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2005-11-18 Former County Ditch 9 in Wright County; Wright County Public Works NT Y O I J � WRIGHT COUNTY v° �� WAYNE A.FINGALSON,P.E. ,� Z DEPARTMENT OF HIGHWAYS HlghWaY En�neeT = fll Wright County Public Works Building (763)ssz-7388 � y 1901 Highway 25 North �RGIL G.�wxiNS,P.E. ��, � O Assistant Highway Engineer i � �y Buffalq Minnesota 55313 (�s3)ss2-�387 , 7855 Jct. T.H. 25¢nd C.R. 138 RICHARD E.MARQUETTE i Telephone:(763)682-7383 Right of Way Agent FAX:(763) 682-7313 (763)682-738s November 18, 2005 :��"�;� �� Jeffrey Evens - Bolton & Menk, Inc. ,.y,��i� �, � �[j��a; 12224 Nicollet Ave. Burnsville, MN 55337-1649 �U�.l C:i�l r'.r:;�fdY,, i NC: ��Ii�P��Vik_l_E,��t� Re: Former County Ditch 9 in Wright County Dear Mr Evens: As a follow-up to our brief ineeting on November 17, 2005, concerning the former County Ditch 9 that was turned over to the cities of Albertville and St Michael about November 2002, I am forwarding copies of documents for the following culvert crossings: Risk assessment for CSAH 18 crossing completed in 2001 at which time we installed a 12 x 8 Concrete Box Culvert. (Plan sheet and cross-section sheet attached in metric) Risk assessment for Co Rd 1 19 crossing completed in 2005 at which time we installed a 5 x 8 Concrete Box Culvert. (Plan sheet attached) I hope this information v��ill be of use to you in evaluating the ditch for efficiency, etc. You will be in contact with Brian Asleson, Deputy County Attorney, regarding the turn over of the ditch to the cities of Albertville and St Michael. Sincerely, ��-�� «...�.�� Richard Marquette Engineering Assistant Wright County Highway Depar[ment Enclosures; As noted above Cc: Brian Asleson, Deputy County Attorney Virgil Hawkins, Assistant County Engineer Equal Opportunity-' Affirm.¢tiue Action Employer ��-28-�5 FR] �1�00 PM DEAN JONNSON HDMES FEX N0, 7634794921 P, 02 ' Hay 20 Q5 06s59p Todd G�Fi�ski 7$3-41b-4730 p. l ' Oct 27 05 O1�ODp Sean McManar� 952-435-3555 p. l soes yo�a� e4.10 �AY �OOS�i� INSTAK! 7T5TlNG/�LLIti'! IQa01 � � -�- INSTANT '�'ESTI�G� CO�PA�1�_ �� ; � � �f� 7(x5 Wes�12dtA Snat•Saite SOG•Ssrays.MN Si371 •� �j PHON6;ASI-fS�47�K�Fi�X:YSa.tDO-5is3 ANVNGRSAR'f � 2aos Attn. To�d October 27, 2005 Dean R. Johnr.oa Con�tCuctloA a7d0 Caunty Road 19 F�k: 952-4�5-3555 Nedi.pa, bli�nr.�aota 5'5357 EtLs 10663 - 51st Sttezt 2iortheast (Lot 7 Prairio Rua D�ue]o�rs4nk} Aibnrtvill�, Rriqht County. Iilanes4ta A� r�ryueste.l, a ait• visit ++as aoaduettd on Oetobrr 26, at 3l:aD 7�,M. tp evaludtC repaxtsd queatipttdble svils witb.iq tht excxvativn fer a tawnhoms buSldi�tQ undGr �or�structicn. At thc Ciync ot the inspectien, CAe busldiag pad b�d boan �1C4iV�kli� apAra�im�telr 5 f�et to proycsad tpottr�q elevatioa. Soils at the bas� vE tha+ a=aavatioa conaisled e� �7�1t7/aandr elara, above optithum naoi�rturc, srith isol sted Yre�s 8f hiqhlr saturaCed soils oad st�tnding taattK� To asse��s thr. strenqth of Ehr soile, a S/8 incb diamoLrr amaoth prob. Was ustd to p:n�tLtate soils at CaAdom alebg alt fsoti:sq 1lnes and across tns k+iid nf hh� fauisdatiea C�C�4At1D1i. qitt� full badx We1qDt c;►ppai�dr ths prebes is�dicak�d sceept�b.le aaila s+�thia the app�r level #oot�n�s, s+ibh ison-unifocro soil �trenqth and Dzobw pepettetinn dapths r�nqf�q �rorw � minimal s-9 inches te 2i inchces or qrsater t+it�hin tha lo+rex axeavation. T'o evaIuate th�r rolstive hoa��nq �apaeity of t�►� Subgrade soi7s, dynusic cone �en•kro�netar Cssts were ca�durtcd vit�n areas of lov sail ctrenyt�h �ndicated ss incrq�sed probe DeaetraLioa. Z�• arnasic aone pbnetrernKtrr (DCP}, uses a eight kiloqr�n (1'l.b powsd} hd�Rr �o driv• a 20 lrillimttsr diau�eter conic�l pOipt f,nto the tsvil, �itb ths pa�etration rQcorded fn tnfllimaters per blow. Prom the DC! readings, � vc+r b2v�+, yeuatrption a,vsza9• uad cecorded aAd a N-valna de=ived. This t�-va2un, is an �mpizieal t�LskiO4�hip we havr established !o ayuate the ��Yn�� aone da.a to the raore E�miliax blovs yer Eop� (�pF) slandard ' ;�ez�etration �of l botieq test, � '�est �1 - Re�t Foo�inR Li:t� (I2 �'.tk Fsan &W CprAer) iJCP bentfy p41� 8�ou ave. / �1-V�_j_yp �, � ��5 MM {13-9") Sof. - WeiQbt of Barm�er �71 6&7 MM (26.3") Z7.0 Wi / X-11 3T75 FSF Tast t2 - FTcSe Footing I.fnr. (Ncar sputh Flal� of Stap-ont) D�_�Mc�t1i Per Blgw._l�yQ, J u N-Yet c �.j�at�d LCad 638 F�1 (23.3") Sa�r j F�lqt�t of ?isndnar �A 1079 )AM (47,5") �1.9 M! / !�-7.5 2750 PSr � , OC"'-28-u5 FR 1 O1 �GO PM DERN fOHNSON HOMES FF:H !�0, 7634794B21 F', 03 M�� ~?0 06 IJ6r EiJp Todd (;a�ir,ski 7A3-4I6-4'73❑ p, 2 • o�ti 2.7 05 O1:Oa�+ Sean tioN�n�r�a 952-435-�555 200'r �9/t1 P/:6. FAx S�dS�iJ tNC3'� '15L'ti'1K4/Ai11E� ��P} 2 Te�t �� Ftoat Footing Lir�r (lloar l�Sid-Haint) ��, �e�t.�} pr� Hl ost Rv�_:1.,�Va 1 ue Estimatqd Losrd 33� W4 (13.1") saft / �leiqht of 2!:�nmar !�!1 7Q0 I�1�1 (?7 ,6") a1.9 l�id / N-ls 5040 PS!' T�st �1�0 � "�nrthQ+ast Caraer of E�aavatia� �cp nwath �er Ala+ l�vv. / �v-v;�a�„r Ps[1Yfated LaA� 43� tM (17.1"} Soft / iJ�ight o� 8aironsr N7� 99t MM (�1.5") 30.3 ?!Ft / N-7.9 2l�5 PSF 8aa�d on oti�r observatYons snd tha DCp test =ssults, we rscam�n�i th�i Wat�r �nd sbft e�turatad �6125 ba remeve�d irwo tke base of th� ��xcavatiea gnd s4i1 cerreotions � �de vit2�ir, seetioas inQicatiug � �att apPcr avil soqe e� d�ii��a��a br tne flCP tsets, xe�t il - Rymove I�" (12'• 15' af rear footinp liq• bet��en Chs srea iit�dicated by tha irtte�section a! uppef lavel �ootings) �'e�t #2 - �+�ove 1.6" to ?o" (13'- 2p' of ti�st footi��i liaa �d�acenK. to sttp-ou� s��tian?. 4'es: f3 � Ranwvw 12" (fu11 lanqCh af f:ont fobtiaq Iine) �'ast �� - 14et�pve 1Z^ to 15" (4'� LO' seetSea poxtb �hd oE wast #oatinq line at ?fE coraar). '8a�ltfit� msteriai s�n7 corisiat of a Erre draininy qtaoular, ranpinq fram $ QpitCS� xashed s�nd to a 3/4" n►inus bqqreq�tte. Hased o�4 depth ta Sootl7D+g e1eWltion the grabulor n�p be azt�nd�d to otb�r 6fCt.SO�Lf of t`ae �xC�vxtinn !o pravide a dxY B��bl� su�xfaoe Eos footln4 pl4cunent, We Woald nlao recommend a min�num spread Ea�ting desiqp o� 2�" x 8" i1J(2)- ��. Reinfarrem�nt is rervn+r�nded �o mini�aize differeatiai ssttlement baa�d oa arr�� of ri�-u�n,ifarm scil str�ea4th aad t�e loadinq chazacte�riS�Ci�s of tbe qranular cotrertion zooes Wit�ib tEe ex,istinq anhesive soils. Tn our opinian, with t;1t hnt�d correetions, tb• obaerved and teated �ubgradr soilv are acceptaDle !qr Eootiag plao�rn�nt and eoilsts�xttiori Ot th� rrr�i.d�titial Str�tctur�x. SLnCer In t � ti�g Conpany a'. 5dwias bgtnaering ia ector #701 - 1 / �+50� - x /i30e - DCP (4) / �612 • 85 ' �;-��-�a rN� i�,�� rn UtHN JUHh�UN KUl1r� r�x M��, Ib�4fy4��1 r, ui � a7D0 County �2oad 19, Wledina, MN 653b7 Phone: 763-�479-4$20 Fax: 763-479-4821 l��ean 1��+on Ho�es RtlIMIVES�TA S Q�qj/Tr�UILDEN SINt� 1f7� '� Z?�rr�5n��2��'c�� F�� 7v�� C�i in�� Fa�,xs 7 1��"I L �a>�� P� � - p��.... . _ �.: �c�/��'/Gr . �"° cc: ^ C]Urgent CI Por tieview ❑Plwse Con+rtwen! Ci Pl�ase R�p1y ❑Pl�asa Recy�cla Cnmreys�tse —� ___w_—�.�� '�f�t�7J�, ��,�=� L'Ct_�C� w 7�c�n° �� 7�,�, a y� : ��d� � Message For �1 :,,, �� ti_ . C �� 3 07�r-� � � . �� :2�"�'^b��iir".t Ja'B_ C�,". W.S GVUa'� 11'VL 1W�V0 CR:I OAVJ'JOJ L�•��Jln:�l 1Li�1L11�V':1LLi1LY �vvi � I �' = I�1TS�'ANT TESTI�TG CCJMP.ANY �5�� 7125 WL�I l261h Sa�cct•Suire 5(w•5avage,MN 55378 � �'1i�NF.: y52-89p-7356•F4X: 952-R9Q-58R3 ANNpVERSARY 2 � � 3 Attn: Todd November I, 2005 *Jean R. Johnson Cons�ruction 4700 County Rcad 19 F�x: 952-435-3555 Medina, Minnesota 55?57 RE: 10583 - 51st 5treat Northeast (Lot 7 Prairie Run pevelopment ) A1�ertvill�, Wriqht County, Minnesota �t tk�e request of Mr , John Sutherlaad, City of Albertvill� building inspedtions, we are submitting this document as an addandutn to opinions and recommendations for the subject prcp�rty presented zz� our insgection report dated October 27 , 2005. A: Excavation requirements within areas delineated for soil removal and placemen� of granular fill . Far s4i1 r�moval depths up ta 12" w�thin the footing sections , the excavation should ext�nd a minimum of 12" on each side ct the footinq base. Where correc�ion deptha exceed 12" , the excavati.on width should be incredsed to 18" on eaah side �� the footin� base. B: Drsintiie Consideratioas. pb�ervations made during our inspection, would su�Qest some groundwate� movement through the site may be ant2Cipated based on seasonal an� anrlual precipitation. Althouqh the covffici.ent of perrneab�Iity' tor the silty cohesive soils is qenerally low, sand seams may inczease groundwater miqration. It is therefore recoman8nd�d tha'�. int�riaz draintile be installed, in addztion to the exterior tile required by aity building codes . perforated tubinq with a filtar sock �s recommended based on the sil�: content of the subgr�dt soils . C: Basement Moisture Controls. To reduce moisture levels wi�hin the basement ar lower level of the structure, we would reoomr;.end the placement of a capil.iary break beXow the basement slab. �1pon rernoval of water ana soft surface soils, a r�ranular pCa�rock zs placed to the depth nf the in-place footinqs. To minirnize wickiT►g and moistur� tra�sm�ssion znto the slab, a 6-Mil paly vapor barrier may be instal:ed prior to �lab �lacement . S�ncerely, Insta ting Company �1 � � /- � " CS St di h J'am�s M. Bridell , P.E. Senio Enqir.eering I pGctor Senior Geotechnical Engir,eer CC: City of Albertv_1T � Building rnsgections (Fax: 763-497-321.0} � < �4j �1�1/� �� 1 � 2.�C� 5 � N � N -� - �( m J ? u !. � V j U = � Pl N N . O O p r I • ' r I �� D '71 � � � '9 �..� L� � � 7' Y Z7 � ,2 n � 'O x v � � � v ln r O p 1-'� m O > a �p o c, � r A x m > m r m $ m � O o c p c � � � n c � � p� .� z a �, z � � > � � c o , -� � c� - � - Z �, ,� C 3 � � L 1 � m > � r �' x r 2 = r F'' � � = r � ^' p � p=j _` �C,''�. � � � O I Z � `° ti � � � -+ m cD z � m � f m � "+� �' � ^ � m m � �" ❑0�' � �' � n � �;,;. a � � a � � O > t � z p. p n � �7 f � � � o � � z ' > � m o c� dm O � m i m o � � a � m ► ► N- �q N W r � 3 :� m < 3 N� fi � -+ 4 � m 1 1 ^ IJ � CY Z � M °" � " p ►i f1 Oi o� n p m -� a m `� n z m F-' � c+2 C C z O 2 O 1 0 � a > v � �D � � a -�+ '^ � Z L z Gy � m o' r NZr � � a � > _ �`. � r (D . � F�� N � n > � .a �1 m � N y � C1 O ,� C m � ' i�'1 � z Z � c 0. � .n C 1 A � � _ � C � � Z rtl � � Z I� J � m D f^ trl � n I � �.. :RT � GO p 1-� v , � � o > i I � o ! h � % � � ` � � `� N � i'i m G1 C � r � � �.J o .-" \ m (� ( � , � r S01 L TEST La��IT It�N �fIAP FOR �� H�URINC� - AL�BEFiTVILL�, lMifdNo 5�301 . �� o� '`'�'Y �.��A� �o `,/� (y.M• ��.cv.- i0o.0 � �A Ssvn�o� � i / ! � _ i ' �" Q �' o r � v � ) ? � 3 N 0 � �� r / d � � O � � r N � ' � � VJ I �4j `� � ,- /} ' ��-� �"hJ . \ `-�o�� . `+d _ � � i • � `2z� +� 0 J y� ?� P A tc..'Y O� T+r-E S�/2 O v -C+a t. A J S E. �/w O R- S�c.- 2- !Zo- �a- 4^ (�f I � � C�cy H r �o a� ,.��-� �P'l��,.)13 . / , _ , , _ -.. . �: , . .:, _., ��-��• �, � ' --- . . . , _. � �- C4� . . , �� _ � _ _ � _ _, . : _ _ .. . ;. . , _ . . . ., . _ � . _ _ _ ., . ... .. .._�. _ _ . . - _.� _ , � �'. : . � .. '. . . _ .. . .__ . � �. . .. � . .. w .. _ ':. � � . ' . . .... _ . . ...:" :-_.�. .� � � .�., .. � . � . _ . . . ..� ..:. .� _� : : . . . . . . . ._ . . I . . ., . . .:. ..�: . .;.'.:. �'��i � �,.:� �. . .. . . . .. .�...�:.-: X .� ... . . � . . . _.: � ♦. -�. �� . . .. . . . . . . ,. . � - ' � . . . .` . .. . ...i!�. . _� .: ". ;. ' ♦ . . .. ... . .. .s� �,�� - �!\ �..1.2 � � � ... . . ' .. � . . ...".. . � �.. . . " . ' ' . . . . . ,� t . .. ;:r C .. . � � � . --� .. `�ctc� he S�i�.aR.v..n.._ - 4.�:.�1«a? yr:�;� �ik�y '�.�..:. _,f.�:`.,;�.a..�.a�, t q�.� „c r�u � ,�' ,�r.,'-.t,�'i a" - . .- ,. . . ; ' � ,.. , �.t . �..:� . . � . . .. s^.�� . . - � - . . . ' ' �� . . . . . � � # " � .. . :. ; �*., . `.. .;,� • .*.,r�.t� ti >: . , y _ " :�x , Oc.tober 24 .197,9 ��`N �` � ! . ��:. .: 4 r � ,�"�f..*r�,'�� _ �_ s , .r� - `Y _ = . 9 4 a _ .r{- _ ' '�aa q`` �.- .�--1- � �. S �,n .a � �,, „p��,.�. � � . c t �.-� y, . y�-2 �- ��. ' r r � `f �. �;,. � .� ,`. "F`isikW.P s+ss i'a�,4 _ 2 ✓' L �ix a 3 t� t .5 �'r �j �y�,�s . .�,,,�''� . s . y';, i �"� �� ' � 5�` i y,'�'n+?' '7�' _Bob Heurfng_ ��-��._ ..� > ,: � : .. ln., ..5.. , �i z �'_4 u .: _ .._... .., . � -.:..-a-�c� _;:. �*K+ . ..l.,�.�= t 1*niwik.K�1E�T!'y� �ILbertvill�, M�.iinesota � 55301 "" �`'_ �...�' t �,�,� �,. fi -, �,,� �.�,, ,: . .�� , �-�,. ,. _ . . . .. � '_ -. +A'e r S F . '�' � '+ �k�� . . ,� � �� Y s tf � � .." �'. '.� al��r =�2' �. � . . Re: ��Perc "Test�xfor-Part.of. S�� of��the SE� �b€:Sectiort_ -2=�2Q-24y x�'°� �� + '�,right Cotinty, Minuesot'a � - . # ��{ ,� �} , -;w �r- � ._,. ,__:_. , - -�,,:� < - _ _ ` �� . �,,, � �. Y De ar. rIr. `' � ^�, r - .� � >,;m.�. .� < a s� �.q Heuriztg: �.� �,x �' ,- , --�. - . �.�-.��. .-. . � ` -.' ''a'�,-:= fi'5�.- .. �_ � _ . _ -...- ... �� : �Ft�,�.y �,, •- �h ;'�,� ;;� . � �c y.k., ' , . .� '` . . ' _ t • ! ,: . .'""L� _'!.MS{e'a �." � R: � :: in . The following are Che r�sults- of a percalatinn tes� taken ; ; :: .�� r � :,.. October 3rd and�_4th,.._Z979 at_the above referenced�:l.ocation: -� , '� "�` , �� , � -: -� . �<, -: _- , - - , _ ti � . . Percalatio st H I' - I i�#� ; � �} � � ` rx:..Te o e IVo. _ �T _ - -- _ - � .�».., i ro.. <__. .:: ,. __� ; _ �,�:.s�A.� a -�.. � �-PercQlation Rate .= 48 mizxu.tes/lrackt ' r ' = Soi� Data - Broran sandy clay 0"��6" ` `� ` " Y� "�-� "_" � _ . S- .�� - PercoT�tion Test Hoie` No. 2 - �`�}0 . _ " '� __, .i. _.. _� �� + ; ._: ; Per,coZation Rate = 6� •minutes/inch - �- '"`�"`"` "�''� , . ' �,. ' - Soi). Data _w Browri;.sandy clay 0"-3b" , � � . _ � . . . . � . .. .. � ' ..� i :"_ Y . _..._. . . . ':.. � .�� .-. .. ."...: -;: T:, .':. .. .-. . �.: . +,�� ; X T - "_ d Soi]. Borin� No. 1 - - ` -f - s - _ > - - - ... � _: 5oil .Data _- Broi,rci sar�dy c.7.ay 0•'_84" ` _ � . - �� .: ,No groundwa�er was enc�uziter�d during the boring. , <- ' �= �. �=" J t:: � _ , . _ .. ._:,_ ; . ..=. r . ..�...,r4u t ;,� Gie find this area su:i.table for a septic �tank/drainfi�ld in r - accordance with the riarn�al of Sep�ic Tank Practice, �T.S, s Bepartment of Health, EduCatinn and"Welfare. ; " � , . . _ __ � _. .. . . . , ,_, . � _W:..-;, _ ^ _.. _ " _ Sincerely yours, ,. .. , -. : - _ ; ,.._ . _..... . . . ..... :, _ � :- ., AIEYEt2.RLHLIi�i�. INC. ,�,:,�: ,. :- : .;:. ...,��.-M. ;. - - _ Y��..o�..._-- " � _. -- ... _ __ . _.._� _. ._ �N:bb. Gar Nalas en , �,. cc: E-7977-A - -._ _ _ , . _. . _ ,_. �:. . ; j. ;._ ::.: .;:-. , ,__ _ ,.. ..:,, .,. -. _ . _.__, ,y-, < ,:� .:..., ... , � , . ...:_ ..� ,,. . .. Y'-"Y ..-.. ,... ---. . .� . . _ . , . .' . . .. .. .��..� . .. . . . . . _..:.._ � .. . �..t y.. . , . '_ , . � •.t s ... ,. a - s '=�:a .. . . . ?�.... xi-: t - :+G`�aY�i"?: S :w1� _:. ., . ... ....... . ._..:. . . ' -. . ,.. �'.:�. �.-.,. �..�: � . � . . . . . ..;� , �-' _ .. , _ , _.. . ' ��.;: . . � -. .. .. . . . ': .. _ .r_:.. r... :'-,. � ... . ". i'•, r o��, �Nr rF y S�, _ � 4� � 337 31ST AVENUE SOUTH•P.O.BOX 325•WAITE PARK,MN 56387 � Phone: {320)253-4338•Fax:(320)253-4547 �� N L�� NOVEMBER ll, 2003 PROJECT 03-499 REPORT ()F GEO'T�C�-INICAL EXPLORATIONS For ALBERTVILLE DENTAL ALBERTVILLE, MINNESOTA Prepared For: QUALI'I`Y SITE DESIGN , �NOEtdT �.F . . s 3° � ��G� 337 31ST AVENUE SOUTFi•P.O.BOX 325•WAITE PARK,MN 56387 w Phone: (320)253-4338•Fax: (320) 253-4547 A�� oQ`�g November 1 I,2003 Mr. Scott Dahlke,P.E. Quality Site Design 3600 Holly Lane North,Suite 100 Plymouth,MN 55447 RE: 03-499 Report of Geotechnical Exploration Albertville Dental Rlbertville,Minnesota Dear Mr.Dalilke: Independent Testing Technologies,Inc.is pleased to submit the results of our subsurface investigation pragram for this project in Albertville,Minnesota. This report represents our work for this project as authorized by you. It includes our recommendations regarding eatthwork,fill and compaction,foundatioo design,wall backfill,subgrade prepazation,and pavement design. Three copies are enciosed. The soi(s on this site are suitable for the proposed buiidings and site irnpmvemettts. The majority of the saiis encountered were brown sandy lean clay{CL). Silty sand(511�,silt (MI,),and clayey sand(SC)were also observed. Cnoundwater was observed after drilIing and it will have an impact on project design and canstavction. Soii samples obtained during our investigation will be stored at our office for thirty days after the date of this report. ARer that time,they wilI be disposed of nnless you advise otherwise. Mr.Dahike,it has been our pleasure to work with you on this project. Please contact us if you have any questions or need mdditional services. Sincerely, � � C. . Stark,P.E. MN Regiscration#26093 CERTIFICATION I hereby certify t6at t6is report was prepared by me or Nnder my direct sapervision and that I am a duly Registered Engineer onder the laws of the State of Minnesota. � �� W e C.B.Stark Date:�� Registration Na• Z(�!j T�LE oF corrrErrrs A.introauct;on....................................................................... 1 Pucpose............................................................................. 1 Scope of Services..............................................................2 General Site Conditions.....................................................2 Availabie Subsurface Infotmation.....................................2 B.E7cplorationPrograrn.....................•••.•-..................._......_._._3 Expl�ration Resuits...........................................................3 Penetration Test Results..................••..._....._......................4 Water Levei Ubservations.................................................4 C.EnguieeringReview...........................................................4 Discvssion.........................................................................4 D.Recommendations..............................................................S SiteGrading......:...............................................................5 ShucturalFill....................................................................6 P�undaxions.......................................................................6 _ Watl Backfill.....................................................................� E.PavementRecommendations...............................•-•-•.._.......7 F.Closing...............................................................................8 Borin Locatian Plan.................................. ' g ............Appendix 1 Soil Boring Logs......................... .........Appendix 2 ................... GEOTECHMCAL EXPLORATIONS QUALITY SiTE DESIGN ALBERTVILLE DENTAL ALBERTVILLE,MINNESOTA PROJECI'03-499 A.Introduction Thi4 report is being prepared for nse by onr ctient on thie apecific prajeie�. We intend to preseat this�+eport and oar 68d��i�thc samc bgipil e�anner t�at led us to arrive at oar recommendsitioas. This report�bu�ed oa some general assnmptioas regar�ling the auticipated constredioa based oa c�erience wit6 sim�7ar prnjects, T6e�e assumgtiom and tht t�tin report a�oald be reviewed io�maliate�y ngon reoapt Pat`UOBC: The purpose of our investigatioa was to evaluate the exisring soil and water condiiions on ttus site. The project consists of the conshvction of three(3)slab-on-grade buildings on standard spread footings. Site grading and pazking lot construction aze aiso included in this projec� Yn accordance with yotu�wriiten sutharization,we have conducted a subsurface exploratian progratn for tbe P�P��P�.t�- Paee t � November t l,20(13 • Praject 03-499 1 Aibaiville Dentat � Albertville,Minnesaa -� Scope of Services: Our authorized scope of services included ihe following: i i. To investigate the sul�surface soii and water conditions encountered at five 1 (5)split-spoon soil boring loca[ions. All of the barings were planned io be � 15 feet deep. The appmacimate locations are shown on the boring location plan in Appendix l. � 2. To provide a repart of our findings including the results of our subsarface � investigation and recommendations regarding earthwork,fill and ' cornpaction,foundation desiga,wali backfill,subgrade preparation,and � pavement design. � General Site CondiHons: The proposed project site is located at 5067 Jason Avenue in Albeitville,Minnesota. The ; site was used for agriculttu�al putposes in the past and is c�rrently a vacant lot The site is relatively flat with slapes of 0 to 4%. � Available Subsartace Informallon: Accflrding to the Gwlogic Map of Minneso�ta,Quatemary Geology,prepared by Howard � C.Hobbs and Joseph E.Gcebel(19$2,Minnesota Geological Survey},tttis site lies withiu a ground moraine of the Pine City AssociaLioa This soil association is part af the � Gcantsburg sublobe of the Des Moines Lobe glaciation of Pleistocene,Late Wisconsinan age. The deposits generally consist of glaciat tifl that sometimes includes areas of � interbedded red and gey drift resulting from incorporatian of underlying Superioc-lobe Idrifl. The drifl is derived from paz�ent material in Manitoba and eastern North Daicota. JAccording to the Soil Survey of Wright County prepared by the Soit Gonservation Se�vice, the site lies within the Haydect-Dundas-peat soit assceiation. Tbese consist of deep, J riagc E � ' Noveinber 11,2003 Project 03-499 Albatville Deuta! Albertvi►le,Minnesota mediiun textured and mod�rately fine textured soils on gently rolling uplands. The individual soils mapped on this site have poor to goaci beasing capacity,poor to fair shear sirength,and low to high susceptibility to frost action. B.Egploration Program Five(S7 sp13t-spoon sofl borings were condncte�on this pro jecG AIl ot the borings were advanced to 15 feet deep using a 3 1(4 inch I.D.6o1bw stem auger. Samp{es were obtained every 2 1R feet for fhe first 10 feet and every 5 feet therea8er osing a 2-inc6 O.D.sptit spoon sampler in accordaace witL tLe American Society for Testing attd Materisis(ASTM D158�. Standard peaetratioa valnes(N-valaes)wcre obtained at each sample interval by drn�ng the sampler into the soil using a 140-paund hammer falling 30 inc6es. After an initiai set of 6 inches,We number of blows required to drive ihe s�mpler 12 inches�b la�own as the standard penetration resistance or N-valne. Whcrc the sampler ean not be driven at least 6 inc6es by 50 blows af t6e hammer,the iptai aumber of blows as welt as the distance driven is reported on the boring logs. Groandsrater kvels were noted dnring driQing and immediately after compktioa.Tht hoks were backt'illed with the anger catting�. Some settlement o[the bore hoks may be ezpected. AIl of the boriu�c were condneted with a truck mountsd dril)rig. The borings were staked in the field by Quatity Site Design. AN of the boringa were weducted within 2 feet of the staked location. Eznlaration Resufts: AI!of the bexings encountered topsoil material consisting of bIack siriy sands(Sl�to depths of6 ta 16 inches. Below the tc�psoil in ba�ing B-1,brown silty sand(Sl�was observed to 1.5 feet deep fol[owed by brawn sandy lean clay(CL)to tennn�ation. Bmwn silry sand(SA�was obsaved below ihe topsoil in boring$-2 to 2.5 feet deep faliowed by brown sandy Iean clay(CT,)to refusal at t 3.5 feet deep, A layer of brown si2t(ML)was , observed in this boring from 4.5 to 7.5 feet deep. Boring B-3 encamtered brown ctayey I' sand(SC}beneath the topsoil to 6 feet deep foilowed by brown sandy lean clay(CL)to termination. Below the topsoil in borings B-4 and B-5,brown sandy Iean clay(CL)was observed to tsrmination. Fnge s ! " � Novaxnber 1 l,2003 • • Proja:i 03-499 Aibertvil(e Dental Albertville,Minnesota Peaetration Test Results: The staudard pen�tration blow counts in the clay and siit soiis ranged from 3 to l7,svhich are very low to high,indicating thai they have very soft to hard cansisiency. The siandard penetration blow counts in the sand soils ranged from 4 to 14,which are very low ta moderate,indicating that they are in a very(oose to sned'zum dense condition. Refusal of the spoon or auger did occur in ane boring,however,the drilling was relatively easy in the remainder of the borings. Water Levei Observatioos: Observations of the subsurface water cenditions were made during driliing operations_ Grroundwater was not eneountered in any of the borings during drilling. All of the boreholes were left open for seven days after drilling in order to measure groundwater levels. Groundwater was measured in two of the borehotes at that time at 5 feet deep. Although the water levels were ob�erved over a short period of time,we fesl they are an accurate representation of the water levels on tlus site at the time of our exploration. It should be noted that fluctuations in the level of the groundwater can occur due to variations in rainfall,temperature,spring thaw and other factors not evident at the time of our investigation. Mottled soils were encountered. Mouted soiLs are a historical indication of a temporarily or seasonally saturated soil condition. Grey soiis wete not observed. Grey soiis are an indication of a pennanendy saiurated soil condition. C. Engiaeering Review ' Discassion• I Based on our futdings,ihe sita appears to be suitable for tfze proposed buildin�s and site improvements. Maximum foundation loads coutd be expected to be in the range of 3-5 kips per linear foot foz wsil footings and 3d-60 kips for colunm toads. The majority of the native soils on tliis site are suitabie far support af the propose�building aad pavement Paee 4 • Novemba 1 l,2003 Projed 03-�t49 Alb�tville Dental Albertville,Minnesota soction. Soft soils were encountered at shallow depths in boring B-5. If standard compaction techniques are used during eonstruction,these soils can be recompacted to suppoct the proposed buildings and parking lot section. Groundwater will have an impact on project design and construction,depending on site grading and layout. D. Recommendations T6e following recommeadatiana are bascd on oar underatanding of the proposed project. If our understanding of the pmject is nut accurate or if changes are made to the project scope, please inform us so thxt o�r reoommeadations ean!re amesded,if eecessary. We have inctaded recommeudatiaos regsrding earthwo�lc and construetion that may 6elp in cost estimstes and aid in desigin. We shoald be allowed to�view the proposed rnastructioa pla�ns to provide further detailed necomm�dations,if necessary, Withoui the oppoKunity to review the fi0a1 eonstraction phas,the nocommendations mxde in thi�report may no bnger be valid. Site GradiaQ- We recommend that the existing tapsoil materials be removed from the construction area prior to beginuing grading. We estimate that this will require an excavation of up to lb inches in some areas on this site. The topsoil material should be removed fram the site or it could be stockpiled and used for landscaping. 1n addition,we reeommend that any unsuitable,uncompacted,or unstable soiis be removed from beueadi the proposed building and pavetnent areas. We reeouunend the bottom of any�cavation be observed by a soils engineer o�r a qualified technician to verify thai cotnpetent material has been reached. We recommend the excavation be oveisized one foot for every foot of fill reqwred to reach planned grade(1:1 oversizing). Soils can change dramarically over short horizontal distances,therefore these deptbs should be used as a guide. t�fter removat of any vnsuitable soils,we cecommend clean,mine�al fiil,meeting the requirements of shvctural f ll,be placed and comg�ted to bring the buildiag and pavemenL aress to g�ade. e�s Nov+�ba 11,2003 • Project 03-499 Albatville Dentai Albertville,Minnrsota Stractural Fill• The onsite soils consisling of sandy lean clay(CL),silt(MI.}, and clayey sand{SC)are cansidered marginal materia!for use as structural fill. These soils are susceptible to moisture variations and would need to be dried or mixed if they become wet prior to compaction_ We recommend that any imported fill consist of mineral soils meeting the following re:quirements. No organic soits,roots,stumps,logs,bnish,ete.should be useci as structiu�al fill below any foundation or pavement section. We necommend that a(1 fill material be free of soft,wet,frozen,or highiy expansive soils. In addition,no rubble, debris,or rocks in excess of 6 inches in diameter should be present in the fill maierial. The fili should bc as ucuform as possible both in composilian and moistvre content We recammend all fill piaced in the building and pavement areas be compacted in 8-inch loose lifts ta a minimum of 98%of standard proctor(ASTM D698)maximum density. All fill shouid be campacted at a moisture content within plus or minus 2%of the optimum moisture as detenriined by a standard proctor. We recommend compaction tests be taken on any fill in the building and pavement ar�as ai a rate of one test per 2 vertical feet per 2,SOQ square foot area,wiCh a minimum of two tests per fill area. Foundations• The N-values recorded in the penetrarion borings indicate that the existing soils on t6is site have a very soft to hard consistency capable of supporting the proposed stiuctures. All exterior footings shouid be placed at a minimum depth of 42 inches below proQosed final grade to provide protection from frost damage. Interior footing.s in heated are�as can be placed at any convenient depth as long as they xre on native soils or progerly compacted fill. In unhes#eti areas snd where the parking lot abuts the buildings,we t+ecommend the faotings be placed 60 inches deep due to increased frost penetraticm depths betow the pavemen� Pa=e 6 i - -- � � Novanba 11,2003 Project 03-499 � AlGatville Deatal � Albertvilie,Minne�ota 1 I � Any footings placed on native soils or on pmperty compacted fitl shoald be proportioned j for a maximum net aIlowable soii bearing pressure af 2504 psf. We recotnmend campaction tesis be taicen on any fili below the footings at a rate of one test per SO linear i � feet for wall for�tings and one test per column footing. We tecommend compaction tests be taken immediately prior to pouring the footings. ! � The tecommended bearing pressnre is a net vaiue and represents the acte�al loads that may be transmitted to the soil independent of overburden pressures. We estimate total � settlement to be less than 1/2 inch with differential settlement about half of this if the i recommendations in this report are foilo�ved. We recommend a rni.nimwn of 6 inches of clean,free draining washed sand with less than 5%passing a No.200 sieve be placed beueath the floor siabs. Ttus will pruvide a capillary break and a uniform level subgrade for the floor slabs. We recommend flonr slabs be i , � desig�ed using a modufas of subgrade reaction of 75 pounds per cubic inch. _� Wall Bacldll: � � The onsite soils consisting of sandy tean clay(CL}are considered poar material for wall backfill. All wall backfill s�►ould be compacted to at least 95%of standard proctor. � We recommend below gcade walls be designed using a coefficient vf active pressure(Ka) of Q34,an at-rest coefficient(Ko)of 0.51,and a passive coetTcient(Kp)of 2.46. _J � E. Pavement Recommendations The subgrade clay soits encounter�d are classifier]as A-6 soils in accordance with the ,.,� American Association of State fIighway Transportation O�cials(AASHTO) Jclassification system. A-6 soils are rated poor meteriai for use as parking laa subgrade ' �7 .� ''�� Novrn►be�11,2003 • Projax 03-494 Albacville Dmtal Albertville,Minnesata rnateriai. In no instance should organic soils be used as parking lot subgrade maierial. Withaut benefit of a laboratory R-value deienninaiion and based on Mn/UOT guidelines, an R-vatue of 12 can be assumed for ihese materials. Based on an assumed R-value of 12,we recommend the following bituminotis pavement sect9ran: Thickness Course/Descripfion G.E. 1.5" MnIDOT 2350 MV-A Wear Gourse 3.4" 2.5" Mn/DOT 2350 MV-3 Non-Wear Course 5.0" 10.�" Mn/DOT 3138 Class 5 or 6 Agg,re¢ate Base d0.0" 14,0" TOTAL 18.4" In using the assumed R-va}ue for bituminous pavement design,it is essential thaz the subgrade be constructed of unifotm soits at a moish►re content and density in accordance with Mn/DO'T specification 2105 and capable of passing a test roll in accordance with Mn/I)OT specification 211 I. The native,undisiurbed soils may need preparation(drying and compacting}to pass a proof roll. If the subgrade is not compacted,uniform and capable of passing a test roll,then we re+commend the subgrade be scarified and recompacted or subcut and replac�d with geotextile fabric and select gc�ar►ular material meeting Mn/DOT specificadon 3149. If select granulaz borrow is used,the Class 5 aggregate base section cfluld be reduced one inch for every two inches of select granular borrow placed and compacted. The top of the subgrade shauld be compacted to a minimum of 100%of srtandard proctor maximum densiiy. 'i'he subgrade should be sloped towards the edges to provide drainage. Weep holes shou{d be pmvided in the storm drain structures ta allow drainage of the subgrade in the vicinity of the sumps. The weep holes should be covered with wire or plastic mesh and filter fabric. , F. Ciosing I�' Our work was performed for geotechnical putposes only and not to document the presence or extent of any contaiaination on the site. We can note that our crew did not detect any obvious contamivatian by sight or smell during drilling operations. However,humxw r,g�s • Novemb�1 t,2003 Project 03-499 Albcrtville Ckutal Albcrtviile,Minnesota senses are limited in tern�s of cantamii�ation detection and,therefore,the lack of detection through human sensing does not preclude the possibiiity of the presence of contamivation of the site. This report represents the result of our subsurface invesiigation and is based on inforrnation gathered at specifie locations. 5ubsurface eonditions can change a greai deal over short horizontal distances. Also,the actual interface beiween strata will likely be a gradual transition rather than an abrupt change as represented on the boring lags. Geotechnical engincering is based extensively on opinion. Therefore,the data contained in this report shouid be used as a guide,and we recommend that construction manitoring be performed by a qualified geatechnical engineer or technician. Any changes in the subsurface conditioas from those found during this geotechnical investigation should be brou�t to the attention of a soi2s engineer. c:b3499-rpt �4 APPENDIX I BQRTNG L4CATIt)N PLAN � � � . , ��r J` , ''� � ��'�/�oss��ar90. ..o,,u., II� � e a � I�E'I PHNCtI AREA � r �� `� ''•� Mw Cs RD�YJ J�.A42 M Spt�,w a�, ��a �. � ` � � \ � . ~� _ � .. \�. ��.--`--,' i�. ��f�`� \ `�,;.to��e��,�o,�.� -� •� ,��y � ' ;'��`��`_ �• �8��\�; --. ; .,r.�,��.� �✓q � \ 1 " \. , , ��`._.` t.A � S��\�,.\ O „� � �� `-� \�`' ,Q�, \ i � �` � ��`'�� t onwncc � �\•�--'��`\ �` � �\., �., r ,.,.,. ` � � � � � � � »,.v:-y, � ��.�: .��\ �\�., N ,. �.,�� «, .-`��, � :�,:. i � 1��,�� ,�' . �, ,�., ..�.�� 1 , '�� , � �;�. v , ;� .,\` � � _____�. , �� ;�`�s �` � �qy' � �� 53' �. \ $lT/ENCf � /�J ^` 1 .�,'. a Ir � / �+ 4 ' " M,! !"�. `��` ��`�\ \ '• � (/ /� � �!a'.�A .\� i�-� \�\�\ `'`�. , l :� \, X�., /` wN �f, �`0.""'-� ' �� !llfll ~�\� _ , " Q,7:�/� J �� ` , " � � • Tt. : l �1..�` i ��" �`',�:\+� -<,., .�' . .o , � :'�• •� - w vs. ,•�/ �h� .x .�j �` ..� �-� A � ;�•:`�... � � � �-i �' � �'�:�� - f 'r' T . , - �.. - - a /%�-�._,•-� ; � r � ; � � � � ; '� / � -- � T �� T � � A�l �i'� CS '/ :• �� .'. - ` µ- �' `�5 .��. r „ ' • ____ ._ . �� ' I • � / , _, _� �I - �t' f�S' �� \f ��• . 1 ' r� \A1� ! i � • �ob? Si�so.� A�r � ' ^n'�`� f. �+• i��`` � r 1. TTt�'at�'1/tf,(��J 1� ; - � �u i' � f1 � I � � ( � i , • • ' � . • � j • � / 1 �,�i► ...:. .:.�,.,. /. —+-�� + ' • \\� ',�'�r/ � �-`,\.�'r ' � � ,� � � , . �� ( � . Y.(�1�1�• , � 1 ■ � � rrwt=Ss3.� � � � � I ' H'a:s354.3 � � �.�:•�=z."":'' —-- :+-;.a: �� I � .� � � � _�� 4.� 1r�L�r��vli�:�v�. 1�;��1llVtY TECHl"1�.lLOGIES INC. LpG OF SOIL BORING ROJECT: 03-499 QUAL[7'Y SIT'E DESIGN DA'fE: 11� BORING#: $�p AI.BEFtTVIL.LE AEN7'AL START TIME:Q�Q ENll T7ME:y,;� AI,BERTVILLE,MINNESOTA METHOD: 3 I/4"I.D.Hollow Ctem A� CAT'ION: See Boring Locat�oa Plan �w. �� ELEVATION: AST�'I Sod Sample N Wazer eet S bol De 'tion # Value Table Notes a - o i. , e gram w a hace o L. rown. LS A . u�e gra ,w a tcace o GRAVEL,brown,mottled _ 7 5.0 9 i � - I � 6 10.0 8 15.0 16.5 iz onng canp ete to . eet. o water encountered during drilling. o waW measured on 1 I/11/03. INDEPENDEPtT TESTING TECHNOLOGIES,INC. LOG�F 501I.,BURING ROJECt� 03-499 QUALITY SIT'E DESIGN DA?E: 11-9_4,3 'BORING#: �g ALBERTVILLE DENTAL ST.ART TIME:Q;� END TIME:4;9Z ALBERTViLLE,hIINNESOTA ]vIETHOD: "�I/4"I.D.Hollow C�?m ALer OCAT[ON: See Boring Location Plan CR£W: 831� ELEVATION: Dep ASTM Soil SampEe N Wazer eet S bol Descri 'oa # Value Table Notes ac - o oi. , gram w a trace o , own. 2.5 A e grau�e w a trace o GRAVEL,brown,mottled. 1Q 4.5 , u�e rown,mott e _ 11 � 7.5 I A , e to m mm gra�n w a hace of GRAVEL,browq mott{ed. b ' I 0.0 9 13.5 at . eet. water encountaed during drilting. o water measured on 11/11103. i INllEYENDENT TESTING TECHNOLOGIES INC. LOG OF SOII..BORING ROJECI'' 03-499 QUALtI'Y SI'fE DESIGN DATE: 11-4-03 HORiNG#: � ALBERTVILLE DENTAT.. START TIME:Q;�Q END`CIME_ 10:10 AI-BERTVILLE,M[NNESOTA METHOD: 3 1/4"LD_H�lk�w Stem A�eer QCATION: See Boring Locatian Pfan CREpJ; gg1h$ E1,EVAT[ON: QSS.on Dep AS1'M Soil Scu�le l+i Water cet S ibol De ' tion # Value 7'able Notes , c - opsoi, 74" gratn ,w a trace o , brown,mottled' 14 5.0 6.0 q 0 o m tum gram w a IIace ofGRAVEL,brouv,�mottted. lt 10_0 12 IS 16.5 ornog c ete to . eet o water encamt«ed during drillmg. o weter meuured on 11/I 1l03. INDEPENDENT TESTING TECHNOLOGIES INC. LOG OF SOIL B�RiNG ROJECT: 03-499 QUALI"IY SITE DESIGN DATE: I 1-4113 BQRING#: $� ALBERTVILLE DENTAL START TIME:,[Q;3� END TIMfi; ro:s� ALBERT'VTLLE,MINNESOTA METHOD: 3 1/4"!.D-HoIIo�Yrm� CA7'ION: See Boring Location Plan CREW: $!}/MB FLEVATION: QS� De ASTM Soil Sample N Water �eet S lrol Descri rion N Value Table Notes , ac - opso�. �" 14" e to m ium game ,w a trace of GRAVEL,browa,mottled. S 5.0 Y ater measis�d at 5 feet. i S I i0 l0A 15 10 16.5 ormg comp ete to . et. o water encountered durmg driliing. ater mcasured�5 fxi on I 1!l 1l03. - - - - � iNll�Y�;NllEN`1'1'�S"1'iNG TECHNOLUGIES INC. LOG OF SOIL BORING �. RO7EC.'T: 03-499 Q(IALITY SITE DESIGN DA7'E: 11�-03 B�RIIVG#: � AL8ETt1'VII.LE DENTAL START 7'IME:10•16 END 7'IME;j0:32 � ALBER't'VII.LE,MINNESO'CA �I METftOD: ;114'i.D.Hollow Stem A�S� .00A1lON: See Soring Location Plan CRER': $g.[� —� ELEVA'I70N: I' Dep ASTM Soil Sample N Water Feet S bol Descri tion # Vafue Table Nates , ac - opsor. f16� , e to m uun grame ,w a trace I of GRAVEL,brow��,mottled, � 4 � � 5.0 Y ater measured et 5 feM. � 3 T � i 11 II 1 1�-0 I 9 II � � J 11 16.5 onng comp ete to cet ' � o water encouatered auring drilling. ater measared at 5 fCct ou 11I11/(T3. l '� J ''� l � , ; — —� Strnctural Calculations: ALBERTVII.LE ORTHODONTICS Albertville,MI�T Prepared for: Reprise Design ��v� ��, DES16N CRITERIA arto.iEcr: Albertville Orthalontics Ewc•rt: AWM �oc�rpN Aibertville,MN a4TE: 2I4CZ004 BLDG CODE: 20W internationa7 suilding code w/ Mrt nmendments SNOW LOAD: 50 PSF GROUND SMdW LOAD WiND LOAD: 90 mph, Exp. B I ASCE 7-98 Simplied Method , SEISMIC: N/q SOtLSlPROS7: Net Allowable Soil eea�ing = 3000 PSF Frost Protectian = 42" DESIGN ROOF l.OADS-Z000 INTERNATIOi�IAL BUfLDiNG CC �aca000 � � PROJC-C"T: Af�yi11B OM70dpf1�ICS EN(','tt: AWM 11125/1998 rftoroir�: Atber►ville,MN o��: 2/4/2004 jec QEAd LORDS(PSF) Typical Pitched Shi�gied Roof Top Chpd=7ps( Bottom Chord=10 psf ROOF LIVE LOADS(PSF) Snow Load Gpvems Live Laad Design ROOF SNOW LOADS(PSF) i Ground srww load,Pg 50.0� �----Wa �mportance factor, I, 1 0 i F�osine factor,Ce 1_0 P Thermal Factor,Ce 1.0 d Roof srww load.P� 35.0 psF Roof fengttt",I„(Wb in ho eqn.; 0 ft ��tY,Y 20.5 pcf Snaw depth,hs 1.71 ft Drfft deptli,3/4"fb(ASCE 7-98 -1.13 ft , ��'•� z.o5 ft Pi ha:=�-�3.�"`b r+lo-ls ' Max drifted staw load,Pd -35.00 psf I �� 0.00 f� Paraq�et lik above he,h� -1.71 it � Max_drifi width,Wa -13.7 ft 'Use average length of roof: 11+L2/2= 0 ft. L1= 0 ft L2= 0 ft.