HomeMy WebLinkAbout1992-004655 - mound system PERMIT
CITY OF ORONO PERMIT TYPE:
1335 Brown Rd. South • P.O. Box 66Permit Number: SEWER b WPI T ER
Crystal Bay, Minnesota 55323 Date Issued: 004655
(612) 473-7357 09/23/92
SITE ADDRESS:
1 S TI+NKAWA RD
CH
P . I . N . 1 06-117 4-00�1
DESCRIPTION:
MOUND SY'"EJEM
Sewer &..Water Permit. Type DRNFLD WAR R T�Nk:
Sewer & ; r WllrI:: _�.ype REPLACE ExIC;-T-T G
q P
� a
e..i ' rf'•.
ra 3
kz
s "A
yyi; •+j �h $ .Ig;.
� � x
1
, acs. � •
REMARKS: ;, "�,^ � x"WFMIX
""SS p "'" "" � " "'`'` _ �r�TY' ••C •`it�ri frdi t
FEE SUMMARY: EK ff 1L`
^
01
r61
vus vv:vv
1222200000 N
n
Ease Fee $50.{ata 01 LEN .5L'
_ r jEclk n Irl �0
• L_ _ Ld IL 1 !L 'IV
.u1
'•La 4 C!!rt 1r ---------_ ���} ur'I;r _;..n..: YOU
1
$50. 50 :tL4LL1 T— +lnit/� IVL•
:��t•ct I Fee nom` '2850) ,Viii JIM i vi a i
VJl iJI /L
CONTRACTOR: - Applicant - OWNER:
COPP I N PLBG S47==: 1 E• BENNETT FRANK
2 300 CHATEAU LA :315 T�W.AWA RD
MOUND t N 5_,:=,64 iwRONO told IS3-E;6
(512) 472-2316
THE UNDER':-l'I GNED HEREBY REC�AJE' :I''_. 1=FFM I'-;'_:I I_iN TO MAKE THE REAL 1 hEE RO �t`MENT S: r
`=PEC I F I ED AND AGREE TI�I E.!_I ALL WC-IRK' IN =TIR I CT CI�II�PL_ I ANC:E I�I Ti f ALL CITY Op
I: RI:INN IFIRD I NANCE E; ANC} + � `:'= �. N
�.._
iC '
APPLICAN %PERMITEE SIGNATURE ISSUED BY:SIGNATURE.
EPTIC SYSTEM PERMIT APPLICATON - PAGE 2
Permit Type & Fees (check one)
New Construction, Full System $100. 00 . . . . . . . . . . . .
Repair or Replace Existing System $50.00. . . . . . . . . . . . .
30.50 State surcharge added to above permit fees
SEE FEE SCHEDULE FOR NON-RESIDENTIAL PERMIT FEES
DO NOT MAIL PAYMENT WITH THIS APPLICATION
'OTE: Applicant must initial all spaces. Fill in all appropriate blanks,
check all appropriate boxes.
nitial
g . C 1. I have received a copy of the system design including the
City of Orono Septic System Approval Cover Sheet.
2. I will be installing the following:
A. Tanks: Precast Concrete Other Manufacturer
Tank Capacities: 1) gal. 2 ) gal. 3 ) gal.
B. Pump Station (if required)
Pump make & model (attach pump curve &
literature) ; system design requires gpm at feet
of head. High water alarm make & model
Outside electrical work to be completed by _instal er
_electrician _other Inside electrical work
must be completed by electrician.
C. Treatment System:
Trenches: s.f. Mound
Depth of rock below pipe if Rock bed dimensions 3B'x /O '
Drop Boxes Sand bed dimensions 'x3�'
Distribution Box Pressure Dist. Pipe Diam. a
Manifold Pipe Diam. c')"_"
D. Final Cover/Topsoil to be: borrowed from site
(show location on site plan)
trucked in
The undersigned hereby applies to the City of Orono for issuance of a
septic system installation permit, agrees to do all work in strict
accordance with the ordinances of the City and the regulations of the State
,)f Minnesota, and certifies that all statements made on this application
ire complete, true and correct.
signature of Applicant: &;o Date:
,SPCA Certification No. :
APPLICATION FOR SEPTIC SYSTEM PERMIT
CITY OF ORONO
Box 66 (1335 So Brown Rd)
Crystal Bay, MN 55323
General Instructions:
1. You may apply for septic system permits by mail or in person at the
City offices. However, permits will not be mailed out and must be
picked up in person at the City offices.
2. Permits are not valid until you receive a permit card.
3. Work must not begin unless the permit card is available on the job
site.
4. Permits will be issued only to contractors holding a City of Orono
Septic System Installer' s License.
5. All work must be done in accordance with the approved septic system
design. Design reports are not considered approved unless accompanied
by the "City of Orono Septic System Approval" cover sheet signed by
the City Inspector.
6 . The following inspections will be required for all septic systems:
a ) Pre-installation site inspection to include inspector, installer,
and general contractor.
b) Tank installation prior to covering.
c) Drainfield trench installation prior to covering. For mounds,
inspection is required after rough-up but prior to sand placement
( sand will be jar tested for silt content) , and again during
pressure distribution piping installation in the rock bed.
d) Final inspection to verify proper final cover depths and to
verify that all pump station (where required) components are
functional and comply with codes.
7. Individual holding MPCA Installer Certificate shall be present during
installation. 24-hour notice is required for all inspections.
JOB SITE ADDRESS: 3 I S To r1 KoVJ
Occupancy Type: Residential ')( Commercial Other
315-
/
Owner' s Name: F(`d.(� (��!1(1e 4 Phone: �3 f b
Mailing Address : City: Zip: SL
Septic Contractor' s Name: 4 6Lf\C Q CO.^ tai Bus. Phone:y a a3 6
Mailing Address: )-3c o a.(,/ L Vw City: MOc)n i") Zip:
- over -
CITY OF ORONO Permit #
SEPTIC SYSTEM APPROVAL Fee $
Entered By
The General Contractor will be given a copy of this report and is
DESIGN IS le NOTfor its CONSIDEREDtribution to all AS APPROVED UNLESSTHISSHEETtIS ATTACHED. SYSTEM
DESIGN IS NO --�
LOCATION: � /T� G'"- ,/,Az W
GENERATE CONTRACTOR: T& PHONE:
SEPTIC CONTRACTOR: )) PHONE: 97;�-o�/4
PHONE:
OWNER:
-Fj=L
(3 APPROVED
` CONDITIONALLY APPROVED: (Note Changes Below)
' (-
COMMENTS: S
NOTICE TO INSTALLERS: Any changes to the approved plans and specs must have prior
approval of the Inspector (473-7357). Call for inspections 24 hours in advance.
NOTICE TO GENERAL CONTRACTORS: Primary and alternate drainfield sites MUST be protected
prior to and after system installation to avoid compaction of the naturalsoil.
ALL DRAi_NFI= AREAS :iUST 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 that primary and alternate sites are
adequately protected.
NO VEHICULAR TRAFFIC OF ANY KIND (cars, trucks, earth moving equipment, etc.) is allowed
within 2t the lot you drainfield
orkingionseither before or after system and all adjacent lots. You could cbesheld liablefor
applies to t y
damaging sites on neighboring lots.
VEHICULAR TRAFFIC CAN CAUSE SOIL COMPACTION, RmMZRING DRAZNFIELD SITES UNU SLE:
Evidence of traffic on drainfield sites may be cause for revocation of building p
ets
Damaged alternate sites must be replaced before a Certificate of Occupancy will be issued.
By ty of Orono
)6
Date Approved
TY OF ORONO Permit :1
I SYSTEM APPROVAL Fee $
`� Entered By
ter` al Contractor will be given a copy of this - report and is
%esponsible for distribution PROVED UNLESSTHIS SHEETISsub—contractors.
ATTACHED SEPTIC SYSTEM
DESIGN IS NOT CONSIDERED--�—'
LOCATION: � W� �
� �
GENERAL CONTRACTOR: n"," —PHONE:
PHONE:
SEPTIC CONTRACTOR: rlCc°,
PHONE:
OWNER:
0 APPROVED
CONDITIONALLY APPROVED: (Note Changes Below) /
COMMENTS:
10
a
a
NOTICE TO INSTALLERS:IInspector ( 73 7357)S Call forto the pnroved inspe tions plans4 hours advance have prior
approval of the I p
NOTICE TO GSNERAI. CONTRACTORS: Primary and alternate drainfield sites MUST be protected
prior to and after system installation to avoid compaction of the naturalBoll.
DRAyT:JF�" AREAS MUST gg FENCED OF? 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 that primary and alternate sites are
adequately protected.
No VEHICULAR TRAFFIC OF ANY KIND (cars, trucks, earth moving equipment, etc.) is allowed
his
within 2of ttedou are f orkingdrainield lonseither before or after system construction.
and all dj cent lots. You co ldbeheldT
liable
t lo
for
applies to the lot y
damaging sites on neighboring lots.
VEHICULAR TRAFFIC CAN CAUSE SOIL COMPACTION, RENDERING DRATNFIELD SITES UNUSABLE.
Evidence of traffic on drainfield sites may be cause for revocation of building p
Damaged alternate sites must be replaced before a Certificate of occupancy will be issued.
q ` rem
Date Approved
By ty of Orono
ADDITIONAL SYSTEM DESIGN INFORMATION
FOR JENSEN HOMES
IN TRACT C, R.L.S. # 540
ORONO, MINNESOTA
9-3-92
For another proposed addition as shown on the attached survey drawing, the
following information for -the septic system is included.
According to the recently installed water meter 5960 gallons where used in a
10. day period, which seems low for a 7 bedroom house the 1-9-91 redesign was
for. The builder indicated the iron filters use 800 gallons per week and the
water softener800 gallons per week. If any of this water can be discharged
separately without going into the septic system, it would help. The existing
mound appears to be about 70 feet long for the rock bed, which is less than
the 87.5 feet redesigned on 1-19-91. With an additional room being proposed,
the new total should be 100 feet of rockbed with sideslopes as shown in the
new design.
Because the pumps at one time were discharging all at once, there may be
cracks in the sand layer that have created seepage on the west side of the
mound. This west side should be reworked as part of the project. Also,
drainage around the east end to the north must be maintained.
If any other information is needed, please contact me.
Sincerely,
PERCOR, INC.
Mark S. Gronberg,
PCA certified
CITY Or- ORONO
�tlJl l i. e R h'.d�3FT PLAN REVIEW
lh:3F 7::G;O+
TIONS AS NOTED
& RESUBMIT
r 3 %n. All work shell be doM
;§•i i (-^r'r :� & zoning code re•
•�: ,, s.,' c,-)cuiivally noted in this review.
j'r..Aj,4 �iirT ON SITE AT ALL TIMES.
40o'B6.v. .1Frr j (' f1,0rA C6
6 BFQIfGGi};.'' (SCE-D���Gv Foe 7 BfO,eGo...s�E-19
MOUND DESIGN PROCEDURE 149
(For Flows up to 1200 gpd)
A. Sewage Flow Rate F. Pressure Distribution System
See D-7 or I-3, 4, or 5, or use
metered value; Flow Rate = 1. Select number of perforated
12.00. .. _gpd laterals 16
2. Select perforation spacing
B. Septic Tank Liquid Volume = 3 ft
(see C-3 or C-5) gallons �1T eEroRE
_ 3. Select perforated lateral
C. Soil Characteristics length; Note if manifold is
at end of rock layer, lateral
1. Depth to restricting layer length is rock layer length
such as seasonally saturated less half a perforation
soil, bedrock, coarse soil, spacing. If manifold is in
etc. ; _2 y_inches center of rock layer, lateral
2. Depth of percolation tests; length is one-half rock layer
inches length less half a perforation
spacing. Perforated lateral
3. Number of percolation test length = ,� f t.So-rq ,voX-rW
holes; S holes 4. Divide lateral length by perfor-
4. Ave. percolation rate; ation spacing to get number of
/2 . 6 mpi perforations per lateral
5. Landslope = 7 Y -/xx ,4r �u, ENS. -?7• S feet -. 3 feet = /2 perfs Jo'l
Note: last perforation must be
D. Rock Layer Dimensions ' in end cap, (see page E-14)
62- S r 3 = L!
1. Multiply gpd by 0.83 to 5. Multiply perforations per
obtain required area of lateral by number of Laterals
rock layer; to get total number of
/2 O O gpd x 0.83 =/DOOsq ft perforations;
/2 perfs/lat x .3 lats = 36 low-,
2. Select width of rock layer 71. x -7—
(10 feet or less) Meet 6. Determine required flow rate
by multiplying number of
3. Length of rock layer = Area perforations by flow per
= Width/QOo sq f t /O f t perforation (see page E-17)
%DO ft perfs x0.5Kgpm/pert
E. Rock Volume 71 Select minimum required latera]
diameter from table on Pale E-17;
1. Multiply rock area by rock depth enter table with perforation
to get cubic feet of rock; spacing, perforation diameter,
/000 sq f t x ./, O f t =/QOOcu f t and number of perforations per
2. Divide cu ft by 27 cu ft/cu yd lateral. Select minimum
diameter for perforated lateral
to get cubic yards; �7, Q = . 2 inches S,(ofC AJ QFi'aaF
3. Multiply cubic yards by 1.4 to
get weight of rock in tons; G. Basal Width
,37. Ocu yds x 1.4 - S/. Ptons 1. Percolation rate in top 12
inches of soil is /2. 7 inpi
2. Select allowable soil loading
rate from table on page E-16;
gpd/f t2
. .,%- .TF•v1F.v Nam F�
:; � BFl�h'✓gym (RF-oEj,G,�.
Fox 7 BFo.Wors� E-20
MOUND DESIGN PROCEDURE (Continued) �Cd ES/GN
(For Flows up to 1200 gpd)
G.3. Calculate basal width ratio 11.2.f. Multiply dike multiplier by
by dividing rock layer downslope mound height to get
loading rate of 1. 20 gpd/ft2 downslope dike width;
by allowable soil loading S, G x 7 = Z o, 6 ft
rate;
1. 20 gpdi f t2 - Q,S�pdi f t2 2,Z10g• Compare the value: of step if. 1
and step 11.2. 1. Select the
Checkthis.•val1..ue on page E-16. greater of the two values as
4. Multiply basal width ratio by the downslope dike width;
rock layer width to get 2o, 6 feet
required basal width; h. Calculate upslope dike width
Z,W :c /D f t = 2Ydf t using upslope mound height
and upslope dike multiplier
H. Downslope Dike Width .
.f
e 3rom page
1. If landslope is 3/, or more, i. notal mound width is the Sum
subtract rock layer width of upslope dike width plus rock
from basal width to obtain layer width plus downslope dike
minimum downslope dike toe width width;
Zelo fc - /Oft = Iz!o ft =
9, Lf t + 16 f t +2G_�f t L/O f t •
2. Calculate mound height at edge 3. If landslope is 2.9'percent or
of rock layer on downslope side; less, basal width includes both
a . Determine depth of clean sand the upslope and downslope 'dike
fill at upslope edge of rock widths.
layer: / feet
b. 'Iultiply rock layer width by a. Calculate downslope dike width
landslope to determine drop using steps i1.2.a. through
in elevation; 11.2.f; feet
/D x 7 % 100 = 4.7 ft b. Calculate upslope dike width
c. Add drop in elevation to depth using upslope mound height and
of clean sand at upslope edge dike multiplier from Page E-18;
of rock layer to get depth of x f t = ft
clean sand at downslope edge c. Add downslope dike width to
of rock layer. upslope dike width to rock
L, 7f t + / f t = /, 7` f t layer width to get total mound
d. Add depth of clean sand at down- width;
slope edge to depth of rock ft + ft + ft ft
layer to depth of soil backfill d. Compare total mound width to
to get mound height at downslope
edge of rock layer; required basal width from step
G.4. If total mound width is
/. 7 f t +. I f t + I f t = 3,7 f t greater than required basal.
e. Enter table on page E-18 with width, use calculated dike
landslope and downslope dike widths. If required basal
ratio. select dike multiplier width is greater than total.
of mound width, increase downts1.opcc
dike width.
7 &,0^0 on.I,
F-15
I �F -c EI�cN Paix ion;-,�;,
PUMP SELECTION PROCEDURE
A. Determine pump capacity:
1 . Minimum suggested is 600 gallons per hour (10 gpm)
to stay ahead of water use rate
2. Maximum suggested for delivery to a drop box of a home
system is- 2700 gallons per hour (45 gpm) to prevent
buildup of pressure in drop box
3. Use value from design of pressure distribution system
SELECTED PUMP.CAPACITY . . . . . . . . . . . . . . . . ,j S
----- gpm
B. Determine head requirements:
I . Elevation difference between pump and point of discharge _
i
2• If pumping to a pressure distribution system, acid 5 feet � " � feet
for pressure required at manifold
3. Friction loss S__ feet
a. Enter friction loss table with gpm and pipe diameter.
Read friction•loss in feet per 100 feet from page F-18.
F. L. = y 7� ft/100 ft
b. Determine total pipe length from pump to discharge
Point. Add 25 percent to pipe length for fitti�ig
loss, or use a fitting loss chart. Equivalent I,ipe
length = 1.. 25 times pipe length = 1.25 x 12- 5
c. Calculate total friction loss by multiplying - �.s 6 -- feet
friction loss in ft/100 ft by equivalent pine
length. V. 7 6
Total friction loss = pp x l 6 = 7. Y feet
4. Total head required is the sum of elevation difference,
special head requirements, and total friction loss.
TOTAL HEAD . . y
feet
C. Pump selection w
1 • A pump must be selected Eo deliver at least SS'
with at least — gpm
/�. feet of total head.
D. To maximize pump life select sump size for 4 to 5 pump
operations per day.
X. Calculate drainback
I . Determine total' pipe Ltillgeli, _ Z__s fent
pit .
Determine liquid volume of �c�_17 y,�- gallons per
. 100 feet . (See page 1i-.i$)
3. Multiply length by volume: Drainback quantity =
12 S feet x t7p yZ gallons/100 ft - Z/, gallons
4 . Suggested drainback quantity is 10 percent of pumped quantity.
A larger drainback percentage will decrease pump station
efficiency- slightly but pumping energy costs are usually a
relatively small part of the total lhounehold energy costs.
4k '
CITI' OF ORONO Permit I
SEPTIC SYSTEM APPROVAL Fee $
Entered By
The General Contractor will be given a copy of this report and is
DESIGN IS NOT
OTfor its CONS CONSIDribution to all ERED APPROVED UNLESSnTHIS SHEETtIS ATTACHED-
LOCATION:
SYSTEM
DESIGN IS NO
LOCATION: J/-1 :;P?
GENERAL CONTRACTOR: PHONE.
SEPTIC CONTRACTOR: PHONE:
/ PHONE:
OWNER: rangy
❑ APPROVED
CONDITIONALLY APPROVED: (Note Changes Below)
COMMENTS:
:
4e /r
NOTICE TO INSTALLERS: Any changes to the approved plans and spcs must have, prior
approval of the Inspector (473-7357e
). Call for inspections 24 hours in advance.
NOTICE TO GENERAL CONTRACTOR$: Primary and alternate drainfield sites MUS'
be protected
prior to and after system installation to avoid compaction of the natural soil.
ALL DRAINFIELD AREAS MUST BE FENCED OFF prior to building site excavation and fencing must
l site grading. Approval to pour footings will not be granted
remain in place until fina
until the Inspections Department has verified that primary and alternate sites are
adequately protected.
NO VEHICULAR TRAFFIC OF ANY RIND (cars, trucks, earth moving equipment, etc.) is allowed
within 20' of tested drainfield sites either before or after system construction. This
applies to the lot you are working on and all adjacent lots. You could be held liable for
damaging sites on neighboring lots.
VEHICULAR TRAFFIC CAN CAUSE SOIL es may forrevocationrrevocaatiRING onl ofDbuild nq permits.
Evidence of traffic on drainfield sites may
Damaged alternate sites must be replaced before a Certificate of Occupancy will be issued.
�t
g i y
Date Approved Y of Orono
.t r• '
30�;,.8� TEN S FN N4 f S
, E
-Io/6—
�I
v
0
G f of X4, �f� /Dili T/D✓/� /1. S /NG.t rid) a a
- SD / NFA EDGF Oc DiK /2.5'.voRVi) r
' , RoyK
e.
y/ P_y — — — — — — -
�_, �• _ � - Z /.8 � - - - � - � - /�.G P�oF oJed1G s �' //04JC �
- - - - � \''i
� .� • �, �t � � � 6 3 �{oPolfO Fi�rr Ftao�[ = /a3/ a
v\' ' `/' SB-2 1 ' l `�` Pito/OJEO IOLvFi� [f✓F[ _ /O 2/ Q
0
�i
3
.3
, o
oo - - _ �-- -�
ZoS. I
/' �' ,�'�F•�t✓JFiv yo/�r F.S l B 6.v.�F rT �6JioF.�-c F�
QFQ�D D/>l,� CE�O�s�GN FG.e 7 BFoeoon.s�E-19
MOUND DESIGN PROCEDURE
(For Flows up to 1200 gpd)
A. Sewage Flow Rate F. Pressure Distribution System
See D-7 or I-3, 4, or 5, or use
metered value; Flow Rate = 1• Select number of perforated
/0570 gpd laterals _
2. Select perforation spacing
B. Septic Tank Liquid Volume = 3 ft
(see C-3 or C-5) gallons As aer09E
3. Select perforated lateral
C. Soil Characteristics length; Note if manifold is
at end of rock layer, lateral
1. Depth to restricting layer length is rock layer length
such as seasonally saturated less half a,.perforation
soil, bedrock, coarse soil, spacing. If manifold is in
etc. ; 2 �1 inches center of rock layer, lateral, .
2. Depth of percolation tests; length is one-half rock layer
Ay inches length less half a perforation
spacing. Perforated lateral '
3. Number of percola tion test length = _ 6 f t•Souri;� y8.5'N&*xrW
holes; S holes 4. Divide lateral leng,01 by pul-For-
4. Ave. percolation rate; ation` spacing to get number of
/2 . 6 mpi perforations per-' lateral
5. Landslope = 7 % 5 feet 3 feet ,perfs fvHTi,
Note: last perforation must be
D. Rock Layer Dimensions' in
Send ,c p., (see ager-14)
o ^ G ` 7 '
1. Multiply gpd by 0.83 to 5. Multiply perforations per
obtain required area of lateral 'by number of laterals
rock layer; to get total number of
/050 gpd. x 0.83 = $75sq ft perforations;
/2 perfs/lat x 3 lats
2. Select width of rock layer i6 x 31 A",-"(
(10 feet or less) /O feet 6. Determine required flow rata
by multiplying number of 7 �
3. Length of rock layer = Area perforations by flow per
= Width 875 sq ft IO ft perforation (see page E-17)
= 87. 5 ft 8y perfs xQ,S6gpm/pert = 'Zogpm
E. Rock Volume 7. Select minimum required lateral
diameter from table on Page E-17;
1. Multiply rock area by rock depth enter table with perforation
to get cubic feet of rock; spacing,, perforation diameter,
$75 sq ft x ./, O f t = 8.75cu ft and..numb,ex..of perforations per
2. Divide cu ft bylateral. Select minimum .' 27 cu ft/cu yd diameter for perforated lateral
to get cubic yards; 32 , y = ' : 2 inches 4F,razc
3. Multiply cubic yards by 1.4 to
get weight of rock in tons; G. Basal Width
3Z_Y cu yds x 1.4 = 3,5. .Y• tons 1. Percolation rate in top 12
inches of soil is /2. 7 mpi
2. Select "allowable soil loading
rate from table on page E-16;
GIST7 0, 509 pd/ft2
T �
-VA 7 Bfo"ars) Ii-20
MOUND DESIGN PROCEDURE (Continued)
(For Flows up to 1200 gpd)
G.3. Calculate basal width ratio H.2.f. Multiply dike multiplier by
by dividing rock layer downslope mound height to p
loading rate of 1. 20 gpd/ft2 downslope dike width;
by allowable soil loading S. 5'�- x,". 7 Zo, ( f t `
rate;
1. 20 gpd/f t2 - Q.SL,.gpui f t2 = Z.t/a g• Compare the values of step
and step 11.2. f. Select the
Check this value on page E-16, greater of the two values as
4. Multiply basal width ratio by the downslope dike width;
rock layer width to get ZO, 6 feet
required basal width; h. Calculate upslope dike width
2,'0 x /D f t = 2Vof t using"upslope_.mound height
H. Downslope Dike Width and upslope dike multiplier
.f
3 *2 pag �eE-18; q 4 ft
1. If landslope is 3/ or more, i. Total mound width is the Duni
subtract rock layer width of upslope dike width plus rock
from basal width to obtain layer width plus downslope dike
minimum doionslope dike toe width width;
2 11/.0 f t - /Oft = /S!O f t 9, Lf t-+ /0 f t +26.6'f tf t
2. Calculate mound height at edge 3. If landslope is 2.9 percent or
of rock layer on downslope side; less, bq.sala, widt}i includes both
a . Determine depth of clean sand the upslope and downslope dike
fill at upslope edge of rock widL11S
layer: ,/ feet
b . Multiply rock layer width by a. Calculate downslope dike width
landslope to determine drop using steps 11.2.a . through
in elevation; 11.2•P';' feel
/O x 7 % 100 = 0,7 f t b. Calculate upsld�,e dike width
c . Add drop in elevation to depth
using upslope mound height and
of clean sand at upslope edge dike multiplier from Page E-18;
of rock layer to get depth of x ft ft
clean sand at downslope edge c. Add downslope dike width to
of rock layer. upslope dike width to rock
0, 7f t + I ft = 1, 7 ft layer width to get total mound
d. Add depth of clean sand at down- width;
slope edge to depth of rock —f t + —f t + —f t = ft
layer to depth of soil backfill
to get mound height at downslope d. Compare total mound width to
edge of rock layer;• required basal width from step
7 ft +• JVft + ..*# ft = 3,7 ft G.4. If total mound width is
greater than required basal.
e. Enter table on page E-18 with width, use calculated dike
landslope and downslope dike widths. If- required basal.
ratio." Select dike multiplier width is greaLer than total
of 5. 56, y;/ mound width, increase downslopc
dike width.
,BF�Radms SRF-o -7 901e-
PUMP S177LECTION PROCEDURE
A. Determine pump capacity:
1 . Minimum suggested is 600 gallons per hour (1.0 gpm)
to stay ahead of water- use rate
2. Maximum suggested for delivery to a drop box of a home
system is. 2700 gallons per hour (45 gpm) to'
buildup of pressure in drop box
3. Use value from design of pressure distribution system
SELECTED PUMP CAPACITY . .
_��.7 Q gp n,
B. Determine head requirements:
1 . Elevation difference between pump and •Iioii f' of dis�1. 1Tge i
_ .� �_ feet
2. If pumping to a pressure distribution system, add 5 feet
for pressure required at manifold
3. Friction loss ____tefeet
a. Enter friction loss table with gpm and pipe diameter.
Read friction loss in feet per 100 feet from page F-18.
F. L. _ , 6 ft/100 ft
b. Determine total pipe length from pump to discharge
point. Add 25 percent to pipe length for fitting ,
loss, or use a fitting; loss chart. Equivalent pipe
length = 1-. 25 times pipe lenp.th =
C. Calculate total friction loss by mul.ti.plyng'iz _ -'"--
friction loss in ft/:100 ft by equivalent pine
,.-.
length. 2.6'5/
Total friction loss = DO x y. /_ _ feet
4. Total head required is the sum of elevation difference,
special head requirements, and total fricl-icyit .loss:
+ —y
TOTAL xFAD . . . . . . . . . . . . . . . .
C. Pump selection
1. A pump must be selected to deliver at least .. 49*7, Q gpm
with at least /J?. / feet of total head.
D. To maximize pump life select sump size for 4 to 5 pump
operations per day.
X. Calculate drainback
1 ; Determine total. pipe longth, 2
--�--- -
• Determine liquid volume of pipe, _ 7, fent ._ gallons per
100 feet. (See page E-18)
3. Multiply length by volume: Drainback quantity =
/ZS feet x —017 !�j gallons/100ft - 2/ JO gallons
4. Suggested drainback quantity is 10 percent of pumped quantity.
A larger drainback percentage will decrease pump station
efficiency• slightly but pumping energy costs ate usually a
relatively small part of the total household erie'r'f~y
NSP. Cofy
CITY OF ORONO Permit #
SEPTIC SYSTEM APPROVAL Fee $
Entered By
The General Contractor will be given a copy of this report and is
responsible for its distribution to all sub-contractors. Septic system
design is not considered as approved unless this sheet is attached.
LOCATION: S1.5- -/ONKA;j��JA JQDA-t�
GENEPAL CONTRACTOR: - �_-�S eto 66e_- l 4 /N L
SEPTIC CONTRACTOR: PHONE:
owNER: ,1 v-'1- JR't3aT!" ttF
❑ APPROVED
CONDITIONALLY APPROVED: Note Changes Below
COMMENTS: K S d OQ Z SO W �l
TeA IN PwwMP T'WV- F-a i ►2�ScyE� T �GaT ` 7'i�rN1�S
7z> M)N 1 wt IZF LO VerL.
rpW0jjjAj4 �fdu �yw1�D Sew - amu"
—_ �UNS�Dt�•^jam vj f FlnJ cW5t1S/N
IM /
t �ttow c,®nr';r�u�
Te-at-- 1
A /C- ��i-►F/U`Zjt�s 5/7Z!�� • -
NOTICE TO INSTALLERS: Any changes to the approved plan and specs must have
prior approval of the Inspector (473-7357). Call for inspections 24 hours
in advance.
NOTICE TO GENERAL CONTRACTORS: Drainfield sites must be protected prior to
and after system installation to avoid compaction of the natural soil.
Drainfield areas must be fenced off to eliminate all traffic over them.
Date Approved By
G �l
yb\ S= oy
I qpAOMMM
.:2. 1 6,S ;&_
o
ly, s c-
00
to
IS
� 4
0
� 0
~ re
` e
O y s
�1�yl O M 0 A
\ o ``C
` `• r1i .� ~ Q O a V
14
I
Z1431p °
� � 1
71
o
L 1
M
ov ,
/98. DO - /{/or/h
CUU.�/TY /'i oAD /V �3S
_ sur gs tj
3/
to $ pitwcP f3d►KT
PUMP STATION REQUIREMENTS
J. MANIFOLD DISCHARGE ELEVATION /,92-SFT J-1
ELEVATION AT PUMP 7,0`6 FT J-2
DIFFERENCE (J-1 minus J-2) rAV'f T (ELEV. HEAD)
R. DISCHARGE LINE LENGTH (PUMP-TO-MANIFOLD) FT �W SD
DISCHARGE L AMETER (BETWEEN PUMP INCH 2 "
( 1 .5" 0 2" . ) AND MANIFOLD)
FRICTION LOSS PER 100 FT'OF PIPE:
(FRICTION LOSS IN FT/100 FT, PVC): r� T-A-.4*-5
IF
BR'S GPM 1 .5" PVC 2" PVC
****** *** * ******** ******* Nt'z
yl--o�/C
3 26.6 4.21 1 .25
3+10% 28.8 4.87 1 .44
4 37.7 8.01 2.37
4+10% 40.0 8.91 2 2-� Y FT/100 FT O
5 44.4 10.81 3.20
5+10% 53.3 --- 3 4.50
1 .25 x QW x(X / 100 = HEAD LOSS DUE TO PIPE FRICTION
1 .25 x 1?5' x 100 = qg
T OY
�-r'x S0 x' O-o s
L. ADD 5.0 FT BY DEFINITION FOR LOSSES IN LATERALS/MANIFOLD
TOTAL HEAD REQUIREMENT = 5.0 +(D+OY
= 5.0 + -7 + -' FT--'HEAD REQ'D
MINIMUM REQUIRED PUMP RATING:
GPM AT —tS FT TOTAL HEAD
SIDE 2
VMFy 4-t-t, &Zjn/AT70Ms ISTANC S Dnp s 17zs (��
SITE ADDRESS 7ZNk44_Ajyk It�o a INSTALLER
PRESSURE DISTRIBUTION SYSTEM WORKSHEET - RESIDENTIAL
A. Number of laterals l0 OA
B. Perforation spacing 3 ft OB
C. Rock layer length 3-?,S ft less 2 ft = ,S—ft C� 3
(total length if end load)
(h total length if ctr load)
D. Number of spaces between perf's = O/OB = spaces OD
E. Number of perf' s per lateral =@+ 1 = 3 perfs /lat. EO
F Total perforations =OA xEO= -78 perforations(2
G. Flow rate per perf: If 1/4" perfs, use 0.74 g m G
f 7/32" pe s, use .5 gpm
H. Required flow rate = F�x G�=* gPm
***** ********
STANDARD REQUIRED FLOW RATES ( 1/4" perfs, 3' spacing)
Rock Bed Length 37.5' 40.0' 50.0' 55.0' 63.0' 70.0'
Bedrooms 3 3+10% 4 4+10% 5 5+10%
Total # perfs 36 39 51 54 60 72
REQ'D GPM 26.6 28.8 37.7 40.0 44.4 53.3
TO REDUCE REQ'D FLOW RATE:
1 . Use 7/32" perfs instead of 1/4" (Reduce GPM by 25%)
OR
2. Reduce number of perfs by increasing spacing between perfs
(Maximum spacing allowed = 5.01 ) (Re-calculate A thru H)
MAXIMUM ALLOWED PERFS PER LATERAL ;
End load Cent 2jd
Perf spacing, ft Lateral diam. : 1 .5" 2.0" * 1 .5" "
2.5 - - - - - - - - - - - - - - 18 28 * 9 14
3.0 - - - - - - - - - - - - - - 17 26 * 9 13
3.3 - - - - - - - - - - - - - - 16 25 * 8
4.0 - - - - - - - - - - - - - - 15 23 * 8 12
5.0 - - - - - - - - - - - - - - 14 22 * 7 11
SIDE 1 OF 2
'�i�{ +•v+ J } • , ., - f1 yrs.! r f J� t 1611 -1v.';•
1*4
•1+'` ► ji��,4� t J 1 3 ( t '`r�.11'lC s;ay: I7 �+. I r��i�\�? ,Yy'�,�1- �• *- ,..t.
►:'pit !jt y:1''►S .dr 7 r ` t'- a I Ij4 �r r t r. t r"r{t j7 .
- � '-•YStr r•t + Ktt., 'I y.,,. Tf'✓ 7' :•Dii t�ij>�+. d��;�{yP{;�`.{ ti,
9
t �'��r \ t>.,._r t f '/"•t «~ t +a1 4�'�..r;.4;- r 4i: ah
�'.
/
,fe.trfi i ylItj�
/ �� + r I •` .�// '✓-_� � /� i ' jt tIT -'t� � 1 � t�p� { Fd � a+9�{i1rk+�1J
/:�• �/ _._. �.• ' — �' � i 1151 -r0 r ���•''r
,(� ��• I /�f``� r< •tn �f29:^-�il�'�,� t ;q ?�,P,._� 1� .i{,1 ,+f 1..
!
r t 5`
„/ r� 7 r•fig�i
. f 1 .,,F 1 • 3S9 t i� Yl �+�3�yi7. � q• 4r.
�B -
illi .. l 4;""A0
r
O{�l�l�.+ / L t 11- , 't {t,SA1.Y' ty1-.�S Sly,�r{Wtl �� �►t�,+�r��l1�ty�6'C'. 47�j41
/ ,Jl, ��' - / t 1 � �1�+-,'�. i``7 tir ���� �• �' -*fir 1r''
U � f n t 7� �t 1' .� •
rti ,is .,-'�. ty If 'CJI. R'� SS"""' � 1y •� '.rF � 4 ,•
-x.• [3 t• S j°'{fit t
tIy r � `' j, .� - q \� „ 4 c,�t p ij�•F. ., i �°jy � tiz 4y� -f t
'' I \ Y.C.. and el► •It tti.1 i z'1 Yu" ��i�7 �1�.j-71
II '" 1 ,Y �'.' � �.•' d� „�j � •Sf1��1 j(s 3 ..l jyJ .gig j f J R 4( ��1
f� r •• "' \l[\V �: ;y,{,�I t r +4,•.T ;.1 J �+ f 1
� �• t '� ..I �'\ f '1 S ' i;l�' '� ��..r +r ( m�J -�,i g�si
4,1
! � � �' � } "'77i ' i°�� 4 ,� y� :`fir `►'S fr}.
Sa
h Y.,• i r,
•` ,/ r � 1 t 121 t� .�iJ �Y'
1 { ' 1) t iiia 'r�y t • y]� j\ , :�
'f ... y r j� �1 �V ,e 1F5-i -y�CIAri•�i`�T¢iC-, 1��•\,��
* ;�' k I 1�, 1 � { .t •i, ti ( j!•. 4 �'i{� �I�i`r i f�/7/J { �.
..} I I �. '• � w � Aja - .{ c.+.
�ti!' `�+ ' I: � i i .• t { 3 �� ' �� rfpV tHt'�'t4�;�1F Sr
. - . . ..11 � Y ,{3 ,''�y!�✓ • ��� �t f r t �} 3� r its!� r f•
444+
IL
1 j 5t�.,,.,*..�-"�: Mr J. a>��'t, �.CE� �{i�.. t fsl�'j'� �tfy:• ��
t .^•'i f +s
�X qt�$5;
�--- ---—— � t .l '� r'1 »i� R_. • �1 c' rti 't:{'t... ��,,���t;;. t C��S p.."441 t
.`fir , - .. •� �y!ry' 1¢;r' ' • +t'�'}6 1Yi �J� '` Fly r y -
SYSTEM DESIGN
FOR JENSEN HOMES
IN TRACT C, R.L.S . No. 540
ORONO, MINNESOTA
1 -17-90
Enclosed is system design information for a pressure mound
system on the above property. In addition two septic tanks of at
least 10 allons are needed along with a pumping tank of at
leas 50 g lons to house the pump required for pressure distri-
butio . e pumping tank will need to be deep in the ground in
order to be below the mound area.
All construction and materials must adhere to the provisions
of the ity of Orono. All grading and construction traffic must be
kept of both the primary and the alternate drainfield areas . Run-
off wat r from the house and driveway should be diverted from the
propos mound areas .
I any other information is needed, please contact me.
Sincerely,
PERCOR, INC.
I ?j Mark S . Gronberg,
PCA certified
SE/ oN
ca
Js.Rwo£ %hh y/acN - 00 '66i
o
I
I
0
I
I
�I
0
I
U U
I � �
W
I p >
L r
o
M
�3
61
o
kk
\"4,0 ` fro/ _ 6/ z£� 71 EH I
14.
� o
o
Ilk X n o
1
h
00
\/ a • i % • 0
1
II -- yo zzr rr, Zr N
� 1
i MOUND DESIGN PROCEDURE
(For Flows up to 1200 gpd)
A. Sewage Flow Rate F. Pressure Distribution System
See D-7 or I-3, 4, or 5, or u e
metered value; Flow Rate =� 1 . Select number of perforated
9c gpd laterals 1�5 ✓
2. Select perforatioty spac'iII ;
B. Septic Tank Liquid Volume / _ ft .�
(see C-3 or C-5) ,2)n gallons ✓
3. Select perforated lateral
C. Soil Characteristics length; Note if manifold is
at end of rock layer, lategral
1. Depth to restricting layer length is rock layer lent
41511,
such as seasonally saturated less half a perforation
soil, bedrock, coarse soil, / spacing. If manifold is in
etc. ; -.:) LJ inches ✓ center of rock layer, laterral
2. Depth of percolation tests length is one-half rock layer
_inches length less half a perfori.ltion
spacing. Perforated latera/
3. Number of percolation test / length = 3 6 ft. ✓
holes; S holes ✓
4 . Divide lateral length by pc�rfor-
4. Ave. percolation rate; ation spacing to get number ofd /
/2 . - mpi / perforations per lateral J
5. Landslope = 7 % ?2, 5 feet . 3-f eet
Note: last perforation must be
D. Rock Layer Dimensions ' in end cap, (see page E-14)
1. multiply gpd by 0.83 to 5. Multiply perforations per
obtain required area of lateral by number of laterals
rock layer; / to get total number of
900 gpd x 0.83 = 750 sq ft ✓ perforations; /
/2 perfs/lat x fats = -7 ' J
2. Select width of rock layer
(10 feet or less) = /0 feet 6. Determine required flow r. e
by multiplying number of
3. Length of rock layer = Area perforations by flowper
- Width 750 sq f t - /O f t / perforation (see page E-1 /
75. 0 ft perfs xQS,>gpm/pert = /'.-i'g[nn ✓
I or—
E. Rock Volume 7. �ect minimum' requireZ Ia t�al
diameter from table on Page E-1.7;
1. Multiply rock area by rock depth / enter table with perforation
to get cubic fe of rock- / spacing, perforation diameter,
750 sq ft x 0, Sft =✓F. cu ft and number of perforations per
2. Divide cu ft/
Sy 27 cum cu yd lateral. Select minimum
to get cubic yards; - `.`f, diameter for perfora later< 1.
�i� = y '•':! inches �e!
3. Multiply cubic yards by 1.4 to
get weight of rock in tons; G. Basal Width
20.E-2cu yds x 1.4 = 79, /%tons
1. Percolation rate in tap 1 ?
inches of soil is 1. 7 mpi
2. Select allowable soil loading
rate from table on page E-16;
2
gpd/ft
• �EtilF� i�o� �,S
�r BFO ✓GI1'I E-20
MOUND DESIGN PROCEDURE (Continued)
(For Flows up to 1200 gpd)
G.3. Calculate basal width ratio H.2.f . Multiply dike multiplier by
by dividing rock layer downslope mound height to get
loading rate of 1. 20 gpd/ft2 downslope dike width;
by allowable soil loading -5 •S6' x 7 = zo, 6 f t
rate;
1. 20 gpd t2
Compare the values of step11. 1
/f - Q.S(�;pd/f t2 = Z.y4 g p
andl step li. 2. f. Select the
Check this value on page E-16. greater of the two values as
4. Multiply basal width ratio by the downslope dike width;
rock layer width to get 1p, 6 feet
required basal width; h. Calculate upslope dike width
2,`l0 x /0 ft = 2� oft using upslope mound height
H. Downslope Dike. Widthand upslope dike multiplier
-,from page E-18-
LV f t
1. If landslope is 3% or more, i. Total mound width is the sum
subtract rock layer width of upslope dike width plus rock
from basal width to obtain layer width plus downslope dike
minimum downslope dike toe width width ;
0 ft - /0 ft = /S!O ft ?�J ft -I- /=- ft +2_6ft _ft
2. Calculate mound height at edge 3. If landslope is 2.9 percent or
of rock layer on downslope side; less, basal width includes both
a . Determine depth of clean sand the upslope and downslope dike
fill at upslope edge of rock widths.
layer: / feet
b. Multiply rock layer width by a. Calculate dovnlslope dike width
landslope to determine drop using; steps 11.2.a. throuf;h
in elevation; 11.2.f; feet
/O x 7 % - 100 = 0.7 ft b. Calculate upslope dike width
c. Add drop in elevation to depth using upslope mound height and
of clean sand at upslope edge dike multiplier from Page E-18;
of rock layer to get depth of x —f t = ft
clean sand at downslope edge c. Add downslope dike width to
of rock layer. upslope dike width to rock
0, 7f t + / ft = 67 ft layer width to get total mound
d. Add depth of clean sand at down- width;
slope edge to depth of rock —ft + —ft + f t = f t
layer to depth of soil backfill
td. Compare total mound width to
o get mound height at downslope
edge of rock layer; required basal width from step
/. 7 ft +,75ft + /,2Sft = 3,7 ft C.4 . If total mound width is
greater than required basal
e. Enter table on page E-18 with width, use calculated dike
landslope and downslope dike widths. If required basal
ratio. Select dike multiplier width is greater than total
of J. S � �/:/ JGoPC mound width, increase downslope
dike width.
F-1 5
PUMP SELECTION PROC17DURE
A. Determine pump. capacity:
1 . Minimum suggested is 600 gallons per hour (10 gpm)
to stay ahead of water use rate
2. Maximum suggested for delivery to a drop box of a home
system is- 2700 gallons per hour (145 gpm) to prevent
buildup of pressure in drop box
3. Use value from design 'of pressure distribution system
SELECTED PUMP CAPACITY .
B. Determine head requirements:
1 . Elevation difference between pump and point of discharge _
2• If pumping to a pressure distribution system, add 5 feet y — feet
for pressure required at manifold
3. Friction loss s___ feet
a • Enter friction loss table with Spm and pipe diameter.
Read friction loss in feet per 100 feet from page F-18.
F. L. = - _7, 6'L ft/100 ft
b• Determine total pipe length from pump to discharge
point. Add 25 percent to pipe length for fitting
loss, or use a fitting loss chart. Equivalent pipe
length = 1.• 25 times pipe length = 1. 25 x /2 .5' _ �.56 feet
C. Calculate total friction loss by multiplying ---
fr. icti.on loss in f t/:100 f t by equ•i.v,)lent pipe
length .
Total friction loss = z.6y _
4. Total head required is the sum of lev x y.�6 y-- �_..— feet
e ation difference,
special head requirements, and total friction .loss.
TOTAL i11 An . . . . . . . . . . . . .---
. / f 't
C. Pump selection
i • A pump must b selected Eo deliver at leas 9a. _ gprr lam`
with at lea ��• / f et of total head,
D. To maximize pumplife
ct sump size for 4 to 5 pump Ifo,
(wl
operations per day. S « �
R '
1'.• Ca1cu13Ce drainback
1 . Determine total pi.pe length, Z Jr feat .
2 . Determine liquid volume of pi.pe7: a.l..
100 feet. (See page E-.18) _1—1-''�_- f' lops per
3. Multiply length by volume: Drainbacic quant i,ty
Z s _ feet c /7.�f g,111ons/7.C)O ft �Y gallons
G • Sugg/ ested drainback quantity is 10 percent of pumped quantity.
A larger drainback percentage will decrease pump station
efficiency- slightly but pumping energy costs are usually a
relatively small part of the total household energy costs.
SITE EVALUATION REPORT
FOR JOHN McDOWELL
IN TRACT C, R.L.-S. # 540
ORONO, MINNESOTA
7-10-87
On July 9-10, 19$7 two areas were tested for both a primary and an alternate
drainfield site. The area was partially wooded on a flat slope to the east of the
existing house on Tract D, and North of the pool '.area.
The average percolation rate was 12.6 minutes per inch but there i"s a restic-
ting clay layer of mottled soil indicating a possible high seasonal Water table
which would require the use of a mound system on both these areas.
Once a house is proposed it •would be possible to test other available areas
on the lot. If these areas are used, a specific system design would also be needed
prior to construction.
" . If any other information is needed;: please contact me.
Sincerely,
PERCOR, INC. '
Mark S. Gronberg,
PCA certified
i
a
a s Z9 .o
i I'�YSO Soo ' ti
Of
w N
ohs, s 7
B- 35
PERCOLAT1011 T'ZST DATA .SHEET
TeSt hole location Al.(I/%;;%%r'E:'. .�_ Hole number �
Date test hole wae .prepared_ %- `)-;(''j Depth of hole bottom,_ /,Y inchec.
Diameter of hole , 6 inches.
Soil data from test bole:
Depth, inches Soil texture
"ethod of scratching sidewall ,
Depth o* pea-sized gravel in bottom of hole, _/ inches.
Date and hcur of initial water filling cj': �G� N� 7. - ?7
Depth of initial :rater filling,; !;5 inches *above hole bottom.
Kcthoc ::sed to maintain at least 12 inches of water depth in hole for at least
?ercclation test readings made by ,( iti' '� Y• a on
a
-7-/� - �''� starting at }% SL M. Maximum water depth above hole bottom
(date)
dur_ng rest , inches.
i T;me ; ! Percolation
Time I lntertial, ! Measurement , Drop in water rate, Remarks
i Minutes I inches level, inches minutes per
inch
.41
/_5 0
percolation rate 2�• j minute` per itch.
PERCOLATIO11 TZST DATA SflBET 35
Test hole location �4r/)z' ZZ/C-GC Hole nu:ber Z
Date test hole wag prepared -7-9 , Depth of hole bottom, %,a'' inches.
Diameter of hole , G inches.
Soil data -from test bole:
Depth, inches Soil texture
Method of scratching sidewall
Depth o: pea-sized gravel in bottom of hole, :7 inches.'
Dare andi hour r GI initial water filling 7- .�f
Dep::I c: initial water filling, /S inches above hole bottom.
Xc:hog used to maintain at least 12 inches of water depth in hole for at least
Perceiatior, test readings made by / J/ G"ii on
starting at Maximum water depth above hole bottom
(date) .m.
curing :est , inches.
time I Percolation
Time I Inte:-val, Measurement, Drop in water .rate, Remarks
r
Minutes , inches level, inches minutes per
inch
4 7111 S-ie l 1.71
16: s0
1 511k" !b.
percolation rate ��• Q.inutee per inch.
l -
8 15
PERCOLATION TZST DATA SHEET
Test hole location Hole number 3
Date test hole was prepared -7 % -;.rJ Depth of hole bottom, /,P inches.
Diameter of hole, o inches.
Soil data from test hole:
Depth, inches Soil texture
"ethod of scratching sid€wall /lGLF
D_,th o: Yea-sized gravel in bottom of hole, ? inches.
Date and hour of initial water Iilling
Z. ✓ .f'/►I '
Dep:',, of initial water filling, /s inches 'above hole bottom.
Xcthod used to maiatain •at least 12 inches of water depth in hole for at least
rerceiation test readings made by f ;%? on
• — -
.�_41- m
starting at f :_T6_ .m. Maximum water depth above hole bottom
(date)
during test , inches.
1 .-Me i I Percolation
Time i Inre:-vaI, Measurement , Drop in water rate, Remarks
uinutes ' inches level, .inches minutes per
! inch
34- 2 ,/ S 8 f ,
r i Z 7"la,
Percolation rate 7, 6 vAnutos par inch,
• s- 35
PERCOIATION'TBST DATA' SHXLPT
Test hole location Afr,#04x1(<LL Bole number
Date test hole was prepared 7- ?-,P7 Depth of. hole bottom, inches.
«-Diameter of hole, 46' inches.
', ``•Soil data .from test hole:
Depth, inches Sbil texture
sir i o a,-►�
Method of scratching sidewall WmLF /Cti'�lj TCW'/Z
Depth o: pea-sized gravel in bottom of -hole, 2_ inches. -'�•
Date and hour of iritial water filling 6:?o .Pm •7-9 -J'7
Dep.;;. cf initial water filling, /5 inches 'zbove hole *bottom'.
MCthoc used to maintain at least 12 inches of water depth in hole for at least '
4 hours FF/G /,yG :
,O C
rercolAtion test readings made.by O 6OLr Z on
a.m
starting at �:-l.S' .m. Maximum water depth above hole bottom
(date) M
curing test, iachc�s:`
1 Time I Percolation
Time I Interval, ?ieasuxemer�t, Drop in water rate, Remarks .
Minutes f �nches• level, inchesminutes per
inch
9 :33 s4 1xA;�Fd 5 �
q a 4 X 2 3/6 q�i�� `7'���, . �,v
►d' y ag /23/4 Q3/.�� 8 3"�
;53 z3//(0' 3.:5c)
A
v
mSnutde per itch.
Percolation.ratt �:�
PERCOLATION T'BST DATA SEEET
B- 35
Test hole location_ /1'Ic•.00lu�ELC. Role number S
Date test hole was prepared 7 p--,P7 Depth of .hole bottom, inches.
Diameter of hole, o5� inches.
Soil data -from test hole:
Depth, inches Soil texture
ey
:Method of scratching sidewall _ &OZor J'('T.t"TCN6,P
Depth of Yea-sized 'gravel in bottom of -hole, Z inches.
Date and hour of initial water filling _ r-j?,a - m 7- 9
Depth of initial water filling, /S inches ,'above hole bottoms.
Ktthoc •used to maintain at least 12 inches of water depth in hole for at least,
4 hours
Percolation test readings made by O;!9 G'04.'rZ on ,
7-/0 - 7 . starting at 9:0/ $'m Maximum water depth above hole bottom
(cafe) .m. : •
curing test , inches.
:ime Percolation
Time I Interval; Mea6uremer♦t, Drop in water rate, Remarks
Hinutes I. . inches level,. inches minutes per
inch
.9�110
%3S i .3 A /1 3//6" "7 106 14 4
5-3 3*/ -Y }3ii5�--7 .
' 31 /O/id; 0' pie 4
'•3 fo ►I"VI k>7 59) _ 6..13iie. 54 3
i4 Vt 2- 46 . el.Zr
Percolation rateS szinutta per ioeh.
PERGOLA?IOH'TZST-DA?A SHKZTf� ;-:
o.r�IM_
f
.:• '
Test hole' location '/�c/JdG EGG: 4.Hole auffiber
Date test hole was prepare d
7 % �7 ,. Depth of hole boitom, lef inches.
Diameter of hole, 6 inches.
Soil data-from test bole:
Depth, inches Soil texture.
y 1,1,4 Pk' `COarte'
Method of scratching sidewall rrAyrrNF,P
Depth of pea-sized gravel in bottom~of Bole
2 inches.
Date and hour of- initial Water•filling �:3d /M 7-'9-,P7
De7th of initial water. filling,;, /S inches :above hole bottom.
Method used to maintain .at:least 12'•inches of water depth in hole for at least
4 hours
Percolation test readings made byon
7—/0- 7 starting at •'d 8'm Maximum water depth above hole bottom
(date) .m. .
cur_ng test.
1
TiePercolation
Time f Interval` Measurement � til'D
i , � rod in.water ,rate, Rema*ks
i
Minutesi inches;
level, inches minutes per
r +
! :;,inc
h
s.
:30
fila" z/' //6' . /Z,Zq
/Iz
11,36 ,c,/Z 7 3 Z "7� �, :z
/ A :.53// s� 7,,
7
Perc17olation -rate' wtinutooIper Lush
Lois of Soil Borings
B-27•
Location or Project wQ,</it/ 14IcD0G/CGL
Borings made by ire L�y r'KdDate
w�P�RG
T- .-
Classification System: AASH0 USDA-SCS > ; Unified
Auger used ; other —
8 (check two) : Hand K, . or Power Fli hE
i; or Bucket X; other
Depth, Boring number
in Depth, Boring number
• Surface elevation. in
feet feet Surface elevation
0
ClAC.r G QAM 0
d'i�Ckl.ot•rh
C4 4A4 .
2 — BRo�.,�
2 _. C.45Y
YEcmw •
ditUtw� CGir 6f,4m YFltac.� i3,taw�
• 3 Ct•tr '���y�
4 -- 4 —
S — 5 --
6 — 6 -
7 7
8 — I 8
End of boring, at y feet.
End of boring at y • feet.
Standing water table: Standing water table:
g:'esent 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 X
Mottled soil:
Mottled soil:
Observed at .2- 0
feet •of depth. Observed at feet of depth.
Not present in boring hole Not present in boring; hole
Observations and comments: Observations and aoqunent's:
ADDITIONAL SYSTEM DESIGN INFORMATION
FOR JENSEN HOMES
IN TRACT C, R.L.S. # 540
ORONO, MINNESOTA
9-3-92
For another proposed addition as shown on the attached survey drawing, the
following information for the septic system is included.
According to the recently installed water meter 5960 gallons where used in a
10- day period, which seems low for a 7 bedroom house the 1-9-91 redesign was
for. The builder indicated the iron filters use 800 gallons per week and the
water softener800 gallons per week. If any of this water can be discharged
separately without going into the septic system, it would help. The existing
mound appears to be about 70 feet long for the rock bed, which is less than
the 87 .5 feet redesigned on 1-19-91. With an additional room being proposed,
the new total should be 100 feet of rockbed with sideslopes as shown in the
new design_
Because the pumps at one time were discharging all at once, there may be
cracks in the sand layer that have created seepage on the west side of the
mound. This west side should be reworked as part of the project. Also,
drainage around the east end to the north must be maintained.
If any other information is needed, please contact me.
Sincerely,
PERCOR, INC.
Mark S. Gronberg,
PCA certified
oWo►iF.S 40'*B6,vvFrr �t'FrioF.�-cF�
r -rriGr, -ax 7 ecox, ''�S E-19
MOUND DESIGN PROCEDURE
(For Flows up to 1200 gpd) F_Ot3i N
A. Sewage Flow Rate F. Pressure Distribution System
See D-7 or I-3, 4, or 5, or use 1. Select number of perforated
metered value; Flow Rate.= l6
12 00 gpd laterals
2. Select perforation spacing
B. Septic Tank Liquid Volume = 3 ft
(see C-3 or C-5) gallons
3. Select perforated lateral
C. Soil Characteristics length; Note if manifold is
at end of rock layer, lateral
1. Depth to restricting layer length is rock layer length
such as seasonally saturated less half a perforation
soil, bedrock, coarse soil, spacing. If manifold is in
etc. ; 2 Lf_inches center of rock layer, lateral
2. Depth of percolation tests; length is one-half rock layer
_inches length .less half a perforation
spacing. Perforated lateral.
3. Number of percolation test length = ,3 6 ft.SOarqlo� 6'/ 'tioK-,v
holes; S holes 4. Divide lateral length by perPor-
4 . Ave. percolation rate; ation spacing to get number of
/2 . 6 mpi perforations per lateral
5. Landslope = 7 % 4yxx 4T P. FNS S feet -. 3 feet = /2 perf s f0#71/
Note: last perforation mu s)t be
D. Rock Layer Dimensions' in end � 2-1/
p, (see page R4
NO
OC2. S
1. Multiply gpd by 0.83 to 5. Multiply perforations per
obtain required area of lateral by number of laterals
rock layer; to get total number of
/2 O O gpd x 0.83 =/DOOsq ft perforations;
/2 perfs/lat x 3 Tats = 36 Jour.S/
2. Select width of rock layerZ/ 'I = "RrN
(10 feet or less) /O feet 6. Aetermine required flow rate
by multiplying number of
3. Length of rock layer = Area perforations by flow per �t?2 �i
=
Width/,,14949 sq f t /O f t perforation (see page E-17)
_ '/00 ft 2',r perfs xO,S6gpm/perf = '55gpm
E. Rock Volume 7.. Select minimum required lateral
diameter from table on Page E-17;
1. Multiply rock area by rock depth enter table with perforation
to get cubic feet of rock; spacing, perforation diameter,
14/00 sq f t x ./, Q f t =t49490cu f t and number of perforations per
2. Divide cu ft by 27 cu ft/cu yd
lateral. Select minimum
diameter for perforated lateral
to get cubic yards; 37, = . 2 inches 5W,*6 .-r 4f/roRF
3. Multiply cubic yards by 1.4 to
get weight of rock in tons; G. Basal Width
,37. Ocu yds x 1.4 - t/. Ptons 1. Percolation rate in top 12
inches of soil is /2. 7 inpi
2. Select allowable soil loading
rate from table on page E-16;
G/�F 0, 50 gpd/ft2
� �E•v1F� NOM
6FDRo�m s (R6-oFr�c�
E-20
caX 7 960.war5)
MOUND DESIGN PROCEDURE (Continued) #fCO ES/GN
(For Flows up to 1200 gpd)
G.3. Calculate basal width ratio 1i.2.f. Multiply dike multiplier by
by dividing rock layer downslope mound height to get
loading rate of 1. 20 gpd/ft2 downslope dike width;
by allowable soil loading S. G7 = 20, ft
rate ;
1. 2U ud/it2 -4�.Sf%pii/f t 2 = Z,yO g. Compare the values of step 11. 1
and step 11.2. f. Select tile
Check this•,value on page E-16.
greater of the two values as
4. Multiply basal width ratio by the downslope (like width;
rock layer width to get 2o, 6 feet
required basal width; h. Calculate upslope (like width
2,W x /D f t = 2-'j!Of t using upslope mound height
and upslope dike multiplier
H. Downslope Dike Width from page E-18;
3- 12 x �_ = q. q ft
1 . If landslope is 3/, or more, i. Total mound width is the sum
subtract rock layer width of upslope dike width plus rock
from basal width to obtain layer width plus downslope clike
minimum downslope dike toe width width;
Zy0 ft - /D ft = /Y.O ft 9�ft + /C ft +2G_6-ft = qO ft
2. Calculate mound height at edge 3. If landslope is 2.9'percent or
of rock layer on downslope side; less, basal width includes beth
a . Determine depth of clean sand the upslope and downslope 'dike
fill at upslope edge of rock widths.
layer: / feet
b. Multiply rock layer width by a. Calculate downslope dike width
landslope to determine drop using steps H.2.a. through
in elevation; 11,2.f; feet
/0 x 7 % = 100 = 0,7 ft b. Calculate upslope dike width
c. Add drop in elevation to depth using upslope mound height and
of clean sand at upslope edge dike multiplier from Page E-18;
of rock layer to get depth of x ft = ft
clean sand at downslope edge c. Add downslope dike width to
of rock layer. upslope dike width to rock
C. 7f + / ft = 47 ft layer width to get total mound
d. Add depth of clean sand at down- width;
slope edge to depth of rock ft + ft + ft = ft
layer to depth of soil backfill
to get mound height at downslope d• Compare total mound width to
edge of rock layer; required basal width from step
/. -7 ft +, I ft + .## ft = ,?,7 ft G.4, If total mound width is
greater than required basal.
e. Enter table on page E-18 with width, use calculated dike
landslope and downslope dike widths. If required basal
ratio. Select dike multiplier width is greater than total.
of 5. 5-6- 'j/:/ J410p16 mound width, increase downtn ope
dike width.
h/orr F,f
' � �BFORoDm,-S' �RF-DFl/G.v /c�2 '7 BFDRaoml,
PUMP SELECTION PROCEDURE
A. Determine pump capacity:
1 . Minimum suggested is 600 gallons per hour (1.0 gpm)
to stay ahead of water use rate
2. Maximum suggested for delivery to a drop box of a home
system is- 2700 gallons per hour (45 gpm) to prevent
buildup of pressure in drop box
3. Use value from design of pressure distribution system
SELECTED PUMP.CAPACITY . . . . . . . . . . . . . . . . gpm
,�$
T3. Determine head requirements:
1 . Elevation difference between pump and point of discharge _ _� feet
2• If pumping to a pressure distribution system, add 5 feet -
for pressure required at manifold .
3. • Friction loss S__ feet
a. Enter friction loss table with gpm and pipe diameter.
Read friction.loss in feet per 100 feet from page F-18.
F. L. = y. 76 ft/100 ft
b. Determine total pipe length from pump to discharge
point. Add 25 percent to pipe length for fitting
loss, or use a fitting loss chart. Equivalent Ape
length = 1. 25 times pipe length = .1. 25 xZ
c. Calculate total friction loss by multiplying - �.5.6.__ feel
friction loss i.n ft/100 ft by equivalent pine
length.
Total friction loss76 oD x �S6
4. Total head required is the sum of elevation difference, 7� y feet
{-.--
special head requirements, and total friction .loss.
-�_ + .�_ +
TOTAL. NFAD . . . . . . . . . . . . . . . . . . . . . . feet
C. Pump selection
1 . , A ,pump must be °selected Lo deliver at least ss'
/_ gpm
with at least
/�. feet of total head.
U. To maximize pump life select sump size for 4 to 5 pump
operations per day.
E. Calculate drainback
1 . Determine total.' pipe length, 2 ,> Feet .
_ . Determine liquid volume of pipe, _ 7, - gallons her
100 feet. (See page E-1$)
3. Multiply length by volume: Drainback quantity =
/2.S feet x /7.y gallons/3.00 £t /. OF gallons
4. Suggested drainback quantity is 10 percent of pumped quantity.
A larger drainback percentage will decrease pump station
efficiency- slightly but pumping energy costs are usually a
relatively small part of the total hous.ehol-d energy costs.
DATE TIME
CITY OF ORONO CALLED IN
INSPECTION N TICE, SCHEDULED
PERMIT NO. , COMPLETED
ADDRESS
OWNER CONTR.
TELEPHONE NO. 4_7 - 3/
DESCRIPTION
01 FOOTING 11 MECHANICAL RI 16 WELL TEST PUMP
Q 02 FRAMING 11 MECHANICAL FINAL 18 EXCAV/GRADING/FILLING
03 INSULATION 24/25 WOOD BURNER/FIREPLACE 19 LAKESHORE/WETLANDS
Z04 WALL BD. 12 WATER HOOK-UP 34 TREE REMOVAL
Q 05 FINAL 13 METER SET/TURN ON 17 SITE INSPECTION
07 DEMO—SITE 14 SEWER HOOK-UP 06 PROGRESS
v 07 DEMO—FINAL 27 SEPTIC MAINT. 21 COMPLAINT
Lul 09 PLUMBING RIEEIC INSTALL. 22 FOLLOW-UP
ZZ
J 10 PLUMBING FINAL 23 SEPTIC FINAL
Z OWN ERICONTRACTOR TO MEET YOU:_YES NO
o COMMENTS:
CC
W
CL
J
O
rc
O
W
W
QC
Q
1
Z
W
W
j
W� /,,
ORKSATISFACTORY:PROCEED ElPROJECT COMPLETE
ORRECT WORK&PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY
❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY
BEFORE COVERING PERMANENT
❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ PHOTOTAKEN
INSPECTOR WILL RETURN
❑STOP ORDER POSTED.CALL INSPECTOR El CITATION ISSUED
❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS.
f
Call for the next inspection 24 hours in advance.473-7357
Owner/Contractor on sit : _
Inspector.
White CopylInspector's File Canary Copy/Site Notice
DATE TIME
CITY OF ORONO CALLED IN _ a
INSPECTION NOTICE _ SCHEDULED
PERMIT NO. SCOMPLETED
ADDRESS r
OWNER CONTR. L
TELEPHONE NO.
DESCRIPTION Sid
W 01 FOOTING 11 MECHANICALRI 16WELLTESTPUMP
02 FRAMING 11 MECHANICAL FINAL 18 EXCAV/GRADING/FILLING
y
03 INSULATION 24/25 WOOD BURNER/FIREPLACE 19 LAKES HOREIWETLANDS
Z 04 WALL BD. 12 WATER HOOK-UP 34 TREE REMOVAL
Q 05 FINAL 13 METER SETITURN ON 17 SITE INSPECTION
07 DEMO—SITE 14 SEWER HOOK-UP 06 PROGRESS
J 07 DEMO—FINAL 27 SEPTIC MAINT. 21 COMPLAINT
W 09 PLUMBING RI SEPTIC INST 22 FOLLOW-UP
Z 10 PLUMBING FINAL 23 INAL
J
OWNER/CONTRACTOR TO MEET YOU: _L--E'S_NO
COMMENTS:
CLW
cc
J
O
a
cc
O
U_
W
cc
Q
Z
W
z
W
cc
O
W ORKSATISFACTORY:PROCEED ElPROJECTCOMPLETE
cc CORRECT WORK&PROCEED C ISSUE CERTIFICATE OF OCCUPANCY
W
O ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY
BEFORE COVERING PERMANENT
❑CORRECT UNSAFE CONDITION WITHIN HOURS. C PHOTOTAKEN
INSPECTOR WILL RETURN
ElSTOP ORDER POSTED.CALL INSPECTOR ❑ CITATION ISSUED
❑ INSPECTION REQUIRED.CALLTO ARRANGE ACCESS.
Call for the next inspection 24 hours in advance.473-7357
Owner/Contracto ite
Inspector. i`-----
White Copy/Inspector's File Canary Copy/Site Notice
DATE TIME
CITY OF ORONO CALLED IN
INSPECTION NOTICE _ SCHEDULED
PERMIT NO. �Z( 55 COMPL TED /01
ADDRESS /S7 '
OWNER r CONTR.
TELEPHONE NO. T
DESCRIPTION i'IYV
W 01 FOOTING 11 MECHANICAL RI 16 WELL TEST PUMP
02 FRAMING 11 MECHANICAL FINAL 18 EXCAVIGRADINGIFILLING
03 INSULATION 24125 WOOD BURNER/FIREPLACE 19 LAKESHORENVETLANDS
Z04 WALL BD. 12 WATER HOOK-UP 34 TREE REMOVAL
Q 05 FINAL 13 METER SETITURN ON 17 SITE INSPECTION
07 DEMO—SITE 14 SEWER HOOK-UP 06 PROGRESS
J 07 DEMO—FINAL 27 SEPTIC MAINT. 21 COMPLAINT
W 09 PLUMBING RI 15 SEP IN22 FOLLOW-UP
= 10 PLUMBING FINAL 3 SEPTIC FINAL
J
Z OWNER/CONTRACTOR TO MEET YOU:_YES O
COMMENTS: _ � Y P9iCt'
cc
W
C
cc
O
O
a
cc
O
U_
W
cc
Q
2
W
z
W
cc
O
W ❑WORK SATISFACTORY:PROCEED /PROJECT COMPLETE
ac ❑CORRECT WORK&PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY
W
O ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY
BEFORECOVERING PERMANENT
❑CORRECT UNSAFE CONDITION WITHIN HOURS. r, PHOTO TAKEN
INSPECTOR WILL RETURN
❑ CITATION ISSUED
❑STOP ORDER POSTED.CALL INSPECTOR
❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS.
Call for the next inspection 24 hours in advance.473-7357
Owner/Contractor n ite
Inspector.
White CopylInspector's File Canary Copy/Site Notice