HomeMy WebLinkAboutSoil & perc testing - 2003 Rusty Olson's--Soil and Percolation Testing
Joseph J. Olson--MPCA License #810
11481 Riverview Rd. NE, Hanover, MN 55341
(763) 498-8779 fax (763) 49&8290
October 22,2003
Maxwell Bay Estates
Proposed Lot� 3
3250 Fox Street
Orono, Henn. Co.
This on-site Sewage Treatment System is partially designed for a Type l,five-bedroom home in
accordance with the Minnesota Pollution Control Agency Chapter 7080 and local ordinances.
Once the house size and location are chosen this design can be completed.
The seasonally saturated soils were located at 26"-36"(mottled soil). Due to the seasonally saturated soils,
a pressurized Mound System will need to be installed to treat septic eftluent. The bottom of the treatment
area must be located at least 3' above the saturated soils.
The soils at a depth of 12"have a percolation rate averaging 3 MPI.
All test holes were located by Gronberg&Associates.
A pumping chamber will need to be installed to lift the el�luent to the treatment area. T'he power supply
and switches must be located outside the manhole and pumping chamber in a weatherproof enclosure. A
warning device must be installed with a light and sound device;this is in case of a pump failure.
Keep all heavy equipment off of the proposed treatment areas before and after construction. The
treatment area must be fenced off before construction begins. This Design is not valid&the System
will need to be relocated if failure to protect the areas proposed for the On-Site Sewage Treatment
systems occurs.
Nothing other than gray water,(laundry, showers, ect.)human water&toilet tissue should be disposed of
into the septic tanks. Garbage disposals are not recommended. Additives must no be used,they may
cause harmful damage to your septic system. It is recommended that you pump the septic tank every year
for I tank,every two years for two tanks.
'ncerely,
�Joseph J. Olson
. �
v
- yio'` - ^✓
-v
�:,
+
I +�ssg .
�=�t�RC ;„�
^J
S!'� 3�3'i. � {' , , �'i3ti.5 'L
�r 4���
cK" .:K�' � �" ?ti
TN���� �B'� � +� -
* � �p(/ LAk(=
1'lr.� s�•� t.K9o.,� ��y
� �.1 M�NN�T,�.�,:- .
� 3 .
vo.� >q� � �_, � 7
9Yu./
� ��
/Y
�M> �
I'�aSl(3j.t G �ys. ��
No"i� � `r� ` t;+�..�
S�f� ` +�. ; �
� Q v
� � � ��� 7
3
v \ + y-� �
� a,,.v ��.
< ���A�y\� 5H.7
, S�rL �
+
9tiS.>
--- ---�� �___��O'*' _
� _ _ -
, ---—
�_
�/
, —- --- '��--�
$�,
� � t
1
�'
,--- �
� �
Property of:Mq��✓� -
�; �_ .
Scale: 1_-� PRoPosE� l.o�f_y
c7,eo,vo�y��,��,.�'o- -
TE3M:7�i' o� sPih� -
LJ 6Rav�un (� I':�����I.�i���:
�LV- gfU.� !�,< ��, s; ti���l E��nn:� Date�/.?1J o? PH(763)498-8779•
' � },,��,��� !.1:��F [tusty Olson's soil and percolation testing
---- -- - , � �!� �, � . Designedby��--__---
�jr
, Mound Design Worksheet (For flows up to 1200 gpd)
All boxed rectangles must be enfered, the rest will be calculated. �R,""a`"' ' S;T�
A. FLOW
Estimated 750 gpd(see figure A-1)
or measured x 1.5(safety factor)= 0 gpd
� B. SEPTIC TANK LIQUID VOLUMES
Septic tank capacity 2250 gallons(see figure C-1)
ep ic an apaci m a ons
Number of Minimum Capacity with Capacity with
Bedrooms Capacity Garb. Disp. Disp. and Lift
2 or less 750 1125 1500
3 or 4 1000 1500 2000
5 or 6 1500 2250 3000
7, 8 or 9 2000 3000 4000
C. SOILS(Site evaluation data) •
1. Depth to restricting layer- 2.5 feet
2. Depth of percolation tests= 12 inches
3. Texture loam
4. Sal loading rate(see Figur�D-33) 0.6 gpd/ft
Percolation rate 3 MPI
5. %Land Slope 10 %
D. ROCK LAYER DIMENSIONS
1. Multlply average design flow(A)by 0.83 to obtain required area of rock layer: Item A x 0.83=
750 gpd x 0.83 ft'�gpd= 622.5 ft
2. Detertnine rodc layer width =0.83 ft Igpd x Linear Loadin Rate LLR)(see LLR chart)
0.83 ft Igpd x 12 = 10.0 ft
LLR Chart
Peric Rate LLR
<120 MPI <=12
>=120 MPI <=6
3. Le�gth of rock layer=area divided by width=
622.5 ft 1 10 feet= 62.0 feet
E. ROCK VOLUME
1. Multiply rock area by rock depth to get cubic feet of rock
622.5 X 1 ft= 622.5 ft3
2. Divide ft3 by 27 ft3/yd3 to get cubic yards
622.5 ft3 I 27 = 23.1 yd3
3. Multipiy cubic yards by 1.4 to get weight of rock in tons;
23.1 yd3 X 1.4 tonlyd3 = 32.3 tons
F. ABSORPTION WIDTH
1. Abso tion width equals absorption ratio(see Figure D-33)times rock layer width
2 x 10.0 ft = 20.0 ft
Page 1 of 6
I ' ti ,�� ��rE
G. MOUND SLOPE WIDTH 8�LENGTH (Greater than 1°/a)
1. Downslope absorption width =absorption width minus rock layer width
20 feet - 10 feet= 10 feet
2. Calculate mound size
UPSLOPE
a. Determine depth of clean sand at upslope edge of rock layer=3 feet minus distance to restricting layer(C1)
3 ft - 2.5 ft= 1 feet
b. Mound height at the upslope edge of rock layer=depth of clean sand for separation(G2a)
at upslope edge plus depth of rock layer(1 foot)to depth of cover(1 foot)
1 ft+ 1 ft+ 1 ft= 3 feet
c. Upslope berm multiplier based on land slope(see figure D-34)
Select berm multiplier of 2.86
d. Upslope width=berm multiplier(G2c)times upslope mound height(G2b):
2.86 x 3 ft = 9.0 feet
DOWNSLOPE
e. Drop in elevation=rock layer width(D2)times peroent landslope(C5)f 100
10 ft x 10 % /100= 1.0 feet
f. Dovmslope mound height=depth of clean sand for slope difference(G2e)
at dovmslope rodc edge plus the mound height at the upslope edge of rodc layer(2b)
1.00 ft + 3 ft= 4.0 feet
g. Downslope berm multiplier based on percent land slope(see Figure D-34) 6.67
h. Downslope width=downslope multiplier(G2g)times dovmslope mound height(G2f}
6.67 x 4.0 = 26.0 feet
i. Select greater of G1 and G2h as the downslope width 26.0 feet
j.Total mound width is the sum of upslope(GZd)width plus rock layer width(D2)plus downslope width(G2i)
9.0 ft+ 10.0 ft+ 26.0 ft= 45.0 feet
k. Total mound length is the sum of upslope width(G2d)plus rock layer length(D3)
plus upslope width(G2d)
9.0 ft + 62.0 ft+ 9.0 ft= 80.0 feet
Final Dimensions (slope>1°�) 45.0 ft x 80.0 ft
I hereby certify that I have completed this work in accordance with all applicable ordinances,rules and laws
�
�T/` (signature) 810 (license#) /C' �/�� (date)
' � P e2of6
� Mound Design Worksheet (For flows up to 1200 gpd)
Ail boxed rectangles must be enfered, the rest will be calculated.
A. FLOW
Estimated 750 gpd(see figure A-f) FUTURE SITE SOUTH END
or measured x 1.5(safety factor)= 0 gpd
B. SEPTIC TANK LIQUID VOLUMES
Septic tank capacity 2250 gallons(see fgure G1)
ep c an apaci in a ons
Number of Minimum Capacity with Capacity with
Bedrooms Capaaty Garb. Disp. Disp. and Lift
2 orless 750 1125 1500
3 or 4 1000 1500 2000
5 or 6 1500 2250 3000
7,8 or 9 2000 3000 4000
C. SOILS(Sfte evaluation data) .
1. Depth to restricting layer- 2.1 feet
2. Depth of percolation tests= 12 inches
3. Texture LOAM
4. Soil loading rate(see Figure D-33) 0.6 gpd/ft
Percolation rate 3 MPI
5. %Land Slope 11 %
D. ROCK LAYER DIMENSIONS
1. Multiply average design flow(A)by 0.83 to obtain required area of rock layer: Item A x 0.83=
750 gpd x 0.83 ft gpd= 622.5 ft
2. Determine rock layer width =0.83 ft/gpd x Linear Loading Rate(LLR)(see LLR chart)
0.83 ft/gpd x 12 = 10.0 ft
LLR Chart
Perk Rate LLR
<120 MPI <=12
>=120 MPI <=6
3. Length of rock layer=area divided by width=
622.5 ft I 10 feet= 62.0 feet
E. ROCK VOLUME
1. Multiply rock area by rock depth to get cubic feet of rock
622.5 X 1 ft= 622.5 ft3
2, Divide ft3 by 27 ft31yd3 to get cubic yards
622.5 ft3 I 27 = 23.1 yd3
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
23.1 yd3 X 1.4 tonlyd3 = 32.3 tons
F. ABSORPTION WIDTH
1. Abso tion width equals absorption ratio(see Figure D-33)times rock layer width
2 x 10.0 ft = 20.0 ft
Page 1 of 6
G. MOUND SLOPE WIDTH 8�LENGTH (Greaterthan 1%)
1. Downslope absorption width =absorption width minus rock layer width
20 feet - 10 feet= 10 feet
2. Calculate mound size
UPSLOPE
a. Determine depth of clean sand at upslope edge of rock layer=3 feet minus distance to restricting layer(C1)
3 ft - 2.1 ft= 1 feet
b. Mound height at the upslope edge of rock layer=depth of clean sand for separation (G2a)
at upslope edge plus depth of rock layer(1 foot)to depth of cover(1 foot)
1 ft+ 1ft+ 1ft= 3 feet
c. Upslope berm multiplier based on land slope(see figure D-34)
Select berm multiplier of 2.78 ,
d. Upslope width =berm multiplier(G2c)times upslope mound height(G2b):
2.78 x 3 ft = 8.0 feet
DOWNSLOPE
e. Drop in elevation=rock layer width(D2)times percent landslope(C5)/100
10 ft x 11 % 1100= 1.1 f2et
f. Downslope mound height=depth of clean sand for slope difference(G2e)
at downslope rock edge plus the mound height at the upslope edge of rock layer(2b)
1.10 ft + 3 ft= 4.1 feet
g. Dovmslope berm multiplier based on percent land slope(see Figure D-34) 4.48
h. Downslope width=downslope multiplier(G2g)times downslope mound height(G2�
4.48 x 4.1 = 18.3 feet
i. Select greater of G1 and G2h as the downslope width 19.0 feet
j. Total mound width is the sum of upslope(G2d)width plus rock layer width(D2)plus downslope width (G2i)
8.0 ft+ 10.0 ft+ 19.0 ft= 37.0 feet
k.Total mound length is the sum of upslope width(G2d)plus rock layer length (D3)
plus upslope width (G2d)
8.0 ft + 62.0 ft+ 8.0 ft= 78.0 feet
Final Dimensions (slope>1%) 37.0 ft x 78.0 ft
I hereby certify that 1 have completed this work in accordance with all applicable ordinances, �ules and laws
� (signature) 810 (license#) � ��� (date)
P e2of6
� Mound Design Worksheet (For flows up to 1200 gpd)
All boxed rectangles must be entered, the r�st will be calculated. FUTURE SITE NORTH E
A. FLOW
Estimated 750 gpd(see figure A-1)
or measured x 1.5(safety factor)= 0 gpd
B. SEPTIC TANK LIQUID VOLUMES
Septic tank capacity 2250 gallons(see frgur�G1)
ep ic an apaci �n a ons
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 or 6 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. Soil loading rate(see Figu�D-33) 0.6 gpol ft
Percolation rate 3 MPI
5. %Land Slope 8 %
D. ROCK LAYER DIMENSIONS
1. Multiply average design flow(A)by 0.83 to obtain required area of rodc layer: Item A x 0.83=
750 gpd x 0.83 fttigpd= 622.5 ft
2. Determine rodc layer width =0.83 ft Igpd x Linear Loadin Rate(LLR)(see LLR chart)
0.83 ft�gpd x 12 = 10.0 ft
LLR Chart
Perk Rate LLR
<120 MPI <=12
>=120 MPI <=6
3. Length of rock layer=area divided by width=
622.5 ft2 I 10 feet= 62.0 feet
E. ROCK VOLUME
1. Multiply rock area by rock depth to get cubic feet of rock
622.5 X 1 ft= 622.5 ft3
2. Divide ft3 by 27 ft3/yd3to get cubic yards
622.5 ft 1 27 = 23.1 yd3
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
23.1 yd3 X 1.4 tonlyd3 = 32.3 tons
F. ABSORPTION WIDTH
1. Abso tion width equals absorption ratio(see Figure D-33)times rock layer width
2 x 10.0 ft = 20.0 ft
Page 1 of 6
G. MOUND SLOPE WIDTH 8 LENGTH(Greater than 1%)
1. Downslope absorption width=absorption width minus rock layer width
20 feet - 10 feet= 10 feet
2. Calculate mound size
UPSLOPE
a. Determine depth of clean sand at upslope edge of rock layer=3 feet minus distance to restricting layer(C1)
3 ft - 2.1 ft= 1 feet
b. Mound height at the upslope edge of rock layer=depth of clean sand for separation(G2a)
at upslope edge plus depth of rock layer(1 foot)to depth of cover(1 foot)
1 ft+1ft+ 1ft= 3 feet
c. Upslope berm multiplier based on land sl (see figure D-34)
Select berm multiplier of 3.03 .
d. Upslope width=berm muitiplier(G2c)times upslope mound height(G2b):
3.03 x 3 ft = 9.0 feet
DOWNSLOPE
e. Drop in elevation=rock layer width(D2)times percent landslope(C5)I 100
10 ft x 8 °� /100= 0.8 feet
f. Downslope mound height=depth of clean sand for slope difference(G2e)
at downslope rock edge plus the mound height at the upslope edge of rock layer(2b)
0.80 ft + 3 ft= 3.8 feet
g. Downslope berrn multiplier based on percent land slope(see Figure D-34) 3.95
h. Downslope width=downslope multiplier(G2g)times downslope mound height(G2fl
3.95 x 3.8 = 15.0 feet
i. Select greater of G1 and G2h as the downslope width 15.0 feet
j. Total mound width is the sum of upslope(G2d)width plus rodc layer width(D2)plus downslope width(G2i)
9.0 ft+ 10,0 ft+ 15.0 ft= 34.0 feet
k.Total mound length is the sum of upslope width(G2d)plus rock layer length(D3)
plus upslope width(G2d)
9.0 ft + 62.0 ft+ 9.0 ft= 80.0 feet
Final Dimensions (slope>1%) 34.0 ft x 80.0 ft
I hereby certify that I have completed this work in accordance with all applicable ordinances, rules and laws
�
� � (signature) 810 (license#) ���'��(date)
P e2of6
Loqs of Soil Borinqs
License#810
Location or Project: 3250 Fox Street Proposed lot4, BIk1
Borings made by: Rusty Olson's Soil and Perc testing 10113/03
Classification System: AASHO ; USDS�USDSSCS X ; Unified ; Other
Auger used (check two): Hand _X_,, or Power , Flight, Bucket or Probe_X_
Boring Number_1_Surface elevation_938.5_ Mottled Soil at_2.1_feet
0"-22" Dark brown loam to sandy loam 10yr4/2 H20 present at_X
22"-26" Brown loam 10yr5/4
26"-36" Rusty brown strong loam 10yr5/4
Boring Number 2_SurFace elevation_939.9_ Mottled Soil at_2.1_feet
0-18" Dark brown loam to sandy loam 10yr4/2 H20 present at X
18"-26" Brown strong loam 10yr5/4
26"-36" Rusty brown strong loam 10yr6/4
Boring Number_3_Surface Elevation_948.2 Mottled Soil at_3.0_feet
0-22" Dark brown loam to sandy loam 10yr4/2 H20 present at X
22"-30" Brown loam to sandy loam 10yr5/4
30"-36" Brown loam 10yr5/4
36"-42" Rusty brown strong loam 10yr5/4
Boring Number 4_ Surface elevation_946.3_ Mottled Soil at_2.5,_feet
0-18" Dark brovm loam to sandy loam 10yr4/2 H20 present at X
18"-24" Brown loam to sandy loam 10yr5/4
24"-30 Brown strong loam 10yr5/4
30"-36" Rusty brown strong loam 10yr5/6
Boring Number 5_Surface elevation_939.9_ Mottled Soil at_2.1_feet
0-18" Dark brown loam to sandy loam 10yr4/2 H20 present at X
18"-26" Brown strong loam 10yr4/4
26"-36" Rusty brown strong loam 10yr5/4
Boring Number 6_Surface elevation_938.5_ Mottled Soil at_2.1_feet
0-22" Dark brown loam to sandy loam 10yr4/2 H20 present at X
22"-26" Brown loam 10yr5/4
26"-36" Rusty brown strong loam 10yr5/6
Boring Number 7_SurFace elevation_948.2_ Mottled Soil at_3.0_Feet
0-22" Dark brown loam to sandy loam 10yr4/2 H20 present at X
22"-30" Brown loam to sandy loam 10yr5/4
30"-36" Brown loam 10yr5/4
36"�2" Rusty brown loam 1 r5/6
Percolation Test Data Sheet
Lic.#810
Percolation test readings made by: Rusty Olson's Perc. starting at 9:35 A.M. On 10/13/03
Location: 3250 Fox Street Proposed Lot 4, Blk 1
Hole number: 1
Date hole was prepared: 10/12/03
Depth of hole bottom_12"_inches, Diameter of hole_6"_inches.
Soil data from test hote:
Depth, inches Soil te�ure
0-12" Darlc brown loam 10yr4/2 ,
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date and hour of initial water fiHing 10/12/03 At 2:00 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
9:47 10:02 6" 4.5 3.3
10:09 10:24 6" 4.3 3.5
10:25 10:40 6" 4.2 3.6
AVERAGE PERC. 3.5 MPI
Percolation Test Data Sheet
Lic.#810
Percolation test readings made by: Rusty Olson's Perc. starting at 9:35 A.M. On 10/13/03
Location: 3250 Fox Street Proposed Lot 4, Blk 1
Hole number: 2
Date hole was prepared: 10/12/03
Depth of hole bottom_12"_inches, Diameter of hole_6"_inches.
Soil data from test hole:
Depth, inches Soil texture
0-12" Dark brown loam 10yr4/2 �
Method of scratching side wall: Knife
Depth of gravel in bottom of hote 2 inches:
Date and hour of initial water filling 10/12/03 At 2:00 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
9:48 10:03 6" 4.2 3.5
10:08 10:23 6" 4 3.7
10:26 10:4/ 6" 3.9 3.8
AVERAGE PERC. 3.6 MPI
Percolation Test Data Sheet
Lic.#810
Percolation test readings made by: Rusty Olson's Perc. starting at 9:35 A.M. On 10/13/03
Location: 3250 Fox Street Proposed Lot 4, Bik 1
Hole number: 3
Date hole was prepared: 10/12/03
Depth of hole bottom_12"_inches, Diameter of hole_6"_inches.
Soil data from test hole:
Depth, inches Soil texture
0-12" Dark brown loam 10yr4/2 .
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date and hour of initial water filling 10/12/03 At 2:00 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
9:49 10:04 6" 5.5 2.7
10:07 10:22 6" 5.5 2•7
10:27 10:42 6" 5.5 2•7
AVERAGE PERC. 2.7 MPI
Percolation Test Data Sheet
Lic.#810
Percolation test readings made by: Rusty Olson's Perc. starting at 9:35 A.M. On 10/13/03
Location: 3250 Fox Street Proposed Lot 4, Blk 1
Hole number: 4
Date hole was prepared: 10/12/03
Depth of hole bottom_12"_inches, Diameter of hole_6"_inches.
Soil data from test hole:
Depth, inches Soil texture
0-12" Dark brown loam 10yr4J2 •
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date and hour of initial water filling 10/12/03 At 2:00 P.M. depth of initial water filling 12 inches
above hole bottom.
Method used to mairrtain 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
9:50 10:05 6" 3.7 4
10:06 10:21 6" 3.6 4.1
10:28 10:43 6" 3.5 4.2
AVERAGE PERC. 4.1 MPI