HomeMy WebLinkAbout1997-009124 - new septic PERMIT
CITY OF ORONO PERMIT TYPE:
2750 Kelley Parkway- P.O. Box 66 F V,E R & L: ;IFF'�;
Crystal Bay, Minnesota 55323 Permit Number:
Date Issued: VV
(612) 473-7357 ;`
SITE ADDRESS:
T11-10130' iGH6;RE1;_D LA
G
-.+4--1 1 - - --1 1 —(it=is=i_i
DESCRIPTION:
W. :.t:I' F`e17-FI)7 . I YC+ ? ti:W _ ` I j E. "Y
a,,: 1' _. S41. � .-?i' 141E_1'Vi:; Tyr_ `•� ssl`._fi�C
REMARKS:
FEE SUMMARY:
Rasp I-
✓unci arge ___...___ —s.-L."a'
CONTRACTOR: 4_,r:+
_ t ;74lt. _ OWNER:
=rW ED L IJ`40 ._
- P-I - _+IwRiv ICES
'
THE UNDERSI6NED NISREBy �{E����»STS F'EF+'I'�ISSI�� ��.�. � �'` �"�� ,'��AL ,IMPROVEMENTS
r P C IF fED: AN AGREES T±# GC AL �.��i��. I N :�tp f c:T �#I�iPL AIDC ,�J I TK ALS CITY. F
'15RONO ORDINANCES AND `=` ATE F"N I NNE S1 TA BUILD I NG CODE I RE!ANTS; J
APPLICANT PERMITEE SIGN"ATkE ISSUED BY:SIGNATURE
v
CITY OF ORONO SEPTIC SYSTEM PERMIT APPLICATION
Box 66 (2750 Kelley Parkway)
Crystal Bay, MN 55323
JOB SITE ADDRESS: Z,SS2S'—
Occupancy Type:Residential �_ Commercial Other
Permit Type: New or Replacement System, $100.00
Repair Existing System, $ 50.00
(Tanks or Drainfield)
0.50 State surcharge added to above fees
*See fee schedule for non-residential permit fees
Owner's Name: /E Phone Number: 7&0
Mailing Address: �SZ / � XR�E w� City: 71p. S-S
_
Contractor's Name: 5�vE'dl��-� Phone Number:City (���s��n
Mailing Address: Q.S-zo I- ,��;A,, s-
DO NOT MAIL PAYMENT WITH THIS APPLICATION
GENERAL INSTRUCT"IONS
1. Applications for septic system permits may be mailed or submitted in person at the City
Offices; however, permits will not be mailed out. The permit must be picked up in
person at the City Offices and work must not begin unless the permit card is on the job
site.
2. Permits will be issued only to contractors holding a City of Orono Septic System
Installers License.
3. 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.
4. 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.
5. Individual holding MPCA Installer Certificate shall be present during inspections: A 24-
hour notice is required for all inspections.
V
NOTE: Applicant must initial all spaces. Fill in all appropriate blanks, check all appropriate
boxes.
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 3P�A�
Tank Capacities: 1) gal. 2) _Lea cgal. ) 12S-o gal.
B. Pump Station (if required) (attach pump curve &
Pump make & model /4 cl. / m at / feet of head.
literature); system design requires � gp
High water alarm make & model ) �L / 0q)A�¢n�.t Outside
electrical work to be completed by installer �_ electrician
other Inside electrical work must be completed by
electrician.
C. Treatment System:
Trenches: s.f. Mound
Depth of rock below pipe
Rock bed dimensions AV 'x�'
Drop Boxes Sand bed dimensions.36_'xqQ'
Distribution Box Pressure Dist. Pipe Diam. V'
Maniford Pipe Diam. 2
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 of Minnesota, and certifies that all statements made on this application
are complete, true and correct.
S ignature ofApplicant:
Date:
MPCA Certification No.: 3 9 8
Staff Review: Approv A Denial
Reviewer: Date: ��'
Reason for Denial-
• ♦ •
90
Effluent Pumps
r20
Performance
80 or2F�c
F 7o rho°r
Charts
R UJ
60
LU
Q 50 r�SOr
"P� � ~ 40
� 0 7
X
G, r ,F a� �zn g 30
3 y
0 20 40 60 80 100 120 140 160 180
US. GALLONS PER MINUTE
L2
487?�0 • • • Ejectors
3
�• w 40 17501 .k
LL 2S✓
Z 32 1
w 10Q 12S✓ � �
q z 24 10,50,
rs✓ ,
0 16
y F m
8
0 40 80 120 160 200 240 280 320 360 400 440 a
US.GALLONS PER MINUTE
g_
56
3
130032EP Engineered Sewage Ejectors
48 Q00
J,
2
LU
UJ
10
�
Z 40 11 072
o FP
w 32
= 110072FP
24 � 3 €
0
16 � $ P
8 s e04, rR
0 40 80 120 160 200 240 280 320 360 400 440
US. GALLONS PER MINUTE
A.Y. M'DONALD MFG. CO.-P.O. BOX 508- DUBUQUE, IA 52004-0508-319-583-7311 -TOLL FREE 800-292-2737- FAX 800-832-9296 5
v0.� CITY OF ORONO
SEPTIC SYSTEM APPROVAL
*>.: CI'T'Y of ®ROOT®
�j' ` v
Municipal Offices
Post Mine Box 66
Crystal Bay,Minnesota 5
5323-0066
kEg lyi'O
LOCATION: 2525 Thoroughbred Ln.
OWNER:
GENERAL CONTRACTOR: SEPTIC CONTRACTOR:
SITE EVALUATOR: S-P Testing REPORT DATE: May 13, 1994
The City of Orono has Approved your on-site system design as of March 17, 1997
(approved-disapproved) (date)
with the following comments: The soil testing and design has been approved per
S-P Testing' s plan, however Swedlund Septic has changed the septic
tank location. The new location will be accessible for pumpouts and
does not require a revised design.
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. A list of currently licensed septic contractors is
enclosed.
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.
ALL DRAINFIELD 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 that primary and alternate sites are adequately protected.
NO VEHICULAR TRAFFIC OF ANY KIND (cars, trucks, earth moving equipment, etc.) is allowed within 20'
of tested drainfield sites either before or after system construction. Compaction of these areas could render them
unusable prohibiting the timely completion and or limiting the long term use of the property.
A site copy will be available at the City Offices for the septic contractor.
CITY OF �ON
By
Stephen c an, 6n--site Systems Manager
TELEPHONE-473-7357•FAx-473-0510
4SWE IDLUND
4
Swedlund Septic
9520 Laketown Road
Chaska, MN 55318
442=5855
Septic System Certification
Well Water Testing
Also . . .
New Septic Installation • Repair
Perc Tests and Soil Borings
Septic Tank Pumping • Septic System Design
--
/�� .',e,,o
- State Certified -
S-P ,TESTING, INC. Steven B. Schirmers — MPCA Cert. No. 627
951 Katydid Lane NE • St. Michael, MN 55376 • (612) 497-3566
May 13, 1994
Tandem Properties
Lot 10, Block 2
Dickey Site
Orono, Henn. Co. , MN
This On-Site Sewage Treatment System is Designed for a Type 1, five
bedroom home Designed in accordance with the Minnesota Pollution
Control Agency Chapter 7080 and local ordinances .
The soils on this site are SCS soils mapped - L+B - LeSueur loam.
A seasonally high water table was located at 18" to 26" , (mottled
soil ) . Due to the seasonally high water table, a Pressurized Mound
System will need to be installed. The bottom of the rock bed must
be located at least 3 ' above the seasonally high water table.
The soils at a depth of 12" have a percolation rate averaging
8 . 1 min/inch.
A pumping chamber will need to be installed to lift the effluent
to the treatment area.
The manifold and supply line pipe must have back drainage to the
pumping chamber . The distribution pipes shall have their ends
capped. Be sure the rock and sand fill material are clean. The
sod layer below the entire mounded area must be turned over, just
break up the sod, be sure not to over work.
The power supply and switches must be located outside the manhole
and pumping chamber in a weather proof enclosure. A warning device
must be installed with a light and sound device, this is in case of
a pump failure . (mercury floats are a good method) .
All neighboring wells are located greater than 100 ' away from the
proposed treatment area.
CONT'D
Lot10 ,B1k. 2
Dickey Site
(2)
Keep all heavy equipment off of the proposed treatment area before
and after construction. The treatment area should be marked off
before construction. This Design is not valid & the system will
need to be relocated if failure to protect the areas proposed
for On-Site Sewage Treatment occurs .
with proper installation and maintenance, this system should have
no problem in treating septic effluent effectively.
Nothing other than gray water, (laundry, showers, etc. ) human
waste & toilet tissue should be disposed of into the septic tanks .
Garbage disposals are not recommended. Smaller amounts of laundry
soaps , dish soaps , cleaning agents, etc. are better for the system.
Antibacterial soaps & chlorine agents may kill the bacteria
needed to treat septic effluent properly. Additives are not
recommended, they may cause harmful damage to your system.
Recommend to pump & clean your tanks by a certified pumper
every year if you have 1 tank & every 2 years if you have 2
tanks to insure proper maintenance.
teven B: Schirme3 s�---
SBS/ds
- D -
= 4:1 S S i•
'PtrL O V%5,--LJ !
SET- BACKS 11 i /o' 17
HOUSE i System must be:
Tank 2,02 from property lines
U�- 2f from wells
2D from b'dgs.
�"� P�lT'14 SILL � """�: T.•eotmert area from lakes, j s imams•},o 5
Treotment area ZD from property lines NOTE:Power supply and switches must be located in a
P P Y
y � -�IgN,Fs S,4A\_\_o,.J ! 1QQGCF�` '""n '?-' �s from we!ls weather proof enclosure outside the pumping chamber and manhole
.7-0:s from bldgs.
�--� 1s2 from trees y SOIL BORING ELEVATIONS
�omin.
-k,'da.su
I TH 1xc_L.-logo -fN 1`1`(,i-loa3.)
TROWL.-L�.3
Tarik � � Tank. + ; � -90 - grode�.'/o � � -
-Drop to Tank I PRESSURE DISTRIBUTION MOUND SYSTEM TH 3��:los-S.3
TH.74 - - 4.�
„ U � LO �L. 1�. .
Min. I to 8 L�J G�} � 1'�A?-►1�0
It--Pumping TH"SaEL-12-2-1
Max.l"io4' �r�P T�U��� ��-1�,t.L�vJ
4'to 6"dia,pipe Chamber ELEVATION of PROPOSED PUMPING
'
SYSTEM DESIGN -MOUND _Qa�l.: -roY o c�LOL1 -toq�.q
LoWF-_r.�- vt-00-v--4 10144.0
TYPE-;g:., -5- BEDROOM , Average percolation rate _min./inch (design.83sq.ft treatment area per got. of daily sewage flow)
2
901./day x.83sq.ft/gol..to33 sq.ft.of treatment area +10% =.(a_%__�sq.ft. (= IOft,width=_L` .ft.length of bed area+side slope run.oto 1 x.l{height= '35Z ft.x '2(e ft.lawn.ores needed)
Clean rock needed- (o_�sqft treatment area x/,09" depth of rock=0 1`5 cu.ft=27=2_cu.yds,(3/4"to 21/x'dia. ,includes 2"of rock above pipe)
wustt v Cleon sand fill below rock needed 19n cu.yds. app-ox. , sandy loam bock fill:`4 cu.yds.approx., topsoil 6" q cu.yd.
Z-�Got'1f^EN9 'Co Apo X0°70 -Co ^(^OP501L. FOF tRftGLR� StA4E. -•-L� � ��A���
Number of tanks required_, Ist tonkliLagol. ,2nd tank o v gol.minimuns t` muS p,iPl N ti
e-1-iAM
Pumping chamber capacity- 25% of doi!y sewage flow of D�gal.:;_ gal.+reserve st i
oroge of 15 0•,s 1/B�.�IZ gal.+pipe back drainage—
of1�gol./100lin.ft.of---!"dia. supply pipe, lin.ft.needed 9 v �• PROPERTY OF: 'D\e- -�� SrS`�-
--� 1�go1 i manifold gal./IOOlin.ft of� dia,pipe,In.ftneeded-')- ,�_go!, �0-•r to , �,L•DL1L �-.
total capacity needed�1 gal.(plus area for pump) uS E 1,,,,N, Sp t,�a P
_
Distribution�1pi�pe tL1"dia. , 151-lin.ft., ��33,"dia, perforations.�6"sport en o W 0 1-n >Jk
,
Pump size -rte hp. (pumpable capacity 3S2Sagal.4cycles/day) �1����j ' apo aGss� -v___ „ o __ i _ EST/NG N
Note When constructing bed , ttus area should be shaped Note= Distance- from treatment area to neighboring w”-`!s—
• to divert run-off from entering treatment area. - �'Z•��CrG� �a�-1 jpD r
Designed my
Dc•e :</L/'_4 , PH. 612-497-3566
58 yo � I
� P ALS 1AV-AY'l
Ov—, -n-1 Y'S=otos 'ti� Mt� r
t"'Y.` � Fk4��tS '6'G�og� g• A'="-t�`� C.o��J�-<lu�-1
loa?
\ ? ioxy.3 \ f \ *� t __s. ISO
\ ` 1 per` 1tZ��
� 1-7YVN �JYF��i
174
� �aa.L \�X` io>v v. \. /� � �.\ � t 0 x»��ry•� , tdw\C7 S�1�t�1/�-�
D1 -y
+ K _ - \�\ 6 Percototion Tests Scale: -1 =SD
aaa.y go4o5� �� s � XSoil Borings
Cc.Ben&. Mork
ho•e: This system is to be constructed to meet
.12�. ' the Minnesota Pollution Cor,rol Agency
u�
Chapter 7080 & .Local Ordinance
P QJ
IV) � _
W E Check all underground utilities
a ire r 3 p^
a P� ERTY OF:
r.
ov
r S-P�—TESTING 1111C
1—
Des*., 5y.:�Cn�,r` rte.-----
Co'e=L/t_Z/W,, Py.6:2 -497-3566 ^�
MOUND DESIGN WORKSHEET
(For Flows up to 1200 gpd)
A. FLOW Estimated Sewage Flow in Gallons pec Day(gpd)
Estimated 2_,"O gpd Nu nber
or measured - x 1.5 = gpd. Bedrofoms Type I �'pe lI iype III 'Iype IV
2 300 225 180 sox
of
B. SEPTIC TANK LIQUID VOLUMES 4 6 0 375 256the
5 750 450 294
`b I-I o o D gallons 6 900 525 332 the
7 1050 600 370 6"
8 1200 675 1 408
C. SOILS (refer to site evaluation) y , SA,a (gra Number
camy
1. Depth to restricting layer in a t," inches Bedoms C."_y ,
2. Depth of percolation tests = 1 inches `A""
3. Percolation rate '8' 1 m i 2o<� 7500 0 1.1254. Land slope % p 35 orb 1_°W =0
7 or 8 2.000 3.000
over 9 See fig.C-6 (x 15)
D. ROCK LAYER DIMENSIONS
1. Multiply flow rate by 0.83 to obtain required area of rock
layer:A x 0.83 = ,
'15y gpd x 0.83 sq. ft./gpd = (,aa. sq, ft-tio%= 1oi�4a
2. Select width of rock layer (10 feet or less) _ /0 ft.
3. Length of rock layer= area_width = Rock Bed
1,cl L4_sq. ft. I)ft. ft. �.,.�...,.,.,.,.��.*.ti.,.�.,..
r•!•r•r•r•r•r•r•S•r•r•r•r•r•r•. . . . . . . . . . .
{fti ti:{=ti:{fes:{:tiftiti ti tif�ti�ti ti idth :510 ft.
• • • • • • • • • • •
!•!•!•!•!•r•r•r•r•!•r•r•I•!•!•!•
tiM•1•\ S\ tib•.�titi •♦
•1•!.!•r•r•r•r•r•!•r•r•r•r•r•r•r•
E. ROCK VOLUME ~- Length
1. Multiply rock area by rock depth to get cubic feet of rock;
4t�sq.ft. x Lg:!L ft. =2Le cu. ft.
2. Divide cu.ft. by 27 cu. ft./cu. yd. to get cubic yards;
0)Y cu.ft. i 27= a. 7 cu. yd.
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
cu.yd.x 1.4 ton/cu. yd. _ -2 �' tons.
F. ADSORPTION WIDTH (_L_A`- LOO V\ A width Sita Table
1. Percolation rate in top 12 inches of soil is CA Fa.e.d
Minutes inch Soil Texture PV" i 1°`ti°ed
Per pe.y�.. eche
(mpi) tee •-
2. Select allowable soil loading rate from table; Faster than 0.1 Coarse sand 1.20 1.00
.y ! ' gpd/ft2 0.1 toy Sand 1.20 1.00
0.1 to 5 Fine Sand- 0.60 2.00
6 to IS Sandy Loam 0.79 1a2
3. Calculate adsorption width ratio b dividing rock laver 16 to 3o Loam 0.60 2.00
� 5' g 31 to 45 Si1t.Loam 2.40
loading rate of 1.20 gpd/ft2 by allowable soil loading rate, -A6.to 60------ clav Loam 2-67
61 12 -05W-
1.20 gpd/ft2-L�!gpd/fF= z) , (a 0 Slowert0than 120 Clav -- 3.00
-Sod having 50%or more of fine or very fine sand.
4. Multiply adsorption width ratio by rock laver width to get
required adsorption width;
a. 0 ft L. r) ft
G. DOWNSLOPE DIKE WIDTH
1. If landslope is 3% or more,subtract rock layer width from
adsorption width to obtain minimum downslope dike toe
LQ ft- )o ft= feet
2. Calculate Minimum mound size based on geometery:
a. Determine depth of clean sand fill at upslope edge of rock
layer: Separation J.a feet
b. Multiply rock layer width by landslope r l.ot cev.r
to determine drop in elevation; t'foot i; e a
Slope Difference Separation te.t
x %y 100 =4 feet Slops Difference c�_ t
JDsl'P Width
c. Add depth of clean sand for separation (2a) -LL feet Rock Bed Width
at upslope edge,depth of rock layer(1 foot) to depth of D_feet Downslope Width
cover(1 foot) to find the mound height at the upslope edge - feet
of rock layer;
2 ft+ Ift+ 1ft= 3.Q feet
d. Enter table with landslope and upslope dike ratio.
Select dike multiplier of 2,u !�
e. Multiply dike multiplier by upslope mound height
to find upslope dike width: 3.-� x _ _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(20 to fir} the do height;
ft_- feet
g. Enter table with landslope and downslope dike ratio.
Select dike multiplier of U .9 t.
h. Multiply dike multiplier bydo slope mound height
to get downslope dike width x 19j, =J-2 feet
i. Compare the values of step G.1 and Step G.2h Select the
greater of the two values as the downslope dike width;
feet
UDSIOD•W101n {
j. Total mound width is the sum of
upslope dike (G.2e) width plus rock ftDCk e.e,wlotnh Y ' '
, footlayer width (D.2)plus UDsiooa +leie vr
l.tn
, f' feet
downslope dike width(G 2i)
_eft+eft +I_ft =feet k
k. Total mound length is the sum of Downslope afatn>
g re.tr,4 >><
upslope dike width(G.2e) plus
width laver • y }
len (D.3)plus upslope d� (G ), :::.:;.:. :.;.;,:><;::.::;.:: ;;:;;;:.>:.;. <:<<;:<:<.:< r
g P
�Lft+ by ft+�_ft = �D feet
...
g o
Total Len0tn
i
Vownslope Lpslope
3:1 tl 5:1 6:1 7:1 3:1 4:1 5:1 6:1 7:1 8:1
%slope
0 3.0 t0 51 60 7.0 3.0 4.0 5.0 6.0 7.0 8.0
1 30 4.17 526 638 753 2.91 185 4.76 5.66 654 7.41
2 3.19 434 556 552 8.14 2.83 3.70 454 5536 614 6.90
3 330 4-545.88 732 8.86 2.73 57 435 5.08 5.79 6A5
_ 3A3. 176 _6?S.._.._. ..7.89 9.� ..6d 3.ti� 4.17 &N 5.46 6.06
4 _. .._.._ ,. _--...
-5 353 S.w 6.67 8.7 10.77 :61 33 4.00 4.62 5.19 ST
6 3L6 526 7.14 938 12.07 2.53 3.21 3.8i 4.41 4.93 SAI
7 350 556 7.69 1034 1373 248 3.12 3.70 421 t10 5.13
a3.95 598 833 1154 15.91 2.42 3.03 357 4.05 4.49 498
9 4.11 625 9.09 13.06 18.92 2.36 2.94 3.45 3.90 430 4AS
10 429 667 10.0 15.00 2333 231 286 333 325 4.12 4A4
II 4AS 7.14 11.11 17.65 30.33 2.26 2.78 3.23 3.61 3.95 4.26
12 4A9 7.69 3250 21.43 43.75 121 270 3.12 3.49 3.80 418
F-17
PUMP SELECTION PROCEDURE
END PERFORATION OF A PERFORATED LATERAL
A. Determine pump capacity: I Gr.Cow
Gravity Distribution T"aat
1. Minimum suggested is 600 gallons per hour(10 gpm)to stay ahead of -::L;y,,,,,C„»„,»Fe,ic t,,,,,.
water use rate. t.an,saga"'.' ` "tow a"°'«"`.'`«.�'°
2. Maximum suggested for delivery to a drop box of a home system is 2,700 .K».ap. 70 wa cuo t or Teo
gallons per hour(45 gpm)to prevent build-up of pressure in drop box. r,,;p�I. R«�tom.�,.
Pressure Distibution Cl t SOW u» a"'°""'L WW
3.a. Select number of perforated laterals 3
b. Select perforation spacing= 't feet SOW*rMa"�Larw°N0
C. Subtract 2 ft from the rock layer length.
2 ft.=. to C, feet
d. Determine the number of spaces between perforations.
Length perf.spacing=14L.-ft.-t-�S ft.= J spaces Required perforation pucharge
spaces+1=� In_perforations/lateral gallons P�minute(gpml"
f. Multiply perforations per lateral by number of laterals to �13� �ase ,,ate 34eIndy
2total number of orations._3- x ,Q,,_ �L perforations. (feee
P� la.tal.
g x�P'`- 1.0a 0.56 0.74
SELECTED PUMP CAPACITY acl_gpm 2.Ob 0.80 1.04
B.Determine head requirements: a.Use for single family homes
1. Elevation difference between pump and point of discharge. b.Use for all other applications
feet
l 2. If pumping to a pressure distribution system,five feet for pressure
J required at manifold if gravitystem,zero.
C_feet
3. Friction loss
a. Enter friction loss table with gpm and pipe diameter. t Pipe Length ,
Read friction loss in feet per 100 feet from table. Point of Discharge
F.L.= Q.G ft/100 ft of pipe /oaA_
b. Determine total pipe length from pump to discharge Elevation Difference
point. Add 25 percent to pipe length for fitting Dpip
loss,or use a fitting loss chart. Equivalent pipe
length-1.25 times pipe length= F-18b
x 1.25= ! 12 feet 1.5 inch 2.0 inch 3.0 inch
c. Calculate total friction loss by multiplying gpm rrtLatImPW roosofpiPc
friction loss in ft/100 ft by equivalent pipe length. 10 0.69 0.20
Total friction loss= D.to x I 1 +100= Z _feet '12 0.96 0.28
4. Total head required is the sum of elevation difference, 14 1.28 0.38
special head requirements,and total friction loss. 16 1.63 0.48
18 2.03 0.60
20 2.47 0.73 0.11
+�_+ 25 3.73 1.11 0.16
(1) (2) (30 30 5.23 1.55 0.23
35 7.90 2.06 0.30
40 11.07 2.64 0.39
TOTAL HEAD _.feet' 45 14.73 3.28 0.48
50 3.99 0.58
55 4.76 0.70
C. Pump selection 60 5.60 0.82
1. A pump must be selected to deliver at least
J 2r gpm (Step A)with at least _J feet of total head(Step B).
Location or Project Lot 10, Block 2, Dickey Site, Orono
Boringt made by S-P Testing, Inc . Steve Schirmers Date 5-5-94
Classifiction System: AASHU USDA-SCS X Unified Other
Auger used (check two) : Hand_ X or Power Flight or Bucket X
Depth, Boring number 1A Depth, Boring number 2A
in in
feet Surface elevation 1026. 0 feet Surface elevation 1025. 3
3 0 - opsoi darkbrown oam--�-�-
Topsoil dark brown loam 0 - 6"
0 - 10"
1 - Brown clay loam 1 _ Brown clay loam
10" - 1-1/2 ' -MOTTLED 1-11 6" - 1 ' 8"-MOTTLED 118"
2 - 2 -
Rusty olive gray Rusty olive brown
clay loam I clay loam
3 - 3 - 118" _ 312"
1-1/2 ' - 3 ' 8"
Rusty olive gray
4 Rusty olive gray 4 _ silty loam
silty loam
5 _ 3181 51 5 - 3121 _ 5 '
6 - 6 -
�I
7 - 7 -
8 - 8 -
End of boring at 51 feet. End of boring at 51 feet.
Standing water table : Standing water table :
present at 1' 11" feet of depth , present at 11911 feet of depth,
20 hours -after boring . 20 hours after boring .
Not present in hole Not present in hole
Mottled soil : Mottled soil :
Observed at 1-1/2feet of depth. Observed at 1 ' 8" feet of depth.
Not present in hole Not present in hole
Comments : Comments :
CliJ�'1'll'1C1'1'Ic':: U062i I&';:; c)f Soil_ 1301'11- �j5
Location or Project Lot 10,Blk. 2, Dickey Site, Orono
Borings made by S-P Lesting, Inc. Steve Schirmers Date 4-19-94
Classifiction System: AASHO USDA-SCS X Unified Other
Auger used (check two) : hand X or Power Flight or Bucket X
i
Depth, Boring number 3 Depth, Boring number 4
in
in
feet Surface elevation 1025. 3 feet Surface elevation 1024 . 3
J - --- —— — 0 - - --- --
Topsoil dark brown Topsoil dark brown loam
0 - 11 loam
0 - g..
1 - 1 - Brown clay loam
Brown clay loam
2 _ 1' - 21 -MOTTLED 2 ' 2 - 8" - 1 ' 1011-MOTTLED 1110
11
Rusty olive brown Rusty olive brown
21 - 31 clay loam clay loam
_ _ 1 ' 10" - 3 ' 2"
3 Rusty olive gray fine 3
sandy silty loam
Rusty olive brown
4 _ 3 ' - 4 ' 4 _ silty loam
Rusty olive gray
silty loam
5 - 4 ' - 5 ' 5 - 312" _ 51
6 - 6 -
7 7 -
1
8 - 8 -
I
End of boring at 5 ' feet. End of boring at 5 ' 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 hole X Not present in hole X
Mottled soil : Mottled soil :
Observed at 2 ' feet of depth. Observed at 1 ' 10" feet of depth.
Not present in hole Not present in hole
Comments : Comments :
10 ',�1 :,�;J .!- 1.11 :_5
Location or Project Lot 10,B1k. 1 ,Dickey Site, Orono
Borings made by -P vesting, Inc. Steve Schirmers Date 5-5-94
Classifiction System: AASHO USDA-SCS X Unified Other
Auger used (check two) : Hand X or Power Flight or Bucket X
Depth, Boring number 5A Depth, Boring number 6A
in in
feet Surface elevation 1023. 6 feet Surface elevation 1023 . 1
Topsoil dark rown oam"
Topsoil dark brown 0 - 6"
0 - 1 ' loam
Brown clay loam
Brown clay loam
2 - 1 ' - 2 ' 211-MOTTLED 2 ' 2" 2 - 6" - 21211-MOTTLED 212"
Rusty olive brown Rusty olive brown I
3 _ clay loam 3 _ clay loam
21211 _ 31411
'S 2 1 2 11 _ 3 1.8 11
Rusty olive brown
4 - silty loam 4Rusty olive gray
silty loam
Rusty olive gray silty loam
_ G J - J O J
5 5
i
6 6 -
7 - 7 -
I
8 8 -
I
End of boring at 5 ' feet. End of boring at 5 ' feet.
Standing water table: Standing water table:
present at 2 ' 4" feet of depth, present at 3 ' 3" feet of depth,
20 hours -after boring . 20 hours after boring.
Not present in hole Not present in hole
Mottled soil : Mottled soil :
Observed at 2 ' 2" feet of depth. Observed at 212" feet of depth.
Not present in hole Not present in hole
Comments: Comments :
CERT. #00627
PERCOLATION TEST DATA SHEET
Percolation test readings made bx S—P Testing, Inc. 5-6-94 12: 26 a.m.
Lot10B1k2Dickey Site on lA starting a - p.m. I
, . , �4fi1 —
Test holt location , Hole number ,Date hole was prepar5-5
ed
Depth of hole bottom. 12 inches. Diameter of hole 6 inches
Soil data from test hole:
Depth, inches Soil texture
0 — 10" Topsoil dark brown loam
10" - 12" Brown clay loam
Method of scratching sidewall Knife
Depth of gravel in bottom of hole 2 inches
5-5-94 4 : 00pm 12
Date and hour of initial eater filling Depth of initial eater filling inches above hole bottom
Method used to maintain at least I? inches of water depth in hole for at least 4 hours Automatic siphon
. Maximum eater depth above hole bottom during test 6 inches
Time Percolation
ime interval. Measurement. Drop in water rate. Remarks
minutes inches level. inches minutes per
inch
12 : 10 prefill 6
: 26 12 : 41 114-1/8 3. 6 15 min
:0 1: 20 iof 3-7/8 3. 9 "
2: 0 8 2: 23 3-3/4 4. 0 "
Percolation rate = minutes per inch.
i
CERT. #00627
PERCOLATION TEST DATA SHEET
S—P Testing, Inc. 5-6-94 12: 27 a.m.
Percolation test readings made b� on starting at
Test hole location Lot 10 ,B 1 k. 2 ,Dickey S ite Hole number 2A ,Date hole was prepare] 5—5-9 4
Depth of hole bottom 12 inches,Diameter of hole ti inches
Soil data from test hole:
Depth,inches Soil texture
0 - 6" Topsoil dark brown loam
6" - 12" Brown clay loam
Method of scratching sidewall Knife
Depth of gravel in bottom of hole 2 inches
5-5-94 4: OOpm 12
Date and hour of initial water filling ,Depth of initial water filling 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 test 6 inches
Time Percolation
':ime interval, Measurement, Drop in water rate, Remarks
minutes inches level• inches minutes per
inch
12 : 10 prefill 6
12 : 27 12 : 57 it4-3/8 6. 9 30 min
1: 02 1: 32 If 4-1/ 16 7. 4 " If
1: 35 2: 05 4 7. 5 "
Percolation rate = 7- 3 minutes per inch.
, CERT. #00627
PERCOLATION TEST DATA SHEET
S-P Testing, Inc. 4-20-94 12: 28
Percolation test readings made b�• on starting a �p.m.
L0t10 ,B1k. 2,Dickey Site 3 "`""' 4-199-4 I
Test hole location . Hole number ,Date hole was prepared
Depth of hole bottom 12 inches. Diameter of hole 6 inches
Soil data from test hole:
Depth. inches Soil texture
TnnSnil dark hrnwn lnam I
Method of scratching sidewall Knife
Depth of gravel in bottom of hole 2 inches
4-19-94 1: 30pm 12
Date and hour of initial water filling . Depth of initial water filling—inches above hole bottom
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic siphon
6
. Maximum%%iter depth above hole bottom during test inches
Time Percolation
imc interval, Measurement. Drop in water rate. Remarks
minutes inches level. inches minutes per
inch
11 : 50 prefill 6
12 : 34 1: 04 2-5/8 11. 4 30 min
1: 42 2: 12 " . " of
"
2 : 21 2: 51 "
Percolation rate = 11 . 4 minutes per inch.
_ CERT. #00627
PERCOLATION TEST DATA SHEET
on
S—P Testing, Inca 4-20-94 12: 36 a.m.
Percolation test readings made by starting a p.m.
Lot10 ,B1k. 2,Dickey Site 4 '�°"' 4-1
Test hole location ,Hole number , Date hole was prepared
Depth of hole bottom 12 inches,Diameter of hole 6 inches
Soil data from test hole:
Depth, inches Soil texture
0 — 8" Topsoil dark brown loam
8" - 12" Brown clay loam
Method of scratching sidewall Knife
Depth of gravel in bottom of hole 2 inches
4-19-94 1: 30pm 12
Date and hour of initial water fillin- ,Depth of initial water filling 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 test 6 inches
Time Percolation
ime interval, Measurement, Drop in water rate, Remarks
minutes inches level, inches minutes per
inch
11: 50 prefill 6
12: 36 1: 06 " 2-5/8 11. 4 30 min
1:40 2: 10 "
2 : 23 2: 53 " " " if It
Percolation rate = 11. 4 minutes per inch.
CERT. 1#00627
PERCOLATION TEST DATA SHEET
S-P Testing, Inc. 5-6-94 12: 28 I
Percolation test readings made by on starting a p.m.
Lot10 ,B1k. 2,Dickey Site 5A'dar") S—S-
Test hole location Hole number Date hole was prepared
Depth of hole bottom 12 inches.Diameter of hole 6 inches
Soil data from test hole:
Depth, inches Soil texture
0 — 12" Topsoil dark brown loam
Method of scratching tiidcwall Knife
Depth of gravel in bottom of hole 2 inches
5-5-94 4: OOpm 12
Date and hour of initial water filling .Depth of initial water filling inches above hole bottom
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic siphon
6
Maximum nater depth above hole bottom during test inches
Time Percolation
ime interval, !\Measurement. Drop in water rate, Remarks
minutes inches level. inches minutes per
inch
12 :10 prefill 6
12 : 28 12: 58 If3-5/8 8. 3 30 min
1 : 01 1: 31 i 3-3/8 I 8 .9 "
1: 36 2: 06 3-1/4 9 . 2
Percolation rate = 8. 8 minutes per inch.
CERT.#00627
PERCOLATION TEST DATA SHEET
Percolation test readings made by S—P Testing, Inc. a.m.
on 5-6-94 startinga 12 : 29 m-.
.e.; i
Test hole location Lot 10 ,B lk. 2,Dickey Site. Hole number 6A ,Date hole was prepared 5-5-94
I
Depth of hole bottom 12 inches,Diameter of hole 6 inches
Soil data from test hole:
Depth, inches Soil texture
0 - 6" Topsoil dark brown loam
6" - 12" Brown clay loam
I
Method of scratching sidewall Knife
2
Depth of gravel in bottom of hole inches pp
Date and hour of initial water filling 5-5-94 �4dept 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
6
Maximum water depth above hole bottom during test inches
Time Percolation
ime interval, Measurement. Drop in water rate, Remarks
minutes inches level,inches minutes per
inch
• 12:10 prefill 6
12 : 29 12: 59 5-1/8 5. 9 30 min
1: 00 1: 30 4-7/8 6. 2 if
1: 37 2: 07 4-3/4 6. 3 "
Percolation rate = 6. 1 minutes per inch.
DATE TIME
CITY OF ORONO CALLED IN
INSPECTION NOTICE SCHEDULED
PERMIT NO. 1f:r111? COMPLETED T
ADDRESS
OWNER CONTR.
TELEPHONE NO.
DESCRIPTION
01 FOOTING 11 MECHANICAL RI 18 EXCAV/GRADING/FILLING
02 FRAMING 13 MECHANICAL FINAL 19 LAKESHORE/WETLANDS
03 INSULATION 24/25 WOOD BURNER/FIREPLACE 34 TREE REMOVAL
Z 04 WALL BD. 12 WATER HOOK-UP 17 SITE INSPECTION
Q
= 05 FINAL 14 SEWER HOOK-UP 06 PROGRESS
J 07 DEMO—SITE 27 SEPTIC MAINT. 21 COMPLAINT
W 07 DEMO—FINAL 15 SEPTIC INSTALL. 22 FOLLOW-UP
= 09 PLUMBING RI 23 SEPTI 35 HARD COVER REMOVAL
v 10 PLUMBING FINAL 28 CEDAR SHINGLES 36 FOUNDATION REMOVAL
Z OWNER/CONTRACTOR TO MEET YOU:_YES_NO
COMMENTS:
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a r 5svo
cc
J
O
CC
W
cc
Q
12
Z
W
W
0;
J
�WORK�SATISFACTORYROCEED PROJECT COMPLETE
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Q El CORRECT WORK,CALL FOR REINSPECTION TEMPORARY
BEFORECOVERING PERMANENT
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Call for e n t inspection 24 hours in advance.473-7357
OwnerlContra n fl I
Inspector. (AN
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