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PE:RMIT TYPE A�'n Fl:1;: �NEW ❑ ADDITION ❑R�PAIR
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ln�ide Piumbing( !� fixtuRc ) Fee S_. On Site Septic System Fee S_�.sL�G_
W3tcr Metrr(Siz�� 1 F�•C � Water Well Fee S
Meter �
Mechanicgl Equipmrnt Fce S.� ,
Remote�
Municipal Wat�r Conn��rtion F:«. g I�fovin1¢/Lifting Buiidin� Fee S �
❑Copper n _ Land Alt��ration fFxcavation. Fc� S 1od
Grading, Filiin�,etr.)
Municipal Stwer Cunnertian fr�• S
❑ PVC ❑ Cast n Oth r: �-1 C-�S� �25�� Ftt 5.=...
4tWCC SAC Cliargr Fec � Afterthe-fact Invrstigation Fec S�.,...
�CKNOWLEDGEMENT TOTAL
Th�und�ni�nM h�hby �eknowMdp�ncelpt ot thl�Umlad
p.nslt, IneludlnR ��Vane� e/ W q�elal Infonn�tlon. �
anns. aw��tlau or rM��reni�nh wdtt�n �bow. Th� State SuRh�rr�tr' FCC s�.
��rda+lp�ed und�nesnds �nA �s�+M under Mntltf� ot !�w •
th�t 1lJr Mrnit U �tzlefly UnUMd in �eop� to Ih� waelt,
sctivlV or 4nOrow�nw�t �MHNed: tA�t tl�b P�nelt doa �r �
net �nt �r wWoelb to do w�aek oe �etlWtlN r�0ulrlet Total Amount Paid to City FCC �-� ?
rp��te pnn�t �OProrals; and tl��t tl►M Mnnit doe� not
pyae wMo+lpr 10 Nolat� �nr p►oridon of �n� Clri
oedinane� or 3taM I�M,euH a ttN�tlon. A11 wotk d1�11 b�
aaa tn .a�ee eanvn�nc. r►IW ap cYtr oreln.n�w.buumaa
�oe.. .�aio� n..iw a.o.*a++.a� �anw�,, .pe .n.0 a This p�nnit is not valid unti! thc• proper fc� ic paid :�nc
.�s�� w a.n.�a�, .no.�•r� a .•�tlo� e. a. a�r. it is approved by an authorited City Officiai.
wh�n�ws w ad�r�d, tM und�etlp►�d � fo eorfret
�nf wo�t foued eo D� in Nol�tlow ot condidoe� ot
tRis O�nnl�
ignatu • f t SignutuR of City Official
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°'Sp � T�Conferenre ��rtter� .
725 County Road 6 ` � ` '
, :.�5:. � � �-�,��
P.O, Hox 288 M;,;:
Wayzata, MN 55391 ' ' � "�
Re: Proposed Septic System Construction
Dear Mr. Bradbury: c�:
I have enclosed a copy of our review of the plans submitted for a ne�►`��
drainfield and septic system to serve the Sprinq Hil� Confer�nce�.
Center. ; ,�,•,:
, ,�.
Pledse take special note of items 1 thru 8 indicatinq sprcili� "
recommend�tions or required changes. In additfon, I make refe�i+�
to the lett�r trom Gerald Canfield, Minnesota Pollution Control XganQp;
(MPCA) , dated January 9. 1984, Item l, �uqqestinq that a qround�tate�;�
directional analyais be completed prior to final approval of° tliM
propoaed aystem. The City of Orono will require this a�alysia be� �
completed and submitted for City staff review prior to issuanc� of a
permit for the system. ,
Please contact me at 473-�357, if you have any questfons. tp�,
��
Sin�ereiy, �
, �/ �1 � �� ' sSra� S _�w.
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Michael P. Gaffron �l� N�,4�'� ��S ��
Septic System Inspector � � 9 � , ���
pg I�� �,�,�r ,
Enclosures �'
cc: Mr. James Goulet
Jeanne A. Mabusth, 2oning Administrator
Thomas J. Jacobs, Building Official '
el,'I�UtN1:a 'LUNING-�73���57 • ADNINISTltAT'ION A FINANCE -���•7�5�1 • tl'eLK NUItKS - �79•�350
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`I�.� ='1�tiChael Gaffron �y�� h::�'
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prono�+City aall z�,`` . . ` ' i A ,
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Box 66
Cryetal Bay, Minnesota 55323 _. .,�,*: ' ,�<
Re: Plans for the Sprinq Hill Conference Center
Dear Mr. Gaffron: ;�::
:t:f;.
The above referenced sewaqe treatment syatem plans were rec�.ived� _�;
by the Minneaota Pollution Contral Aqency �MPCA) for raviaw at�8 '�;
pesmittinq on December 7, 1983. Due to the type arid siae of- the �;
proposed sewaqe treatment sy�tem, a State Disposal Syatem Periait :
is not required. Therefore, technical approval and
adminiatrative processinq at the state level ia not Narranted
and ahould be handled at the next lower level of authority,
(i.e. city or county) . However, also du8 �o the rela�ivealy
larqe aize of this sytem, we have reviewed the aubmitted
information and our comments are listed below.
,
l. It appears the existinq well to remain is approxitnately 250 � .,►'
feet from thp proposed drainfield. Also, the relative ,�r� t �
location of the drainfield to any other wella in the �1 _ �
vicinity is not shown on the plans. Considerinq the volume n�
of effluent to be disposed of and the permeabiilty of the ��
soil, nearby wells could be impacted if they are not of
aciequate depth and construction. Thus, pr3or to any
constructii,s�n-, ound water and drainfield effluent
directio should e determined and an analysis made as to
possible 'ater/well impacts. Based on the resulta
of the analysis, appropriate action could then be taken.
2. The plans imply that a tracked earthmover will qrade the
drainField site prior to trench construction. Since the
trenches are proposed to have approxfmately 24" of cover
over the distribution pipes (12 to 18 inches would be
Pno�s:
t d35 West County Road B2, Rosevflle, Minncsata 55113•2785
Repionsl Offloss • DulufhlBrdnsrd/Dsfrolt lek�s/MarshaM/Rx�ester
Equs1 OpDo►hxNty EmployN
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-- -� '� �ufficient) . �t' '�rioul+�' �� � g t� �� � .,.
= ��.�;;.ar�d ,atake out before� cc�n�t�utc � � �ta�����: '
.Y Ba�ed on the proposecl el�vatf����! `p►��bet�n di� ��
boxes, it appears that the 977 ft. contour would coinaic�e
with the final grade of the eleventh (ilth) trer..ch,
countinq from the east boundary of the drainfield. � It
appears that the 976 ft. contour should similarly coincide
with the twentieth (20th) trench, and it should also be
represented on the plans dnd staked out before conatruction
as such. (Theae qrades iqnore the 6 inches of topsoil
mounded ovAr the trenches to allow for settlement of thw
soill .
3. A note should be added to the effect that the drainfield
should not be qraded after trench construction. To ansure
natural settlement of the soil over the trenchea,
mech�nical c�mpaction by any means should not be allowed
efter backfillinq.
4. The apecification in Section A-A for crushed rock should b�
chanqed to 3/4" minimum. (Reference the definition of
filter material in the rndividual Sewaqe Treatment Sy�te�as
Standards, 6 MCAR 4. 80�0 Sect. 8. 16) . Also, it �rould ba a
qood idea to note in Sectioa A-A of the plans that the :
trench bottoms should be level and that the aofl aepar�tion
material should be a minimum of 2" of hay or atraw and/or
untreated bufldfnq paper. .
5. In the septic tank details, the depth of cover over the
manhole should be specified (6 to 12 inches) � and the
clean-out pipe should be centered over the baffle opening
to allow for operation and maintenance inspectiona. xn ita
Fresent position, the pipe could be used for tank
clean-out, however, the quality of effluent flowing out of
the tank to the drainfield could not be monitored.
Fur�?:�r correspondence reqarding this project 3s not necessary
unless you have specific questions or problems you would like to .
discuss. Otherwise, you may use our comments as you see fitf of
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orocj�-se. �ie�`hOpa��y+oa``ifl 1�.�.;s+�z�.� "
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#� "�o t�t1��-,� at (617� 296-��38�� '
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Gerald Canfield .
Staff Engineer �
Technical Review Section
Divfsion of Water Quality
GC:cC
cc: Mr. James Goulet, Hammel, Green and Abrahamson, Inc. ,
Minneapolis, Mn.
Mr. James Bradbury, Sprinq Hill Conference Center, Orono,
Mn.
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drainfielc� to setve the S rin Hill ConferenCe Centec, and �risb �a�ak�
2 h�v�r� revte�red the lans subm�ttt�t� �� �`b
the following comments: �, `�� �:
�,
1. Site �valuation
As related byJim Husnik of HGAand referred to byBill Kw�snyof GME i
consultants 3n 4heir report, testfng was performed by GM� on
various sites within the Sprin� Hill property and found steep
slopes and slowly permeable soils to be a limiti�g factor for use as �
drainfield. The final two site locations tested include a field +
north of the main conference center and west of the main access �
road, end the old gravel pit area southwpst of the conference �
center. The proposed system c�esign uses the gravel pit location, �
in which 2 soil borings Lo a depth of 8 ' and 4 percolation teats. (
were performed by GME. �
:
The percolation rates reported by GME for this site �veraged 3.3 �
rnpi , requiring a trench bottom design rate of A.83 square feet p�r
gallon per dr�y. The soil borings repoxted no mottling present and �
no w�ter table encountered to � depth of 8' . This site Mould �
appaar to meet code requi rements for percolation rate a�nd minimum
depth to water �able or seasonal satur�ted zone.
However, the propos�l calls for major grading of the drainfield
aite to d uniform grad�ent of '�, '�elore trench construction.
eas�d on the top�graphic survey provided, this will me�n re�noval
of up to 8 vE:tical feet of m�terial in certain areas and placen��nt
of up to 6' of materi�l in other are�s. Because of the granular ,
predominately non-plastic soils reportad on this site, this
wholesale regrading should not pose a n�a�jor problem. However ,
this does credte a situ,Ation whete soil permeability aill be
dffected to a degree. The possibility of plastic soils bei�g
moved eround the site does exist. If grass or other vegetaiive
covcr is allowed to m�t under fill areas, this could create a
barrier to percolation. Hence, the City will require that
additional percolation test.s be performed after the site isgraded �
and prior to construction of the drainfield trenches. Also, all
vegett+tive material must be removed prior to filling , to elimint�te
matting .
Should the resulting percolation rates indic�+te poorer
permeability than the original design was b�sed upon, the system -
must be resized accordingly.
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�.YproposecT wells, which is ,=acce�pt�i'h1�.�4���t �'��`�
' ..�aPpe�rs to be at lea�at :125' fr�ora i��3a'�inq�a�p �"t�inl�' ,
remain in use. The proposed system appe�rs to be in coedpifanee
with all sanitary setbacks currently in effect.
3. Drainfield Site Drafnage
As per the City Engineer 's review, the dra�infield is located in a
depression which may direct surface wrter toward the drainfi�ld.
Surface water should be directed away from the draintield. In
addition, the drainfield should have a crown Co remove sutfac�
w�ter j however , this crown should be such that no trench has leas
than 12" or more than 24" of actual cover above the rock layet'.
Also ds per the City Engineer •s review the final grade at the south
and southwest ends of the drainfield approdches SA:. Thia area
should be filled to insure no sidehill seepage occur�. A slope
3s1 or fla�tter is suggested .
4. 8fptic Tanks
Capacity - OR as proposed . Total c�pacity �500 gdllons.
Design - OK es proposed - Notes inspectio� pipes n�uat �xt�nd
above ground surface. Cleanout manholes requitedt mu�t extend to
at least 6"-12" below surf�ce; it is highly recommended tAat
cleanout manholes be extended above fina�l grade for ease of
maintenance eccess. Secure covers on manhole� requited. Tank
cover aecess port design to be approved by City prior to
insta�llation.
5. Diatribution Syatee
Drop boxes as per proposal . Eight combination distr ibution/drop
boxes, each box distributing to 3-18A• x 3' trenches. Serial
system.
5. Drainfield Ttenches
Praposal fndicdtes 12" rock depth below 4" pipe, 2" over pipe, 36"
wide trench; cover includi�g topsoil to be 24" (maxinum cover may
not exceed 24") .
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H o w a v e r, ��aed on the recent _e�c p e'�f e " '� tt �.�.
use at the center , it would be quite helpful �nd prudent to i��t'taY l �
a water me�er to monitor actual w�ter usage. Close monitoting o� �`
the system inflow and progression of glow thco p h the ttenches.L, ���
would be of value in any future chan es or ex anaiona �f the '.. °
conference center . i
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8. Rxisting 3yste. and Routing � .
i
�
The existing drainfield and septic ta�nks numbered #5 and #6 will `
remain, to serve a design load of 1888 gpd �one la�vatory) . Septic �
t�nka numbered �1 , �2, i3 and #4 ace to be �b�ndor►ed ot r��aov�d. �
Construction of �ew system should tnclude a�y regrading or till Mhich
m�y be necessary to restore any erosion of or d�mag� to the exiatic�g
drainfield system due to its cutrent overfloW status.
RECAP Ol� C8�1NGeS REQOIRED �
1. During regrddinq of drainfield site, first remove �11 veget�tive
k
cover which could "mat" under fill . After regrading is complet�, �
additionai percolation testing is required to confir� the
percolation rates have not ch��ged. If they have changed �
substantially so as to necessit�te a change in design, submit
proposed ch�nges to City for reviea and a�pproval.
?.. Direct surface runoff �way from drainfield - "crown" drainfield to
promote runoff. Fill south and southwest ends o� drainfield site �
to a 3: 1 of flatter slope ta minimize potenti�l of sidehill �
seepagc.
'�. Tank cover access port dtsi�n to be approved by City prior to <
installation. �
a
4. Washed "binder" rock must be used in the trenches. "Crua�hed rock"
or limestone is not acceptable.
5. Do not compact drainfield trench backfill to a density greater
th�+n the density of the �riginal soili �
� . A w�ter meter to monitor actu�l water usage is highly recommended.
This should be installed to meter only watet which will e�d up in
the s�nit�ry sewer sy�tem. �
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A�K'�i6Mi 1•100-622-69'7d � x."�Jrilwr+li;�'�►�r
Dsc�nber 12. 1983 � ; � "������
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Cit)► o� Orono _ �� � 4� , V ��" ; �, _
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BO�C 6� ��
Crystal Bay, Nn. 55323 R��,��
Re: Spring Hill Center
Sewege Treatment System
Our File No. 139
Dcar Mr. Caf f ron: �
We h,�ve revieWed the proposed sewage treatment system for the Spring Hill
Center and offer the following comments:
1. The drainfield is located in a depression which may direct aurface vater
ta+ard it. Surface Water should be directed away fros the draiufield. In
eddition the drainfield ahould have a cro+m to reoove aurface vater.
2. The alope on the southwest side of the drainfield approaches a 50X� grade.
This area ahould be filled to inaure that liquid from the drainfield
tra.ich does not surface through the side slope before adequate tre�staent
can take place.
3. A state peradit �ill be required since the discharge is in exceas ��f 5,000
gallona per daq.
4. The apecificatons state that the soil over the trenches shall be compacted
to 90X of Standard Proctor Density. The soil ehould not be compacted to
anythinR great er than the density of the original soil.
S. We under�tanc' your concern over possible pol7.ution of nearbq surface
va�ers. Hewever, sising of the drainfield is in accordance with State and
local codee and We re not eure that any atricter requirements could be en—
Eorced even if you Wanted to impose them. Baeed on the distanc�s, both
horizontal and vertical, from the nearest aurface vater and the type of
aoils encountered, we believe the posaibility of surface aater pollution
fro' the propoaed syatem is remote.
Generallq, if surface waters are directed away f rom the drainfield a•ad the
slopt on the southwest aide is corrected, we believe the ayatem should func�
ti_�n satiefactorily for many years �ith proper maintenance.
Yvurs mery truly,
BONSSTR00, ROSANS. ANDERLIK 3 ASSOCIATES, INC.
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T`hc+�as B. Noyes
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1�ttenLior�: Mr. Ji�a Huanik. P.E. � " CME J�' � .�,��
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RE: ~ 3upplementarp percolati�n teatinq for Che 3prinq Ni�l' �Center
i� Orono. Minneaota
Gen�le'en:
In accordance with your request we have completed percolation
teatinq at two additional locations on the proiect site. The
purpoae of thia additional testinq is to determine the aoil
canditiona at two additional a�reaa for the propoaed seWaqe
drainiield spatem espanaion for the Center.
INTRODU ION
The t�ro additional areaa tested were �orth of the tennia court.
ancl in the old qravel pit �outhwest of the Center. The methods
used in the field exploration and Lcstinq were .as described in
our report of October 26, 1993.
In the aren north of the tennia courta, percolation teata �9.
�►10, 1�11 and 1112 �aere performed. HoWever, becauae of possible
reatrictiona on the tppe of development in thia drea, additional
work includinq the deeper borinqa, �aa not carried out. Rather.
our efforta �ere rcdirected to an area of an old qravel pi�
GEOTECHNICAL • MATERIALS • ENVIRONMENTAL
WILUAM G KWAbNY,PE, MtCHAEL 0'OONNEII.PE WILLIAM E. BIOEM�NOAI, E.I,T
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Ia tht-�} old qravsl�pit�a k i� t���
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siity saridp cisy p . � �
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$ £����;� � �.
fine s+�nd and ailtp clapap fine aand with'��nd��"seatta, 01�� . � ` �
c:eat. fine to coarse sand. These sa�ae conditiona Were found in �
the pereolation test holes, which were drilled to deptha of 30 �
incbes. Groundwater was not encountered in anp of the borinqs or
pereolation teat holes While drillinq. In addition we diQ not
encounter any sottled soila in the p�rcolation test holea and tbe .
borinqs at either of the two supplementarp aitea.
�ercolation est3na
The reavlts of t2�e perc�lation teata are liated beloW. �
�
ercolation gate (minutea � in�h) �
Peccolation Teat � �
�g 15 �
1M10 26 I
M11
N12 6
M13 4
N14 4
� *15 5
N16 5 inchea/minute
The borinq loqa fro' the teat holea drilled for the suppleaentarp
percolaLion testinq are en�losed with this report, alonq with a
location diaqrna indicatin� where the teats were performed.
OM[CONfUtTANTS.IMC. —
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WATER I,EV�I 08SERVATIONS BOAINf3$TARTE� 11-4-83
w l D while drillin 80R�N0 COMPtETED 1 -4-83
w�. Dry a �r bor � 6ME CONSIfITANTS, INC. Aio Ha� a er ��u►a e�
w L 20p E/1sT CENTEII Ct11CLE �A� y�K �.ppqpyEO I�R
NINNEA'OLt=.NiNNESOTA 5541
J09• 428—A SMEET 1 Of 2
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WATEFi IEVEL 08SERVATIONS BORINC3 STARTEC 11— —
��v� Dry �+hi le dri l lin BORINQ COMP�ETEO - -
w�. Dry af ter bozinq 6ME CONSUITAMTS, INC. R�o �,a a er FOqEMAN s�
�L 20t�EAST CENTER CIIIGLE pqAWN �x APPROVED �K
MINNEA�Otis.MINNESOTA sSMi
-�" . -' J08� 428-A �t1E�T 2 of 2
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S � rh� John K. Justus
�de j Hammel, Green & Abrahamson, Inc.
ad�,Y o1 Architects & Engineers
ad i�jo� 1201 Harmon Place
�$�9va�e Minneapolis, Minnesota 55403
3. � rF Re : Septic SystPm Proposal, Spring Hill Center
� N
� es �9r� `bro Dear Mr. Justus:
�Q � of t
Mote� A o�9. I have reviewed the prel�mina�m andsfindgitaincorelet�enandYunsu orted
fiy , se proposal submitted bv your f�. mP PP
�'er °Ajni as rE by soils or water use information. The followinq items are discrepant:
0
rh.ts 1 of � °�� 1. Site proposed for neM 5,250 sq. ft. drainfield has slopes ranqinq
�h.t8 '�s d 1�4 o from 17$ to 408 with an average overall slope of 288. Orono cotle
��bfi,����9ure le�s considers so3.ls with slopes in excess of 188 to be unsuitable for
• �d do be�� drainfield aystems in most cases. In ad�ition, the code requires that:
4 e
�' ' �'hA s �' "On slopes, in excess of 12 percent the soil profile shall be carefully
wl�ci� e�p evaluated in the location of the proposed soil treatment area and
s�en ,�1 � ja�Ztie downsloFe to identify thP presence of layers that may cause sidehill .
co d eo 6 ,� rger S seepaqe. In no case shall a trench be loc�ted within 15 feet oE su�h
flo�tru�r rr ,��re r � a layer surfacing on the downslope. "
�o o e1
�kr�ow�8hp�9h �f ,�3 f 2. No soila documentation was aubm;ttac� for the drainfield sitinia
•o s �h�t +�s �he r ' question. Cfty files indicate two percolation tests w�ere made 1971 i
Ser t��d her S� a�k1 at the easternmost end of the proposed new drainffeld site. but logs or �
ve the rd. �he �°�` th results ef these do not appear in our files. Three soil borinqa ,
S new The xis�� were made in the area south of the proposed system in 1980 and in�icate
o� ��p ��aj j c�hstr�e ; were maa indthia8area.�y Onemsoillboringeand one �itctoaaic]e thsof �
M��rtes°�r m re ��e �h �� 8.0 ' �rere made� fn 1980 on the north (uphill) edqePof the propoaed �
Th °ta S�rtis jlo� at w� s�stem, and indicate sandy clay loam soils to a depth of 5 feet or �
1�t�1 e�t�� 5�13' S`��rks�r near�theserborings,�ravel, rocks, and sand. No perc tests were macie �
wa forma ow b Syste M� �
ter � t1o� e�a�s nr iS �
se, a t h e �e SUe h i
ahd des�. Xa�e h � �
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sys� �2 o�s,
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V� �AY Y $�r:`g` f�� E ':i. Y 4 �jt R'�,`�-#�'".��Y .
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Michae�` �P. Ga�fron � n�� ,, � ;�. �
< s�
Septi�. ;Sy�t�ma��Manager � � - �� ` �`�`"��� �`�����; �' �� �
, ..�ti�: � t�« ,:,;s� ,;.Q
cc: Thomas J. Jacobs, Buildinq Official
Jeanne A. Mabusth, Zoning Administrator
Curtis Sparks, MPCA
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���� � A���Th��ex1stinq absorbtion fie1d��desfiq���rt=�96��`��YO��6������.
:,.
� will continue to function. but on1y for one of the two 1avoratories �
serving the conference building. Anticipated design f1oMr is
approx imate ly 1800 G.P.D.
6. Ne�► absorbtion field shoNn on drawing C1.2 to reteive a design flow of
8000 G.P.D.
C. See drawing C�.2 for separation of piping.
3. Soil Co.�ditions and Treatn�ent Area Required
A. Set percolatio� test results 1n 6ME ConsultanLs Inc. report dated
November 17 1963.
B. Percolation tests T13, 14, 15 and 16 all indicate soil Mith less than 5
minuLes per inch.
C. Uae .83 Sq. FL. �t field per gallon of ser►aqe flow per da�r. fiis
factor is per state code for the soil type encountered.
D. 8000 x .83 ! 6640 Sq. Ft. mini�um required. More is desi�able to
co�apensate for fiucuations irt flow distributio� and because of the
impact of grading activlties in the absorbtion field area.
4. Strin9 Septic Tanks ,,
A. Existing System: 1125 x .15 (1800) = 2475 gal. minimum required for
ex'stin9 fteld. Ne wt 11 be leaving l�c+ existing tanks in place Mith a
volume of 2500 gallons; see drawtng C-�.2. ►
6. Nea Syste+n: 1125 x .75 (8000) � 7125 gal. mininnm� capacity. Plans
indicate Ne Nill be providing 7500 gallons of septic Lank rolume.
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� ' SECTION 02S90 � SEWA6E DI��'OS�I.�'��M'�� ����; � �,
� _ ��' �� .
,� �
,� �� �° � � � �. � � �
PART 1: 6Ei�ERAI � �� ��^ ,� � �� �, �°�<;°`�� ' ,
. �:� ,; �� �§�'.
. � �y , , �' � t�:
1.01 NORK I NCLUOED �4�'�
. f 'h t� �'�'�r� �;.
;� `� � �$..� ,{.
A. Staking and altgnaient. , ,�� ; � ����,���. �
. :,�r ��'� �. #,:
�,°'�.�t�?� �, e' .
B. Trench exc avat 1 on and f i 1 l i ng. :� '��� � `���� ��`
_. . :�.�.. .. , ,. � `, �� ,y a`��,rt„ '�lFr....
�, �,r�T� � �R�` ��;
C. Importing and placement of special aggregate. , ., �� �r . ,
D. Ptpe materlals, 9eotextile, etc. and installation
E. Pre••cast reinforced conc. septic tanks, manholes and distribution manholes.
F. Work shail comply with the Minnesota Pallution Control Agency 6 h�AR,
Sectian 4.8040, Individual S�rage Treatment Systems Standard. .�
N L-
G. Restoration of existing surface. ���'� ��� � �
--- -. ��-,s
� c'�_._.__ � ,
1.02 RELATED WORK �"
A. Earttnvork:� Section 02200
B. Concrete: Sectlons 03200 � 03300.
C. Site Utilities: Section 02500
1 .03 QUAIITY ASSURANCES
A. Furnish neN, best quality pipes and fittings, of weight and dimenslons as
specified.
B Utilize equipment of proper si=e and in good working condition to prosecute
the rrork to full campletion in a satisfactory manner.
�. Utili=e experlenced professionals farniliar rvith the �quipmen*., methods and
procedures for the ,�ob. ��sT l�l S� f� � �T`f - Lr c a�s�r� �„JTyeJ►.��'pl� � �.
D. Coordinate City inspection ahen applicable.� � ;
,
1 .04 REFERENCE STANDARDS
A. American Society for Testing and Materials: ASTM.
6. American National Standards institute: ANSI.
C. American Concrete Institute: ACI. �
0. M{nnesota Standard Specification for Ni9hway Construction: MnDOT. 1983 �
Edition.
:
800.002 - SPRING HILL CENTER i
Page 02590 - 1 �
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' PART 2: PROOUCTS
,; ,
2.01 MATERiALS 3 ��� '�'�'�: � '
; � , �
t j
� . rF 9�". � #; e :1r1N4+. ��/$t� o.
. , . . R � ��i�� .'��.�Nq M�'_.
A. Piping• �� �y
��, � �
• �'}'�' ,� ;;�; �
�. . ����� �.
�...
1. Ovcti l� Iron Sanitary Se++er. �ctlle Ir� Pipe (OP} shall CbAforNt t�r��: �` �
the requirenents of ANSI A-21.51. Fitting sha1T confor�n Lo the reqt�lre�.�����:
ANSI A-21.10. Ali ptping and fittings shall be furnished' rri�h�'�eArent��i�w�t� � ���b ��
�� �s.
lining n�eting the requirements cf ANSI A-21,4 foir 3tat�dard th�drnes3�`Y't11t1�' �
A11 interior and exterior surfaces of pip�=.and �1t�ings 3ha11���tr� �,� . � -
bitumin�us seai toating at least : mil thick.� �a.���f. ; ��. �� °� , � •' .� `.: J��� ,
����C"`�'' ,�, t,�3"`�"��`��'� � '` �
2. Poly-Yinyl ChloriCe Sa►�itary Sewer: PYC���#���'f��ingt�sha •
to the requirements of ASTM 0»3034 SDR-35, gasklt �otnt type, �iam. �s� ti�ted�Or���k�;�
drawi ng j� _.
�f.:Y�, �.
. �
3. Drain Pipe: Perforated iVC pipe meeting ASTM-3034 standards with 1•
solvent cemented �oints, crosses, tees ana other shapes requlred, 4" inside
diam. r
L, .
B. Manholes:
1. M�hales sha11 be of precast concrete riser sections and appurtenant
units that conform to the requirements of ASTM C-478. See applicable detail
drawings.
2. Manholes more than four feet deep shall have aluninum steps. �r
3. Sewer castings for seNer structures shall conform to the requirements of
ASTM A-48 (gra�y iro� casting). �
,
C. Septic Tanks, Distribution Manholes, Covers .and 6ases: -
1. Precast reinforced concrete structure as manufactured by Cretex Co. of �� �
Elk River, Minnesota or equal. Sizes per sheet C1.3.
� (�
2. • Castin per 2.01.6 3 above. p� c�S�b 1•�
9 �o N.�- „r-._-___Nvme
- -- �us LR• gl ';
D. Drain Pipe Porous Surround: q1 drain pip�e� shall be placed in a y
surround of materials consisting �Qf crushed - ock (Limestone is not acceptabie) ,�,
wfiich is r+ell graded between 2-1/2" and 1/2" sieve.
E. Soil Separator: Mirafi drainage fabric 1405 as manufactured by Ceianese!� L
Corparation or equal. C ��� p�J .T.�,�,{ S .�--_.... _ ___...� '
F. Trench Fi11 above Pipe Zone: ��
�
1. All trench filt materials shail consist of ctean mineral soils Nith a
plasticity lndex o�f less than 20. See 3.O1.C.5 bela+ for dralnfield fill , -
requirements. C � , ` ' ,
;�•,JS-..�n.•"�J�'-
800.002 - SPRING HIII CENTER ^ �
Page 02590 - 2
� '
. . ... . . .,._ __ . .,,... .,...�:.-: -.�-._.,... _ �,: ,rs,-. ,.nx�:, cac•.x,.:,+rn w�c.�e!.���'^.�..:,. .
,..;.
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rM . . , �. .,... .,,... ,.. . , _ . ., ' �:� . . � . . ;. t�� �r` � � 'M,r:� ^ s'� .
. . � . � . . .. . � . . . .. .. . .... .._ _.. �..._ . . �.,.. .�. . ... • ..,. z'�.c� .._
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/r^4 � ,.�,,�t,�n t'r�
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t ��:rp,���sit�q��the���„�ndr�.�ttev����= 4
��� ,�. y �.�,r�
4,�� i�°�� ����.�x.����u�. � +�:,
"�R' I
„.. F' � .. �. ` .. � ., .
,► 3�i�'hg j L'i11e �� . =1'h�t. �
��� �, ''�n�tractor��r his agent� �Far��t�r�h'� �
.��.. �
y:t.m' h�'t = � : �ratlel ta.- . _. . :��d� , :, . , .
` will best serve the subcontractor�s operatio�. 6rade and lfne st�kes �hall be
set at 25 foot intervals �along the sewer line; et each +change �fn proft�e or �>�
_ grade; and as required for sawer tine ippurtenan�es and serviee stubs. The
.� sub�ntr�actor sha11 be responsible for preserration of primary stakes and shall
restake if stakes are removed or displaced in any Na�y.
� 6. Protection of Surface and Underground Structures: All surface or
undergro�,nd featura or structures locnted outside the permissible exCav�tion
limits for underground installations together Nith Lhose Nlthin :the �anstru�tion
` areas Nhich are indicated as being saved, sha11 De properly protected agafntt
„� da��e �d sha11 not be disturbe� or rdnoved Nithout approval of the
Arch�tect/Engineer. �
� C. Oraintteld:
... �,,,
1. �bcantractor shall excavate as requir o prov�de 3 feet wide
� trenches, Nith lotatton and �pths as per s C-1.3.,.�.�he DatLaai of all - �
•�+ tren�cAes shall be level and all extraneous mat other thm� the existin9
soil encountered at that level, shall be reaaved.
� Special Note: 7�rench excavatlon shall be limited to periods of dry r+eather to
�ninia�l=e the probabiliLy of excessive soil denstfication.
� 2. The perforated drain pipe sha11 �e located in the center of Lhe
trenches, wlth the perfor�tions facing doMn. A11 pipes shall be level.
� +"'`3`�The porous n�ater�lal shail snrround the drain pipe as per dataiis sheet
� C1•3; aith a minimuin distance of 12 inches frda botton of pipe to botto� of
.. ._
�rench.
1 4. A soi 1 separator as specitied above, shai 1 be placed betr+een the pa�rous
s urrounded and the back f i 111 ng a�a�teri a 1.
� 5. The ba�ktiiling shall be pertorined using the original soil fran
excsration, and brought up to grade elevation. All backfill shall be placed in
� �00.002 - SPRING HILL CENTER
Page 02590 - 3
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�}t�-;�¢,�`` '�'�'�.� �s' # :s�+ ��. ��� �° ��
Y . ��'T;��.4'�R"*� ''ly�'f�`;.A �� �4 .� .p � �� , .
i
p., ���Cc�;v�t I+�n, p1�. ��r3taT 1a� �� �
, �, � �� �� �3:.,� �
� ��"� ���,.
�*�1. �"0'1'� �a�enchrs Lo Lhe� ett gnaent� `` ,1 �ep � , .
,.. . ���
��g�����as to have the trencA�open,th� y . `
o ation��r�th other trades-;as.=requir��d���� ,, �
P�" �.
br�l��;; `. ted ar�d�drainrd sa as�,;;to.pra�1"
` corrdlt�of�s.� . - , :�, : �
_..,�E_ -� : =:;., �,� .�th �i�td�the n�t �..
2. The trench wi dth ma�y vary wi� ... requi�ed `+�ep �i
ur�dersoil conditions. The finished t�er�ch sha11«be��o��sul�fi�itrtt.dim��liD�; ,
a11oM the pipe to be laid and 3oined in manntr iritended,y ����tor�features.
dimension �to prevent unnecessary destruction of surface s �
All excavations betoa grade shali be to a minimum width equal Lo the outside
pipe dimneter plus two f�et.
�r• i shall be finished to NiLhin 3" of a `--,
3. The rough sub,. �de beneath the p pe
strai ght line between �oints. All pipes in the soil shall hav�e bearing f� its
f ul l 1 engLh.
�--
4. In any case where the soil stability is unsuitable, e�avate until `
stable soil is reached. Excavation required to reach stabte soi�is shall be °
backfilled Nith a clean granular compacted fill . See 2.OI F.2 above. �
S. Perform all pumping and bai 11ng required to mainLaln trenches free of ,r,t
Nater during installation of pipe. , r
, .��
6. Laying Pipe: Pipe laying shall proceed upgrade r+ith the tongue or '
spigat ends pointed in the direction of flav. The excavation of Lrenches shali �
be fully canpleted a sufficient distance in advance of the pipe la�ying and the '
exposed ends of all plpe shall. be fully protected r+ith a board a� apRroved �
sLopper to prevent earth or other substances from entering. (�
� � �: —,
7. �I�Q+� ti 11 at pi pe (f i l l around pi pe) shal l be hend pl aced and tarnp�d
around the pipe to a heighL of at least 12" above the pipe. See 2.O1.G for mne ;
fill n�it�rlal require�nents. • �
. �
8. Ail backf i 11 shai l De free of 1 arge rotks, fro=en soi�s, concrete,
roots. stunps, ruD'.itsh or other similar deleterious material that could resulL �
i n sett 1 e�nent or damagr to the pi pe.
9. Al l f i l l or backf i 11 materi al pl aced more tht:� 12" above the top of pi pe t
shall be in 11fts ot 12" or less in thickness and thoroughly campacted rrior to �
pl�ci�g the sabsequent lift.
10. 6�ckfill denslty shall be a minimum of 95� standard Proctor Density �
(ASTM D696-70) except under paved areas Mhere the upper 3 ft. of fi11/backfill �
shall nket 100x. See 3.07.E belovr tcr test freque.�cy. :t �
t m nhol� shall be er ara a 8 a�d 9 above. �`..
11. F111 or backfill a a p p 9r Ph
800.002 - SPRING HILL CENTER
Page 02590 - 4 (
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'a�1�tr'if�►�"�h! l���11�It�Of1 Of r��'I��'!'��t�
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e�ev�iti+a►�'or .lotatio�r `ar�.a�tf��1n+��i�rt�i� , ,
. , r . . „ :.
�' ��t�aetor',.'sAalt,:'ad�rfi��Lha°'Ar�hfi��6
'''F �,���"�°?�,�� ' �'�;� ,.�:.
,�'.,
�.a�#r}�r,rr�s ,�ro_�a������
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A.' Per�trr�► 'a11 c�tttrig°eaid..�at�hi� ;; .�: a
�,y�, ,: , ,r. .: .�� �;� �.,;.,,.z`r ,..,�..r��s,�� ,�
e
6.' �Anchors� and inserts required fbr������r� ',.
, coh�tt�utcti+�tr,{� � , . ' �";
� ,. ,� � �
x . : � .
„ . r�..A k',�./k �����iF.
Ct�� A11�:cutting and patching she11 be-�fn �f`'
. .
Architect/Engineer. _ '` ." �,:�,. �� �"�`'�'` ,
• �y '
. �' ,�{�{ .�.. .,��.
���
3.03 �CONCRETE �NORK � p�f d ��' ���> . ;'
� , ;
A. ConcrtLe and Structnral Design: Manufacturer shall De responslbte �or � .
proportioning, mixing, placing, curing and testing of concrete end the
structural design and reinforcing of precast Nork in accordance with apNllcabie
portioris of ACI .304 and IISSTM C76.
3.04 PREC1'�UTIONS
A. Protect site utilities during the construction period. This ma�y reqi�ire
bridqes for heavy equipment to span trenches rvhere underground piping is
installed. Stakes and markers shall be used to denote the location of
backfilled trenches. �
3.05 RESTORATION OF SUtFACE
A. Nhenever ne++ 11nes are shown in conflict with existing surface features
' (i.e. Nalks, streets, curbs. etc.) Lo rdnain, ths utility contractor's r�ork
shall elsc 1nclude the restoration of surfaces to original condiLia�.
6. Surface features (sod, concrete, etc.� indicated as nea on the site plari
Ni11 be the responstbility of the general cont�actor. The utility subcontractor
shall prtpare the ground to receive the surface treatme�. Sre related
specificatlon sectlons.►
3.06 CIEAM�!�UT
A. All neM or relaid seNers shatl be cleaned of any actumulations of silt, ;
debris, and other forelgn matter, and prior to acceptance. such instelldtions �
shati be Lested Nith Nater or by other approved methods, and under such tests
uni�peded fla+ shall be indicated.
3.07 1'ESTS � �
k
A. A;i aork shail be fnspected, tested and approved as required by State and �
locai resulatlons and/or as spacified in this Section, with State and local ��
regulatfons establishing minlmun requirdnents. �
�
800.002 - SPRING HILL CENTER
Page 025�C - 5
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' 6. A11 �tests�� �"�
�� �
ttcatila�� �t �i"�t�'.-.' �
�A .. , .
sub�itt+�d:�to��''��JI�wCti'ltect�' ��` . , .
��� ,
'� `�z�K�� .y,�.r�,���',� y�.��,� ' �
, >e
�`.��'
C• $ZO��,�.S�A�tdr' ��� �!'�`
and
� an#ho�ft,y�',
at�3�.`=,.�pi�1+��+i�''�3�;:�ti��1'1��i���. _
A;= �t°..dra�N.n���t��a�a�d�'F�� '�.
�
. .,��������� ��a�,�����'�" "`�"�a�� -
0.�;�� ���� ;�r,;b����111 ;c�npac�i�g;sh ;
t � .
ev�lry'}thlyd�t if�t�artd�100�ifi�1�c �
_�: �
Subeo�ntr��tcr to `pa�► for tests. R� "�` �:°4f�� .
Arch itect/Eng i neer. �"" �' '"` :
� ,���
���,A. � � .�,,,�,;,� �� ,,,
:, :- ` , .�":. ,����
E. Subcontractor to providr a n�aterial sieve `�analysis i�f course f�1�er � ° �h �
aggregate AASNTO T-88. Test to be taken by an lndependertt testing ldboratory
secured by Lhe subcontractor. copy of the test resulL to be provided to �
Architect/Engineer.
F. The drain field shall be tested by introducing a minimum discharge of 5
gatlons/minute of clean water into the upstream side of the fteld (septic tank ��
outlet) and observing the performance of the field in the observatlon pipe. The
lest should last for a minimun period of 30 �ninutes and should be observed by
the Architect/Engineer. ' �
- -
, �
�
. �
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800.002 - SPRING HILL CENTER
Page 02590 - 6
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