 9�I PERC TEST BY SWEDLUND SEPTIC
�o % Z. Hole # �_ De th �Z �/
Location � � � p
Soil Depth O — /Z Texture � ��-�, 3l�
� Depth of Initial
Water Filling �2 �•
Perc Test starting Time and Date: Time /� Date � `? � — 9 �
� Time Intervals Drop in Inches Perc Rate
r ._ � ' 3a � � 1�-� ►
.I O — � ! , 3 , ;
, , �� -s � Ih ►
Date G `��— �1 `f PERC TEST BY SWEDLUND SEPTIC
Location 13�Z �O l Z Hole # � Depth !2 ��
Soil Depth C� "' Texture �,o�,,u 3l Z
Depth of Initial
— 1 Z �c.o�a►v ��� Water Filling !Z ��
Perc Test starting Time and Date: Time / . �� Date � -� �� '— S �
Time Intervals Drop in Inches Perc Rate
�- ,'3.p ,�,,,.. / � Z- Z � �
� � _ �� f �/Z .Z..v f
_ ► � �� ' 'L z c� :
:`,
Date G `z�—� 9 PERC TEST BY SWEDLUND SEPTIC
Location i,� � 2 � Lo� � Hole # �o _ Depth �� ��
Soil Depth Texture ��0�4"`�' 3�Z-
I Depth of Initial
7 _1 Z Lv�,.,,� L// `��_ Water Filling �Z ��
Perc Test starting Time and Date: Time �• �� Date � "Z � — � g
Time Intervals Drop in Inches Perc Rate
-- / ' 3. O ,�--�- > Z �
, _ • �,�.� // � 2 �1 L ,/� j
, �` � . 3v �� � ' /h �
' ,.' '' . - LOGS OF SOIL BORING�
Location or Project — f Z
Borings made by SWEDLUND
oate �v -' z ��' 9`�
Classification System: ❑AASHO C�USDA-SCS ❑ Unified ❑Other
Auger used (check two): � Hand ❑ or Power; ❑ Flight C�l or Bucket; ❑ Other
Depth, Boring Number
� Depth, Boring Number
in feet � Surface Elevation in feet Surface Elevation
/vS� J/ 0 NS� �
� � I a �o-� 11- 3 l �
��/ Z. �o�•�-►-,.. ��� , -
, - �o �
j �l _ / `�
2 _ lZ �� �crt�- Y� 7 3 2 Z � �o /-� �-
/
3 _ `�,�, 3 – 2� � � L. F`,Q�3�t'�
<9�; s �,� �o��/ �4� � �
�¢o � �
4 - � o� �o '� 4 �'''�b�S Z � �l
5 _ �� I Z�
5 _ �� /,�
/
6 –
6 –
;
7 –
7 –
8 –
8 –
� 9 –
9 –
;y
10 –
10 –
/
� . � �Z feet.
End of boring at � �Z feet. End of boring at
Standing water table:
Standing water table: �
❑ Present at � feet of depth, ❑ Present at feet of depth,
hours after boring. "'– hours after boring.
❑ Not present in boring hole.
❑ Not present in boring hole.
//
Mottled Soil: � Mottled Soil: �
Observed at � Z feet of depth. ❑ Observed at�feet of depth.
� ❑ Not present in boring hole.
❑ Not present in boring hole.
. � •
' LOGS OF SOIL BORINGS
Location or Project ��2 — �D �2
Borings made by SWEDLUND Date�_� �� 9
Classification System: �AASHO � USDA-SCS ❑ Unified �Other
Auger used (check two): � Hand ❑ or Power; ❑ Flight �or Bucket; ❑ Other
Depth, Boring Number � � Depth, Boring Number
in feet Surface Elevation in feet Surface Elevation
o s l� /D o ws��i
��/t> � -,,.,,.., � 2_ � � G.,� ,ti„ �' l �
i - i -
/D /Z
2 — �. �� 2 — Z � � l�,'L �'
� � � �
�
3 — � � 3 — � � � � �� �—
, y � �
S � � � 4 �`"I
�q � �
�
4 - �a�� a � �i 4 - . r�o�s �
C /
�
5 — 5 — 2 � �/
���z -
6 — / 6
7 — 7 —
8 — 8 —
9 — 9 —
10 — 10 —
/ �
End of boring at � Z feet. End of boring at � /Z feet.
Standing water table: � Standing water table:
❑ Present at feet of depth, ❑ Present at feet of depth,
� hours after boring. hours after boring.
❑ Not present in boring hole. O Not present in boring hole.
Mottled Soil: Mottled Soil: � � �/
❑ Observed at � feet of depth. O Observed at_�feet of depth.
❑ Not present in boring hole. ❑ Not present in boring hole.
� 4 __ _.__ "' -- _
� `� . _
LOGS OF SOIL BORINGS �
Location or Project ��� � �p/ Z-
Borings made by SWEDLUND Date � "Z '�'! r��
Classification System: ❑AASHO 0 USDA-SCS ❑ Unified ❑Other
Auger used (check two): C� Hand ❑ or Power; ❑ Flight 0 or Bucket; ❑ Other
Depth, Boring Number � � Depth, Boring Number �� �
in feet Surface Elevation in feet Surface Elevation
p � ws � / / p i/ /p
C7 / 0-� L cr�1 n-� �/ �
1 — /� � f�. �'�j21.: � 1 —
/�
� ���a � � �
_ � _ � `
2 � 2 �
� ��� � 4
9
3 — �/� � ��'� �`�'/` 'f /� 3 — ��T� � �"` �`���' S/
� � � /
4 — rn � J.�---� � / - // 4 �O 'S �� ��
/ ��
/ � � � C�
5 — � 5 — � //Z�
� � �F
6 — 6 —
7 — 7 —
8 — 8 —
9 — 9 — ..
10 — 10 —
End of boring at � ,/Z— feet. End of boring at � /Z- feet.
Standing water table: Standing water table:
❑ Present at feet of depth, ❑ Present at feet of depth,
hours after boring. � hours after boring.
❑ Not present in boring hole. O Not present in boring hole.
Mottled Soil: � � �� Mottled Soil: �
❑ Observed at feet of depth. ❑ Observed at 1 / �. feet of depth.
❑ Not present in boring hole. ❑ Not present in boring hole.
,
. , .
� - SEPTIC SYSTEM APPROVAL
0
�' �
�� 0 0
�
� ��� ,:,, ,� � CITY of ORONO
r�`,, „ !4;, Municipal Offces
� , � G~ � Street Address: Mailing Address:
���9$EggOg'���� 2750 Kelley Parkway P.O. Box 66
- -'� Orono, MN 55356 Crystal Bay, MN 55323-0066
Owner ,jf �'� �i�r�-��f Phone (Home) _�tl�-r��-�, (Work) �J�- �SG�=
Address :�b75� �����b's 6r1�`[l ,�d. City Lr�e�r� State �N Zip
Site E�-aluator 7<<�Z Oc u�2a`� State License# Phone# yY"2 - �5 c�SS
Type of Establishment: Single Family x Multi Family
Commercial /�,_� Garbage Disposal Yes No
No. Potential Bedrooms IQ `� Est. Gallons Per Day � (�p�R
Water :�leter Required: Yes_ No� Soil Sizing Factor . F.j (,6 C s�d�{�i���
Perc Rates P-1 '1'L�r P-2� P-3 �7`� P-4 P-5 P-6 P-7
Restricting Layer Depth B-1 B-2 B-3 B-4 B-5 B-6
Type of Treatment System:
Standard X- Experimental Alternative
Pressurized Mound System X- At-Grade System
Gravit�- Trenches System Pressurized Trench System
Gravit�- Trenches W/ Lift Pressurized Bed System
Holdina Tank W/Alarm
Septic Tank Size /�C��� # of Tanks 2 Lift Tank Size l�C�t�
Pump Brand -- GPM 5 f� Head "L ;�
Treatment System: � ��'
Minimum ����x s�`,� ' y.�'* �y�` Square Feet with � inches of rock below pipe
Type of covering Fabric j� Other
THIS IS NOT A PERMIT. This is a design approval form which must accompany the site plan.
A permit must be issued to a licensed septic contractor prior to installation.
NOTICE TO INSTALLERS: Any changes to the approved plans must have prior approval of the
inspector (249-4600) Call for inspection 24 hours in advance.
ALL DRAINFIELD AREAS MUST BE FENCED OFF prior to building site excavation and
. fencin� must remain in place until final site grading. Approval to pour footings will not be granted
until the Inspections Department has verified the primary and alternate sites are protected.
NO VEHICULAR TRAFFIC OF ANY KIND is allowed within 20' of tested drainfield sites ever.
ACCEPTED_� DENIED By the City of Orono subject to existing regulations and
the follo�ving conditions:
�
l�Rt�IS. ��1N� By: ��-i Z-l'_ `��t
�����► C ' ence, On-Site Systems Manager
-� 7'btt S l'�Ps`19�J ti'w..� Su 6;-►mr N�c� � C�(cr�tYz � 64(�F2�7��`ivF 5,� � f-a �
�y i ��►1�+r��� .S�'��� a�� U r c t' L'�/1,5�).
Telephone(612)249-4600 • Fax(612)249-4616
1
T T
� ' � � � wedlund
� S
SWEDLUND I �
se t1C
o - o p
S ervice
�' NE� �Psr�rJ e�l ��►w►►��� s�i� � .
l!�30- 9
[�Perc Test
[�'Soil Boring
� []Design
❑ Installation Estimate
Prepazed For:
� k.. � �rt ��,.�....
�r,-'` % _ , � . ,,�,
; .�
z;� , +'./,�
.�:. ,"?t.J -;.�^��'��
Site Address: � 1
�f� 7s� ._..f ,�[!r_� �S n�, 1� ��d
G'� �c.� O
,G h T � — i�I„�{' z
� :,<..>:<>:;»<:::;:»:«:»>;>::>.:«A::>:;:::<:;.�
..... ..... .
::.>:.::::::.:.;.:;;::::;::<.:;:<, :,: ..
, �:�f:i�i;'...,,; ::t;ai`�'.. :�•':ii<....R�.,•`�..��.,:::?,�;+`.>:
: ���.�e` �e�-t��i.��:::�::�::::::::
:.:...:::::.:::.
::::t::::::::::.:A
,::...:w:..::.::.::.�......:::_:.: . ::::.: .:. . . .... :.:.
... .::.....:::...:::::: ::.::.:...:....::.:::....:::�::.:::::.::.:.
... ::.:.
::.::::..;,:::..:........... .. : .,:::..::.::.:. ::.: . ...:...... ::�.,:::.: .
.: :,::::.h:::::.
_......., . .. : ::...:.�::.
; Swedlund Septic Service • 952�Laketown Road • Chaska, MN 55318 • 442-5855
' . , .<� . . . ,
:�17., t
. vNo
o�
�
�
SEPTIC SEPTIC SYSTEM DESIGN
Date ��/" % �
Owner/Builder �� /-�ii�r.�-�� -
,•--f �-- •- r:t'- + . ,
�:��� �; ,r. f' � �, •ti.K: %J�
Address � �� �.:j�.;� . '.� `.�. ... .
Site Address �!�7';�"'. ,_:i ,a ,t- ,� . j j;�/ ,� .� �-< <'.��- ,i_- .n
Home Phone �t/�— �l'"'?. Z Work Phone 3 7/— �`/� p Pager/Cell i��� - �"' � c'.-.`:'T
The following information has been compiled for a single family home:
Bedrooms�_ GPD �faC Garbage Disposal ^:r � Lift Pump in Basement �`' z1
Septic Tank Capacity ?c. c' C' Pump Tank Capacity �f:r^ c
System Type: Mound ✓ Trench
Distribution: Gravity Pressure �_ Land Slope ���G'
Depth to Restricted iayer �,[,r� Soil Sizing Factor � �r'.� Perc Rate ��:`' ���� �
Trench System: Drainfield Size/Sq.Ft. Lineal Ft.
S62 Number of Laterals Rock(Tons)
Rock Width Max Trench Depth Width
��f
Mound System: Rock Bed !r'; X=.'�� Sand Layer '/<'/.>Y �
Upslope /� � Downslope �r � %� Sideslope ��_' f
� a ,
Sand Depth / � - �' / Topsoil on Site ��- � Trucked in �'�{'
Sand (Tons) � �� Rock(Tons) � Topsoil (Tons) ,/..:�c
Pump Manufacturer: i-i: l/. /���� '_:;,.,- .� l c-�
Requirements: GPM :� �l Head _7�
Force Main Length �� Diameter �
Number of Laterals -� Length ��,/ �
Swedlund Services • 9520 Laketown Road • Chaska, MN 55318 • (612) 442-5855
STATE CERTIFIED
S
I �
� FROM t COF�IN � C�f?OhlHEP,G FAX N0. : 612 4�3 4��5 Nov. 12 1999 �7:43Af1 P1
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;� +�r• � �� � .r �. � � : � j�;�,�,.
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f �v � q':Y �.. ' �s y. x A yt�F�1���y,y,v���" �..
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,'t. �w� ' . � . �;':i S Y A� ��it 7.,�a K 'y'���r.�
,'�,x � ^��. / . \,y�� �T �,��� .� � ;�� s.i �h ti al� �w' ,t't`q'��'h y,�
.� �.�r «,... .r ��~y C
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/ .. r �7uL4 _ .
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y� �.f w3C. }
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1,T�. j � � .. -. �,cry':+�Y t ,.
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�
i T
� MOUND DESIGN WORKSHEET 5
(For Flows up to 1200 gpd)
A. �OW Fstimued Sewage Flows in Galloru per day
d)
Estimated�gpd N o� Tra� T�n r�m T�
or measured x 1.5 = gpd. -
2 �oo vs �so �
B. SEPTIC TANK LIQUID VOLUMES 4 � � Z� °f�"
s �so aso ZQa "''"�
��r�--{� gallons 6 90o sas ssz r,�►.
� ioso 600 3�o a«
8 1200 675 408 IIi
C. SOILS(refer to site evaluation) ,� , ,� . �,� .�,;� , ��
1. Depth to restricting layer=�Z inches�feet ��a���y
Nimi+er of Minimum liyuid l�yuid�dty wpA wiN disposal&
2. Depth of percolation tests = �inches �°^� ��' �m�'' �ft`�'°`
s,x� iw uu isao
3. Texture L��irv Percolation rate 2 2 mpi j.K• �� �� �
4. Land slope .�,% 75A�irr9 �� � �
D. ROCK LAYER DIMENSIONS
1. Multiply flow rate by 0.83 to obtain required area of rock layer: A x 0.83 =
�gpd x 0.83 sq. ft./gpd =.5�sq. ft.
2. Select width of rock layer (max 10' if<120 mpi max 5') = J f� ft.
3. Length of rock layer =area=width= Q�PAke� ,,a:� R a-�:.:a.,aa . .-° , �-.:, a, o,
v'�;-rr� sq. ft.= !1� ft. _ �U ft. a_..�a�.d�¢.��{�o � .
.{j�0���0'.°�QA.O�Ga�'Vd9d D'P
9.�:.
W1�Lll�ll Qoe�o'•s" .e�0'0'�oa 'ff 'yn' e :oD•.
<120mpi <10' Length_�ft
E. ROCK VOLUME >120mpi <5'
1. Multiply rock area by rock depth to get cubic feet of rock;-a�z�sq. ft. x I
ft. -�'�cu. ft.
2. Divide cu. ft.by 27 cu. ft./cu. yd. to get cubic yards,
�cu. ft. =27=�cu.yd. �.
3. Multiply cubic yards by 1.4 to get weight of rock in tons��-�cu. yd. x 1.4
ton/cu. yd. _�tons.
F. ABSORPTION WIDTH ���oo w�a�n s�g Tan�e
� 1. Percolation rate in top 12 inches of soil is ?Zmpi �a��x�� c�,�� x�o�rnn��
Texture �o-� ����� Sal Tacmce ��y p« widt�to Rock
y'�✓ (A4PI) e9uats foot Layer VVidth
Fuoer thaa 0.1 Couse Sand 1.20 1.00
O.I to 5 Sand 1.20 1.00
2. Select allowable soil loadinp rate from table; o.��s Fine Sand o.�o �.00
� O 6 to 15 Saody Loam OJ9 1.52
� �� ar�/� 31 to 45 Sik oam 0.0 2.40
46 co 60 qay Loam 0.45 2.67
60to 120 Clay 0.24 5.00
3. Calculate adsorption width ratio by dividing rock layer �'°`�`""°12o c,�Y o.zo s.00
loading rate of 1.20 gpd/ft2 by allowable soil loading rate;
1.20 gpd/ft2= � O gpd/ftz= ?. D
' 4. Multiply adsorption width ratio by rock layer width to get
� required adsorption width;
Qx_�ft=�ft
�
, z
'�
i • ' �
i ' �
DOWNSLOPE DIKE WIDTH
� t. If landslope is 3% or more,subtract rock layer width from
; adsorption width to obtain minimum downslope dike toe
i �c: ft- /<-' ft= /%� feet
� 2 Calculate Minimum mound size based on eomete
i g ry�
� a. Determine depth of dean sand fill at upslope edge of rock
' layer: Separation �feet
' b. Multiply rock layer width by landslope � �eoe ce�..
; to determine drop in elevation; � � reo� Ro .a
� SlopeDi/ference s�oer�tun �������t
: � Slep�oltt�r�ne• � t
� /�'' x �'"_%+ 100= � .3 feet UDslope Mlattl
� c. Add de th of clean sand for se azation(2a) '7 r••�
P P aock e�a w�acn
; at upslope edge,depth of rock layer(1 foot) to depth of 1�L'�..� o�G�� o.w�a��
� cover(1 foot)to find the�mound height at the upslope edge -�`"•`
� of rock layer;
�ft+ lft+ lft=-✓ �7 �feet
� d. Enter table with landslope and upslope dike rario.
i Select dike multiplier of �. 3 � .
e. Multiply dike multiplier by upslope mound height
to find upslope dike width:?'> '�x 3��� =1�feet
� f. Add depth of clean sand for slope difference(2b) at
�� downslope edge,to the mound height at the upslope edge
of rock layer(2c) to find the downslope height;
� �ft+ •.s ft=5�i feet
j g. Enter table with landslope and downslope dike ratio.
� Select dike multiplier of S.'a�
+ h. Multiply dike multiplier by downslope mound height
; to get downslope dike width:��i ' x ���r=:rr-�z feet
i. Compaze the values of step G.1 and Step G.2h Select the
greater of the two values as the downslope dike width; ��
.�c� /z feet �o.�vo.M�a��
i j. Total mound width is the sum of � ���•�
upslope dike(G.2e)width plus rock � Reee e�a wioin
_ layer width (D.2)plus = �o.�».��a�� " '••` `` '
' �-• �..� ����.,.�a��
downslope dike width(G.ti); , a� , : '••`
� /� ft+ �> ft+.?�ft = `���feet � .�
i '.00w� IOD���MIOt11 . . .
, k. Total mound length is the sum of � ; : 7, }, ,.., ,
� upslope dike width(G.2e)plus rock layer x�
' length.(D.3)plus upslope dike widt (G.2e); �
; ,
1 t,�' ft+ c.� ft + /� ft = �` feet
I �i/ ��i�
Tol�l Unpl�
i owns ope ps ope
� �:t �i x� a:i r.i �:� �i s:i ci r.i �:i
s
0 . 3D LO 5.0 40 ZO 7D l0 S.0 �l0 7.0 {D
1 '. 7A9 117 5]b 6.51 75� 29l 7.15 �.76 5.66 W 7.�1
2 3.19 �.35 556 &d2 l.l� 2.N 3.70 451 5�6 61t 6.90
3 3�0 �S1 S.!! 7n !.!6 2.75 J37 liS S.O6 5.79 6.15
� 3A1 L76 S?5 �.19 9.72 26A �.lS �.17 �.8� 5.�6 606
I S 753 S.aL.. 6N 157 10.T� 261 _,].11_ l00 1.6t 5.19 57f
I t 766 5.7b 7.t� 93! t207 251 3.27 3.65 �AI �.47 SAI
I 7 3d0 556 �.69 103� 1).77 2Y 7.1i 7.70 �.n l.70 5.1�
! 7.95 S.!! 117 115� 15.9I 2.�2 I.m 7.57 �.QS �.�9 {A!
I 9 {.11 6.75 9.W 13.W 1l.92 2�6 291 ].�S 7.90 UO {6S
10 �29 667 10.0 15.00 21J7 2.]t 2!6 )�] I.75 �.12 tA4
i 11 �M 7.1! U.lt 1Z65 70.17 2?6 27! 7.D 7.61 7.95 �)6
u .ev �.w ,sso 2,.0 u.�s z�; z.�o �.,z �..v �.eo �oe 64
�
I
.
� T
' ' PRESSURE DISTRIBUTIOIV SYSTEM
1. Select number of perforated laterals � :
2. Select perforation spacing = � ft.
3. Since perforations should not be placed closer than 1 ft. to
the edge of the rock layer (see p. E-14),subtract 2 ft. from the
rock layer length.
�C% S,„.�
Rock layer length - 2 f t. =l� :1 f t.
4. Determine the number of spaces between perforations.
Divide the length above by perforation spacing and round E-17a
down to nearest whole number.
TABLE OF PERFORATION DISCHARCES IN GP�'
Head Perforaaon diameter(inches)
Length perf. spacing =��% ft. i�ft. _ ���' spaces �t32 �!a
(3) (2) i.oa o.� o.;a
1.5 0.69 0.90
5. Number of perforations is equal to one plus the number of 2.ob o.so i.oa
perforation spaces . z.s o.s9 i.»
3.0 0.98 1'16
4A L13 1.4i
�f, s.o 1.26 i.bs
1 ._spaces + 1 = J 7 perforations/lateral aUse 1.0 foot of head for residential systems.
bUse 2.0 feet of head for other establighmenrs
6. Multiply perforations per lateral by number of laterals to
get total number of perforaHons. E-17b
-? ^�
� � �,./ N�s�Ow�WrmMrM�nrr's�lda�a/�WN� '
x = -,� erforations. '"""`�°`°""''"°'"'
laterals perfsilacerai p �?'� 125 inch 1 inch 2.0 inch
2.5 14 18 28
7. Deter.nine required flow rate by multiplying 3.o t3 t� ?6
3.3 12 16 25
number of perforations by flow per perforation a.o it is z.3
(see page E-17) s.o io ia z�
�--, r '
�� � '7,f ��'
��
a�s x sa�i� gpm. E-�5
���u�������
-�
8. If laterals are connected to header pipe as shown on page E- �
15,select minimum required lateral diameter from table on ��...Y-
page E-17;enter table with perforation spacing and number ,�''' ��''
of perforarions per lateral. Select minimum diameter for t/'�
perforated lateral = .�� inches.
' E-12
' �--�,:..�-..���-
�.r._
9. If perforated latera: system is attached to manifold pipe near �� ._ __„.�.�
the center, a� on page E-12,perforated lateral length and "`" � �
number oE perforations per lateral will be approximately one "'�"`�� � . ..,.m.,,;�
halE of that in step 8. Using these values, select minimum __ . .,,.
diameter for perforated lateral from page E-17 as •''� `�
inches.
�. _ _ _ _ . _ ._ __ . .. _ _ _ _. _.. _ _ _ _ ... __
.._ . .___
i
I • � `� "
' • � � 9
PUMP SELECTION PROCEDURE
A. Determine pump capacity:
Gravity Distribution
1. Minimum suggested is 20 gpm
� 2. Maximum suggested is 45 gpm Perforation Discharges in GPM
Head Perforation diameter
I Pressure Distibution feet inches
� 3.a. Select number of perforated laterals 7/32 1/4
� b. Select perforation spacing= feet. i.oa o.55 o.�a
i c. Subtract 2 ft.from the rock layer length. 1.5 0.69 0.90
n«k�ye��d,8�n
-2 ft. = feet. 2.Ob o.so 1.04
i d. Determine the number of spaces between perforations. a Use 1.o foot single homes.
Length perf.spacing= ft.= ft. = spaces b Use 2.0 feet for anything else.
� e. spaces+1 = perforations/lateral
if. Multiply perforations per lateral by number of laterals to
get total number of perforations. ��T x ��5���- perforations.
I O. � X gpm �� = gpm.
� SELECTED PUMP CAPACITY � a gpm
B.Deternune head requirements:
� 1. Elevation difference betwee-r�^' p and point of dischazge.
I feet
2. If pumping to a pressure distribuhon system,five feet for pressure s�'''R'°"e"�SYS'�"
required at manifold if gravity s��stem,zero. °'°="='°�
_,,�feet Total pipe Imgth
3. Friction loss
a. Enter friction loss table with gpm and pipe diameter. ,,,k • n�,,,;,,,�,n,«
Read friction lo s in feet per 100 feet from table(F-14). P`�`
------- -- -
� F.L._ � '� ft./100 ft of pipe
................. . .
� b. Determine total pipe length from pump to discharge "��"���"""""���-'�"'-""'-'�""'-'
i point. Estimate by adding 25 percent to pipe length for fitting
� loss,or use a fitting loss chazt(F-15 ' feet).
iEquivalent pipe length-125 times pi e length=
I �p x 1z5=�(�feet Friction Loss in Plastic Pipe
' c. Calculate total friction loss by multiplying
friction loss in ft/100 ft by equivalent ipe length. Nominal
� Total friction loss= -G.3 x ' •2 G� =100= � feet pipe dia.
Flow Rate
4. Total head re quired is the sum of elevation difference, �m 1.5" 2" 3"
special head requirements,and total friction loss.
/ 20 2.47 0.73 0.11
� � (,�' + --� + Z 25 3.73 1.11 0.16
� (1) (2) (3c) 30 5.23 1.55 0.23
35 6.96 2.06 0.30
� 40 8.91 2.64 0.39
TOTAL HEAD � � feet 45 11.07 3.28 0.48
i 50 13.46 3.99 0.58
I 55 4.76 0.70
C. Pump selection bo 5.bo o.s2
65 6.48 0.95
70 7.44 1.09
1. A pump must be selected to deliver at least
I �� gpm (Step A) with at least �3 feet of total head (Step B).
�
�
I
i
I
�
(
I
�
; + �
' - � Sizing of Pump Station
1. Detcrminc Surfacc Arca T
Rectanglc=Arca=L x W W'��h
x = square feet ���s�
L
Circle=Area=n x(Radius)�
3.14 x x = square feet Radius
Other=Get Surface Area from Manufactumr �=3.ta
square feet
2. Calculate Gallons Per Tnch
Thcre am 7S gallons per cubic foot of volume,thcrrforc you must multiply the area
times the conversion factor and divide by 12 inches per foot to calculate gallons per inch
Area x 7.5 gpft'+12 inchs per foot
x 7.5+12 = ��' gallons/inch
3. Calculate Gallons to Cover Pump(with 2 inches of water covering pump) Estimalal Scwage Flows in Gallcros per Jay
(�)
(Height(in)+2 inches) x gallons/inc�(#2) um r
( lZ +�)x �r' _� G gallons of Type I Typc II Type III Typc
Bcdrooms 1 V
4. Calculate Total Pumpout Volume
a. To maximize pump life select sump size for 4 to 5 pump operations per day. 3 450 300 218 �
r��C"iCi gpd+4= /v G� gallons pt•r dose 4 600 375 256 valua
b. Calculate drainback 5 750 450 294 ;,,
6 900 525 332 �Yr��.
1. Determine total pipe length, ,:�G: feet. 7 1050 600 370 °"'
2. Detcrmine liquid volume of pipe, /�?gallons per lIX)fect. 8 1200 675 408 wi�W;,,,t
3. Multiply length by volume: Drainback quanHty=
�L feet x f,�43 gallons/100 ft._ �' gallons.
' Pi d'umaa mchcs Callans er 100 f�
c. Total pump out volume equals dose volume+drainback 1
/S^O Qallons per dose+�_gallons= /-•.��`� gallons 1.25 7.77
1.5 10.58
5. Calculate Volume for Alarm(typically 2 to 3 inches) 2 17.43
Depth(in)x galions/inch(#2>= 2.5 24.87
?G; x�_= 4�; gallons 3 38.4
4 66.1
6. Calculate Reserve Capacity(75%the daily flow)
Daily flow(see page D-7)x.75=
t�/. .� x.75= =�<' gatlons
Rcservc Capacity
7. Calculate total gallons
gallons over pump+gallons pumpout+gallons alarm+gallons reserve capcity
#3+�4 c+#5+#6
,r' L% +!. _. Y + �c:; + �•:C =�gallons Alarm
-----�—
Pump On
8. Total Depth (Total gallon dividcd by gallon per inch)
Total Gallon(#�+�allon/inch(#2)
��+ Z t = '�`a inches To 1 Pumpout Volumc
Pump Off
Pump Hcight
9. Float Scparation Distancc(equal total pumpout volumc)
Total pumpout volu .(#4c)+gallons/inch(#2)
/'�_ �!'"' _�inches
• ,
• �' 1 Y,
, ��' ..f"O! y ` � . , a .
_ LOGS OF SOIL BORINGS
/ � ,
Location or Project �G�3/ � � ��.� t�l % ��7�
Borings made by SWEDLUND Date �'-`: - f�9
Classification System: ❑AASHO 0 USDA-SCS �Unified ❑Other
Auger used(check two): 0 Hand ❑ or Power; ❑ Flight Q or Bucket; ❑Other
! Depth, Boring Number �� �-? Depth, Boring Number .�� r1
! in feet Surface Elevation in feet Surface Elevation
� p � t N� �' � c:,� , p 1 l�!�� •i /v d
1 /
�y �41.�4 �i� �.�-�� �,,,.�,� �//Z. 'G�'�..ti., L�/.�.�
1 — /� ' 1 — / ----
� ,� � �j n ��5�'"
/�. /� �- �
� 2 _ 2 _
/ � ` �/ � �' ' 'j �- S/�
I ��� v I�� �(,�r7 F�w � / �'!
� 3 _ �t_/ ,.... � 3 g _ 'a �-� ;E
': /4 0 � �"„�, c''�-� r�Y:,.._. !� ''/.f ��,l�� C'.��� ��}x.. ~/�
;
4 — �1;� ,�?r�7,L�',.� 4 — �► ►�;;�,�E. �
/� '�
�/� �.�r,►`/
5 — 5 —
;
� g — 6 —
i
7 — 7 —
i
8 — 8 —
� 9 — 9 —
f
�
' 10 — 10 —
;
�
�
, , �
End of boring at � �� feet. End of boring at �— feet.
Standing water table: � Standing water table: `
' ❑ Present at feet of depth, ❑ Present at feet of depth,
�
" hours after boring. ' hours after boring.
� ❑ Not present in boring hole. ❑ Not present in boring hole.
, ' y
Mottled Soil: Mottled Soil: ��
, t /
❑ Observed at �t/� feet of depth. ❑ Observed at�feet of depth.
❑ Not present in boring hole. ❑ Not present in boring hole.
..
_ ; .
� «�:'' .
;
.�� �' � LOGS OF SOIL BORINGS
/ ,_,_ ,
Location or Project �c..5 /,c /!1.f' Z /-��,�„ai...�
Borings made by SWEDLUND Date -.�-G q
Classification System: ❑AASHO Q USDA-SCS ❑ Unified ❑Other
Auger used (check two): Q Hand ❑ or Power; ❑ Flight Q or Bucket; ❑Other
; Depth, Boring Number a 1� S�t Depth, Boring Number
in feet Surface Elevation in feet Surface Elevation
�
p .�l.v� / /C t p
� � ��� 3/
; _
1 _ G �Z. C/r� /.o-,:��,., `� _ - � —
1 L / �.j ,� ,,,.,, �'� t(' Z � .
i 2 - /� �� /
i A/r��4 ,�t��,„> "'�/- �'/� 2
!
i 3 _ �� a i � f�I ��'�1 .�'[.�'1�-'-�. 3 _
� ��O
i /_
� ��f�'
� 4 _ ~� J � 4 -
�
�
i
� 5 _ 5 -
j 6 - . 6 -
i
�
�
i' 7 - 7 -
i g _ 8 -
I
i
� g - 9 -
i
i
�
i 10 - 10 -
;
i
�
� End of boring at u feet. End of boring at feet.
i Standing water table: Standing water table:
i ❑ Present at � feet of depth, ❑ Present at feet of depth,
; `�- hours after boring. hours after boring.
; � Not present in boring hole. O Not present in boring hole.
Mottled Soil: / '� Mottled Soil:
i ❑ Observed at � -`'� feet of depth. ❑ Observed at feet of depth.
❑ Not present in boring hole. ❑ Not present in boring hole.
I
I
. i � r
� - - SEPTIC SYSTEM APPROVAL
_ �� �1�i� ��5��y�� lS ���'C �7�`-� ��'K,=-r2G'����e St��� ��
'�i 0.�' �����.��� IIV3PECI�OR'S CQPY
� �
CITY of ORONO
� �lC� Municipal Offices
SVeet Address: Mailing Address:
��`�Jf �Og'�� � 2750 Kelley Parkway P.O. Box 66
ES�I
- -"='" � Orono, MN 55356 Crystal Bay, MN 55323-0066
Owner .J�P�� A�n�r�t Phone (Home) 3•f/-�o�Z (Wark) 3'�/• l:'��f
Address ,�� 1.5� ✓�c'c�,b 3 ryl�'/I ��'� City C�-�zcrtc; State �Z1� Zip
Site Evaluator;��r i���c.+u'�s State License# Phone# �y 2- S�s 5.5
Type of Establishment: Single Family�_ Multi Family
Commercial �,.� Garbage Disposal Yes No
No. Potential Bedrooms S Est. Gallons Per Day �7,5�'
Water Meter Required: Yes_ No� Soil Sizing Factor . ��';5 (, .E,c Y� /Ef2,�
Perc Rates P-1 17 P-2 2C P-3�S P-4 P-5 P-6 P-7
Restricting Layer Depth B-1_� ;, B-2 .���� B-3 �?H" B-4 ��4'` B-5�c; ` B-6!�"
Type of Treatment System:
Standard � Experimental Alternative
Pressurized Mound System � At-Grade System
Gravity Trenches System Pressurized Trench System
Gravity Trenches W/Lift Pressurized Bed System
Holding Tank W/Alarm
Septic Tanlc Size 1 ZS:.� /����, # of Tanks L Lift Tank Size�Z S��
Pump Brand GPM � 7 Head ,�b � 5 �
Treatment System:
��.
Minimurr�rv'f c,3')+ 3�'x ,b') Square Feet with inches of rock below pipe
Type of co�-ering Fabric � Other
THIS IS 1\OT A PERMIT. This is a design approval form which must accompany the site plan.
A permit must be issued to a licensed septic contractor prior to installation.
NOTICE TO INSTALLERS: Any changes to the approved plans must have prior approval of the
inspector (249-4600) Call for inspection 24 hours in advance.
ALL DRAII�'FIELD AREAS MUST BE FENCED OFF prior to building site excavation and
. fencing must remain in place until final site grading. Approval to pour footings will not be granted
until the Inspections Department has verified the primary and alternate sites are protected.
NO VEHICULAR TRAFFIC OF ANY KIND is allowed within 20' of tested drainfield sites ever.
ACCEPTED � DENIED By the City of Orono subjec existing regulations and
the follow�nQ conditions:
s �
By: ,�� 7
C ' Pence, On-Site Systems Manager
�����
��� �����
�$ED��'A1JOA1��HIS t�EStGt�
Telephone(612)249-4600 • Fax(612)249-4616
.
. • , .
.� � � -� � Swedlund
SWEDLUND I O �
- Se t�c
o - o p
�
S ervice
� (�i:s �roc�� A� �JFs��ti� �`''1 �Zi�� �9/f�-nr���F ��'�- _.yrt
�1-3e-��� � � ,
�Perc Test
Soil Boring
� Design
❑ Installation Estimate
Prepared For:
Ip�r�,� ��.z�R�� � �
Site Address:
t,�a.t''2- .Lo%2
S�'u,��3s �i/ k'o�-D
t�l�o�v'�
�
S�a�� Ce�-tifiec�
I
�
�
Swedlund Septic Service • 9520 Laketown Road • Chaska, MN 55318 • 442-5855
. , � i � �
� � � ��� � � � � Swedlund
Se tic
p
Service
,�i� ,�,�o� x-�
To Whom It May Concern: �
Swedlund Septic Service is submitting the enclosed individua.l sewage
treatment system design for the above referenced site, along with the results
of the site evaluation (soil borings & perc tests).
The soils at the site consist of �A� . Standing water was
not encountered in any of the soil borings, but mottling associated with
seasonal saturation (wet soils) was found as shallow as �,/inches below
grade surface and as deep as 3(v inches below grade surface. This indicates
that a standard trench system is not suitable for the site. The perc test results
( 2z m P% ) indicate that the soils are suitable for treatment using a mound
system.
The home is an existin ew -� bedroom home. A standard mound
system with �2 inches of clean washed sand below the distribution rock
should be suitable as a new system for the site. We recommend a flow of
���� gallons per day for use in design, and a zr..ro gallon septic tank
and /zso gallon pumping tank. THIS SYSTEM MUST BE INSTALLED
BY A LICENSED INSTALLER IN ACCORDANCE WITH CHAPTER
7080. �
Swedlund Septic Service • 9520 Laketown Road • Chaska, Mf�1 5531 R • 442-5855
STATE CERTIFIED
, F�bM ,: �OF�F I FJ & GRO�•JBERG FAX N0. : 612 a?3 4435 Ga
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� ' � MOUND DESIGN WORKSHEET 5
(For Flows up to 1200 gpd)
A. �O`/�J Fstimated Sewage Flows in Gallons per day
Estimated ,�v �7C� Nu�ber Type 1 Type Q) Type ID Typr
or measured x 1.5 = gpd. �v
z soo zu iso �,
B. SEPTIC TANK LIQUID VOLUMES 4 0 330s Zzs� °`'�
ZZSO gallons 6 � su 3�i r,',�,.
� ioso �oo s�o n a
8 1200 675 408 �
C. SOILS (refer to site evaluation) `��
- �� .��� �
1. Depth to restricting layer = 2 inches 2' feet �q�.��Y
NioMer af Minimum L�yuid liyuid wpaoty wiN with d1s�wsai&
2. Depth of percolation tests= � Z inches B�^� �e��Y �°��' ''��°�
x«� �so �iss �soo
3. Texture r+�/ Percolation rate -t Z mpi :�,H< �� �� �
s�x F i sao suo 3aoo
4. Land slope v - '� % 7.R m 9 Z� 3� �
O - 3 A�Ts,��
D. ROCK LAYER DIMENSIONS
1. Multiply flow rate by 0.83 to obtain required area of rock layer: A x 0.83 =
��b gpd x 0.83 sq. ft./gpd =��sq. ft.
2. Select width of rock layer (max 10' if<120 mpi max 5') _ /4 ft.
3. Len�of rock layer = area=width = , A. , ,, a��A�A e.e�•=o�o °:b:ao a e m:b. a °
- � _�L ���qg�'�D o�a � • �
�/1 Z Sq. ll. � ll. ll. ak0'"°A uS&ae:e-�.e°�.aa«e p. . .. . ... ...: ; .
0
4v:�:a•e a a aon b�n b p%:.
WI�LLl��l �.4p�.,p . �..:o.Op.p�..pOD..II . a::..:o oD.e.
<120mpi <10' Length�ft
E. ROCK VOLUME >120mpi <5'
1. Multiply rock area by rock depth to get cubic feet of rock; ZZ sq. ft. x�
ft. _�2cu. ft.
2. Divide cu. ft.by 27 cu. ft./cu. yd. to get cubic yards;
�cu. ft. -27=�cu.yd.
3. Multiply cubic yards by 1.4 to get weight of rock in tons;�,cu. yd. x 1.4
ton/cu. yd. _�tons.
F. ABSORPTION WIDTH Absorption WidW Siziag Table
1. Percolation rate in top 12 inches of soil is�mpi ��w�;� c�u� �o�rA��
Mioutes pa Ix6 Soil Texture per day per width to Rocic
Texture L o q•,n cM�� ���« �Yawd�
Famer ehan 0.1 Couu Sand 1.20 1.00
O.I w 5 Saod 1.20 1.00
2. Select allowable soil loading rate from table; 6�o�5 sF�ys� o.�o z.00
���d p�d/ft� �6�30 ►.o�, 0_6o z:oo
-+�- a!' 31 ro 45 Silt Loam
46 to 6p Clay Loam 0.45 2.67
60 to 120 Clay 0.24 5.00
3. Calculate adsorption width ratio by dividing rock layer s,o,V«a,��Zo c�Y o.zo 6.00
loading rate of 1.20 gpd/ft2 by allowable soil loadin rate;
1.20 gpd/ftz= � � gpd/ftz= �.U� -
4. Multiply adsorption width ratio by rock layer width to get
required adsorption width;
�_x1Q_ft =�ft
. � y � r
DOWNSLOPE DIKE WIDTH
i. If landslope is 3% or more,subtract rock layer width from
adsorption width to obtain minimum downslope dike toe
,�{�ft- /4 ft =�feet .
2 Calculate Minimum mound size based on geometery:
a. Determine depth of clean sand fill at upslope edge of rock
layer: Separation ,� feet
b. Multiply rock layer width by landslope � �oo� co�.►
to determine drop in elevation;
� root Ro •a
Slope Difference s.os�.��e� r..�
�_x,.� %+ 100= . �feet s�ep� o�t��r�ee• • t
UDS o f W1011l
c. Add de th of clean sand for se azahon (2a) -��••�
P P ROtk w,a��
at upslope edge,depth of rock layer(1 foot) to depth of ��..� oow�.� .w,a��
cover(1 foot) to find the�mound height at the upslope edge �"`
of rock layer;
�ft+ lft+ lft= � feet
d. Enter table with landslope and upslope dike ratio.
Select dike multiplier of 3, �/.S�
e. Multiply dike multiplier by upslope mound height
to find upslope dike width:�_x 3.S/� /O feet
f. Add depth of clean sand for slope difference (2b)at
downslope edge,to the mound height at the upslope edge
of rock layer(2c) to find he downsl pe height;
�_ft+�ft=�eet
g. Enter table with landslope and downslope dike rario.
Select dike multiplier of •
h. Multiply dike multiplier by down lope ound height
to get downslope dike width:�x � _�feet
i. Compare the values of step G.1 and Step .2h Select the
greater of the two values as e downslope dike width; .4---- �Z ---�
� feet
;uo�� wiatn �
j. Total mound width is the sum of ���•�
upslope dike(G.2e)width plus rock � R,� M„��
layer width (D.2) plus o �o:� o w�a�� -�"" ,,, , .w,a,�
�r..i ,�n.� �J�
downslope dike width(G.2i); e f J
�ft+�Qft+�ft= �feet �� ;
k. Total mound length�s the sum of o°'"" ' i1M10t" I
, �..�
upslope dike width (G.2e) plus rock layer ,�/
len h.(D.3) lus upslope dike wi th (G.2e);
�ft+�ft+�ft = � feet
9� o,.,�.�o��
own ope ps ope
�s a:i s:� si �:> >:� �:� s:i e� r.� e:i
a
o a� �o s.o eo �.o �.o �o s.o •�o �.o e�
1 3.W 117 5.26 6.J! �S7 291 7.a5 �.76 5.66 65/ 7.{I
2 3.19 �.35 556 6.62 6.1� 2.N 7.70 IS1 5.36 il� 6.90
3 3�0 � 5.88 7.J2 !.!6 2.75 357 l.iS S.0! 5.79 6.15
{ 3AI �.76 6.25 7.D9 9.72 26! 7.15 �.17 I.N SA6 606
S 757 S.� 467 157 IO.TI 261 �1.�� �.00 . �.62 5.19 S11
� 7f6 5.7b 7.1{ 93! 1207 2.51 7.21 3.65 �.11 l43 �5AI
7 3.l0 556 7.69 103� 17J) 2�! ).12 7.A �.27 �.70 5.13
! 3.% S.!! E�3 1151 15.91 Z.�2 7.R! 757 !.� �A9 �1!
9 �.Il 625 9.W 13.01 1l.92 2.76 2W 7.15 3.90 {.70 !d5
10 �29 66� IOA 15.00 Z3J3 2l1 2!6 737 7.75 t.12 �M
11 {AE 7.1� 11.11 17.65 70.0 2.76 27S D.2� �.61 3.95 �]6
12 lb9 7.69 1250 21.t3 U.)i 221 2.70 ).12 7.19 3.80 1.� 64
� � s
' PRESSURE DISTRIBUTIOiV SYSTEM
1. Select number of perforated laterals .3
2. Select perforation spacing = 3 ft.
3. Since perforations siiould not be placed closer than 1 ft. to
the edge of the rock layer (see p. F-14), subtract 2 ft. from the
rock layer length.
Rc�k Ia���r�e�R�, - 2 ft. _ �ft.
4. Determine the number of spaces between perforations.
Divide the length above by perforation spacing and round E-17a
down to nearest whole number.
TABLE OF PERFORATION D(SCHARCES f'V Gf'1'
Head Perforadon ciiunete:hnches)
Length perf. spacing =� ft. + � ft. = 2d spaces �i32 �'a
�3� �2� 1.oa o.�6 o.;a
1.5 0.69 0.90
5. Number of perforations is equal to one plus the number of 2.ob �.�� t.oa
erforation s aces . 2's °s3 '.'�
P P s.o o.ys �.zs
4.0 1.13 1.47
5.0 1.26 1.65
2o spaces + 1 = 2 perforarions/lateral aUse 1.0 foot of head for residential systems.
bUse 2.0 feet of head for other establishments
6. Multiply perforations per lateral by number of laterals to
get total number of perforations. E-17b
� M�Jk.�we,mvw sePvrae�rs0.l.unlw
x � _� erforations. `""""`'°`�''`"'°"m
laeeral s per(s�taceral p '"�j"O°� 1.2 inch 1.5 ine h � 2.0 inc h
2.5 14 18 28
7. Deter:nine required flow rate by multiplying 3.3 12 ib � ?;
number of perforations by flow per perforation a.o ii ts �;
(see page E -17� s.o io ia 2,
� ,��
perfs X �+rn/;••"f M���it t::. � 1 S
t:• ..
rw1pa�au�so•r oo a�a�t oe+�n�une+r+•�,.
ST•
8. If laterals are connected to header pipe as shown on page E- �
15, select minimum required l�teral diameter from table on • ���..,..
page E-17; enter table with perforation spacing and number �'` ,,,..-�'' ��- �
of perforations per lateral. Seleci rninimum diameter for �''�
perforated lateral = inche�.
E-12
�--��.;.:,:.�,.�:���-
U. If perforated latPra: sy�stem is attached to manifold pipe near ��w:_,. ,�,..
the cent�>r, a�; on page E-12, perforated lateral length and -.�
number of perforations per lateral will be approximately one ���'��
.
••i'R•L"'^,J.
half oE that in step 8. Using these values, select mini um _r . �,,,
diameter for perforated lateral from page E-17 as� ,��''� "'-"
i nches. �
. , �, � �
. • . . � 9
PUMP SELECTION PROCEDURE
A. Determine pump capacity:
Gravity Distribution
1. Minirnum suggested is 20 gpm
2. Maximum suggested is 45 gpm Perforation Discharges in GPM
Head Perforation diameter
Pressure Distibution feet inches
3.a. Select number of perforated laterals 7/32 1/4
b. Select perforation spacing= feet. 1.oa o.sb o.74
c. Subtract 2 ft.from the rock layer length. 1.5 0.69 0.90
-2 ft. = feet. 2.Ob 0.80 1.04
Rotk layer Imgth .
d. Determine the number of spaces between perforations. a Use i.o foot single homes.
Length perf.spacing= ft.= ft. = spaces b Use 2.0 feet for anything else.
e. spaces+ 1 = perforations/lateral
f. Multiply perforations per lateral by number of laterals to
get total number of perforations. ��s x �r 5,a efA = perforations.
S' T X Spm a�� - gPm•
SELECTED PUMP CAPACITY_��gpm
B.Determine head requirements:
1. Elevation difference between pump and point of discharge.
�_feet
2. If pumping to a pressure distribution system,five feet for pressure s���ati^�,�Sr5«,,,
required at manifold if gravity s tem,zero. a;°:'°�•a�
� feet Tohl pipe length
3. Friction loss
a. Enter friction loss table with gpm and pipe diameter. � . ��„���1Ce
Read fricti n loss in feet per 100 feet from table(F-14). P'�
�ft./100 ft of pipe
F.L. _ ,
................. . .
b. Determine total pipe length from pump to discharge -"'"'""--'--"--'"-'-'-'"'-'""""'--'
point. Estimate by adding 25 percent to pipe length for fitting
loss,or use a fitting loss chart(F-15 feet).
Equivalent pip�gth-1.25 times pi e length=
0 X �.25=�_feet Friction Loss in Plastic Pipe
c. Calculate total fricHon loss by mulhplying Nominal
friction loss in ft/100 t b equi le t ipe length. �
Total friction loss= x-�-100= 2 Z feet pipe dia.
4. Total head required is the sum of elevation difference, ��m te 1.5" 2" 3"
special head requirements,and total friction los .
�+�_+ Z�Z Zo 2.4� 0.�3 o:ii
25 3.73 1.11 016
(1) (2) (3c) 30 5_23 1.55 0.23
� 35 6.96 2.06 0.30
2G�feet 40 8.91 2.64 0.39
TOTAL HEAD 45 11.07 3.28 0.48
50 13.46 3.99 0.58
55 4.76 0.70
C. Pump selection bo s.bo o.s2
65 6.48 0.95
70 7.44 1.09
1. A pump must be selected o deliver at least
�gpm (Step A) with at least Z eet of total head (Step B).
. . - E � r
Sizing of Pum� Station
1. Dctrrminc Surfacc Arca T
Rcctanglc=Arca= L x W W���h
x = square feet �•�nsih
1
Cirde= Arca=n x(Radius)1
3.14 x x = square feet Radius
Other=Cet Surface Area from Manufacturer a=3.ta
squaze feet
2. Calculate Gallons Per Tnch
There am 7.5 gallons per cubic foot of volume,thcrcfore you must multiply the area
times the conversion factor and divide by 12 inches per fcx�t to calculate gallons per inch
Ama x 7.5 gpft'+12 inchs per foot
x 7.5+12 =�� gallons/inch
3. Calculate Gallons to Cover Pump(with 2 inchcs of watcr covcring pump) Estimata!Scwagc Flows in Gallons per d•ry
(Height i +2 in es) x allons/in (#2) �g��
(�+�)x�_�� allons um r
$ of Type I Typc I[ Type II( Ty pc
Bedrooms 1 V
4. Calculate Total Pumpout Volume
a. To maxim e pump life selec size for 4 to 5 pump operations per day. 3 4S0 300 21�8 �
��gpd+4= gallons per dose 4 600 375 256 °r`�"
b. Calculate drainback
S 750 45U 294 �';,,�
p p g � 6 900 525 332 �Yr��.
1. Determine total i e len th � feet. 7 1050 600 370 "`"
2. DeMrmine liquid volume of pipe/��gallons per 1(Hl fcY�t. 8 1200 675 408 W w,,,,�
3. Multi�ly length bJ}�volgme: Drainback qy�tit�y= �
�Q,feet�y(� allons/100 ft.—� allons.
P' dhmaa inchcs Gailuu r!00 fl;c�
c. Total pumgo volume equals dose volu e+drainback
� d allons per dose+�gallons��gallons 1.25 7.77
1.5 10.58
5. Calculate Volume for Alarm(typicaliy 2 to 3 inches) 2 17.43
De th(in)x a�ons/inch #2)= 2.S 24.87
�xg z =�gallons q ��.1
6. Calculate Reserve Capacity(75%the daily flow}
Dai flo (see page D-7)x.75=
�� x.75=��gallons
7. Calculate total gallons Rcservc Capacity
gallons over pump+gallons pumpout+gai�c7ns alarn�+gallons reserve capcity
#� �c+#5� � ��z _ ,_., , g Alarm
+ + + /D// allons
Pump On
8. Total Depth (Total gallon dividcd by gallan per inch)
Totaj�n(#f 7)+�allo nch(#2) To I Pumpout Volumc
/ + 20 inches Pump Of�
Pump Height
9. F7oat Separation Distance(equal total pumpaut vc�lumr)
Total umpout volume(#4c)+gallons/inch(#2)
/�+�_�inches
. i Il, S
� ��atE ��n_�`�-�— I 9 PERC TEST BY SWEDLUND SEPTIC
Location ��Z .�o � Z Hole # � Depth /� �/
Soil Depth _C�-1 Z Texture �/� ��v�4.�w 3/ Z
Depth of Initial
Water Filling ���
Perc Test starting Time and Date: Time /Z_'�o Date �v �' Z � - ��
Time Intervals Drop in Inches Perc Rate
•'�o — /: Z o 3 0 .-w � 3 ��
,' z o -- /.' � o `� 3 17 � �:
•� 4 0 �--� �.'� � �� � 1-] 1� �r
,�._
�ate �o �Z�� `T � PERC TEST BY SWEDLUND SEPTIC
Location �� 2 loT Z Hole # Z Depth /Z ��
Soil Depth O -1 Z Texture ��� ��-�1S�v 3/Z-
3l Depth of Initial
1�"'�Z- '� �'`� '""J !� Water Filling l21/
Perc Test starting Time and Date: Time /2•�SS o Date �o � 2� '- �1' /�
Time Intervals Drop in Inches Perc Rate
.Z '�S' �- � `Z � � `1 ,Z o .v� ;
/.�20 - /,' o '� l 3 ;
c� �- Z. 'i '� � Z � `
�
Date �� ��' `' PERC TEST BY SWEDLUND SEPTIC
Location �J 1r� �,a � Z Hole # � Depth /2 ��
Soil Depth � Texture ��� 3�Z- :
3) Depth of Initial �
jo "-� Z- ���-i9r�✓ /� Water Filling /2 �
Perc Test starting Time and Date: Time /�. �� Date c� Fc�� -' 9 9
Time Intervals Drop in Inches Perc Rate
'.�o ��.'Zo .,,� �� 1
� - /. ' a ' ' /� I �P i
, ° � - .z. '�o �� is g �lL '
. r 1 ,
.�
Date� �9���" �IcI PERC TEST BY SWEDLUND SEPTIC
Location f3 � 2. �d � Z Hole # _.�-�.. Depth �Z �/
Soil Depth O — /Z Texture ��-..� . 3l� _
Depth of Initial ��
� Water Filling 1z_
Perc Test starting Time and Date: Time /� Date �o `? �— 9 �
� Time Intervals Drop in Inches Perc Rate
r ` ..� , 3 � j '7 �►-1 i
.r OM � ! � 3 ' '
. � �� -r �f /t1 ►
Date G `��— g `j PERC TEST BY SWEDLUND SEPTIC
Location I��Z � / Z Hole # S� Depth !2 ��
Soil Depth C� " .�._ Texture ��►>►v 3��
) Depth of Initial
-- J Z �oA•v �/� Water Filling !� ��
Perc Test starting Time and Date: Time / . �� Date � -� �� '— S �
Time Intervals Drop in Inches Perc Rate
�- '.3-p ,,,., / � Z 2 0 `
, � _ •, / '/z 'z..v ;
_ � � �' ' 'L z c� ;
�
Date � `z�—� 9 PERC TEST BY SWEDLUND SEPTIC
Location i� � 2' — L o / Z Hole # __� Depth �2 �
Soil Depth �'� —�_ Texture �.,o�9�-w 3�Z
Depth of Initial
7 —j Z L.c��..� y��_ Water Filling �Z ��
Perc Test starting Time and Date: Time /• U-'b Date � '�Z � — � �
Time Intervals Drop in Inches Perc Rate
�- /.' 3- o .�--- � Z �
- _ • ��� ii / 2 'f z ,�h. ;
: ;,.� Y � • 3 U �� � ' /h �
. � � �
.' �. Y�`- � LOGS OF SOIL BORINGS
Location or Project . � � �O / �-
Borings made by SWED�UND Date � -' � y�� 9�
Classification System: ❑AASHO �USDA-SCS ❑ Unified ❑Other
Auger used (check two): C� Hand ❑ or Power; ❑ Flight �or Bucket; ❑ Other
Depth, Boring Number �� Depth, Boring Number
in feet Surface Elevation in feet Surface Elevation
,v S� �/ p �v S /
� �/ / � � /� �o-� � 31 �
! / Z. /�.c,y�'r,.. �� , -
� - �� � /
�z ` �l _ / �
2 - 3 G �0��4 Y� 7 3 2 Z � �o �1 �
/
3 - � �- '� 3 2� � � �. !`���'�
l o s,� �o� / l� � T
� �
4 - � o� �o '� 4 - �b`Ts' Z � �l
5 5 C� /��
���z�
6 - 6 -
7 -
7 -
8 _ 8 -
9 - 9 -
�
10 -
10 -
!
� � � feet.
End of boring at � Z feet. End of boring at
Standing water table: Standing water table: ,__._
❑ Present at � feet of depth, ❑ Present at feet of depth,
hours after boring. "� hours after boring.
❑ Not present in boring hole. ❑ Not present in boring hole.
Mottled Soil: �l Mottled Soil: J
//
2 / Z eet of de th. ❑ Observed at�feet of depth.
❑ Observed at f P
❑ Not present in boring hole. ❑ Not present in boring hole.
, ' J Y. � .
�
♦
� �� f F� �y
' ' LOGS OF SOIL BORINGS
Location or Project /�1�� `— �D �2
Borings made by SWEDLUND Date �_�' �� 9
y
Classification System: ❑AASHO CJ1 USDA-SCS ❑ Unified ❑ Other
Auger used (check two): � Hand ❑ or Power; ❑ Flight C✓1 or Bucket; ❑ Other
Depth, Boring Number � � Depth, Boring Number
in feet Surface Elevation in feet Surface Elevation
o s li /D o �s��r
��/U � -,,.,., � 'Z._. � G.. ,,,.." � �
1 — 1 — 1 �7�� �
�� ��
2 — /�. �1 2 — Z � � w,., �'
� � � �
�
3 — � � 3 — " �, i i.. �� �
, y � �
S � o�- / 4 ' `1
�q � �
�
4 - � o�� .a. � '/ 4 I"1'l 0�5 �
C /
�
5 — 5 — � � //
���� -
6 — / 6
7 — 7 —
8 — 8 —
9 — 9 —
10 � 10 —
/ �
End of boring at � Z feet. End of boring at � /� feet.
Standing water table: _,_, Standing water table:
� Present at feet of depth, ❑ Present at feet of depth,
� hours after borin hours after borin
9• 9•
❑ Not present in boring hole. ❑ Not present in boring hole.
Mottled Soil: Mottled Soil: ^� � �/
❑ Observed at � feet of depth. ❑ Observed at G � feet of depth.
❑ Not present in boring hole. ❑ Not present in boring hole.
� F
. �•-' �'-+ _..
�
.. . � `�r� - �
LOGS OF SOIL BORINGS �
Location or Project ��� — �O/ Z
Borings made by SWEDLUND Date � "Z '�'1 `'�,9
Classification System: ❑AASHO L�1 USDA-SCS O Unified ❑Other
Auger used (check two): C�1 Hand ❑ or Power; ❑ Flight C�1 or Bucket; ❑ Other
Depth, Boring Number � `� Depth, Boring Number �� �
in feet Surface Elevation in feet Surface Elevation
� L,/i-v S �// / 0 // /�
C�/ � � .� �-� � p-�1 n�., �3� �
1 — f �j�% /� 1 —
< �/�b f� � 7'
_ /� _ � �
2 � 2 �
� ��� � 4
9
3 — �/� � ��'� �;�'�` '/ /7 3 — ��T� � �� �"��' S/
7" � l /
4 - m � ll� � / _ �� 4 — �� �S �� ��
��
5 — � 5 — � //Z�
// 1 �F
/
6 — 6 —
7 — 7 —
8 — 8 —
9 — 9 —
10 — 10 —
� /
End of boring at � Z— feet. End of boring.at � /Z- feet.
Standing water table: Standing water table:
O Present at feet of depth, ❑ Present at feet of depth,
hours after boring. � hours after boring.
O Not present in boring hole. ❑ Not present in boring hole.
Mottled Soil: � �� Mottled Soil: �
❑ Observed at � z feet of depth. ❑ Observed at 1 / �. feet of depth.
❑ Not present in boring hole. ❑ Not present in boring hole.