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V.1. Public Improvement Hearing for the 2016 Street and Utility Improvements – City Project 2015-10; Stanley (CR2015-122)��. � ,��; c �m�m ��r��' • •� October 20, 2015 Council Report 2015-122 PUBLIC IMPROVEMENT HEARING 2016 STREET AND UTILITY IMPROVEMENTS CITY PROJECT 2015-10 Proposed Action Staff recommends the following motion: adopt Resolution 2015-079, Resolution Ordering Improvement after Public Hearing, 2016 Street and Utility Improvements, City Project 2015-10, and companion Resolution 2015-080, stating City's intent to reimburse itself using bonds. This action continues an assessable project for street and utility improvements. Overview At its September 15, 2015 meeting, a feasibility report concerning street and utility improvements along 18�' Avenue North, 19�' Avenue North, 20�' Avenue North, 21st Avenue North, 2nd Street North, 3rd Street North, 4�' Street North, and the alley in the Hennepin County Regional Railroad Authority (HCRRA) right-of-way from 18�' Avenue to approximately one-half block east was presented to the City Council and a public hearing on the improvements was ordered for October 20, 2015. Hearing notices have been mailed to all affected property owners of record. In accordance with state statutes, the City Council needs to conduct a public hearing and determine authorization of the project. Following the public hearing, if the project is ordered, City Council is asked to state the City's intent to reimburse itself using bonds. Primarv Issues to Consider ■ Scope of Improvements ■ Public Input ■ Assessments ■ Project Budget and Costs ■ Project Schedule ■ Staff Recommendation Supportin� Information ■ Public Hearing Notice & Mailing Affidavit ■ Proposed Pending Assessment Roll ■ Feasibility Report ■ Resolutions 2015-079 & 2015-080 ■ Proposal for Design and Construction Services � _.�.. � �,.. �" ��. � �� . .�...��r. �� .��w� ,�-�._��....��....._....� Nate Stanley, P.E., City Engineer Financial Impact: $4,767,000 Budgeted: Y/N _Y_ Source: PIR, SA, Water, Sanitarx, Storm Related Documents (CIP, ERP, etc.): CIP _ Notes: Council Report 2015-122 Page 2 ANALYSIS OF ISSUES Scope of Improvements This project includes reconstruction of the following streets: • 18�' Avenue North from Mainstreet to the HCRRA right-of-way • 19�' Avenue North from Mainstreet to lst Street North • 20�' Avenue North from Mainstreet to 3rd Street North • 21st Avenue North from south of 2nd Street North to Trunk Highway 7 • 2nd Street North from 17�' Avenue North to 20�' Avenue North • 3rd Street North from 17�' Avenue North to 18�' Avenue North • 4�' Street North from 19�' Avenue North to 21st Avenue North • Alley in HCRRA right-of-way from 18�' Avenue North to the east Proposed street improvements include full reconstruction of streets and new curb and gutter throughout the project area; width improvements are also proposed. The north half of 4�' Street North is within the City of Minnetonka. Staff has informed Minnetonka of the proposal to reconstruct this road, and Minnetonka has verbally agreed that once the project is ordered an agreement for reimbursement can be developed. Water main is proposed to be replaced throughout the project area. All water services will be replaced from the main to the property line unless they are copper and less than 10 years old. The 18-inch trunk water main running along 21st Avenue North and 4�' Street North is not proposed for replacement. Sanitary sewer improvements include the removal and replacement of the main, manholes and service lines to the property line. Proposed storm sewer improvements include removal and replacement of the storm sewer main, addition of storm sewer inlets to reduce water ponding in the street and improvements to reduce sediment accumulation near the Duck Pond. Pedestrian facilities include removal and replacement of the existing sidewallc along the Avenues near Mainstreet. New sidewallc will be added along 18�', 19�', and 20�' Avenues from Mainstreet north to the east/west alley. Residents were asked if additional sidewallc through the neighborhoods was desired and the vast majority of respondents indicated no. Public Input A public informational meeting regarding the improvements was held on August 27, 2015. The meeting format consisted of a presentation of the overall project scope, but focused detailed discussion on assessments. The meeting invitation was sent to all property owners from 17�' Avenue to 21�' Avenue between Mainstreet and 4�' Street North, it is estimated that 50 people attended the meeting. Most questions at the meeting pertained to assessments and construction issues. Council Report 2015-122 Page 3 A questionnaire was sent to all properties in the project area in advance of the neighborhood meeting, a total of 67 responses were received. Drainage concerns and a desire for improved street surface were the most notable comment in the responses. Bolton & Menk and City staff has met with individual property owners that have more significant impacts proposed adjacent to their properties in person to discuss concerns and look at options to minimi�e issues. Assessments The proposed street assessments are based on the City's assessment policy, whereby 70% of the street reconstruction cost and 50% of the water and sewer service replacement are assessed to benefiting properties. The policy also allows for assessments to be capped should assessments exceed previous year assessments by 20%; the costs for this project will trigger the assessment cap. A preliininary assessment roll has been calculated and can be found in the append� of the attached feasibility report. The assessment cap for residential properties is $83.79 per front foot based on adding 3% to the 2015 cap. Without the cap assessments could be double the capped rate. The city has put a cap on front footage in place in the past for parcels that have larger or irregularly shaped lots; the capped footage is 125 feet. Four properties have front footage in excess of this amount, and the cap will be applied for them. Project Budget and Costs The estimate for this project, which includes a 10% contingency and costs for legal, administrative, and engineering totals to $4,767,000. The costs and budget items are as follows: CIP Budget Proposed Fundin PI-PIR/General Obligation Bonds $1,200,000 $1,200,000 Assessments 1,250,000 1,388,000 Storm Sewer Fund 450,000 450,000 Sanitary Sewer Fund 600,000 672,000 Water Fund 600,000 979,000 City of Minnetonka 78,000 Total 4,100,000 $4,767,000 The current estimate exceeds the CIP budgeted amounts for the project. Factors contributing to the overage at this time are the percentages applied for contingencies and design costs, these costs will be reduced as the project progresses. Public Works staff has coordinated with the Finance Director to ensure the project as proposed can be funded. Staff will return to council with an update on costs prior to contract award. Council Report 2015-122 Page 4 Project Schedule Neighborhood Meeting Present feasibility report/order public hearing Public hearing/order final design Approve final plans/order bids Order Assessment Hearing Order Public Assessment Hearing Conduct Public Assessment Hearing/ Adopt Assessment Roll/ Award Contract Begin Construction Complete Construction Staff Recommendation August 27, 2015 September 15, 2015 October 20, 2015 December 15, 2015 January 19, 2016 February 16, 2016 April, 2016 October, 2016 Staff recommends ordering the above detailed improvement project with adoption of resolution 2015-079 and adopting companion resolution 2015-080. 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ASSESSM�A7T ....._ ..__ _ _.. 63 z�ii�2zi�c�o�z zsc� ��N av� r� n€�€r� r� aRax€s �as �a��ar�Q €A r� �tvnne�uaN n�rv ssaa� 5 a,sas.ss S s}s oc� ; ��a od � s.ss�.es �nn �siiazz�ap�a� �5a as�N ave r€ �rteK e a�a� susnrv ��arr _ zsa iara av� � �soRK�r�s rn� ss�a� � �.zas.s� 5 s�s.a� 5 isa.ao S t.z��.as s� z� iiazziaoaa� �oi i�Tw ati€ n� w�ei�nnn � scw�€i�€Ls 6 a s�x s�a� �,a�Krt�s r+nt� ss�� 5 �,s�a:�a 5 s�s.o� 5 �so.en 5 a,1��,� 5b 23117221&a6b7 3ft7 18TFi AVE ht RO@ERT ENGOdLE KRISi?N ENGOAL� SSi7 QELL L6 M]NNE�QNKA MN��. 55345 $ S,7a3.2Q $ 525.97.. ..$ i5Q 6[1 � 8�:6TB.ZU b7f Z31172:Z14.a6Q8 3i3 1�iF1 ,�VE {d ktSA l ANI3ERSCIN ..... ...... ...... ... 313 3STH AVE N }if�FK[NS hRN 55343 �. $ 4,1�9.5�� 6ZS,tliJ�� $ 756,OQ $ �,S�d.�(7 �8Z31i7i�1d�OG9 3�91&TN.4VEPF GARYLR€NSTRQM 2643R65F ... #iU�5i3tvNr{ 57..016 '�.$ 5,427.4�� $ 525:90�� j� 75C7�_.tHS $ 6.�12.4A 64 2317722i86914 325 i8TN .�V� N GARY t R'vNST#tQM ... ... ..... ....... 204 3RLq ST HUQSpN Wi �4p16-153� ��. $ 4.,648 65 $ 5�5 �4 $... 759��.litl $ S,9$3 4� .. 7Q� 231i72Zi86b12 �� 33 i 18TH aVE fv �,4�H�RIP1€ R lUN2ER E�.T Al TH8MA5 16�i415 4215 EAU CLRiftE TA NE P�7QP IAKE [�AN 55372 .$ 4,gfl8.k� $ � 62g.dJ4 $-.. 75Q.flt7 $ 5,9$3.45 '� Ydi 231172?1d276k2 '��. 331� 18TH RV� N ��.ANIIR€W T�i1��GEf�S 9fl$0 ��STAR�1NG.l& .... -. - EaEN PRA[R!E MN 553d7 5 5.i727.4p $ f25.bB $ 7�6.Oa $ 6rWi.44 IZ� 2�1172Z1443aF3 '�. 341 18TH AYE N .R[G.HRR6 � ANDERS£1ry 34? 18T}! AV€ N Ff�PKINS MN §5343� ... $ �.9L1$.7$ .$ 525 Oi3 �, S 35Q.0@ $ 8.i�3.?S � 73� Z321}2214�12i ��. 2�5 18TH &YE.N. .. . .. TQ�Q KINt K1'�NG CCJL��€€4 K3NC. €9-0� �kANi) C!R SNbREW006�MN 55331 5 5.436 35 ��, S 62� (70 �' $ 7S0.4L1 $. 6.621.35 ; 7A Z�117ZZi4d123 '��. �C�7�.1$THAVEN APR�H�EiNVE�TM€RiTS1LC . .. _ � _ ___ 2itki1h6TATEiIN8iV6A1€3a��2. PHp�NIXAZ &SQSB $ S,S46.35 �,.5 625.40 �S 75b.d0. S� 5,�2%,35 �. ............... ...._._ . _. 75 Z31172214p123 ��. 2t1 iBTH AV'E N 5'l�V�hl R MQIZAHN KtiTNY M tv1�LiAHN �Il 1&TH AU�€ N i{dFKI1V5 MN 553A3 $ A,184.50 � S 6?5.60 `� ..... . 756.9D $�� SS�4.54� ?5� :3117221��1ic 2i7 ISTH AVE N lIL1 M i��hti.4Rl� �� . ...�17 }8fiH AVE h; Hc7PXIN5 h7N 553d3 5 �,p2}.&� �$ fx2�.Q4 �$ 7§O.Qd7 �. -$ 6.4C�2.4a�. ?7 23317221dQi25 �'�, 221 19TH AY€.N ..... . . . ... Kl1RT M BRAQ��Y ��1 #STH %vE N HC3FKIN5 MN 5�343 5 §,494.49 �. S 625.64 � $ �3tJ [IE3 $ 3,355.93� �& �3�17��14014b '��. 223 1$.TH. AV€ N S€RN SHi?GR�tJ. ...._. _ 4�3 I$'fK At�€ tti HQRKINS� Mh 55343 .... j... _..9,�53.�Z $ fi25.Q0 5 75a �t] '�, $ 5,43&.82 � 39 23113�Z216tr128 . 22' 18lFi��. AV� !ti iQNA� WANGYAL �.. ... .._ 1227 I�7H AVE� N M1]PI(IN$ N7N 55343 $ 3.35�2..60 � fi2�.0iF $ 759.€iQ '�, � 4,7�b.btl �Q 2311722i4016T 29i i8T}! AV� N JEtlt+l M C?`KEEFf �,MATTNENI �'K€�.F�. . .. . 2AI I&fiH AVE A1 ,H47PKIN5 MN 553.G; $� 3,35�I:60 $ 525 �4 $. ..... 756.90 '�, � 4.72�.t�(3 &1 2�117�22i44i4� 295� aS7kt AV€ N G�RA�L� $AlAN 1R ��..KATiiiEEN M CflNRSJV � 24� 28TH AYE. N ',H�PKiNS MN 553a3 $ �,932.€5 $ 625.C�€1 $ 75Q.64 �$ G,307.65 82� 23117?21A9S3{} � 251. lSTli AV�E N if.4�F[L€€N Kc7P�5XY '�,G4RPON E Kt)PESKY � 251 SgiH �V�. N', . ... �'.HOPKiNS MN� 55343 S� 6.18I54 $ 6?5.9fl 5 75a.9S S S.Sb4.50 - _ - 83. 2�11�2214�531 . �� 18T#{ AVE N T#MtJTHY R O'GARA. ,iCiDl C74�'6A�R 8764 ClE€R PATFi '�.E".i�'N �RAIRPE MN 55344 $� 4,497,$5 $ G25.4G $ 754.4@ $ 5.&72.&S �4 231i7?2d's�i�3... .. 242 YBTN RVE M NATHANIEtI GA1YS€N �IC{M��AlY SRFAAf ��.i02 13TH AVE i� FiOPK1N4 MN 55333 5 3,}74.�3 $ S�S:Q4 5 759,Ob .$: ..S�i45.55 . . ...... .. . _. as z��alzza��z a�� arx.ave w �os�� uasEc�t nr�cQL� �uas�c�+ �o� iaTH av€ r� ��a��r�s nnx ss�a� 5 �,�ta.ss 5 �Zs:on 5 zs�.�c 3 s.ias.ss &� 2315722410643 �11Q 1�7H AVE.N .. ._. .. . REFUG,t7 6�L CARM�N Vf�LA1.TP, �'�..ii418TW RVE f� NOPKita�S Mht...55343 S �,�&g.3C1 5 525.4c1 $ 75Q.Q0 $ 7,26f1 3ti ��. .. .. . ............. _ � _ . aTzsi��zza�aaaz ��3a��+aver� ar�oe�wwaa�uH a�zierH�ver� �oat�tr�snnr� ss�� 5 �,�5�.�€� � szs.og 5 tsa.a� � a,az�.sa' 8. � 231P722q10441 lYd 19Tk{ AVE.N ..... .. .114 dBTH AVE N HFKNS MN TRSi �'2�1.� 0A17T0t� LA iNAYZA'fA MN 5�391 . 5 3,351.6Ci 5� ��`�.b@ 5 lSQ.OQ i A;7Z6.5fl � &9 231ET2?4140d� 11S IETH AVE.N .... ..... .lhtOREW 1 GFEZESKpW[A# � il$ 18TFi 1VE N HOPKtNS MN 55333 '��. $ G,S&9.54 $ 6Z5.�� $ 750.60 $ 5.564.SLi 96 231Y722410Q3§ 122 19TFE AVE.N ..... KAREIJ��. R N€L�ON S�Z 18�H RVE N NC3PKtN5 hA��.N 55343 _... �'�, $ A.,IB4,50 § 5�5.(]S $ eSQ.C3t7 5 §.554.§Q 91 3311722diQ43� 134 ISTE{ AV� fV BRE6.IpA 3 WAftD IZ418�H AYE id Ht]PKfNS hRN 553A3 ,. j... . A,184.St] 5 5�5_C�i $ 750.00 �� S.Sfi4.5#! € 92 231I722430937 1�8 i87f{ %V€ N IOkiN�T LEE � M�� ELlZA6EFH LEE 9BOi AQIt[LR RO �1C7{7Mtf�GT4N MN 55438 .$ ...... 4,169.�Q $ �2.5 9C �', 5 75fi.OB $ S,S�d,.gb . . . ... . _ .. ... _ . . . .. .. . . .._. � _ � 43 231Ii22+ii0i65 13E 1&TH AV€ N DAN�TT€ A�ARLSCsN £38 1$FH AV� ti NOVKINS MN SS343 .$ 6,7Q3.70 �§ S25 O�i '�, 5 756.P0 .$ �r4�$.24� 44 2351722&a6034 ls2 18TH RY€ N IONAFNOM T HEItdONEN ..... _.... I42 i&Tt? ,aVE N }1E�P7�iN5 fRN §5343 $ 7,228 56 �', $ 625 �Q I S 75(l fT[3 $. $,6(33.56 9523i172�dibi37 IQ1�iHAV`e_Ea 7ti0MAS1faE�.GLQMSK[ ... .. _.... ...-oaO18THAYEN H[3P1(fNSMN 5534� $ 3,351.60'�,5 62500,$ 1§0.� $� 4.326.60 §5 231I732A16Y30 �Y4 iBTH AYE N Q€3VGfa3� C 7fFFT IG 18TH AV€ N HC3PKIN5 MN �§53$3. $ 3.351 €0 ', $ 625.OQ I$ 754.t74 $ 4.726.Gf7.. 97 �31%3224S01Z9 I� 18TH AVE N.. .�� - KYLE JORGE.'d50N RE�EE�A StiANE I5 ISTH AV€ N H9�KiN5 Mtd 55343 . .. ....�. S 3,351.b0 �'. $ 3,351.6Q 98 231Y722A14Y28 20 SSTH AVE N 7lM47HY H B�CK�Z . . ....... 69f4�M1iOR� F# SHORE LfR EAU CLAIR� N11 5474.�� $ 3,351 59 �'� $ � 625 40 $ 354:b�� $ 4.726.64 sg z��zza��zza zs ;�� av� ra �€r+r��s � sr€r�c�� z� isrw av€ � atc�axsrvs �irv ss�a� 5 s.��,za ' S ��s o0 5 7so.aa 5 a.�a�s.ata i. 2311722410126 .... 30 1STH RYE [Y TfMC1THYl AAYM014II ASHL€v 5 RRYPAi3N�J ..... .. _. 3£t 18TH AV'c N h€dpKiNS MN 3�343. $ S,Q27.40 $ 6Z3.4Q S 750,[3(7 .$ 6,A�7i.4Q 1Q1 23}.1722414125 34 28TN AYE. N � . . - - � - -- IftEN'�E bClR15 ANbER3 34 iBiF! AVE N .. .... .. .. . . . .F[�PKINS MN 55343� - $ 5,�27 a4 � $ 525,00 $ .. . . 756.€9�� ,,. $ 6.4�.2.4{I S�i2 231I522A�6124 3& IBTH AVE N AUAM C�RL 6R15T6R MEL4NlE MARTHA. B(�7SfiOR 3$ S8�!-! AVE N f{QPKINS MN 553�3 . . $ S,t]27.A(7 $ 62'��,99 5 75b Q�k �',, $.. . 6�dQ2.4{3 PF�€Lt1VI�NAI�Y �5��l��NT Ftt�� 415 �T��fi � llTIL1TY 11NPRUVEMENT� CITY �F HG)PK[N5, MN CITY PR�J��fi t�{i. 2415-'[� �31471 REZ�.��T t�E7. T'9G.`1'ItfQ77 _ RR�PL�SEQ ,. PR{7PUS�I} PR4P(}SEC; SFiZEEF �.�WER WAFER �QTA4. R[�� .49QRE55 i3Wk€R NAA��. i�LYNER NAR1E 2 ASS�SSR9�tii ��.. �FtUF QS€D � !TA}C A➢Oe�i TAX_Atl�_l� SERVl�€ �E�V1C� {�es�er ai �..� A55E5$AA€RfT � � Column A ar Bj ��' A�SESSM�NT A55ESSMENT .. ......... - ..._ ....... -. ... . -- ..... .... . ..... ..---.. 103 2�i13224101�J G2.18TH RVE i� MAftVIN IEROM€ WELCti 14A:i7 I:� #N£iCH +42� 18TH AVE iJ 1�f3PKIN5 MN �53d3.. .. .. $ 5 a27 4�1 $.... . 62�.�Q $ .... 75E7.6L7 � Fi,ki12.4Q i�A.231.17�2A.1£1p2T. 1711.1STS'f N .... .. ....5&itd V:eND�hF�€IiG ....... � i3il i5T $7M }iOP?�f�i5 MN 553&3 $� 1,763.57 � .. - $ 1.763.57 i�5231i322110�33 biBTklAVER; TH6MASA.LbR[�S�E PA?RI�IAAL�R[�GE S8d1MkiN5TREET ]r(5PX[NSMN 533A3 $ S�1SI.S5 $ i,305.Q�:...$ 3,15C:.�0 $ '1,9GS.4g 1Q623117�24i9i3? aB81.MRfNS�R�.E7 .. .. .. THOMASAL[�R[Q�€.. ..... FATRiGI&A��ft;6GE .. _2�QiMAINSTREET Hc?Px[NSMtN 55343.- - $. Ii.�i§.9a � S i$,659,§Q . . . ..._ T(]TA� $ i07,b54.43 i9T1{ AVE PJ . . ... _._ . . ... . . . _- . - - _- 177 �3i172214i]13i� �. 3�2 19�N AVE N .�SU�€TTE MARfE STEPF € 3G2 19�H AVE N }1L�PKiPdS f 1N 55343 $ 1,55� 95 $ i,�56.p5 '��. iQ� 23Y1723i4Qa37 � 3I� 19Tbt AV€ N ��.fEFFR€Y F{€�€95�N.... V6RL'.INIA H€�E[SEtt 3Ad� 197N AVE N .. .... Ht?PKINS MN 55343 $ 3,655.US � g��5�.�5 .. 194 2311733144�35 3i8 14TH AVE A€ �...MARY K€AtY-€ALK WALTER fALK ... 319.19TH AVE N F[��KINS MN 55343 $ I.fiS6.t}5 � $ 1,656.65 . 11�7 Z3117��14CiQ35� � 322 19fiN AV€ N ,Rb�.€€i�i V�RbETZ€K IEAN M V€At�7ZEK 322 37TN�. AVE N EiOPKINS MN S§393 $ 1.55b:05 .......- $ l.BSis.Q� ii1 23ii7>3140[l34 33@ 19TH AYE N SRNbRA K Bi7U€iE55ss 339 39TN AVE N F[t��'tiINS MN 55343 . .. �$ i.55b 45 .. .� �t(�g,p§ 112 2311722I10G33 338 i2TH AVE N RECHAft9 A F9X 338. 14T}1 AV€ N NC3�RIN5 MN S53a,�. . .j 1,556.t15 ... .$ i,656.95 113 231i7221dQ€732 342 19Tii AVE �' '�.�Gt7TT 1 SWEN54N .- - CHAYANNE R Sti1€NSdN 392 15TH��. AV€ N F€C3PKIN5 MIV 35333 �', $ i.§S6.a�. . _. $ 1,656.65 ��4 2311122.i4t1931 359 19TH AVE N �RPB�RT A MA175QN ... .BONNl� MA77�N� ii75€ §bU�CpE� BAY R� � �OEId PRAIR€� MN'� 553Ad �'�. $ i,fi5£+:�5 . .. ... � S 1.fi55A5 Si5 Z3p17Z2149�3L1 �� 35� 19TN &V€ N tEFfR€Y A M€(iF�C13 � . ..-- 338 S4T}I AYE N f4aFKINS MN 55343 '��. $ 1,�56:9� -. � _ . $� 1�fi56.OS I li6 23117221d�886 ��. ?QC3 19Yki AV€ P€ KiRK SMPTH PA7R�C�A SMITH 2�7� i9T4i AVE N FFpYKINS MN 553a3 .��. $ 1,763.57 .- -$� f,763.57 i 127 23117�2i1b�79 . s€35 14�H AVE h' KENI}RA THIRY S�L15T'7NE�Y 296 19FN AVE N HC7P€:IIY5 MN S53a3 .$ i.763.57 ..: .. j 1,7(a3,57 ; 11S 231172?.1&9d78 � ?2B i�TH <4VE N ,Gi}AOALUPE A QE4VEY 22B i4TH��, RYE N� ttdPKINS rt�tN 55343 .-_ - ._ - . � $ 1.763.57 � 5 1.]63.57 ld9 2311722.146b77 224 19TN .4YE N ��.MICHFtEt Y LEVfni SU��PPLEhf1��.ENTAI �EEf3 iZ#IST �2Za 137H AV€ N........... . HQFKINS MIY SSi43 $. ...1.��3.57 .$.. ..1�753.57 3 12� 231i72�144t776 ��Fi 19Tti AUE M SUMMEP, L F[�pLU�NQ 226 I4TE{ RV€ N � HQPKIIvS MN 5�3d� �$ 3.�fx3S7 $ 1,?53.�7 12i23117��i44675� �3819�Fi.3V�N '�.tC�HNN��.7[MMERS KATHLEENETinn[��5 �3819THs�V€N.. ....... HC3Pl;IN5�h1N 55343 $ � 1.,7Ex3.5g� .. ..T63.57� _- .. .. . . _. _ `s 1, 122 231132274497A � 2&A 19TFI AVE N �.RtJG€R RI€NSFRA �� ..... SHAH�N ft1ENSTRA 24d I9'CF{ AVE N ... . HSiFKINS MFI 55313 $ i,763.5�� ._ $ 1,363.57 i23 23Y172i14tF154 � 254 19Tti fiV� t� ��.N?G9LA5 € MOfJTOYA .25a I4TH AVE N ....... H{#PKINS� Mh; 553a3 $ 1.763 57� � $ i,753.57. 124' 2341722A4014� 25£� 19TH AVE Pv ��RYAf� M MACK7Y 7£N�_N€FER 8 MA[KAY '25& 1§�H AV€ N HQPKIM1iS MM1i 553d3 $ 1.7`s3.53 �.-� $ 1,763.ST 125 Z31172214BI�3 201� i57H AVE 4t MAkG€E A OLS�N �(F� 2§$F[ AV� N H�PKINS� MN 55343 $ 1.7�3.�3� ��, .... ... -. � 1,753.57. 125 �3i1722I4030& 2�S 14TH AV€ fV L7rAYEQ? SCF[ULTZ AC155.� R StHULT2 �b5 �9�F[.41+� N H3PKIN5 Mh 55343 $ 1.763.57 '�. � ��. $ 2,763.57 � i2J2311T22I4f13�5 2f719THAYE�fi ��itiNC�QNS{QF� GEORGEGQN56�R 2�7I97HAVEN H�FKINSMN��55343 $ %.163,5�. ... . '�,$ 1,353.57 12& 2 3 117 2 2 144E06 221 147H AVE N �fSMAR35� A WILLEAMS FREQ W WiLLiAMS ...... �21. 29iH Ab� N HOPKiNS MF7 553A3 $ Y.7�3 53 �, ........ .. I$ 1.753.57 1�9 23g1?22.S44ia7 ?31 14TN kVE tti PkUt C.5[s�ilTFi ��3I i�TF€ AVE [v Ht3PNENS MN ��343..... ..._ .... . $ i,7�3.Si S �.7b3.3� ... . . .. _ . . _ 13E7 23Y17221CS14� 235 19TH AVE N ..... . ,RC7�ERTJ HA.�i�L �IAN��E HAG�l ...... . 235 iSTH AV� N H4PKIN5 M�1 553A3 .. ... .. $ I.,i63,S7 . .. . �' $ 1.763.57 134 d3F152214tl1Q9 239 14iH AV€ N '.SCOTT� M E�EdiSRES lAltR€N D�BHERTY � b34 1�TF6 AVE N ��Ht3Pl{!NS h�N �5343..... . j f.3��_�i � .... . �$ i.��3.�7 132 232172�43DESB 245. 13TH AV€ At ��MItEfREL IbSALQNEY. i�ETH 7ylALQNEY �245 f9iN AVE N H4PKENS Mtd 5§343 � .$ .. - I,763.57 �$ � i,7Fi.57 133 23%.1722I4411i 24° a9TH Ati€ ht ,SH€HAN DEALWI5... � 249 %9TH AVE N ._.. .HOPKf�1S MtJ 55343 $ 1.763.57 � $ 1>753.57 13a23z1?22d�0ii2 :..25714THAVEN �t€Ft€tu7YGkENZ ....... _._ 257i9'FHAV€N ... H4PKINSMN 553&3 5 1,7�3,�i . ... 5 1.763.57 a3S 23i1�22410665 ifFe.i9TH Al+E N MARx ��€ES�� ISA K FEESE �LF� �4FH AV€ h� H(}PKfNS MN 553fl3 ..... $ I,763,57 � ', $ 1.763.5� 43 � 23143224iai71 11�.19TH AV€ � iAi68 SWiFT 110 19TH AjS€ N hIt�FKINS MN 55333 S 5.763.57 �'�. $ i.753.57 137 ?31I722+11Q062 i�$ �9TM tlV� t( 6YR�tt E Ot7WN5... 7�NNI€�q P D4Whi5 118 14TH AV� N NQPKlNS MN 5'5343 ..... . 5 i.763.�7 �. .... .. _ $ 4.7E$.57 I3� 231.f72241DQ51 i26 i9TH AVE f�t ..... . PAUUa 1 ROI� ... .... _.. 225 ieTF: AVE N kiC7PKiN5 MN 553a3 .. .. $ i,763.57 $ 4.763.57 PF�E�1�1��IAFtY A��Ei�T F�C3�L 207G ��€T � t1TiL17Y INIPRC3VEINENTS GITY t?F HC}�KIN�, Nl'N iCiTY �Fft3,��C� h1U. �C�'15-'[ti B1SAA1 �ft�J�C� P[�.'T16.99qQ77 - ; _ R��Q �Rtst�t3S€n PRO�€as�� STREET SEW�R 4Va,iER TiTTA4� 1 R3D RI�6R�5� C�WNER NAh1E QYdNER tdAINE 2. �q� At�4=�.'1 TAX_AC?[� L2 ASSE5SMENT �� SEI�ViC� S�RYICg ��' ��GPCiS�U - - (Lgssersf ASSESShI€NT ASSESShA€N.T ASS€SS[+AENT� Co�umn R o€ �j - ___ _— __ 1.39 231273Z4lEi�ff1 130 i9Tkl AY€ N ��MICHREi C lE3ZING.ER �� 139� 14TH AVE N. .._ .. HZ)PKt#!5 MN 55343 $... 1.7E3.5� ._._ $ 1.T53.�i7� i44� 23fi3t�4I0f3�4 13S 19i�i', &VE !d �€ & J HC3LOiNGS L L.0 ..... � 12870 Si CROI%Tr� N STiLL4bATEH MN 5�e�2 $ i.��3.57 . ._ $ 1.363.57 �. .. .. .. .. _.. . I&1 23113Z24i�58 143 197Fi AYE N 6R�N7 VAR�i@ PRU� llA#iGC1 132 i�#N AV€ N Hi7PK[NS M'�.hF 55343 $� 1,763..57 ..... . $ 1,7$3.57 iA2� 231172243.¢Cs�S 19& 14TH AV€ N K�IST4N � AUtv€ 14A 14TH AVE N.. .. . - H{7P1CiN5 NiN 553 F3 $. i,�&3�.53 �. . .. $ i,7fi3.57 ; . .. ...... ... . . . . .. . . ........ .. 1A3� 231i7Z241R4S7 SSC� 14TF{ AVE N �REC4RY € A&BQTT JOF[N W �ELUNEY 15Q 19TH &V€ h' H9�KlNS [t�N 55343 $ l.?53.57 ............. $ 1.?fi3.57 i44' Z31i722414456 #5> S�iH AV€ N KIPRE€RLY M KNL'iY�kLP. TAHI R TAN:�t3F� 152 i4TH AVE N F[L3�KENS MN 55333 $ 1,753.57 $ T.iG3.57 145� 23113224i411Q � 19TF{ AVE N PAN3EE! B€V1N5 .... MAATHA 9EYIN5. 8 15TH A�%E N HB�KINS N1N 55343 $ 6.�Q3,2€7 $ �2�.�C $ 750.A� $ fl.�78.P9 �a�� a�a�zzaaoa�� a ��r�t av� ra rt�,a�r ��ra �n� ia ��rt� av� �v �tQ�xi�u� n�ra ssaaa 5 s.��.zo � szs.�o S �sa.oa S a.p�e.za ia�� i�rz2a�aia� �s �sr� nve w sa��rr � wa��M�a �r s�rr� av€ n� sspuxiras r�rv ss�a� 5 �.�si.�o 5 ��s oo S aso.aa 5 a,3z6,sa �as° ��ai�zzcaoaaz za 3��w a,ve w c��ir� e av�r� �a�aic� ��vnr� za is�+t nve r� rsc��i�vs �rrv �53a� 5 s,3��.s� S azs �� ' S �so.Qa 9 a,azs.�tr a49�23i1�.7�.41tJ17s 38237FiAVEN P€TERITlMBN�SKI Et€�tlAiil.AlhlSKl '281§THAVEN .__.. WQPKINShSN 553q3 ��,$ 3,351.50..5 ... 625.SiC�'.$ 7�Q.t79 $� 4,72�.G4.��. i5@i 233Y7i2414E77 34 iSTk AV€ N R€N� GUNNAfi ��EU6N 30 €9TH AYE N . .__ HOFKINS MN �g3a� '��. $ 3,351.56 $ . .. 625.Cit7 .$ 7�Q OP $� A,32S.64 ��. 3 l�li 23:1J224i61P4 36 I$T%i AV� fd KELlY I1 N€SS .... _... �(. 1�TFt AV€ N ... .... ...H4PKIN5 MN 55343 b' .. .. .. , S ,.o�.ao S sa�.00 5 3s��o 5 s.trt�,�4 __ — 152123ii7224305�3 4329THP,V€!d i�ASTMER€SAGMiTERK@ 49i4iF[AVEN HBPKINSMN §5�93 ,$ 6.i€13.20 $ �25�Atl $ ��75Q.4�7 j S,a�B..$9 a 15s' 23i172241Bi11 19a1 MASNSTkEET Iv7 & S W3��lAMS ilC ... . - i�Qi N€A##�STRE�7 HtJPKINS MN S53A3 .._.... $ 15,�52,95 � S.i(3�S�.OQ .. .�. $ 17,657..9� � 154� Z3t�7�26ig045 I41 14T4 AYE N AE3HEk7 W€RR6ANC, RC75E� M IFRGANG -.. .IQI S4TH AVE N. HO�Ki1V3 iIAN 5�3d3 $. .. .. 1.76337� $ 1,7fx3.57 i55� 23117Zi414�4� iQ9 F'ST!{ RVE N -.. EfPzhllN 1 MACQC}Y.ACO... .. . ��.8205 W€�LEY bA � GOL9EN VALt€Y MN 55a23-39i7i �$ i.7��.5�� , S 1.763.57 IS6 23,1i22A10043 iii 14i�i RV� N !AM€5 A HUl:'fNER Sk15AN K F[StTFNER .1�.2. ��7H Rv€ N ..... ��...HQPKENS MN 55343 S 1.753 57 '��. $ i.i63.�7 ° ISZ 231k�224100ES Ili 19TH AV��N __.-- .__ . . . Sl� 2STH AV€NUE PlORTiI L€� ... ... . Zi�4 3i57 fi,YE � ��.MINN�.RFt'sLIS MN�� 54D6 $ 3.763 57 '�, � .$ 1.763.57� 153. 23117224i0Dfl9.... I2i i9Tki RVE N BR[1[E PROK4S�Fi . .. ... ... .. �,Pi7 Billt ASi,. i�G �fTN 57 N ��.BkR� ISLAN� MfY ��316 ...... $ i,763 57 ��. ��. $ 1.753.57 _ I54� 23117224Y4050 125 S9TH AVE f: ERIK D� pk.V1S ��.i�§ 197H AVE t�t F10eKi�S MN 5��3¢3 $ 1<763.53 '�, �$ 1,763.5? 15i1 �31Y3224Y0451 I.E9 I'�TH AVE N C¢..R$PN 1�7Mp KRTWRYN € LitJ�� . .. ',129 247H AVE i� H9pK;;�15 MN 55�43 ....... ...$ � a.763.53 �� $ 1,763.57 i�i. 231I72�41045� I3�7 I9TH AVE N KE�lY � KING ��3&Gt7 5 LC}WELL CsLv(J #i3-�OZ QENVER C4 88236-2a5� $ 1,763.57 $ 1.7fi3.57 S52 232I7224SO4.S� 241 29iH AVf fY ..... . SHtR�EY 1 CARA�L� �739 7TH AVE S. HC3pK1iY5 41?W Ss3G3 5 1,753,5? $ 1.763.57 163 231Y7334TQ454 14� I9TH AVE N P�T�R L�IH � 145 1�7H AV€ N Ni7PK1NS N�d 553G3 5 1,763 57 _. . $ 1,753.57 156 231IT224i413� ....9 P9TH AVE N ANTH�fdY E. �AiRIbG� 9 19FF6 AVE ti �IdpK1NS MN 5539� $ .....5,703.�0 S 5i5:e� $ 7Sq.Q� $ 8.Oi$.2i7 .... . . .. . _. _ 155� 23iYi2g4SQ13� i5 Y9TH AVE. fJ ..... VlRGIF1IA M 5CF{oLlVtLI�R 15 i9TF1 AVE N le.ppK1N5 MN� SS,�G3 $ 3.a3I.�Q $ 525:OP� $ 7S4.Q0 $ 4,726.6D %6fi 23I1722&S91�H Zl Y9TH RYi.�N .. _.. F{ESUM K�UNIA�QUT P�}14iVE KOUNI$@i3UT 2119iH AVE M }i9PKlfidS M94 55343 $ 5,�27.4�. .$ ... 635 06� $ iSJ.QO $ 6.40.2.4U 167� 231t7224.}4134 25 I4TH AVE�N RRTHl1R 6€LL .PA7R{CIR.6€LL 25 19TH AVE N tlQ�K1M5 MN 553d3 $ 5.9�27.40 S §ZS.D� 5 7��,(� $ 6�.4Q2.4Q�. IS 23117�ZaI614P 24 19tF# AV€ N CHRlSiOPHER P FC9TTMAN ��MEL4N3€ 8.9LA3R-f�0'PiFPAht i9 19TH AV€ N . ..... HORKINS MN 553d3 $ 3,35�.60 $ fi25.t3�.. ..�� 756.60 $ 4.�2f..6i3 fl.:69� 231P7�,2L101#1 33 19TH RVE N DELflRES RELC ..__... _�. 33 147H AVE NF HCtPKtNS MM 55343 $ 3.351.56 $ 5Z.4.ba� $� ig�.QO $ S.72fi.G0 i39 2351722Ai0i&2 s} d9�H AVE N PAUL L C&RESQN 37 1�TH RYE t� HQPKkNS MN 55343 $ �,5P3.2P $ f25 Q�. ..S 75��.90 $ 8,0�$.30 _ _ 271 231Ii2�4f01&3 §i 89TH A,V� N� BfTH C iAUZ4N '��.QkVf6 R L4U29N `4g �9Tt1 AV� N H�PK4NS MN 55333 .. ._.. - S 3,351,€0 5 �Z5.4i4 $ 75�.40 $ 4,726,5a Yi2 231Y722A101A� 45 i9TH AVE N� d�EtdW[S G Pt?NAT ._ .. ..... . :95 19TH AV€ hi HQR�ckNS MF� 55343.._ .-. $ 3.�Si fi9 $ SZS.PO�� S 3��.04 $ 4.726.�� iT3� 231I722A10135 i8Z1 hAR{NS7��€� 75�I MAINSTR€ET LlC i�811 Yt7F �[ wAY W� MA.�LE GRQVE MN 55369 _ . $ 1�,02d.94 $ i6.4�4,4U . ._ . _.. . -� TQiAI. � �� 2��.179.93 PFt�L1MI�AF�'�` �►��€�� I�C�� 16 STR��T d� U`�t�[iY' ��fl'P�f)Y'�E4�ENT� �[TY �� Ff£3PKIhdS, M�1 C[TY PR(3JECT Nt�. ��'E�-10 6N[! f�F�1�J�C� NQ. i16.11G477 ____ _ __ � Ii�6F6a��[� PRaPC�Sf[? PRiJFQSE6 ' STP.€€T S�WER YYk7�R i43TF�L RID A��RESS QWNER NAM1iE C3WNER NAM� 2 �,�AX A�t} d�i TRX AQ� L2� ASSESSAAENT 3€�VIC� SER1TiC€ PRQFDSfff � _ ._- ` - (�.�sserof �,, AS�ESSM�N7� ASSESSM�NT ASSE55TAEF2T E Calumn A or Bj ��. 2Q�Fi AVE N ...... . _. .._. .. . . . _... . _ __.. va ��ivzzraor��z �e� �o�H n,v� � aa€rr ��ow��is .�e�sica �a�so�v aoz zflfiH au€ r� rtaaKiNs Miv ssaa� 5 �,aa�.�� S �zs.o4 5 �sa.oc 9 s,azi,35 ' 175 231i3221�i7b61 204 ZDTM aVF N M[C4LE Q YJ6TTR[G �� 2ad �QTFi Ati� N�� HDI'KINS MN 55343 i �+,6b8,45 $ 525.£K7 $ }SO.Q� �� $ 5;983.45 '��. 175 a3�1i322I�fl€7bU 2�4 �O7H AV� N FAJC. C5 (?UGAN .... . ... _. �14 2bTH AVE M H�PKIidS�MN �5343 � § 5.92�.4,� $ 625.t}Q $........ 7��.90 $ 5,40�.4� �'.. _ -- ___ 177 231172214ii659�� 22b �OTFi [itiE 1V T1M 1t188€ IN9Re�N€ EA86f ��a �d�H AVE N k1C3PKIN5. MN 5�343 5 4,399��.5p $ 525.fl4 $ 759:Gd...$ 5.56&.50 1�� 2311�321&��58 2�5 2�TH AVE SV', 7C153€ GAlPzRiN .NATA.l!€ GALPfRIR 226 26Ti� AL`E N HC3PKIN5� MIV 55343. . ..... i A,IS� 5� $ 625.flf3 5 75�.OQ ...$ ... 5,`�64.54 379 2311�22�.130153 234 2iJ7H AVE N KEEl�N €1$N ��.€�iM G€RRiTS 237 2Q5H AV� Ct HC�C KIPIS hAh9 SS343 $ S,t3I8,18 ,$ S.OI�.I$ �: 3�R Z3�12722i4�fl5i 238 2QTH AVE N ERiK Li)MMEN '�,SdRA �PMR.9EN ... .. ....... ... 236 247H AVE M1i HCtPKINS CvfR 55343 $ 5,2&4.25 5 SZ�:�9 $ 750 €J(1 '�, § T,65$.25' 1$S 2 3 117 2 214�Q55 ' 34fi�. 2QTH AVE N DANfEL 6ANK� � �AMY @ANK� 246� 2��H AV€ N .. .. H4PKEN5 MN 55343 $ 7,122.15 i 525.iJ0 ... . ,. $ i,747.15 � �$� 2311�2214F3(756 '�, 256 2QTH RV� t� .. .. KAREN L G�EHftKE 259,?O�H AY� H...... ...... .. Ht}PKENS MN. 553d3 $� S,Sv�9.iq $ .. 523.74 a 75C7 c7O �$ 3,'214.1A 183 235173219p081 ��. 2G'3 ;QTH AVE i�' � .§MAhD.4 SPAETH �?45� W SUMM€R 61U�F LN SaU7h[ 14ROAN UT �IIp95-5S�] $� 3.351,59 $ S�i.9� $ 75{7.4G $ 4.726.61} �� 154� 231i72Z1#6a82 '�, �95 1C�iH AV� N f3RL€1 �FECK€N JANE M 56ECKEN 295 �67r7. AVE N ,MQFKiN:S MN �5343. ...... ... $� 5 6�:7 Ad $ �25.t� � 754.46 $ 6.AQ2.4II _ _ 1�5 23i1722i4�tlfl3 '., �11 29'fH AVE N S{:flii€CO�FMAN . . .. .... 2$1 20iN'�. AVE N �NbFKIidS Mi+f 55343 $ S,Q�7 R�� $. S25 QD '�, `y 3S4.OQ $ 6.4�.2.A6 i��z�iz�z��saosa ' z��z�rr�av€ri ��+n��SCH�a,�E� cHRis�sr€fris��nr� a�saor++kmEM r�t�p��xsr�r� ss�a� S_ a,�s�.sa S szs,oe'S �so.00 S �,�s4.sa i87 ...2.�137223�9��5 ��. 217 20TH RVE N RAYFAdN� fJ. �A$i )QAtY €$AST ?13 20TH, AV�E N -. . ti[7RK7#d5 FviM1[ 55�43 $ 5,��3.20 $ 625 Ot'� ��. 5 75P..Q0 $ $.ii7&.20 �sa z�z�>�ziao�a� a�a z4rs� m,v� iv ies�g� a u�s�ra c�avib nn usazpw zsi zaT�a av€ N ��cK�t�� nnr� ss�aa S �,a�s.�� S �z� o0 5 �s�.�o � �.z�a,3o _. - - - zes z��i��iuovs7 ';�s 2prr� ravE ra ��ar�e�s Pa�Po�r�i� ,ua�vcr v�e�c�orv3z ��5 �oi�t nvE rv �aaKrras nnrt ss�na 5 �,3�i.6o 5 szs.oa , 5 ��a,00 � a.�zb,s� i�o z�i�z�z�ac��s �a2 ?ar� avE [� �Ev[r� €i6€ri iu�i� Ei[�Er� �aa �or� au� �a �iaak�r�s nnr� ss3a3 5 a,€�� a5 5 �zs.a� ' S a�000 5 s.�s3.as ass z3��a�a3aao�� zas zo-�� avE � su�i� ��aouErr€ zas aar� av€ n� �aeK�r�s nn€� ss�a� 5_ �.o�s.7s S szs o� S �sc�.00 S z:�s9.7s 192 23i1`722L49040 ...�S�I 2�TN�. AVE N REl'N4�.D SSSNFLil145� 25I 2QTF[ AUE N HC1FKkNS �N 553A3 ', S 4,436.96 :.$ .... 6Z5lPL7 $ 75@.Ot7 $ S�.&51.90 143 23l172214,�13& 34i �9TH��. AVE N P.1ARK. k VAN�� OQRT 59NIA L MiLL€R .. ... . 3QI 20TH AVE N HO�K[NS N€N 55343 '��. S 5,348.3<. �� 5 625AQ �$ �54.4� S fi.723.3i 194 23317221Il�34 347 2�TH�. kV€ Y GH€�RlES H� WATSCZN Ni E WA7�b,�+ 3U7 24TN AVE F........ . H9PKiN5 MN 553L3 ', $ i.656 QS �'., ... ... 5 �,SS6.�5 155 231z7�Z2149440 309 29TH��. AVE :d ftEB�C{A.. FE FC��`�S 3Q3 26Tk AVE lti...- HOP1C[N$ MN 5539� �$ i,65� �5 �'�, ...... ... $ Z.SSfi.i15 195 23i1722414b�i �� iiW 20i H. AYE N DIRNNE L II€J6U`VAY €Hdiv7A5 A L?€l4l5VAY ��.98Q1 AQUEL4 RQ SLQ6MENGTON MN 5543$ $ 5.9�i 4il '�. S 52� Q� �.. $ 75i100 $ �.�0� $4 '��.. 197 �31i722414I5& i30 2{tTH� AVE N SA!'(.AE€ L KLO3TER$lIER ....SIO ��?H d.V� N... ...... .. H[7PKIN5 MN 55343 $ §.530,14 '�.. $ 525.06 $..... 75a Otl $ ii.9p5.14 19& 2311722G14@84 liA 20TH AY� N MUREEL ANN 3EY�N '�,314 2�TH AYE.N .. ... . H�PKINS MN 55343 $ G.2fl�A5 ��. $ 62�.04 $ 75i1 fl{3 j� 7,SP5.4� �. 193 23i? 722410083 120 29TH AVE N ERAtG R KQf#NER KA�.EN. A xOHNER 12.0 2AiH AVF N H+JFKINS MN 55343 $ 3.351.60 � S 525.�4 j 35d �� ,C R,726.6F! �tti� Z3115224iQI57 123 �@TH RV€ N N€GRI IAMA KALSANG lArU�& ��1Z2 2nTki AVE N - _-F[�£}FKINS MN 5�343 5 �,7�3.24 $ 625.0� $ 75�.f3� $ B:i17$.2i1 = 2Qi �3i1TZ241(SO80 1� a 207H AVE N ... .. fEFFR€y i PALM ?25 Z{tTM AVE N' ... .. HaFKIFdS k1N 55343 5 �,7�$.�4 $ 525.iHD $ .... .�54.9€J $ 6,�78.2p = 2U�� 23157224340i5 330 2tP7H &V€ N 4E1GH t� I€NSEN .._.. 13D ZGTH RVE N'. HCSPKINS MN SS343 . $ 3,3�i.�Q S G35.L7C $ �Sit.9i7:. .$ � 4,7'�6,60 203� 23i172� 516t1i8 1�9 2QTE� AV€ N 6€�RA A CHA.[NB€RlA1N RO��ftT L�HAMB€RLAIN��. i3G �OfFi AV€ N HBPKINS MPI 55343 ... j 7.7dfl,6fi �$ 625.4� $ 7�0.�� $ 4,d83.6$. 20&Z3fi.7Z2416077 1422B�HAV�N PAUi.S§1+Ai�tSC1N LINQ.ASWAN�.SORi 2[7a4VERIY(IIYP�iS MINN'€TQNKRMNS�?OS .. . 5 �.b16.46 $ 6�S.i1{9 S 75€I:Q47�..i 3,34I.�6 2b5 2�11��22A10047 SF. 24TH AVE N CALVIN iUCAS NQRA.IUCAS _... 42 24TH AV€ tJ HE7f Kt(JS fvlN 5�3A3 $ 3.351..60 �... $ 3.351.fi9,�. 266 2311722616i596 Sb 2GrH AY€ N 1t3N�.'.1�. LEE KATH�EEN M 57€NN.�$ �€ ZP7H AVE N � HQPKINS MN 5§343 5 3.35F..£9 � .$ 3:�3�i.�Q.. 307 ��117�22A1044S 2d 26TH AVE N . MAR:`9t�€ EFi3€K IANRJE HQF� 24 24TH AVE N H�RKINS M�J SS343 ....... $ 3.351.Sa .... �. $ 3.35I.fii} � z�sa. z�iag�z�aoc�a zz zarr[ �v€ r� oa�E c x€�s�r� �r�a��€ra€ ��Gsp� �z zaTa av� r� r��€;ir�s nnrv ss-�a� 5 s,��.zo S s3s:aa 5 �so.00 � 6<��s.�r� 249 23I17�22&i0493 3b 20TH Av� td �ALYIPi G BSJM1iTR(?CK .. ... �LORlN[SA BiJNTR6CK E3c? ZOP}I AVE M HiiRKINS Rih' S5343 ._. S €,7Q3.2t3 S SZS.Q4� $ ....?Stl.(i6 S B.(SF$.iQ 2I0 ?�34i7�22&3f7b9� 3S 24iH Rv� N ��..OHNI�L M tv7€YERS ! '3� ��TH AVE N'� HOPKIfvS MF7 55333 S 4.1a3.5a $ 625.fl4� $ ...7��3.p� $ 3.�fi4,�� PR��tM�N�Ft'iF �►��IYfE�Ii RQL� za�s �r�a�Er � �r��i� �n��€�v�n��x�s �IiY �F HQPK[M�, MN GITY FFtp�JEGT PlCI. 2Q45-1Q 8MI �RQ.JE�T �It7. T96.'�1�Q77 - --_ Pft6P6SEL� R12�1Pi3S€�� RRP�S€t] � �7R�€? SEWER. WATER TQTAL ] Fltl ACt4RE53 C3WNER NAME �WN€R hiAM� 2 AS�ESSMSEN'f FAQ�C?SEQ TAX_ACl6_Lt .TAX_RDD_L2 {��sserof S�RUICE SERYiCE ASS€SSfitIENT Ca�urrer� A dr 8� ASBESStaiEN7 ASS�E��PA�AIT 211 2311722Ai4t7]S G� 24�N ,�VE N 5H€LB4N € HASSE . .. _ C&THEfl[N€ R. FiASgE �2 29Tti RYE ?d _.... HOPK11J�5 MN 55343 � $� d,189.�Q. -5 ..__- 675:G6 $ 'S�5€]:(3(3 j � �.�i6#.SQ 2i2 231ii'�241Od9C1 4fi 2�TFi elv��. N CI�ARLES R4hRPiJRTL . btARY RiJ(1iP�Fi�L 46 2�TH RYE N' � H�PKiNS Miv� 553d3 S �,}E9.SQ i 625.9b 5 758 b0� ��, $ S,SG4.5(i 313 2311732924Q&9 � SA� 27TH AVE N PAA�K A 2EUC lANET G��1J� Sd �dTFI AV€?d�. 4qPK{At5 MP! 55343 $ G,I89.SQ $ ��.S.Q� $..... 75#1 CQ ',. $ 5.5�3.§�J 21d [31F722A10174 2611 tdiAlN5TRE�T GR��PsiYU S�ITH .. ..... . ZG�1 M&INSTRE"cT :iOPK4f�5 MN 55343 $ 16,SZ1.12 $ Y.,705.�6 $� 3.15f1.€70 $ �1.37d.I� 21 � 232I72�4.104fifx 1�� 2�TH AYE t� . 15AICkl��.&Ei TFit1�lA.S MRRY TH6MA5... 1b5 �f#T�rB AV€ N HOFf4P,�'S MN �5343. �.... . .$ 6.,7D3.�f3� $ 525.�0 $� .. .. i5t1.D9 $ $.p7�.2Q _ 216 23}.I7224100�7 iIi 2dTN AVE �t .... BRIAN M BAK�R KEL�Y R BAK€R . .. ..... 111 26TY1 AitE N H:;AK[NS MN 553A3 '�.. S A,5�4.Sp� $� fiZS.�JB $ 759.7Q $ 5,5$4,5A Z17 331I7224?9Qf� 115 29TH RY� E� CRTHE�INE f 6ERRY PRUL1 �ERRY ii5 297H AVE N HOPKlNS MN 553A� . .. ... �, $ A,f89.58� $ 625.pp $ 754.40� $ 5.564.SQ - __ _- _ 21� 231I7224I4Q69 12Y 28TH &VE N ... BfiUCE Ht3EKE OARL€NE HC3EK€ 121 2QTH RVE N H4�K[NS MN 55393 � S 4.i�9.5(i j�. �Z3.p17 $ 754.40 $ 5.5fi4.5Q �14 '�3if��24S0070 12§ 2oTH &Y€ �i i€RiM1�9.H O1,Si7N 12� 24TH AV€ N. .. #L7PKIN5 tvlN 5�343 �� .. d,185.54 $ 625.04 .$ 75d�.Q4 $ S.SG&.Sa �2� 231%�224�f9071 13i 20TN �.VE N �.R#CHEI. H IM6ROCK -- 13S 20fiH��. AVE N. .. - kflRKEN$ MN 553q3 �$ 5.�2i.A0 j €25 ¢0 ��'... $ 756.00 $ 6.4�fl2.4C �'�� 22i 23iS7229it5(�72 �33 �OiriAY�� AV[f�AH@RN€.R:..._ 1332@TN��.AVEN . ......._ HL3.KINSMN 55343 $ 5,�27.AII..$ ..... _ 6�a,94 $ 35t�.66 $ f.+FtI3.4� '... Z22 23i1722AiQ033 1�7 Ztli71 AV� N ��.ST€PtiAfV[E R SCHILL .. ._. - 137 2QTk4 AY€ N FE��KINS MN 55343. $ 3.351,66 �.. $ � 6�5.�0 $ 350.f�9 $ 4,726.�t1 '�.. Z23 23F17?24�lOQ74 14f 20TN�. AVE N ,TFi%CI C QASLMAFt 1AI �4'f1l AVE N E#E3�KIN5 Mitl 353�3� $ 6.7fl� 2t1 ', $ 625.40 5 7§4.6Q $ $.b7$.24 '. 224 2�I.S722A.SO�iS 3&3 �4TN AVE hl @€^iaAhn.[N �Lt[C?-ff L9URA �S1RANfi-€>L14'fr � i63 2tlTki AVE IV HQFKINS P,flFd 55343 j �.351 &p ��, $ 625.Qff 5 759AQ $ 4,72f,GA �. .... ...__... . . Z25 23ii72Z4.Y407� 345 207N�� AY€ N..... . �.CEiRi5Tt1PH€R R PCJ�S7phf ��MARI& V IAAkLAMBICI�S. .. i&5 2bTH AV€ N HQPKINS MN SS�43 ..... ... j 3.723 if ', 5 fi25.i14 � 5 7�0.00� $ 5,69�.3i 22€ 23Sb7224.I0175 IS i�7kl�� k.V� N f�€L UAS�AR �f�€ht VASSAR ... ... .. 15� 20TH�, AVE N NC�YKIN51491ti 55343 ...$ 7.54i 46 '�. 5 5�S.Qp $ 350.04 $.... _8,915.19 223 23iI74241411� 31 2C�TH��. AY€ N bE€ &NNE J4NES ��.pEREi[ i�N�3 �1 207H AY� N HCSPKIIYS MN SS�d3 $ 5,�65,?0 > 525�,C�d $ 750A9 $ 7,2453_30 228 23I7722dp011$ z5 3(ITH��. AV€ N 18NM Vir WQQDRECH ��.tAN€ES LY YsC�bpRIGH � 125 RiID�O 6R N�� 8tA[N€ MIV SSdd� $ 5,Q?7.9� � S 625.t1� $ i5Q �Q $. 5.442.A9' - -_ �29 23? 1i�2&IQli9 35 20T# AVE N KAREN GARQN€f? li}fiNSfiN. � 35 207t# AVE N � ...HE?PKINS. MN 553A3 $ 5,927.&Q �$ 52�.�Q � 756.Q� 5�� 5,4Q3.1Q�� ?3a �317.i22&IQi26� 41 2�TH aY� N VICT4R VIILA . 4i �G'S'H AVE N HiJFKIh'S MN 55343 $ 5,[l27 &p S 6�5.04 j 75b �0 $ fi,9tJ�.4C� � ��a z3�izzaaio�z� as za�� avE N �.; r�u��x ��c �,a �xQ�Ar� �ic�ur�o � uboz wavtara r�r� ss�s� , s oz� aa S ��s.oc� 5 �so.nc S s,a��.ua 232 231172241012�� 53 24TH AVE P! FET€R KkPSNE.�i �"ri��LIE KAPSNfR . ...... . ��,53 3ilTH AYE N HQPKiNS MN 55393 .............. $ 6,3Q3 2b �$ ��5.L7�} $ 75�.@Q $ �&,�78.2i3 23�23i1722&1�714 �� 3�A@ORESSUNA54[GNE� 116L.kSB�YA7 3iC7$ERT6QYATdR . ---. 1419MAft�STR��T '.HtSPKfNSMN 5�3d3 . .. $ 16,59&$& $ 1G,534.88 .. . .. . - . . TOTAL $ 34t.287.62 �R��1�1��►�Y A�SES��t�� t)L� 2�'t6 STF2EET & UTit[TY 6�A�ft�7lt�Ii��tdiS �(�`r` QF H'f)P�1IVS, IVIN �[�Y' Pl2�,IE�T l�[€l. 2t!'[6-'1ti �AR[ RRi�JE�T NQ. T16.`f1�i�7i PK{}Pii�€D .. {aR6P05€E7 RRQPCtSE@�� . ST��EF SE�+ii€R V�F§TEFi. TOTA4 PIL� ADC7RESS t)WN€R NRM.� 4}WN�.R NAME 2 �TAX_A[�C�_Lf TAX_A6Q_L2 A55ESSA4ENT �� ERVkCE S�RV4CE F'ROF(3�� . ;: (Lesser sf ASSESSM€NT ASSESSMEfdi AS3€SSMENT �Q�U�]5f� ,�{ 4f �� . ZISTAV€Pi ... _..._ � �34 73i3f�2Y3ticJ32 ZSD ��.215T AVE Pi HUB€RT E VASSrik SHAR[7N M P� VASS�R �lt� J15� P.V� N� ?{t'�PKi[45 Hi[N 55343 $� 6,2�4.25 $ i5@.�@ .$. .. 7,4�4.�5 z35 z�ii��;i�oo3� 2ia'zisT av€ r� �o��-r e€��Qar�e.s 6 sv�r� � n�cnoM€�a z�� zlsr qvF t� r��P�:��s rnN s�aa� S s,zaa_zs 5 ��s:ofl 5 �s�.a� S �.��9.�s 23� 23��i224�OQ30 Z2S �215T AV€ N R..SY F V{7L6RATH 2.2€ 21SY RV�. M HLSPKINS MN 553a3.. ...... . $ 6.2&4,25 5 ��:do� S� iSJ.W $ i�>559.25 � .. ...._. ._... . ... ................_ 237 231R722130�24 Z3§ ZSS� RVE N l�€NN',F€R PRitE TN6MA5 23S ZIST AV€ N HI?PKINS MN S53A3 �$ 6,2&4.25 $ �ZS.ab $ �5�.4U $ 3.554.25 238�231172213bC7�2fl 25(3215TP.V€N BRI�G€.TAAL6Ais�l . . . ._ Z57�21dTAVE� Hf)�K�NSfNN 55343 �I.$ 5.2&d.?5 $ -- 6ZS,dQ $ ?�(3,ft0 $ i.U54.25 .. � .. . .... .. . ..... . ... . 23§" X31172313b9-04 256 2i5TAV€ N E�(�A6ETH I WIItE Z56� 215T AVE M xf7�ltlNi MN SS343 $ ....f.303.24 $ 525.74 $ 750 6[3 $ $.C776.2fl ��. 200� 23F17221344Av 39U 2157AV� N QE8R.1 DAWN �.6RItiF$� 340 2ISTAV€ (V. . . HiIPKINS MN 553A3 '�. $ 6,954.57 � � i59.00 ? 7,7f74.�7 ��. 241� 23117�2i3�b63 31B 2157RY€.N�� .. . 195EPH 5 57CYUTifJ0tlRGti 3� �&FFI�h'iNE STC4UiEi•t@�RGH 3i421SFAV€ Pt .. .. H�PKINS MN SS34�� '�.. $ ld.Ai3.75 $..... 3�4,Q� $ �.1,�23,75 . . - - ._ _ __ ..__ 2�21 23 117 2 2i3t7tt47 ��. 3Zc72&SfiAY�?d� �.M€REOITMW'SIMS 3242iSTRVEN HdPKINSMN 553A3 S 36,473.35 ,$ 7�C3.011 $ ii,223.75� 2539 2311322i3F3Qb1 Z16R9 5FA7E kWY (V6 i �.JRM€S i M€Y€RS ....-. ....... .... .. . 1159� STATE HWY NQ 7 HpFK11U5 MN SS343 ... $ 14.4J3.75 ��. $ i3(2.49 $ Ia.2i3.75 � 244� 231i722i4[495 ��.. 365� 215T AVE N��. ,ST€VEN R R98€RT5 }ANA K R8�€Rfi5 .. .3a5. Z15T AVE N k€3PKIN� MN SS3q3 S 10,433.r 5 �'.. 5 75is.�p $ %4.333<75 � znslz�a��z:�aaoes �i�aasr�v�rr avax�sut�€va� taxa€�r��sara ��zas�av�ra _ ��ivx�n�sn�r� s��a� 5 �,�c��.a� 5 7sfl.aa � �,as3,�o 3a�� 231i72?149¢98 '� � 337 2i5TRVE� TF €Uu�N€ # MA%WELL EILEEN MAXIVELL 3�3215'f QV� N HciPKINS MN 553d3 $ 6.7D3.28 $ 75ii.�d �$� p,453.3Q 2A7. 2�I1T�Zi49B47 �0 AO@ftE55 UNASSIGN�D EU�ENE M&%WELl �IL��N MAXW�LL 33T 21STAV€ Id ....... HQPKIfvS MN 5�3&3 $ 3,351,b0 ��. .§ 3.35i.6(3 3�SE23i1Z221&QISC 34521STAVEAt ERICli7N�Ei2UAM ��.P.4tv1EL@LE1N��CEUAtN 34SZ1S7AVEN HOPKlNSMN SS3&3 $ 6,d6A.�S', $ 6,284.25� 2�i9� 231172�di44�1 3n3 2IST AV€ t� ��TER 1 AN.p�RSEN SR TRUS7EE .71.37 C3AK GRf3V� 8�6%P R{CH�IELD MN 55423 ..... .. . $ 2 932 55 '��. $ 150.�4 $ 3,682.65� �5 23137221dOtl�� 34Q2}�TAYEAf �ETERtAN6�R5EN5RTRU5T€€� '�.7i17C7AKGRbV€BLV{7 qIGHf1ELDMN 55423 $ 2,'J32.65. � 2.932.65� 25i23Yi722iA0ti53 3492YSTAV�N 7RQYTGAMBU�CI . ........ ......- ,324CMAR5Gt?ALLR6 SFiAKt]pEEMN 55373 $ 2.79�23.... ....._. $ 750GC3��,$ �.5$�.i3 - _ -_ 252 23i2722140453 2�4 £I$T AV� N GiVfJEY%�€:L 8�LR61CK 1R 1�15 M B�LL ... 20i 21ST AVE IV H[5PK?hi51v1N 553ti3 $ 5,�2��,4� � .. .. $ 75� �9� .��.. § S,173.4D 25323i%722144064 2652ISTAVEN WRL�P�.MEi�fA@ROGK C7ERPIN.�KfJRTAt� 265215TRV�N ..._.. HOPKi1J5MN 55333 5 5.427ap� .. ...g 756.E76 � 5.77i,4(I 254231I7221A413& ?6J2iSTAVEN R�U�ENfi�GUSTAVSQN �1Vt7t�N`zAGL15iAVSt�N �4Q1C6Ylf�GTON.tfS. ... . ,.MINNETC3NK,415fIN `�53d5 $� fx,7B3.20 $ 625.tF€3 . .. $ '�.�2&.3t7 255231S322i-00t757 221iI§TAYEh' MtCMA€IFRiE�S 22i225TAVEN_.... _..... .H4PK1t�i5Mht 55343 $ 3.351.6A $ i2�.�8 .$..... 75b,�0 $ 4,726..iz�! 2�6 23ki72214006E 225 215T AYE N M(CMRE� EA�{C 325 21ST AY� N Hi]PK}iY5 MM 553d3 $� 3,35i.g(1 5 �25.13�� 5� 35b.6(5 $ &,726.6€1 2�3 231IT221-0Q064 2Z9 215T AVE N AC7NaLP DE� �ASTILl.t3 ' 74Q5� €OGE8RQi3K DR . ......ST LOS115 PARH MN 5542�� $ `�<Q27.4L1 $ �.2S.Q� $....... i�C3,00 $ 6:CA2,40 .. . .. .. .. ... . __. �5$ 23Y1T221A007f7 233 i1ST AVE N SUSAN KAX SALi�KA 3.539 �4TH AVE S h"INNEAPi5Li5 MN SSd�SS $ 5.62144 $ 525.Q9�� $ 7sp,Q47 $ 6.4C1�,49 �. 254 23Ii722144135 239 2157 �VE N 1ERbME C!U€Ll�tl i3iANA l!U€:EIC?i 2&44 M€D3C[N� IAK� �R W PLYMQUTH Mh] 55441 $ q,S24.56 $ 625.84 $....... ... 75i3�,O17 � 5.,899.�5 ��. 26ti 23I.1722140136 � 243 21ST AVE N J€RflME � Jti�CICH DfANn L JUELI�N. 2644 M�U9C[NE UI.KE BR 1M ... . RLY vi041�7H MN 554d3 S 5.53�.11 j 62�5.�4 $� i5E7�,OQ $ 6:�{I§.�3 �'�. m6. Z3Id72Z1�0932 Z51 215TAV€ N Q6N R 8ATE5 MAftTHA,3. ERTES 253. 2iST Av� td ... HORic[NS MN SS343 5 5.332.fl6 5 625.00 $... .. ... 75Q��.04 $ 7.£l47.8G '��. T€17AL $ 193,445.4fi '��. Tak�# Amouat to �e RsSe§�ed � 1,3417,68b.9A Preliminary Engineering Report 2016 Street & Utility Improvements ��y �� '�� City Project No. 2015-10 BM I Project No. T16.110077 September 2015 Submitted by: Bolton & Menk, Inc. 12224 Nicollet Avenue Burnsville, MN 55337 P: 952-890-0509 F: 952-890-8065 � : � �, �- � - _ \ �> ,� �- Certification Feasibility Report for 2016 Street & Utility Improvements City of Hopkins Hopkins, MN City Project No. 2015-10 BMI Project No. T16.110077 I hereby certify that this plan, specification or report was prepared by me or under my direct supervision, and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota. . ��,� �� By. � Mike Waltman, P.E. License No. 48696 Date: Se�tember ll, 2015 Prepared by: Bolton & Menk, Inc. Certification 2016 Street & Utility Improvements � T16.110077 T�bl� f ��n�s 1.0 PROJECT INTRODUCTION ....................................................................................................... 1 2.0 BACKGROUND ........................................................................................................................2 3.0 EXISTING CONDITIONS ........................................................................................................... 2 3.1 Streets .......................................................................................................................... 2 3.2 Storm Sewer .................................................................................................................6 3.3 Sanitary Sewer .............................................................................................................. 6 3.4 Water Main .................................................................................................................. 7 4.0 PROPOSED IMPROVEMENTS ..................................................................................................7 4.1 Streets .......................................................................................................................... 7 4.2 Storm Sewer .................................................................................................................8 4.3 Sanitary Sewer .............................................................................................................. 9 4.4 Water Main .................................................................................................................. 9 4.5 Pedestrian Facilities ......................................................................................................9 4.6 Driveways ..................................................................................................................... 9 4.7 Lawn Sprinkler Systems .............................................................................................. 10 4.8 Street Signing and Striping ......................................................................................... 10 4.9 Turf Restoration ......................................................................................................... 10 4.10 Boulevard Trees .......................................................................................................... 10 5.0 NEIGHBORHOOD MEETING .................................................................................................. 10 6.0 ESTIMATED COSTS ................................................................................................................ 11 7.0 ASSESSMENT RATES ............................................................................................................. 12 8.0 RIGHT-OF-WAY/ EASEMENTS/ PERMITS ............................................................................ 13 9.0 PROJECT SCHEDULE .............................................................................................................. 15 10.0 FEASIBILITY AND RECOMMENDATION ................................................................................. 15 ��„ r� F �, I� �� ,_� Appendix A: Preliminary Cost Estimates Appendix B: Figures Appendix C: Preliminary Assessment Roll Appendix D: Resident Questionnaire Appendix E: Neighborhood Meetings Appendix F: Geotechnical Evaluation Prepared by: Bolton & Menk, Inc. Table of Contents 2016 Street & Utility Improvements � T16.110077 1.0 PROJECT INTRODUCTION This report examines the proposed street and utility improvements including storm sewer, water main, sanitary sewer, and street reconstruction in the neighborhood surrounding Hilltop Park, including the following streets: • 18th Avenue North from Mainstreet to the HCRRA right-of-way • Alley in HCRRA ROW from 18th Avenue North to �/z block east • 19th Avenue North from Mainstreet to lst Street North • 20th Avenue North from Mainstreet to 3rd Street North • 21 st Avenue North from approx. 150 feet south of 2nd Street North to 4th Street North • 2nd Street North from 20th Avenue North to 17th Avenue North • 3rd Street North froml8th Avenue North to 17th Avenue North • 4th Street North from 21 st Avenue North to 19th Avenue North The project location is shown in Figure 11 of Appendix B. Generally, the project involves: • Addition/replacement of storm sewer • Water main replacement • Water service replacement • Sanitary sewer replacement • Sanitary sewer service replacement • Concrete curb & gutter replacement • Bituminous street removal and reconstruction • Turf Restoration Prepared by: Bolton & Menk, Inc. PROJECT INTRODUCTION 2016 Street & Utility Improvements � T16.110077 Page 1 2.0 BACKGROUND The Hopkins City Council ordered the preparation of this feasibility report at its May 19, 2015 council meeting. The feasibility study and report has been completed to identify the infrastructure improvements needed in the proposed project area and to define costs associated with the improvements. This report will be used as the basis for final design and is also a required step in the State's Chapter 429 process for special assessments. Questionnaires were sent to residents within the project area to allow them an opportunity to provide input on various proj ect related concerns including water and sewer services, and drainage issues. Comments provided by the residents give us a better understanding of areas of concern within the project area. A copy of the questionnaire and a summary of resident comments is provided in Appendix D of this report. A neighborhood meeting was also held on August 27, 2015 for the purposes of informing affected property owners about the improvements being considered and receiving their comments about problems and concerns to address by the project. The project area consists ofmostly of single family high density zoning (residential neighborhood), with some park and commercial zoning and usage. 3.0 EXISTING CONDITIONS 3. ] Streets The bituminous streets within the proj ect areas are aged and e�ibit various levels of wear and distress. This is evident on the surface by transverse, block, and alligator cracking. The maj ority of City streets have concrete curb and gutter, with small areas of bituminous curb. In many areas, the curb height is only a few inches, indicating the presence of patching or overlaying of the existing pavement and gutter. There is evidence of previous additional street repairs and maintenance throughout the proj ect area including numerous street patches. Prepared by: Bolton & Menk, Inc. BACKGROUND 2016 Street & Utility Improvements � T16.110077 Page 2 Existing Conditions �. -- � , _ .. �.� - ':,f .. - -, � -�"-� - --_ - _ .' .. r�. .':' � � . . ° _. : /-._ � - � �,,� '.. . _ � . • `-J� � *Y "-'�ysr � � �� ''�� _ . � - .- _ ' . , . . +,�:� , ','^.i. - „�. _' , . . , � , _ . _ � - ..-r-+� y - . _ .-... _ � — .''.r, • .,,� � .� �_ �.r s x `. . . _... � � . ' ' � ' � - . _ ��, - ��.�� The City's Pavement Management System indicates that the "Pavement Condition Index" (PCI) for many of the street segments in the neighborhood is below the threshold where reconstruction is appropriate. Prepared by: Bolton & Menk, Inc. EXISTING CONDITIONS 2016 Street & Utility Improvements � T16.110077 Page 3 Subgrade soil sampling was completed throughout the entire project area by Braun Intertec in the summer of 2015. A copy of Braun Intertec's Geotechnical Exploration Report is included in Appendix F of this report. Twenty-four soil borings were taken throughout the project area. The existing soils just beneath pavements in the project area consist of a mixture of silty sand, sand with silt, and clayey sand fill. The resistance of the soils to deformation under repeated loadings is indicated by the Hveem Stabilometer R value estimated by the geotechnical engineer for the various boring locations. The recommended average value that results in an acceptable pavement section for each street segment for this project is 20. This value is on the lower end of the scale and indicates the soils would be susceptible to deformation over time in a residential neighborhood if the pavement section was inadequate for the amount and type of traffic, or the use of the pavement extended beyond its intended life cycle. Loads from traffic on the natural soils under a pavement are reduced by using layers of stronger materials at the surface to spread wheel weight to a larger "footprint" on the underlying soils. Engineers typically use a lower cost, moderate strength material consisting of a blend of rock, sand, and fine "filler" particles for the lowest level in the pavement. This layer is referred to as aggregate base and is an important element of the pavement in residential areas. The aggregate base is capped wiih layers of higher cost asphaltic concrete, often referred to as "bituminous surfacing" for additional strength, a smoother ride, and dust and mud control. The thicknesses used will vary within practical limits, but are typically held to a minimum in residential areas. Designers try to seek a section that balances cost with strength and durability needs and constructability constraints. This usually means a heavy reliance on the aggregate base layer in low traffic areas like residential neighborhoods. No aggregate base layer was found below the e�sting pavement in nearly all of the borings. The thickness of the bituminous surfacing was in most cases inadequate to offset the lack of base material. The apparent under-design, combined with the age of the roads, offers some explanation for the poor pavement conditions observed in the area. The streets within the neighborhood vary in width from 20 to 35 feet from face to face of curbs, with most streets being 32 feet wide. 21st Avenue North is only 20 feet wide as 4th Street North is approached. Parking is allowed on both sides of the streets. The existing grades range from appro�mately 0% (very flat) to 141% (very steep). No sidewalks exist throughout the project along various blocks and sides of the residential streets. A variety of trees are located in ihe boulevards throughout the project area. Some of these are large and very close to the curbs. Table 3.1 identifies the existing street width, existing curb type, e�sting street grade, e�sting right-of-way (ROW) width, and sidewalk/trail location on each street within the project area. Prepared by: Bolton & Menk, Inc. 2016 Street & Utility Improvements � T16.110077 EXISTING CONDITIONS Page 4 .� - � . Existing Existing Existing Street Existing Street width Existing Curb Type Longitudinal ROW Sidewalk Side Grade Width 18t" Avenue North 32 feet Concrete B618 0.0% - 3.9% 60 feet None 19t" Avenue North 32 feet Concrete B618 0.0% - 3.4% 60 feet None 20t" Avenue North 32 feet Concrete B618 0.3% - S.0% 60 feet None 215t Avenue North 20-29 feet Concre CuBb18 / Bit 0� 1� 33-66 feet None 2"d Street North 35-36 feet Concrete B618 �'�� 66 feet None 6.6 % 3rd Street North 30 feet Concrete B618 0'S� 60 feet None 1.08% 4t" Street North 32 feet Concrete No Gutter / 0.8% - 5.4% 60 feet North Bit Curb (Concrete/Bit) The soil borings revealed existing pavement thicknesses ranging from 3 to 12 inches, with most streets at an a�erage thickness of approximately 5 inches. The subgrade materials varied throughout the neighborhood but were most commonly found to be silty sand and clayey sand fill over poorly graded sand. A summary of the existing soils conditions and bituminous thicknesses are listed in Table 32. Soil boring logs are included in the geotechnical report in Appendix F. .� . :. .• � -. -�. Street Bituminous Thickness Subgrade Material 18th Avenue North 4" — 6" Mixture of silty sand and clayey sand with some gravel. Aggregate base of 12 inches found in 2 of 7 borings. 19th Avenue North 5" Mixture of sandy clay and clayey sand with some gravel. Aggregate base of 12 inches found in 1 of 2 borings. 20th Avenue North 3" — 4.5" Mixture of silty sand and clayey sand with gravel. 21st Avenue North 4" Mixture of silty sand and clayey sand with some gravel. 2nd Street North 4" — 5" Mixture of silty sand and sandy clay with some gravel. Aggregate base of 12 inches found in 1 of 3 borings. 3rd Street North 3" Mixture of silty sand and clayey sand with some gravel. 4th Street North 7.5" —12" Mixture of silty sand and lean clay with some gravel. Prepared by: Bolton & Menk, Inc. 2016 Street & Utility Improvements � T16.110077 EXISTING CONDITIONS Page 5 Alleys Portland Cement Concrete (PCC) alleys e�st adjacent to backyards throughout the project area. The alleys are in relatively good condition and replacement of the alleys is not included as part of this project. Boulevard Trees Large, mature boulevard trees e�st throughout the project area. Some of the boulevard tree species within the project area may considered undesirable. The species of concern are Green Ash and Silver Maple. Green Ash is susceptible to disease from the Emerald Ash Borer. This insect has been found to be spreading in the metropolitan area. Silver Maple trees are more susceptible to storm damage than oiher species, and create a lot of litter because of their soft wood and weak, brittle branches. They are known to have an intrusive root system that can damage sidewalks and curbs and penetrate sewer joints. The intent of this project relative to trees is to preserve them to the extent reasonably feasible. Amendments to the existing boulevard tree species mix is beyond the scope of this project however, individual trees that conflict with new work or are identified as problematic will be considered for removaL It is recommended an inventory be completed during final design of boulevard trees in terms of both tree health and species. 3.2 Storm Sewer Some drainage issues have been identi�ed throughout the project area. The drainage concerns were identified by examination of project topography, discussion with staff, and by residents via the resident questionnaire and/or the neighborhood meeting. Due to the flat grades of some of the streets and large tributary area with no catch basins, standing water after rain events and large flows on the street surface are common. Street settlements and street patching have contributed to the problems as well. Primary locations where drainage issues were identified include: • Intersection of 18th Avenue N/ 3rd St N • Intersection of Hwy 7/ 4th St N/ 21st Ave N • Along 19th Avenue, from Mainstreet to 1 st St N • Along 20th Avenue, from Mainstreet to 1 st St N Recommendations to help alleviate these drainage problems are included in section 4.2 of this report. 3.3 Sanitary Sewer The existing condition of the sanitary sewer system was determined through discussions with City staff and televising reports. The existing sanitary sewer system is illustrated in the figures in Appendix B. The existing sanitary sewer system consists primarily of 8-inch Vitrified Clay Pipe (VCP) with block manholes constructed in the 1950's. VCP is susceptible to inf�iltration and root intrusion over time due to the large number of j oints and the deterioration of the gasket material originally used to seal the joints. Block manholes are also susceptible to infiltration over time due to cracks and deterioration of the mortared joints. Service lines in the neighborhood are typically 4-inch or 6-inch and their material may be clay, Orangeburg, or Polyvinyl Chloride (PVC). PVC is a durable plastic and is the current City standard. The northerly 300 feet of 21st Avenue has an e�sting PVC main. Televising records noted some shallow sags in this line and three locations where the existing pipe was moderately cracked. Proposed sanitary sewer improvements are discussed later in this report. Prepared by: eolton & Menk, Inc. 2016 Street & Utility Improvements � T16.110077 EXISTING CONDITIONS Page 6 3,4 Water Main The existing layout and condition of ihe water main was determined from record drawings and discussions with City staf£ The water main is primarily 6-inch cast iron pipe (CIP) constructed circa 1950. CIP of this vintage is susceptible to internal rusting and breakage. An 18-inch Ductile Iron Pipe (DIP) water main exists along 21st Avenue North and along 4th Street North. This pipe was installed in 1969 and 1970. Ductile iron pipe is less briitle than CIP and so is less prone to breakage. DIP is the current City standard watermain material. Service lines in the neighborhood are typically 3/4-inch or 1-inch and their material may be copper, galvanized steel, or lead. The layout of the existing water main is illustrated in the �gures 31 — 316 in Appendix B. 4.0 PROPOSED IMPROVEMENTS 4,�1 Streets All streets within the 2016 project limits are scheduled for full reconstruction. This is based on the City of Hopkins' Capital Improvement Plan (CIP), underlying utility needs, observed pavement conditions, and pavement and soil sampling. The streets have reached a point where maintenance procedures such as seal coating or milling and overlaying are no longer cost effective strategies to improve pavement condition and delay deterioration. The proposed improvements include replacing the concrete curb and gutter and complete pavement section. Reclamation of the e�sting pa�ement (and base where it exists) is proposed to reduce excavation and imported base costs. Pavement reclamation is done with a machine that grinds up the existing bituminous surface and underlying base material (if any) and mixes it in place to create a recycled base material. This material will be used as a temporary driving surface for access within the project during utility replacement. The recycled material will also be salvaged as much as possible and reused as part of the new aggregate base section. The horizontal and vertical alignments will appro�mate the existing alignments with attempts at lowering the road to facilitate drainage from the front yards to the street where beneficial and practical. Existing street widths will generally be preserved, with some notable exceptions. 2nd Street North will be narrowed from 35 feet to 32 feet. 3rd Street North will be widened from 30 feet to 32 feet. These modifications, in part based public input, will make all roadways within the area a consistent 32-foot width. It is proposed that the width of 21st Avenue North be increased to some degree to better facilitate two-way traffic with parking and improve clearance for emergency vehicles, especially during winter snow plowing season. Some street width is often sacrificed for extended periods in winter to windrows of snow. Three proposed alternatives are presented in this report and have varying impacts. Tree and boulevard impacts have been estimated for each option. Typically, final tree removals are determined during construction and coordinated with property owners in advance. The evaluation of these alternatives is as follows: a. 28-foot-width (F-F): Figure 3.10 Consistent with the e�sting width of 215t Avenue south of the extension of 3rd Street N and consistent with the typical minimum width where parking is allowed, a 28-foot-wide roadway width from curb face to curb face (F-F) was first considered and presented to the public at the neighborhood meeting. While the exact amount of widening proposed by this option varies from location to location, in general this alternative proposed an 8-foot widening on the westerly side of the roadway. The proposed curb line on the easterly side of the road is proposed to appro�mate the existing pavement edge with slight Prepared by: eolton & Menk, Inc. 2016 Street & Utility Improvements � T16.110077 PROPOSED IMPROVEMENTS Page 7 increases at some locations. Property owners fronting 21sr Avenue N between the extension of 3rd Street N and 4rn Street N expressed opposition to the widening of 21sr Avenue N by primarily citing concerns over impacts to front yards and anticipated increases in traffic speed. An estimated 15 trees and shrubs within the public right of way are estimated to be removed under this proposal. Impacts to multiple garden spaces are also anticipated, however this is consistent with all options considered due to their close pro�mity to the existing roadway. b. 24-foot-width (F-F): Figure 3.11 A proposed 24-foot roadway was also considered and evaluated with regard to yard impacts. The proposed curb line along the easterly side was held consistent with the 28- foot-width alternative. The westerly curb line was shifted four feet from that alternative. Impacts to trees and shrubs, an estimated total of 12 within the right-of-way, are anticipated with this alternative. Gardens located within the public right-of-way are anticipated consistent with the 28-foot-width alternative. In recent years, the City has constructed one 24-foot-wide roadway as it was constricted by a 30-foot-wide public right of way. 2°d Street N between Ridgewood Lane and Washington Avenue N was built to this width in 2009 due to this constraint. c. 22-foot-width (F-F): Figure 3.12 Finally, a proposed 22-foot roadway was evaluated with regard to yard impacts. The proposed curb line along the easterly side was held consistent with the 28-foot-width alternative. The westerly curb line was shifted six feet from that alternative. Impacts to trees and shrubs, an estimated total of 10 within the right-of-way, are anticipated with this alternative. Impacts to gardens located within the public right-of- way are anticipated consistent with the other alternatives. While significant impacts are anticipated in the public right of way in front of some properties, it is recommended the desired street width be considered by the City with regard to parking allowances and emergency vehicle access. It is recommended parking restrictions be considered to the degree necessary to maintain reliable access for emergency vehicles during winter conditions. For the 22-foot and 24-foot alternatives, it is recommended parking be restricted on at least one side of the roadway. The recommended minimum street grade is 0.5%. Street grades flatter than 0.50% are undesirable as the ability to adequately drain the road decreases as grades get flatter. Poor drainage can create safety issues in freezing weather and accelerate the degradation of the pavement. Overall drainage patterns throughout the project area are not anticipated to change. To meet this minimum grade requirement, creation of one or multiple new low-points is recommended on both 19th Ave N and 20th Ave N between Mainstreet and lst StN to help facilitate drainage and maintain the minimum street grades. Additional locations may also be determined during final design. The recommended typical section for all the streets consists of four inches of bituminous pavement over eight inches of aggregate base. The recommended amounts of subgrade correction, with select granular borrow, will be determined by a roll test during construction. Subgrade correction usually ranges from 12 to 24 inches, and is used only when needed as discovered by test rolLing during construction. The proposed typical sections are shown in Appendix B. 42 Storm Sewer The existing storm sewer systems are aged and insufficient to meet the City standard design Prepared by: Bolton & Menk, Inc. PROPOSED IMPROVEMENTS 2016 Street & Utility Improvements � T16.110077 Page 8 standards. The e�sting systems will also be in conflict with the replacement of the sanitary sewer and water main in many locations. Full replacement of the e�sting storm sewer systems is recommended as a part of this project. Additional storm sewers are proposed in areas to help improve drainage reduce depths of water flowing in the streets during larger storms. The proposed improvements are identified on the figures in Appendix B. 4.3 Sanitary Sewer The information used to evaluate the e�sting condition of the sanitary sewer includes televised recordings of the sewers, record drawings, manhole reports, and discussions with City staf£ Due to the age of the sanitary sewer system and the City policy to replace VCP sewers during street projects, existing VCP sanitary sewers are recommended to be completely replaced wiih PVC pipe. New service wyes will be provided to each home. Per City policy, sanitary services which are not PVC are proposed to be replaced with PVC pipe to the right-of-way (ROW) line. New precast concrete manholes will be installed and incorporate the City standard 27-inch diameter cover with concealed pick-holes. No changes in flow patterns to trunk sewers or interceptors are proposed. 4.4 Water Main It is proposed to replace the cast-iron water system with ductile iron pipe (DIP) as a part of this project. Existing 6-inch water mains are proposed to be replaced with 8-inch water mains. The City uses 8-inch pipe as a minimum because the cost premium over 6-inch is low, but the capacity for supplying water, especially �re flows, is much greater. Per City policy all water service lines are proposed to be replaced to the ROW line with 1- inch copper unless the e�sting service material is copper and less than 10 years old. A new curb stop and box will be provided on each service. The figures 31 — 316 in Appendix B illustrate the proposed water main improvements. 4.5� Pedestrian Facilities No new sidewalks are proposed in the residential portions of the project area due to right of way and �scal constraints and resident familiarity with lack of sidewalk. Several questionnaire respondents stated firm opposition to the addition of walks in the project area. Some walk is being added at 4th Street North to facilitate pedestrian access to the park. Sidewalks are also proposed to be installed from Mainstreet to the east-west alley behind Mainstreet properties on 18th, 19th, and 20th Avenues. 4.G Driveways All e�sting driveways within the proj ect areas receiving new concrete curb and gutter will receive a new concrete apron to match the proposed concrete curb. The new concrete aprons will be constructed according to City standards. In addition to the 5-foot driveway apron, additional driveway pavement needing to be disturbed as a part of the project will be replaced in-kind to match the existing driveway with the street improvements. Prepared by: eolton & Menk, Inc. 2016 Street & Utility Improvements � T16.110077 PROPOSED IMPROVEMENTS Page 9 4.? 4,8 Lawn Sprinkler Systems There are some existing sprinkler systems in the residential area of the project. Property owners will need to assist in locating and identifying the type of sprinkler systems that are in place prior to and during construction. The contractor will be required to make reasonable efforts to preserve the in place systems during construction if they are located by the owners. Unmarked sprinkler lines, heads, or other components damaged by the contractor will not be repaired by the City or its contractor. Marked sprinkler lines in conflict with the proposed construction which cannot be avoided will be removed and replaced in-kind by the City or its contractor. Street Signing and Striping The existing street name signs will be salvaged and reinstalled by the contractor as necessary to facilitate construction. Regulatory signs such as STOP signs will be replaced in order to conform to new retroreflectivity requirements. Existing pavement markings will be repainted upon completion of the paving. 4,9 Turf Restoration Areas disturbed by construction will be graded to match the new street grades and restored with lawn type sod. Boulevards will be graded as necessary to facilitate drainage from the existing yards to the streets. 4.10 Boulevard Trees The existing trees in the neighborhood will be protected from the construction. The degree of protection efforts made for any given tree will be based on its species, condition, location, and adjacent homeowner opinions. Certain trees may be identified during design or construction to be removed. This may be due to the street reconstruction, grading, utility replacement, sidewalk replacement, water service replacement, sewer service replacement, or other factors. Options to preserve highly desirable trees in harm's way include small retaining walls or moving service lines around trees. The City will work with the homeowners to replace these trees as part of the project in the event tree removal is necessary. The following species have been found to work well in the boulevard areas: • Sugar Maple • Parkway Norway Maple • White Oak 5.0 NEIGHBORHOOD MEETING • Red Oak • Greenspire Linden • Cathedral Elm A neighborhood meeting was held on August 27, 2015 with residents and property owners that are affected by and being assessed for the improvements. Thirty one persons signed in at the meeting, representing 22 parcels/parcel groups. An estimated 40 to 50 total persons were in attendance. Owners of 268 parcels were invited. The City Engineer and Bolton & Menk, Inc. representatives presented the scope of the proj ect with a discussion of e�sting and proposed street and utility conditions, project costs, projected assessments and schedule. Details related to assessment computation and payment options were provided. Aside from numerous questions that were addressed at the meeting, notable feedback from the residents included: Prepared by: eolton & Menk, Inc. 2016 Street & Utility Improvements � T16.110077 NEIGHBORHOOD MEETING Page 10 • 3rd St from 17th Ave to 18th Ave: general agreement of audience to widen road • Concern expressed about 21st Ave with parking on both sides could prevent emergency vehicle from passing quickly, but cars rarely park on 21st Ave, consider having one sided parking. Testimony contrary to this view was also voiced. • A pedestrian connection from 18th Avenue N and/or 19th Avenue N to the regional trail would be desired. • Some property owners expressed concerned that they recently had their services replaced. Attendees were advised that all services within the roadway will need to be replaced, but if services were replaced to the City's main within 10 years, utility assessments would not apply to the property • Concern was expressed regarding traffic flow from Hwy 7 eastbound to 21st Avenue southbound, then quickly to 4th Street N eastbound (quick turns) • Concern was expressed over the temporary loss of access during construction where no alley e�sts. Residents within the project area were mailed questionnaires. Sixty-six questionnaires were returned with comments. Roughly a quarter expressed concerns about drainage. Almost 70% of respondents opposed sidewalks. A number of residents also reported issues with the sanitary sewer service lines, with roots clogging the line being the most commonly reported issue. A summary of the findings from the questionnaires is presented in Appendix F. 6.0 ESTIMATED COSTS Estimated construction costs presented in this report include a 10 percent contingency factor. Overhead costs, estimated at 25 percent, include legal, engineering, administrative and fiscal costs. Final costs and assessments will be determined by using low-bid construction costs of the proposed work. Proposed construction costs for the 2016 Street and Utility Improvements (including curb and gutter, bituminous street, storm sewer, sanitary sewer, water main, and turf restoration) are itemized in Appendix A and are summarized in Table 61 below. These cost estimates are based upon public construction cost information. Since the consultant has no control over the cost of labor, materials, competitive bidding process, weather conditions and other factors affecting the cost of construction, all cost estimates are opinions for general information of the client and no warranty or guarantee as to the accuracy of construction cost estimates is made. It is recommended that costs for project financing should be based upon actual, competitive bid prices with reasonable contingencies. T� ' �� '� � � •°; Subtotal of Proposed Street Improvements $2,044,400 Subtotal of Proposed Storm Sewer Improvements $301,800 Subtotal of Proposed Sanitary Sewer Improvements $562,200 Subtotal of Proposed Water Improvements $880,000 Street & Utility Subtotal $3,788,000 Contingencies (10%) $379,000 Engineering and Administration (25%) $1,042,000 TOTAL ESTIMATED COST $5,209,000 Prepared by: Bolton & Menk, Inc. 2016 Street & Utility Improvements � T16.110077 ESTIMATED COSTS Page 11 7.0 ASSESSMENT RATES Street improvements throughout the project area will be assessed to adjacent and benefitting properties according to practice deemed fair by the Council on recent projects and City policy. Street improvement work includes pavement removals, grading, subgrade correction, aggregate base, curbing, driveways and pavements construction, and restoration. Tree removals and replacement are also street improvements. Sheets A 1 and B 1 in Appendix C illustrates those properties included in the assessment roll and their projected total assessments by range. Each parcel is shaded by color according to the estimate range its total assessment falls within._ According to the City's assessment policy, residential street improvement costs are assessed at 70°/o to the benefitting properties. The improvements in front of a parcel (generally, on avenues) are apportioned based on the front footage of the parceL Improvements on the sides of corner parcels (generally, streets) are apportioned on a per unit basis to the block of parcels lying on either side of the improved street. The total assessment to a parcel for street improvements is the sum of the front footage assessment for front improvements and the unit assessment for upgrading the street(s) adjacent to the block the parcel is in. To provide relief against excessive assessments, a cap e�sts in the policy based on assessment rates established on past similar projects. An assessment cap for residential properties of $83.79 per front foot has been established by adding 3% to the 2015 assessment cap according to City policy. This cap will be applied only to residential properties in the project area. The assessment cap is not applicable to non-residential properties. Excepting services, utility improvements, sanitary sewer, water main and storm sewer are paid for 100% by their respective utility funds. Sheets A 1 and B 1 in Appendix C illustrates the assessable properties and the preliminary assessment associated with the properties. Total estimated assessments are $1,387,686.91. Water services that have not been replaced within the last 10 years and sewer services which are not PVC will be replaced from the main to the City right-of-way. The cost of service line repairs are typically the responsibility of property owners. The City has split the cost of the service replacement 50/50 with the property owner on past projects. City staff recommends the 50/50 split be implemented again on the 2016 Improvement Project. The total estimated cost of the water service replacement is $1,500. With the proposed 50/50 split, $750 will be assessed to the property owner. The total estimated cost of the sewer service replacement is $1,250. With the proposed 50/50 split, $625 will be assessed to the property owner. In the case that sanitary sewer services are made of Orangeburg or Transite, or are in disrepair between the property line and the house, replacement or lining of the entire line will be required. The City's plumbing inspector is responsible for determining the condition of each service line. On past projects, the property owner has been given one year to affect ihe necessary repairs. A preliminary assessment roll is included in Appendix C of this report. Prepared by: Bolton & Menk, Inc. 2016 Street & Utility Improvements � T16.110077 ASSESSMENT RATES Page 12 8.0 RIGHT-OF-WAY / EASEMENTS / PERMITS The maj ority of the proposed improvements will be limited to the existing street ROW along all corridors, but one area of right of way acquisition has been identified. Reconstruction of 21 st Avenue North will most likely require acquisition of additional right of way or permanent easement on one property. Several permits will also be required from other agencies for construction of the proposed improvements. Watershed Districts This projects is located in both the Minnehaha Creek Watershed District (MCWD) and the Nine Mile Creek Watershed District (NMCWD), see Figure 8.1. The MCWD stormwater management rule exempts linear transportation projects if the amount of new impervious area is less than 10,000 square feet. The NMCWD exempts linear transportation projects if the amount of new impervious area created is less than 1 acre (43,560 square feet). As proposed, this project will result in a reduction of the amount of impervious area in both watershed districts. The following table shows the amount of existing and proposed impervious area both watershed districts: .� -� . Impervious Area Minnehaha Creek WD Nine Mile Creek WD Existing Impervious 162,738 sq. ft. 3.1 Acre New Impervious 150,281 sq. ft. 2.9 Acre Difference (12,457) sq. ft. (0.2) Acre Prepared by: Bolton & Menk, Inc. RIGHT-OF-WAY / EASEMENTS / PERMITS 2016 Street & Utility Improvements � T16.110077 Page 13 WATERSHED BQUNDARY MAP �� '.� , ��= _ •� � ,;��-�� _.�� « _ -__-��- -�� ir �.� +ir�:� �- - � � �;� � ' � '� � , �+t,� ---�_ td�r-�. � _ � - - - - � � 4 * •�� ' . � .. , . � _� % MinnehahaCreek 'r' _"�`'~� � =� :, � '�-�: � � �� .� � ., � � , Watershed District - .� �{' . a ��t .' �i yJ�� E�y �� " �� ' _ -.��,� �� _ � _ � � . �- ,�, � �,�,� _ �� ,�� . � ��1 ' _,� � ".e � �,` � _ _ � 4 a� � � j� , - � ��ik ralE . � � � .,,,,y� �,��;- � a(. , , r , ti � = —'; � �. .�•� � :d �. _ � 1 � .� ��. �� ,�, � �,,+��, � � � ; . � ., ,. — a ��*�� •� ' , � �� i �� , . � r �� 'F �. - j 11FF �" �"�`'� �",� �` . � , u �� ' +I I� _ �'" � _a_ :e i. ��.L� 3._. �`"• �� '�l,a +� w . , � �:.,,� t� a�- ,� �. - �+� - �.{ �� v �� . �'' E � � ' _ �' � I � � � � .,`` � � x '�,� - '� �C�� r '�r I� � ♦. ' � qi �' �! � � �� `� � r � . � � » - .s. ' k J� ' � . , __ � r ' .. . . : . .. �_. ; . _ _ ..� : � ,+�, , c �,•; � "'i ,.�, �� i �� `. ` ' � •� ��T ��yyi_`Y t, � .._ � * g' -•# � �� •- ' } ;'�" J.f'1r � � .�■rt. _ . �: _ � _ .� ' "� • , `_ . � - . , •• ;r � � ^ , �f _ 1 . . �.: . � �- - * �� , i. - .ui � �� i . �� ^ . ��r. �' - ' ''.. ` �� _�� . FIGUf2E 8.1 Prepared by: Bolton & Menk, Inc. RIGHT-OF-WAY / EASEMENTS / PERMITS 2016 Street & Utility Improvements � T16.110077 Page 14 Both watershed districts require an erosion control permit for projects that disturb 5,000 square feet or more of surface area. This proj ect exceeds this limit in both districts and thus an erosion/sediment control permit will be required for construction. Similarly, a construction stormwater permit from the MPCA will be required. MnDOT An e�sting 18-inch culvert is being removed and replaced in MnDOT right-of-way at the 21st Avenue North intersection with Trunk Highway 7. This will require a Miscellaneous Work on Trunk Highway Right-of-Way permit from MnDOT. MnDOH As is typical for watermain replacement, a permit will be required from the Minnesota Department of Health for this project. 9.0 PROJECT SCHEDULE If this Feasibility Report is accepted by the City Council, the following schedule is proposed: Neighborhood Meeting ..............................................................................................August 27, 2015 Present Feasibility Report / Council Set Public Hearing Date ............................. September 15, 2015 Conduct Public Hearing / Accept Feasibility Report / Order Final Plans & Specifications .......................................................................... October 20, 2015 Preparation of Final Plans & Specifications ................................... October 21 — December 15, 2015 Approve Final Plans & Specifications / Set Bid Date / Set Assessment Hearing Authorize Advertisement for Bids ........................................................................December 15, 2015 BidOpening ..............................................................................................................January 13, 2015 Council Sets Public Assessment Hearing Date .........................................................January 19, 2016 Council Accepts Bids / Conduct Public Assessment Hearing / Adopt Assessment Roll / Award Bid ......................................................................February 16, 2016 Staged Construction ............................................................................................April - October 2016 10.0 FEASIBILITY AND RECOMMENDATION From an engineering standpoint, this project is feasible, cost effective, and necessary and can best be accomplished by letting competitive bids for the work It is recommended that the work be done under one contract in order to complete the work in an orderly and efficient manner. The City, its financial consultant, and the persons assessed will have to determine the economic feasibility of the proposed improvements. Prepared by: Bolton & Menk, Inc. PROJECT SCHEDULE 2016 Street & Utility Improvements � T16.110077 Page 15 Appendix A: Preliminary Cost Estimates ENGINEER'S ESTIMATE 2016 STREET & UTILITY IMPROVEMENTS CITY OF HOPKINS, MN CITY PROJECT NO. BMI PROJECT NO. T16.110077 Append ix 6: Figu res �y � � �� 0 � 4TH STREET N /� HILLTOP PARK e �' � �� PROPOSED �BITUMINOUS RECONSTRUCTION - RECLAMATION -CONCRETE RECONSTRUCTION J �U� � d �� , � � BOLTON 8� MENK, INC Consulting Engineers & Surveyors MANKATO, MN FAIRMONT, MN SLEEPV EVE, MN BURNSVILLE, MN WILLMAR, MN CHASKA, MN RAMSEV, MN MAPLEWOOD, MN BAXTER, MN ROCHESTER, MN AMES, IA SPENCER, IA DES MOINES, IA FARGO, ND 1100))\� Preliminary\B Layouts\FEASLOUTION.tlwRB/�l/15)'.Olam �Bolton&Menk,Inc2015,AlIfliRhtsflerer i ■ ■ � � � � � d z� w � w [ > a _ � � c-I �,p � ,�� u N�� n � 2ND STREET N d u ❑ � � o � ❑ � � ❑ ❑ / � ❑ � ❑ � � ❑ � � ❑ � a ❑ �❑ ❑ � L � �� 1ST STREET N l� 1�P1 W�d � ��oa ❑ � � � a a � � Q �o � o �o � � � � 0 [ �O � � 0 �u � � '-' �-I I qlll. � MAINSTREET � � �� 0 300 � � � � � I I II � � � scn�E `!U N CITY OF HOPKINS, MINNESOTA 2016 STREET & UTILITY IMPROVEMENTS LOCATION PLAN SEPTEMBER, 2015 600 � FEET FIGURE NO. FIGURE NO. 1.1 EXISTING FIGURES � EXISTING BITUMINOl1S EDGE CONCRETEEDGE CONCRETECURB GRAVELED6E P,IGHT-0FN'AY SANITARY SEWER SANITARY MANHOLE STORM SEWER STOkM MANHOLE STORM CATCH BASIN WATERMAIN HYDRANT GATE VALVE OJ ON $ �Z m x ks,� PROPOSED FIGURES PROPOSED cuas � �urrEa �BITUMINOUS PAVEMENT � CONCRETE DRNEWAY � CONCRETE SIDEWALK '� GRAVEL DRIVEWAY STORM MANHOLE STORM CATCH BASIN STORM SEWER SANITARY SEWER MANHOLE SANITARY SEWER HYDRANT & VALVE GATE VALVE WATEkNiAIN TREE REMOVAL EXISTING BACKGROUND BITUMINOUS CONCRETE CONCRETECURB - - - - - 6RAVEL P,IGHT-0FWAY > SANITARYSEWER � SANITARYMANHOLE -» »- STORM SEWER � STOkM MANHOLE % STORM CATCH BASIN - i i - WATERMAIN � HYDRANT D4 GATEVALVE CITY GF HGPKINS 2016 STREET & UTILITY IMPROVEMENTS LEGEND FIGUkE 2.1 i r II v��I I ,o .v.� A .<,s.� A�E 8 18TH AVENUE NORTH ,a.� .�E 3a .a.� �,�E N ,a ��,H A,E N az �e,n .�F N � `�. � � 6 �a,n <�E N �6 �a,H ��E � � � � ,a,H � I}:t �eo� MA�Ns. u �, . � � � � �:; ,� �� ,�; � � r,�� , 2 � Rj I � � � - 8 <C �I +`� :il '�'i I�,. ti� � � � O � .. � ,.� 3i � � � , n _ oU --> O� D � O C? 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TOTAL PROP � � zs� , _ � 2z9 2so � 22s p — p Q 0 0 zzs �23' d z'o d 22 s�,000-sz,soo sz,soo -sa,soo ' z�a 226 54.500 -56,500 'y �1- 225 226 2�7 22� � . �� 224 2�� 4 �A-. 22� 220 222 220 , �.i 56,500 -$8,500 3 i'►4�' 2�0� 2�5 . 0.. i� � 58.500 + 220 � 2�� 2�E 2�� t z�e z�q I zo'o �-� Hopkins Roads � o �� z�� _ �� t' � C-' _ 2��a 206 z�=� 2� 20� Proposetl Improvements 20i 204 a 20i 202 � l � 2n� 202 20� 200 .. 20� Znn 2os 200 � ��` , �. . ,.u,.. . ._ .0 0 150 R ' ...#,r.�, ' A �Feel �. d'� . il �n� �f95 �� ii�ee , �. 1� �42� C% � � �:.:- � �42 - � . .� Source: HennepinCounty, Criyo(Hopkins, ESRllmegery PRELIMINARY ASSESSMENT ROLL PRELIMINARY ASSESSMENT ROLL PRELIMINARY ASSESSMENT ROLL �� • �.• �� . ... �� PRELIMINARY ASSESSMENT ROLL IP�o AooAEss owNEANaME owNEANAME� ��Ao�P A�,�A� Aa�s,Eo �,s, �o,� ,s,� 'e," "PEAoo"°Y °n" "PEauPOMEN, "PEAPo"�Y'��s.�EsaME6, assEssME sEssME sEssMEN,I AooAEss PRELIMINARY ASSESSMENT ROLL Appendix D: Resident Questionnaire CITY OF HOPHINS PUBLIC WORKS-ENGINEERING DIVISION 2016 STREET AND UTILITY IMPROVEMENT QUESTIONNAIRE PLEASE RETUR1v To CITY HALL (101O lsT ST S, HoPKINs MN 55343) BY: AUGUST 21, 2015 Street and utility improvements are proposed for your street in 2016. This questionnaire is a valuable resource for the City in identifying issues to receive attention. Your comments and concerns are greatly appreciated. DRAINAGE I have observed standing water in the street or my front yard after a significant rain. It is located at 2. SANITARY SEWER We have experienced no problems with our sanitary sewer service. We have experienced problems or replaced our sewer service. Please describe: WATERMAIN We have experienced no problems with our water service. We have experienced problems or replaced our water service. Please describe: 4. SIDEWALKS Do you l�ave interest in seeing additional sidewalks within your neighborhood? If so, where? IRRIGATION SYSTEM / 1NVISIBLE FENCE Yes, we l�ave an irrigation system. Yes, we have an invisible pet fence. 6. TREES / LANDSCAPING Do you have concerns about trees or landscaping in your front yard? If so, describe. 7. GENERAL COMIV�NTS / QUESTIONS Please describe any issues you suggest be considered as part of this project: The following informarion is optional but is useful if we have a question about your responses: Name: Phone No.: Address: THANK YOU FOR YOUR RESPONSE! Should you have any questions please contact Nate Stanley, City Engineer, at 952-548-6356 or nstanlev a,,honlansmn.com or Mike Waltman at 612-221-6946 or mikewa��bolton-menk.com 15 26 25 I Water pools up at Highway 7, 21s[ Ave, and 4th St. Issues in backyard of 229 21st Ave N dueto runoff uphill from neighbors and causes erosion. Spring melt cause puddles at end of driveway at 35 20th Ave N. Large ponds of snow melt and ice at 46 20th Ave N. Pond overflowed damaging driveway and retaining wall. Dip/uneven pavement along curb at 11719th Ave N that causes people to trip when exiting vehicles. Problems at 2nd St. and West Park Rd. by the pond. Problems at 2nd St. N and 18th Ave N. 3rd St. and 21st Ave. frontyard floods from water running off of road, curb would help. On south side of 16 20[h Ave N driveway. 14218th Ave N standing water in gutter. Large pool at driveway of 12 20[h Ave N. Pooling water along 3rd St N. 66 Replaced sewer line on 8/12/1991 at 235 20[h Ave N. Repair bydigging into boulevard to allow Porma-Lining in 09-2010 at 35 20th Ave N. Tree by road causes problems at 140 and 142 20[h Ave N. Roots cause drain to clog at 113 18th Ave N. Roots clog line at 146 20[h Ave N. Sewer backup 3 times in 15 years. Service enters boulevard and has problemsfreezing. Would like better cover at 14 18th Ave N. Roots need to be cleaned every 3- 5 years at 42 20[h Ave N. Sewer backed up 3 times before installing a valve to prevent it , 20018th Ave N. Sewer backup in 1990 and now hastree roots cleaned annually. Recent sewer backup at 14419th Ave N. connec[ion March 2015 12 51 3 66 6 56 4 66 Roots growing into pipes, not on city property. Replaced street portion priorto 1999 at 42 20th Ave N. 25419th Ave N experiencing leak at end of sidewalkfrom curb stop. 201 19th Ave frozen water service under street. Water pressure seems below average, 231 20th Ave N. Yes a long 4th St from Hwy 7 to 19th Ave on park side. Sidewalks on 19th Ave N. Yes in front of 111 20th Ave N. Streetlights wished for on 300 block 19th Ave. Yes on 20[h Ave N. Yes on lst St and 2nd St to connect avenues. 7 addresses stated absolutely not or used excessive exclamation points. 3 addresses in favorfor safety reasons. On lst St N from 20[h Ave to Sth Ave. On 19th Ave N. from Mainstreetto lst St. On 19th Ave N. from Mainstreetto lst St. Ves No Blank Su6-surtace Irrigation/Fence Yes No 16 42 8 66 7 57 64 342 19th Ave N. fence 18605 Old Excelsior Blvd?? Fence 245 18th Ave N.irrigation 53 20th Ave N. irrigation 100 17th Ave N.irrigation 230 20th Ave N. irrigation. 1901 Mainstreet irrigation. Tree at corner of 19th Ave and 4th St causes sight problem for drivers pulling onto 19th Ave. Two trees near street one is moveable one is not at 342 19th Ave N. New mulch border around tree at 338 19th Ave N. Fence and trees in front yard at 42 20[h Ave N. Pine and Apple trees in front of 218 21st Ave N. Garden in side yard of 20019th Ave N. Three pines and one maple along 3rd St N at 301 18th Ave N. Flower garden at 201 19th Ave N. Retaining wall with plants at 120 20[h Ave N. 66 Better access to bike trail from North end of 19th Ave. Curb and gutter on 4th St. Better turn around at 19th Ave and 4th St. Sidewalk and lawn steps down to street, where will they be taken, how will they be replaced contac[ 952-9333563 at 21118th Ave N. Wished to be contacted 612-889-4355 at 121 20th Ave N: how th ick wi II paveme nt be, when did city do overlay, and what is city doing for prevention...??? Fence at Smith Auto makes it hard to enter 20th Ave from alley. Consider bikeway on 19th Ave N. Will property owners be assessed for new street? 53 20th Ave N, 612-272-5319 How long will project take? 300 21st Ave, 952-939-0788 2 adresses suggested a three way stop at 20th Ave N and 2nd St N. No alley access for 105 18th Ave N, need to maintain street access. Can power lines be buried? Cottonwood tree at 4th and 19th blocks views of drivers and pedestrians trying to cross, consider removing. A sidewalk ortrail would increase safetyforchildren and strollers. Appendix E: Neighborhood Meetings City of Hopkins 2016 Street & Utility Improvements Neighborhood Meeting Time: 5:00 PM Date: August27,2015 Location: Center for the Arts Hopkins, MN � Appendix F: Geotechnical Evaluation Geotechnical Evaluation Report 2016 Street and Utility Improvement Project Hopkins, Minnesota Prepared for City of Hopkins Professional Certification: I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota. Neil G. Lund, PE � � Senior Engineer License Number: 46212 August 17, 2015 Project B1504504 Braun Intertec Corporation � i �1 � L I�_I L � The Science You Build On. August 17, 2015 Mr. Mike Waltman Bolton & Menk, Inc. 12224 Nicollet Avenue Burnsville, MN 55337-1649 Re: Geotechnical Evaluation 2016 Street and Utility Improvement Project Hopkins, Minnesota Dear Mr. Waltman: Braun Intertec Corporation 11001 Hampshire Avenue S Minneapolis, MN 55438 Project B1504504 Phone: 952.995.2000 Fax: 952.995.2020 Web: braunintertec.com We are pleased to present this Geotechnical Evaluation Report for the 2016 Street Improvement Project in Hopkins, Minnesota. Our results and recommendations in light of the geotechnical issues influencing design and construction are presented in the attached report, which we request that you read in its enti rety. Remarks Thank you for making Braun Intertec Corporation your geotechnical consultant for this project. If you have questions about this report, or if there are other services that we can provide in support of our work to date, please call Neil Lund at 952.995.2284. Sincerely, BRAUN INTERTEC CORPORATION Heidi C. Olson, EIT Engineer-in-Training Neil G. Lund, PE Senior Engineer Table of Contents Description Page A. Introduction ......................................................................................................................................1 A.1. Project Description ..............................................................................................................1 A.2. Purpose ................................................................................................................................1 A.3. Background Information and Reference Documents ..........................................................1 A.4. Project Area Conditions .......................................................................................................1 A.S. Scope of Services .................................................................................................................2 B. Results ..............................................................................................................................................2 B.1. Exploration Logs ..................................................................................................................2 B.1.a. Log of Boring Sheets ...............................................................................................2 B.1.b. Geologic Origins .....................................................................................................3 B.2. Geologic Profile ...................................................................................................................3 B.2.a. Pavement Materials ...............................................................................................3 B.2.b. Geologic Materials .................................................................................................4 B.2.c. Groundwater ..........................................................................................................5 B.3. Laboratory Test Results .......................................................................................................6 C. Basis for Recommendations .............................................................................................................6 C.1. Design Details ......................................................................................................................6 C.1.a. Traffic Loads ...........................................................................................................6 C.1.b. Anticipated Grade Changes ....................................................................................7 C.1.c. Utility Depths ..........................................................................................................7 C.1.d. Precautions Regarding Changed Information ........................................................7 C.2. Design and Construction Considerations ............................................................................7 C.2.a. Reuse of Materials ..................................................................................................7 C.2.b. Pavements and Drainage .......................................................................................7 C.2.c. UtilitySupport ........................................................................................................8 D. Recommendations ...........................................................................................................................8 D.1. Pavements ...........................................................................................................................8 D.1.a. Subgrade Preparation and Proofrolls .....................................................................8 D.1.b. Backfill and Material Compaction ..........................................................................9 D.1.c. Design Sections ......................................................................................................9 D.1.d. Materials and Compaction ...................................................................................10 D.2. Utilities ..............................................................................................................................10 D.2.a. Subgrades .............................................................................................................10 D.2.b. Excavation Side Slopes .........................................................................................11 D.2.c. Selection, Placement and Compaction of Backfill ................................................11 D.2.d. Excavation Dewatering .........................................................................................11 D.2.e. Corrosion Potential ..............................................................................................11 D.3. Construction Quality Control ............................................................................................12 Table of Contents (continued) Description Page D.3.a. Excavation Observations ......................................................................................12 D.3.b. Materials Testing ..................................................................................................12 D.3.c. Pavement Subgrade Proofroll ..............................................................................12 D.3.d. Cold Weather Precautions ...................................................................................12 E. Procedures ......................................................................................................................................12 E.1. Penetration Test Borings ...................................................................................................12 E.2. Material Classification and Testing ...................................................................................13 E.2.a. Visual and Manual Classification ..........................................................................13 E.2.b. Laboratory Testing ...............................................................................................13 E.3. Groundwater Measurements ............................................................................................13 F. Qualifications ..................................................................................................................................13 F.1. Variations in Subsurface Conditions ..................................................................................13 F.1.a. Material Strata .....................................................................................................13 F.1.b. Groundwater Levels .............................................................................................14 F.2. Continuity of Professional Responsibility ..........................................................................14 F.2.a. Plan Review ..........................................................................................................14 F.2.b. Construction Observations and Testing ...............................................................14 F.3. Use of Report .....................................................................................................................14 F.4. Standard of Care ................................................................................................................15 Appendix � � Boring Location Sketch ` Log of Boring Sheets (ST-1 through ST-24) Descriptive Terminology � � RAU N INT�RTEC A. Introduction A.1. Project Description This Geotechnical Evaluation Report addresses the proposed 2016 Street and Utility Improvement Project in Hopkins, Minnesota. The total length of street reconstruction proposed for the project is about 8,400 linear feet and includes the following: ■ 21st Avenue North, 2nd Street North to 4th Street North ■ 4th Street North, 21st Avenue North to 19th Avenue North ■ 20th Avenue North, Mainstreet to 3rd Street North (extension thereof) ■ 18th Avenue North, Mainstreet to 3rd Street North ■ 2nd Street North, 20th Avenue North to 17th Avenue North ■ 3rd Street North, 18th Avenue North to 17th Avenue North ■ 19th Avenue North, Mainstreet to 1st Street North A.2. Purpose � � The purpose of this geotechnical evaluation was to characterize subsurface geologic conditions at selected exploration locations and provide geotechnical recommendations for the design and construction of the Hopkins 2016 Street and Utility Improvement Project. A.3. Background Information and Reference Documents To facilitate our evaluation, we were provided with or reviewed the following information or documents: ■ A base map of the project area provided by Bolton & Menk, Inc., Inc. ■ Geologic Atlas of Hennepin County available from the Minnesota Geological Survey. A.4. Project Area Conditions Based on our referenced documents and past experience, the native soils underlying the project area include a mix of glacial till and glacial outwash. Lacustrine (lakebed) and associated organic swamp deposits may also be present locally. � � � ��7�� City of Hopkins Project B1504504 August 17, 2015 Page 2 The streets in the 2016 Street and Utility Improvement Project area are residential, with bituminous pavement and concrete curb and gutter. The topography is rolling; surface elevations generally decrease from north to south. A.S. Scope of Services Our scope of services for this project was originally submitted as a Proposal to Mr. Mike Waltman of Bolton & Menk, Inc., for which we received e-mail authorization to proceed on April 28, 2015. Tasks performed in accordance with our authorized scope of services included: ■ Clearing exploration locations of underground utilities. ■ Performing penetration test borings (labeled ST-1 through ST-24) to between 15 feet below the existing street surfaces. ■ Performing laboratory moisture content tests and mechanical analyses (#200 sieve only) on selected penetration test samples. ■ Preparing this report containing a CAD sketch, exploration logs, a summary of the geologic materials encountered, results of laboratory tests, and recommendations for subgrade preparation, pavement thickness design and utility placement. Exploration locations and surface elevations at the exploration locations were determined using GPS technology that utilizes the Minnesota Department of Transportation's (MnDOT's) permanent GPS Virtual Reference Network (VRN). Our scope of services was performed under the terms of our September 1, 2013, General Conditions. B. Results B.1. Exploration Logs B.1.a. Log of Boring Sheets Log of Boring sheets for our penetration test borings are included in the Appendix. The logs identify and describe the geologic materials that were penetrated, and present the results of penetration resistance tests, laboratory tests performed on penetration test samples retrieved from them and groundwater measurements. �� u r� i��r�� City of Hopkins Project B1504504 August 17, 2015 Page 3 Strata boundaries were inferred from changes in the penetration test samples and the auger cuttings. Because sampling was not performed continuously, the strata boundary depths are only approximate. The boundary depths likely vary away from the boring locations, and the boundaries themselves may also occur as gradual rather than abrupt transitions. B.1.b. Geologic Origins Geologic origins assigned to the materials shown on the logs and referenced within this report were based on: (1) a review of the background information and reference documents cited above, (2) visual classification of the various geologic material samples retrieved during the course of our subsurface exploration, (3) penetration resistance testing performed for the project, (4) laboratory test results and (5) available common knowledge of the geologic processes and environments that have impacted the site and surrounding area in the past. B.2. Geologic Profile B.2.a. Pavement Materials The borings first encountered an average bituminous pavement thickness of 4.7 inches as shown in Table 1. With the exception of Borings ST-1, ST-4 and ST-6, where a 12-inch aggregate base layer was noted below the bituminous surface, most of the borings did not encounter a distinct aggregate base. Instead, a variable depth layer of silty sand (SM) fill, often including gravel and sometimes intermixed with clayey soils was present. This silty sand fill layer ranged in thickness from about 1-foot to 7 feet. Fill soils classified as clayey sand (SC) appeared to directly underlay the bituminous surface in a limited number of locations (ST-3, ST-14). Table 1. Pavement ThicKness 5ummary Average Pavement Thickness (in.) Street # of borings Bituminous Aggregate Base AI I 24 4.7 --- 2nd Street North 3 4.5 12* 3rd Street North 2 9.8 --- 4th Street North 2 4.3 --- 18th Avenue North 6 5.0 12** 19th Avenue North 2 3.9 --- 20th Avenue North 6 4.0 --- 21st Avenue North 3 4.7 --- *One boring location; based on visual classification, similar to a thin layer of silty sand (SM) fill. **Two boring locations; based on visual classification, similar to a thin layer of silty sand (SM) fill. ��u� i��r�� City of Hopkins Project B1504504 August 17, 2015 Page 4 B.2.b. Geologic Materials Beneath the pavement layers, the general geologic profile of site (from the top down) most commonly included: ■ The noted fill or possible fill soils (silty sand, clayey sand, sandy lean clay, lean clay with sand, mixed soils, sandy silt). ■ Glacial till (silty sand, clayey sand, lean clay). ■ Glacial outwash (poorly graded sand, poorly graded sand with silt, silty sand). More limited deposits of the following were also present: ■ Alluvium (sandy silt, silty sand) in ST-30 and ST-44. ■ Lacustrine and swamp deposits (slightly organic lean clay, silt) in ST-23. A complete summary of pavement material thicknesses and the classifications of underlying soils are presented in Table 2. The soils are listed in the order in which they were encountered in the soil column, separated by the subgrade zone (upper 5 feet) and the underlying strata. Table 2. Pavement Thickness and Subgrade Soil Type Summary Pavement Thicknesses (in.) Subsurface Soil Classification(s) Aggregate 0 -5 feet (pavement Boring Street Bituminous Base subgrade) 5-15 feet ST-1 2nd Street North 4 12 CL CL, SP ST-2 3rd Street North 3 * SM SM ST-3 3rd Street North 6 * SC, CL CL ST-4 18th Avenue North 4 12 CL, SC SC ST-5 18th Avenue North 4 * SM SM, SP ST-6 18th Avenue North 4 12 SC SC, SP ST-7 18th Avenue North 4 * SM SM, SP ST-8 18th Avenue North 5 * SM, CL CL, SP ST-9 18th Avenue North 4 1/2 * SM SM, SP ST-10 2nd Street North 5 * SM SM, SP ST-11 4th Street North 7 1/2 * SM, SC SC, SM ST-12 2nd Street North 4 1/2 * SM, SP SP ST-13 19th Avenue North 5 12 CL, SP SP ST-14 19th Avenue North 5 * SC, CL CL, SP ST-15 20th Avenue North 3 * SM SM, SP ST-16 20th Avenue North 3 * SM SM, SC, SP �'�, �i' 4 � i - J w. . IN��RT�� City of Hopkins Project B1504504 August 17, 2015 Page 5 Pavement Thicknesses (in.) Subsurface Soil Classification(s) Aggregate 0 -5 feet (pavement Boring Street Bituminous Base subgrade) 5-15 feet ST-17 20th Avenue North 4 1/2 * SM, SP SP, SC ST-18 20th Avenue North 4 1/2 * SM, SP-SM SP-SM, SP ST-19 20th Avenue North 4 1/2 * CL, SP SP ST-20 20th Avenue North 4 * CL, ML ML, SP ST-21 4th Street North 12 * SM, CL CL, SC ST-22 21st Avenue North 4 * SM, SC SC ST-23 21stAvenue North 4 * SM SM, CL, ML ST-24 21st Avenue North 4 * SM SM, SP, SC *A distinct aggregate base layer was either not noted by the drillers or was noted as being difficult to distinguish from underlying materials. Penetration resistance data is summarized in Table 3, with comments to qualify the significance of penetration test results. Table 3. Penetration Resistance Data Soil Range of Penetration Classification(s) Resistances Geologic Material Represented (BPF)* Comments Fill (granular soils) SM 2 to 29 Mostly poorly compacted SC, Sandy CL, Highly variable; occasionally poorly Fill (non-granular soils) mixed SM/SC 3 to 16 compacted Glacial Till (clayey) SC; Sandy CL; CL 4 to 28 Rather soft to very stiff; generally w/sand medium Glacial Till (silty sand) SM 8 to 46 Loose to dense Glacial Outwash (granular) SP, SP-SM, SM 2 to 40 Very loose to dense, generally loose *BPF — blows per foot. In several borings, the drillers noted instances where blow counts may have been influenced by possible cobbles or coarse gravel at the tip of the sampler. The depth of these occurrences is noted in the comments section of the boring logs. B.2.c. Groundwater Groundwater was not observed as our borings were advanced. Based on the moisture contents of the geologic materials encountered, it appears that groundwater was below the depths explored at the time of our fieldwork. ��u� i��r�� City of Hopkins Project B1504504 August 17, 2015 Page 6 However, borings ST-23 and ST-24, adjacent to the lake, contained signs that groundwater has been historically present such as gray soil coloration and silt lacustrine deposits. Additional time may have been needed for the groundwater to rise to its hydrostatic level in the fine-grained silts and clays in this area. Seasonal and annual fluctuations of groundwater should also be anticipated. B.3. Laboratory Test Results Laboratory test results, including moisture content and mechanical analyses (#200 sieve only), are summarized in Table 4. The moisture contents of the soils was around 4 to 24 percent, indicating the various materials were likely near their optimum moisture contents for compaction. The slightly higher moisture content in ST-23 (24 percent) is partially influenced by its minor organic soil content. Table 4. Laboratory Testing Depth Moisture Content Mechanical Analysis Boring (ft) Soil Classification (%) (% Passing #200 Sieve) ST-15 7 %z SM 7 --- ST-16 12 %z SC 8 --- ST-17 5 S P 4 --- ST-18 7 %z SP 4 --- ST-19 10 S P 3 --- ST-21 10 SC 15 32 ST-23 10 CL* 24 --- *Organic content = 3%. C. Basis for Recommendations C.1. Design Details C.1.a. Traffic Loads The majority of streets of the 2016 Street Improvement Project are residential and no traffic count data was available. We assume that these streets will experience a maximum of 50,000 Equivalent Single Axle Loads (ESALs) over a 20-year design period. ��u� i��r�� City of Hopkins Project B1504504 August 17, 2015 Page 7 C.1.b. Anticipated Grade Changes Based on the nature of construction, we anticipate grade changes will be minimal. C.1.c. Utility Depths Design utility depths were not provided. Based on the maximum requested boring depths, we assume the water main will generally be less than 10 feet below grade. We assume storm sewer improvements will be approximately 5 feet below grade. C.1.d. Precautions Regarding Changed Information We have attempted to describe our understanding of the proposed construction to the extent it was reported to us by others. Depending on the extent of available information, assumptions may have been made based on our experience with similar projects. If we have not correctly recorded or interpreted the project details, we should be notified. New or changed information could require additional evaluation, analyses and/or recommendations. � C.2. Design and Construction Considerations C.2.a. Reuse of Materials Our borings encountered a bituminous layer averaging slightly less than 5 inches thick and an aggregate base, in a small number of borings, about 12 inches thick. Visually, the limited materials identified as "aggregate base" in the field during drilling were often similar to those described as fill (usually dark brown silty sand (SM) with gravel) and a consistent, readily identifiable support layer did not appear to be present. Based on the available information, it is our opinion that full-depth reclamation (FDR) will be difficult to perform in a way that will provide a consistent, quality product for reuse in new pavements as aggregate base. Coupled with the need to remove or stockpile these materials in order to maintain grades and perform utility excavations, FDR may also prove to be relatively costly. If the bituminous surface millings can be stockpiled near the site for direct reuse on the project then some cost savings may be realized. To meet the recommend pavement section thickness, the millings will have to be combined (blended) or supplemented with additional imported materials. C.2.b. Pavements and Drainage The pavement subgrades (top 5 feet below the pavement surface) will consist of a wide variety of soils including lean clays with varying sand content, silty sand, clayey sand, poorly graded sand with silt and .��u� i��r�� City of Hopkins Project B1504504 August 17, 2015 Page 8 poorly graded sand. We anticipate the majority of the subgrade soils present beneath the existing roads will generally be suitable for pavement support in their current condition or with minor rework such as surface compaction. Soils with higher fine contents such as the clayey sands, sandy lean clays and lean clays with sand may require additional work, such as drying or moisture conditioning, if wet or allowed to become wet during excavation work. To improve pavement drainage and uniformity, we recommend considering the installation of a subbase, consisting of MnDOT Select Granular, beneath the aggregate base section. We further recommend placing drain tile about catch basins and at low points behind curb in order to facilitate drainage of the roadways. The drain tile should be trenched at least 8 inches below the aggregate base or subbase, wrapped in filter fabric and backfilled with highly permeable aggregate. C.2.c. Utility Support The reuse of the utility trench backfill soils will have potential impacts on the pavement subgrades. If the backfill is not properly compacted, there is the potential for subgrade instability and settlement (and premature deterioration) of the pavement surface. We anticipate that most of the trench soils will consist of granular outwash soils (poorly graded sand and poorly graded sand with silt), though a number of borings also encountered clayey and silty soils at depth. On the west side of the project (ST-23), silt and other potentially unstable soils were present. Depending on the conditions at the time of excavation, watering or drying (moisture conditioning) of the clayey and silty soils may be necessary to achieve the levels of compaction recommended for utility support. Clayey and particularly silt-rich trench soils that are exposed to moisture will be more susceptible to strength loss and may also become unstable, which will require moisture conditioning or removal and replacement with suitable soils. This may be of particular concern in the area near Boring ST-23. D. Recommendations D.1. Pavements D.1.a. Subgrade Preparation and Proofrolls For preparation of any exposed subgrades prior to placement of new pavement sections or reclaimed aggregate (see below), we recommend the subgrade soils be proofrolled with a loaded tandem-axle truck and observed by a geotechnical engineer and City personnel. This will assist in identifying any soft or �,�� .,� ► . . �I�I��f�l �� City of Hopkins Project B1504504 August 17, 2015 Page 9 weak areas that will require additional soil correction work. Areas that yield or rut more than 2 inches due to wheel traffic should be corrected. Failed areas should be compacted, or if too wet, we recommend that the upper 1 to 2 feet of the resulting subgrade be scarified, dried to a moisture content not more than 1 percentage point above optimum, and compacted to a minimum of 100 percent of its standard Proctor maximum dry density (ASTM D 698). If there are areas that still cannot be compacted, we recommend the unstable materials be subexcavated to a minimum depth of 1 to 2 feet (depending on the replacement material) and be replaced with suitable materials and compacted as specified for the fill. Depending on the depth of subcut and underlying material, suitable subcut backfill material may consist of MnDOT Select Granular Borrow, aggregate base or larger diameter crushed aggregate ("3-inch minus"). We should be consulted regarding subcut depths and backfill material. D.1.b. Backfill and Material Compaction We recommend compacting soils used as backfill for subcuts or material replacement be compacted to a minimum of 100 percent of standard Proctor density within 3 feet of the top of the subgrade. For fills more than 3 feet below final subgrades, 95 percent compaction is sufficient. The moisture content of the fill and backfill should be as shown in the table below depending on the classification of the backfill soils. Our compaction requirements are summarized in Table 5. Table 5. Compaction Recommendations Summary Relative Compaction, percent Moisture Content Variance from Reference (ASTM D 698—Standard Proctor) Optimum, percentage Points Below pavements, within 3 feet of -3/+3 (sandy soils) 100 subgrade elevations -2/+1 (clayey soils) Below pavements, more than 3 feet below subgrade elevations -3/+3 (sandy soils) 95 -2/+3 (clayey soils) Below utilities D.1.c. Design Sections Laboratory tests to determine an R-value for pavement design were not included in the scope of this project. Given the most common soils in the top 5 feet of pavement sections, which include clayey sand, silty sand and sandy lean clay, among others, we recommend using an R-value of 20 for pavement thickness design of the overall project. In our opinion, due to the variability of the subgrade soils, this R- value is a reasonable value to apply on a block-by-block basis. Further testing or refinement of the R- value used for design is possible and can be provided upon request. ��ur� i��r�� City of Hopkins Project B1504504 August 17, 2015 Page 10 Based upon the assumed traffic loads and an R-value of 20, we recommend a new pavement section for the streets in the 2016 Street Reconstruction meet the minimum thicknesses presented in Table 6. Table 6. Recommended Bituminous Pavement Thickness Design for Residential Streets Thickness Layer (in.) MnDOT Specification/Designation Bituminous Wear 1 1/2 (1 lift) SPWEB240C Bituminous Non-wear 2(1 lift) SPNWB230C Aggregate Base (Class 5 or 6) 9* 3138 (OPTIONAL) 12 3149.2 B2 Select Granular Subbase *The aggregate base thickness can be reduced to 6 inches if the subbase is utilized. The above pavement designs are based upon a 20-year performance life. This is the amount of time before major reconstruction is anticipated. This performance life assumes maintenance such as seal coating and crack sealing is routinely performed. The actual pavement life will vary depending on variations in weather, traffic conditions and maintenance. D.1.d. Materials and Compaction We recommend specifying pavement materials as recommended in Table 6. We recommend compacting the aggregate base to meet the requirements of MnDOT specification 2211.3.D.2.c. (Penetration Index Method). We recommend compacting bituminous pavements to at least 92 percent of the maximum theoretical Rice density per the Maximum Density Method (specification 2360.3. D.1). D.2. Utilities D.2.a. Subgrades The native and fill soils encountered at likely utility elevations generally appear suitable for pipe and utility structure support and we anticipate that utilities can be installed per manufacturer bedding requirements. However, we encountered somewhat wet, clayey or silty soils at likely utility depths in several borings, particularly on the west side of the project. The soils in ST-23, in particular, which included slightly organic lean clay and lacustrine silt between 6 1/2 and 16 feet below the road surface, should be removed and replaced with suitable grading materials if unstable. _�� u � i��r�� City of Hopkins Project B1504504 August 17, 2015 Page 11 We recommend providing a contingency for some subcutting and replacement of these materials as part of construction. In the event that unstable or organic soils are encountered at pipe elevations, they should be subcut and replaced with crushed-faced rock that is free of material 1 inch in diameter or smaller). We recommend a geotechnical engineer observe all utility trench excavations and subcuts. D.2.b. Excavation Side Slopes The project area soils appear to meet OSHA Type A, B and C requirements. We then recommend constructing excavation side slopes to lie back at a horizontal to vertical slope of 1 1/2 to 1 or flatter. All excavations must comply with the requirements of OSHA 29 CFR, Part 1926, Subpart P, "Excavations and Trenches." This document states that excavation safety is the responsibility of the contractor. Reference to these OSHA requirements should be included in the project specifications. D.2.c. Selection, Placement and Compaction of Backfill We recommend compacting backfill placed above and below utilities to a minimum of 95 percent of standard Proctor density. The exception is within 3 feet vertically of pavement subgrades, where the minimum compaction level should be increased to 100 percent. The fill should be within 3 percentage points of its optimum moisture content for sands; clays should only exceed their optimum moisture contents by 1 percent. To achieve compaction over wet or waterbearing subgrades, we recommend the use of sands or gravel with less than 5 percent by weight passing the number 200 sieve and less than 50 percent passing the number 40 sieve. D.2.d. Excavation Dewatering We recommend removing groundwater from the utility excavations if encountered, and removing any water that seeps into excavations from sidewalls or the adjacent sitework. Sumps and pumps will generally be suitable for short-term water removal under the soil conditions likely to be encountered for this project. Alternative approaches should be considered for long-term or large-scale groundwater removal. D.2.e. Corrosion Potential Based on the typically sandy soils encountered at utility depths, corrosion protection should not be required for ductile iron pipe. Type I cement may also be specified for concrete utilities. ��u� i��r�� City of Hopkins Project B1504504 August 17, 2015 Page 12 D.3. Construction Quality Control D.3.a. Excavation Observations We recommend having a geotechnical engineer observe all excavations related to subgrade preparation, utility placement and pavement construction. The purpose of the observations is to evaluate the competence of the geologic materials exposed in the excavations and the adequacy of required excavation oversizing. D.3.b. Materials Testing We recommend density tests be taken in excavation backfill and additional required fill placed below pavements and utilities. We recommend Gyratory tests on bituminous mixes to evaluate strength and air voids and density tests to evaluate compaction. ,� D.3.c. Pavement Subgrade Proofroll We recommend that proofrolling of the pavement subgrades be observed by a geotechnical engineer to determine if the results of the procedure meet project specifications and to delineate the extent of additional pavement subgrade preparation work that may be necessary. D.3.d. Cold Weather Precautions If site grading and construction is anticipated during cold weather, all snow and ice should be removed from cut and fill areas prior to additional grading. No fill should be placed on frozen subgrades. No frozen soils should be used as fill. Concrete delivered to the site should meet the temperature requirements of ASTM C 94. Concrete should not be placed on frozen subgrades. Concrete should be protected from freezing until the necessary strength is attained. E. Procedures E.1. Penetration Test Borings The penetration test borings were drilled with a truck-mounted core and auger drill equipped with hollow-stem auger. The borings were performed in accordance with ASTM D 1586. �,� ��u � i��r�� City of Hopkins Project B1504504 August 17, 2015 Page 13 Penetration test samples were taken at 2 1/2- or 5-foot intervals. Actual sample intervals and corresponding depths are shown on the boring logs. E.2. Material Classification and Testing E.2.a. Visual and Manual Classification The geologic materials encountered were visually and manually classified in accordance with ASTM Standard Practice D 2488. A chart explaining the classification system is attached. Samples were placed in jars or bags and returned to our facility for review and storage. E.2.b. Laboratory Testing The results of the laboratory tests performed on geologic material samples are noted on or follow the appropriate attached exploration logs. The tests were performed in accordance with ASTM or AASHTO procedures. E.3. Groundwater Measurements The drillers checked for groundwater as the penetration test borings were advanced, and again after auger withdrawal. The boreholes were then backfilled as noted on the boring logs. F. Qualifications F.1. Variations in Subsurface Conditions F.1.a. Material Strata Our evaluation, analyses and recommendations were developed from a limited amount of site and subsurface information. It is not standard engineering practice to retrieve material samples from exploration locations continuously with depth, and therefore strata boundaries and thicknesses must be inferred to some extent. Strata boundaries may also be gradual transitions, and can be expected to vary in depth, elevation and thickness away from the exploration locations. ��ur� i��r�� City of Hopkins Project B1504504 August 17, 2015 Page 14 Variations in subsurface conditions present between exploration locations may not be revealed until additional exploration work is completed, or construction commences. If any such variations are revealed, our recommendations should be re-evaluated. Such variations could increase construction costs, and a contingency should be provided to accommodate them. F.1.b. Groundwater Levels Groundwater measurements were made under the conditions reported herein and shown on the exploration logs, and interpreted in the text of this report. It should be noted that the observation periods were relatively short, and groundwater can be expected to fluctuate in response to rainfall, flooding, irrigation, seasonal freezing and thawing, surface drainage modifications and other seasonal and annual factors. F.2. Continuity of Professional Responsibility �, F.2.a. Plan Review This report is based on a limited amount of information, and a number of assumptions were necessary to help us develop our recommendations. It is recommended that our firm review the geotechnical aspects of the designs and specifications, and evaluate whether the design is as expected, if any design changes have affected the validity of our recommendations, and if our recommendations have been correctly interpreted and implemented in the designs and specifications. F.2.b. Construction Observations and Testing It is recommended that we be retained to perform observations and tests during construction. This will allow correlation of the subsurface conditions encountered during construction with those encountered by the borings, and provide continuity of professional responsibility. F.3. Use of Report This report is for the exclusive use of the parties to which it has been addressed. Without written approval, we assume no responsibility to other parties regarding this report. Our evaluation, analyses and recommendations may not be appropriate for other parties or projects. ��ur� i��r�� City of Hopkins Project B1504504 August 17, 2015 Page 15 F.4. Standard of Care In performing its services, Braun Intertec used that degree of care and skill ordinarily exercised under similar circumstances by reputable members of its profession currently practicing in the same locality. No warranty, express or implied, is made. � itAU N IN��Rr�� ,_ Appendix �� g RAU N I NT� �TE� � DENOTESAPPROXIMATELOGATION OF STANDARD PENEfRAT10N TEST 80RING :'�, �' T�. _ � trta p � ' �.�� t � _ �. �� o l .:�� . � � � ,6' � � �I.��. X,� . ' [� r� � � ��^ qt; r � �� K. � �� l .,;�: �;�;c� - �` �f , � „ :. � � �'' J � " � _ — :�: —.. � '�� 100' 0 200' SCALE: 1"= 200' F �� a¢ O��>� Qw�Jz U��S� O� Z�¢�io �o�� m O� h s RAu N� I NTE RTEC LOG OF BORING Braun Project B1504504 BORING: ST-1 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. 2016 Street and Utility Improvements Hopkins, Minnesota DRILLER: K. Keck METHOD: 3 1/4" HSA, Autohammer DATE: 6/16/15 SCALE: 1" = 4' � Elev. Depth ° feet feet ASTM Description of Materials BPF WL MC P200 Tests or Notes �� 936.4 0.0 Symbol (ASTM D2488 or D2487) % % � PAV 4 inches of bituminous over 12 inches of aggregate C6 — 935.1 1.3 base. � FILL FILL: Lean Clay with Sand, dark brown, moist. o _ .� m _ 3 20 71 a x � `o � N9 No recovery in � _ sampler. 0 929.9 6.5 �_ SP : POORLY GRADED SAND, fine- to coarse-grained, �� light brown, moist, medium dense. � — (Glacial Outwash) 13 � > �Q — U N 0 1 No recovery in � _ sampler. � 2 � a — �ri n ,� With Gravel 5 fe . D 25 � 920.4 16.0 o END B ING. � � _ � a no observ to -i d pth of 5 feet �— edi tel aft r wit wa auger. � � Z� — Borin th b ckfi ed. � a z m a l7 a 0 � a i — ti O % — F w � a ¢ — � u w — O a F — z t� � z — LL a z — � l7 Z K � m � l7 O J B1504504 Braun Intertec Corporation ST-1 page 1 of 1 s RAu N� I NTE RTEC LOG OF BORING Braun Project B1504504 BORING: ST-2 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. 2016 Street and Utility Improvements Hopkins, Minnesota DRILLER: K. Keck METHOD: 3 1/4" HSA, Autohammer DATE: 6/16/15 SCALE: 1" = 4' � Elev. Depth ° feet feet ASTM Description of Materials BPF WL MC Tests or Notes �� 944.8 0.0 Symbol (ASTM D2488 or D2487) % � PAV 3 inches of bituminous. � C6 — FILL FILL: Silty Sand, fine- to coarse-grained, with Gravel � and Clayey inclusions, brown, moist. o _ .� m _ 29 a x � `o � N 20 Rock at sampler tip. °�'' 938.3 6.5 �_ SM : SILTY SAND, fine- to medium-grained, with Gravel, �� reddish brown, moist, medium dense to dense. � — (Glacial Till) 12 � > �Q — U N 0 15 7 a� _ � � 1 � a — �ri �- D � 46 � 928.8 16.0 o END B ING. � � _ � a no observ to -i d pth of 10 feet �— edi tel aft r wit wa auger. � � Z� — Borin th b ckfi ed. � a z m a l7 a 0 � a i — ti O % — F w � a ¢ — � u w — O a F — z t� � z — LL a z — � l7 Z K � m � l7 O J B1504504 Braun Intertec Corporation ST-2 page 1 of 1 s RAu N� I NTE RTEC LOG OF BORING Braun Project B1504504 BORING: ST-3 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. 2016 Street and Utility Improvements Hopkins, Minnesota DRILLER: K. Keck METHOD: 3 1/4" HSA, Autohammer DATE: 6/16/15 SCALE: 1" = 4' � Elev. Depth ° feet feet ASTM Description of Materials BPF WL MC Tests or Notes �� 951.6 0.0 Symbol (ASTM D2488 or D2487) % � PAV 6 inches of bituminous. � C6 – FILL FILL: Clayey Sand, dark brown and gray, wet. 0 c o - .� m _ 3 a � 947.6 4.0 ° CL LEAN CLAY, light brown and gray, moist, rather soft to a� — rather stiff. N (Glacial Till) 11 26 Rock at sampler tip. �– 0 0 c — .� �, _ 4 � > �Q – U N °' 4 0 a� _ � � a — �ri � 936.6 15.0 ^ SM : SILTY SAN , ine- t coars -g i , wit r v , 34 � 935.6 16.0 reddish wn ' t, ense. 0 � lacia Til Z – OF O . w � �� – r n t o se ed to n depth of 12 feet > imm iat ly fter withdrawal of auger. Z �– � Boring the bac filled. m a l7 a 0 � a i — ti O % — F w � a ¢ — � u w — O a F — z t� � z — LL a z — � l7 Z K � m � l7 O J B1504504 Braun Intertec Corporation ST-3 page 1 of 1 s RAu N� I NTE RTEC LOG OF BORING Braun Project B1504504 BORING: ST-4 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. 2016 Street and Utility Improvements Hopkins, Minnesota DRILLER: K. Keck METHOD: 3 1/4" HSA, Autohammer DATE: 6/16/15 SCALE: 1" = 4' � Elev. Depth ° feet feet ASTM Description of Materials BPF WL MC P200 Tests or Notes �� 947.1 0.0 Symbol (ASTM D2488 or D2487) % % � PAV 4 inches of bituminous over 12 inches of aggregate C6 – 945.8 1.3 base. � FILL FILL: Sandy Lean Clay, dark brown, moist. o _ .� m _ 6 a � 943.1 4.0 ° SC CLAYEY SAND, brown, moist, medium to very stiff. a� — (Glacial Till) � 6 14 35 � T — � O O C — .� N — 7 H N > 'Q — U N 0 15 a� _ � � 1 � a — �ri ti �- D � 24 � 931.1 16.0 o END B ING. � � _ � a no observ to -i d pth of 11 1/2 feet �– edi tel aft r wit wa auger. � � Z� – Borin th b ckfi ed. � a z m a l7 a 0 � a i — ti O % — F w � a ¢ — � u w — O a F — z t� � z — LL a z — � l7 Z K � m � l7 O J B1504504 Braun Intertec Corporation ST-4 page 1 of 1 s RAu N� I NTE RTEC LOG OF BORING Braun Project B1504504 BORING: ST-5 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. 2016 Street and Utility Improvements Hopkins, Minnesota DRILLER: K. Keck METHOD: 3 1/4" HSA, Autohammer DATE: 6/16/15 SCALE: 1" = 4' � Elev. Depth ° feet feet ASTM Description of Materials BPF WL MC Tests or Notes �� 939.9 0.0 Symbol (ASTM D2488 or D2487) % � PAV 4 inches of bituminous. � C6 — FILL FILL: Silty Sand, fine- to medium-grained, with Gravel, ° dark brown, moist. c o - .� m _ 4 a x � `o � � 2 � �— 0 932.9 7.0 �� SP : POORLY GRADED SAND, fine-grained, light brown to �_ brown, wet, loose to medium dense. 7 �, (Glacial Outwash) > �Q — U 0 13 9 a� _ � � 2 � a — �ri ti �- D � 21 � 923.9 16.0 o END B ING. � � _ � a no observ to -i d pth of 10 feet �— edi tel aft r wit wa auger. � � Z� — Borin th b ckfi ed. � a z m a l7 a 0 � a i — ti O % — F w � a ¢ — � u w — O a F — z t� � z — LL a z — � l7 Z K � m � l7 O J B1504504 Braun Intertec Corporation ST-5 page 1 of 1 s RAu N� I NTE RTEC LOG OF BORING Braun Project B1504504 BORING: ST-6 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. 2016 Street and Utility Improvements Hopkins, Minnesota DRILLER: K. Keck METHOD: 3 1/4" HSA, Autohammer DATE: 6/16/15 SCALE: 1" = 4' � Elev. Depth ° feet feet ASTM Description of Materials BPF WL MC Tests or Notes �� 933.9 0.0 Symbol (ASTM D2488 or D2487) % � PAV 4 inches of bituminous over 12 inches of aggregate C6 — 932.6 1.3 base. � FILL FILL: Clayey Sand, with Gravel, brown to dark brown, o _ �� moist. m _ 8 a x � `o � � 3 7 � °�'' 927.4 6.5 �_ SP : POORLY GRADED SAND, fine- to coarse-grained, �� brown, wet, very loose to medium dense. � — (Glacial Outwash) 4 � > �Q — U N °' 4 0 a� _ � � 1 � a — �ri �- D � 16 � 917.9 16.0 o END B ING. � � _ � a no observ to -i d pth of 10 feet �— edi tel aft r wit wa auger. � � Z� — Borin th b ckfi ed. � a z m a l7 a 0 � a i — ti O % — F w � a ¢ — � u w — O a F — z t� � z — LL a z — � l7 Z K � m � l7 O J B1504504 Braun Intertec Corporation ST-6 page 1 of 1 s RAu N� I NTE RTEC LOG OF BORING Braun Project B1504504 BORING: ST-7 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. 2016 Street and Utility Improvements Hopkins, Minnesota DRILLER: K. Keck METHOD: 3 1/4" HSA, Autohammer DATE: 6/16/15 SCALE: 1" = 4' � Elev. Depth ° feet feet ASTM Description of Materials BPF WL Tests or Notes �� 932.0 0.0 Symbol (ASTM D2488 or D2487) � PAV 4 inches of bituminous. � C6 — FILL FILL: Silty Sand, fine- to medium-grained, with Gravel, ° brown, moist. c o - .� m _ 5 a x � `o � � 3 � �— 0 925.0 7.0 �� SP : POORLY GRADED SAND, fine- to coarse-grained, �_ with Gravel, brown, wet, medium dense. 18 �, (Glacial Outwash) > �Q — U 0 12 a� _ � � 1 � a — �ri ti �- D � 19 � 916.0 16.0 o END B ING. � � _ � a no observ to -i d pth of 9 1/2 feet �— edi tel aft r wit wa auger. � � Z� — Borin th b ckfi ed. � a z m a l7 a 0 � a i — ti O % — F w � a ¢ — � u w — O a F — z t� � z — LL a z — � l7 Z K � m � l7 O J B1504504 Braun Intertec Corporation ST-7 page 1 of 1 s RAu N� I NTE RTEC LOG OF BORING Braun Project B1504504 BORING: ST-8 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. 2016 Street and Utility Improvements Hopkins, Minnesota DRILLER: K. Keck METHOD: 3 1/4" HSA, Autohammer DATE: 6/16/15 SCALE: 1" = 4' � Elev. Depth ° feet feet ASTM Description of Materials BPF WL Tests or Notes �� 928.8 0.0 Symbol (ASTM D2488 or D2487) � PAV 5 inches of bituminous. � C6 — FILL FILL: Silty Sand, fine- to coarse-grained, dark brown, 0 � moist. o _ .� m _ 6 a � 924.8 4.0 ° FILL FILL: Lean Clay with Sand, brown, moist. � � 5 � °�'' 922.3 6.5 �_ SP : POORLY GRADED SAND, fine- to coarse-grained, �� with Gravel, light brown, wet, loose to medium dense. � — (Glacial Outwash) 9 � > �Q — U N 0 18 a� _ � � 1 � a — �ri ^- D� 21 Rock at sampler tip. � 912.8 16.0 No recovery. o END B ING. � � _ � a no observ to -i d pth of 10 feet �— edi tel aft r wit wa auger. � � Z� — Borin th b ckfi ed. � a z m a l7 a 0 � a i — ti O % — F w � a ¢ — � u w — O a F — z t� � z — LL a z — � l7 Z K � m � l7 O J B1504504 Braun Intertec Corporation ST-8 page 1 of 1 s RAu N� I NTE RTEC LOG OF BORING Braun Project B1504504 BORING: ST-9 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. 2016 Street and Utility Improvements Hopkins, Minnesota DRILLER: K. Keck METHOD: 3 1/4" HSA, Autohammer DATE: 6/16/15 SCALE: 1" = 4' � Elev. Depth ° feet feet ASTM Description of Materials BPF WL MC Tests or Notes �� 933.7 0.0 Symbol (ASTM D2488 or D2487) % � PAV 4 1/2 inches of bituminous. � C6 — FILL FILL: Silty Sand, fine- to coarse-grained, with Gravel, ° dark brown, moist. c o - .� m _ 6 a x � `o � � 8 4 � �— 0 926.7 7.0 �� SP : POORLY GRADED SAND, fine- to coarse-grained, �_ with Gravel, brown, wet, loose to medium dense. 6 �, (Glacial Outwash) > �Q — U 0 11 a� _ � � 1 � a — �ri ti �- D � 23 � 917.7 16.0 o END B ING. � � _ � a no observ to -i d pth of 10 feet �— edi tel aft r wit wa auger. � � Z� — Borin th b ckfi ed. � a z m a l7 a 0 � a i — ti O % — F w � a ¢ — � u w — O a F — z t� � z — LL a z — � l7 Z K � m � l7 O J B1504504 Braun Intertec Corporation ST-9 page 1 of 1 s RAu N� I NTE RTEC LOG OF BORING Braun Project B1504504 BORING: ST-10 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. 2016 Street and Utility Improvements Hopkins, Minnesota DRILLER: K. Keck METHOD: 3 1/4" HSA, Autohammer DATE: 6/15/15 SCALE: 1" = 4' � Elev. Depth ° feet feet ASTM Description of Materials BPF WL MC Tests or Notes �� 935.8 0.0 Symbol (ASTM D2488 or D2487) % � PAV 5 inches of bituminous. � C6 — FILL FILL: Silty Sand, fine- to coarse-grained, with Gravel, ° dark brown, moist. c o — .� m _ 15 a x � `o � � 5 � �— 0 0 c — .� �, _ 2 � > 926.8 9.0 °- SP : POORLY GRADED SAND, fine- to coarse-grained, � with Gravel, brown, wet, very loose to loose. o (GlacialOutwash) 2 9 a� _ � � a — �ri ti ;�- D 8 � 919.8 16.0 o END B ING. � � _ � a no observ to -i d pth of 10 feet �— edi tel aft r wit wa auger. � � Z� — Borin th b ckfi ed. � a z m a l7 a 0 � a i — ti O % — F w � a ¢ — � u w — O a F — z t� � z — LL a z — � l7 Z K � m � l7 O J B1504504 Braun Intertec Corporation ST-10 page 1 of 1 s RAu N� I NTE RTEC LOG OF BORING Braun Project B1504504 BORING: ST-11 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. 2016 Street and Utility Improvements Hopkins, Minnesota DRILLER: K. Keck METHOD: 3 1/4" HSA, Autohammer DATE: 6/15/15 SCALE: 1" = 4' � Elev. Depth ° feet feet ASTM Description of Materials BPF WL Tests or Notes �� 943.7 0.0 Symbol (ASTM D2488 or D2487) � 943.0 0.7 PAV 7 1/2 inches of bituminous. C6 – FILL FILL: Silty Sand, fine- to coarse-grained, with Gravel, ° dark brown, moist. c o – .� m _ 32 a � 939.7 4.0 ° FILL FILL: Clayey Sand, with Gravel, brown to reddish a� — brown, moist. � 13 � �– 0 0 c — .� �, _ 2 � > �Q – U N N 2 0 a� _ � � 931.7 12.0 SM : SILTY SAND, reddish brown, wet, loo . _ (Glacial Till) a — �ri �- D � 10 � 927.7 16.0 o END B ING. � � _ � a no observ to -i d pth of 12 1/2 feet �– edi tel aft r wit wa auger. � � Z� – Borin th b ckfi ed. � a z m a l7 a 0 � a i — ti O % — F w � a ¢ — � u w — O a F — z t� � z — LL a z — � l7 Z K � m � l7 O J B1504504 Braun Intertec Corporation ST-11 page 1 of 1 s RAu N� I NTE RTEC LOG OF BORING Braun Project B1504504 BORING: ST-12 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. 2016 Street and Utility Improvements Hopkins, Minnesota DRILLER: K. Keck METHOD: 3 1/4" HSA, Autohammer DATE: 6/15/15 SCALE: 1" = 4' � Elev. Depth ° feet feet ASTM Description of Materials BPF WL MC Tests or Notes �� 939.6 0.0 Symbol (ASTM D2488 or D2487) % � PAV 4 1/2 inches of bituminous. � 0 938.1 1.5 FILL FILL: Silty Sand, fine- to coarse-grained, with Gravel, o_ SP : light brown to brown, moist. �� POORLY GRADED SAND, fine- to coarse-grained, �_ with Gravel, brown, moist to wet, medium dense to 13 �- dense. x � _ (Glacial Outwash) 0 � � 12 10 � T — � O O C — .� �, _ 24 � � > �Q — U N 0 0 Rock at sampler tip. � _ No recovery. � 2 � a — �ri ti �- D � 16 � 923.6 16.0 o END B ING. � � _ � a no observ to -i d pth of 10 feet �— edi tel aft r wit wa auger. � � Z� — Borin th b ckfi ed. � a z m a l7 a 0 � a i — ti O % — F w � a ¢ — � u w — O a F — z t� � z — LL a z — � l7 Z K � m � l7 O J B1504504 Braun Intertec Corporation ST-12 page 1 of 1 s RAu N� I NTE RTEC LOG OF BORING Braun Project B1504504 BORING: ST-13 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. 2016 Street and Utility Improvements Hopkins, Minnesota DRILLER: K. Keck METHOD: 3 1/4" HSA, Autohammer DATE: 6/15/15 SCALE: 1" = 4' � Elev. Depth ° feet feet ASTM Description of Materials BPF WL MC Tests or Notes �� 932.2 0.0 Symbol (ASTM D2488 or D2487) % � PAV 5 inches of bituminous over 12 inches of aggregate � – 930.8 1.4 base. 0 o_ FILL FILL: Sandy Lean Clay, black, moist to wet. .� m _ 3 a � 928.2 4.0 ° SP : POORLY GRADED SAND, fine- to coarse-grained, �— with Gravel, brown to dark brown, wet, very loose to N ` loose. 3 25 � – (Glacial Outwash) 0 0 c — .� � — � H � > 'Q — U N N 7 � N _ N � � a — �ri ti �- D � 4 � 916.2 16.0 o END B ING. � � _ � a no observ to -i d pth of 11 feet �– edi tel aft r wit wa auger. � � Z� – Borin th b ckfi ed. � a z m a l7 a 0 � a i — ti O % — F w � a ¢ — � u w — O a F — z t� � z — LL a z — � l7 Z K � m � l7 O J B1504504 Braun Intertec Corporation ST-13 page 1 of 1 s RAu N� I NTE RTEC LOG OF BORING Braun Project B1504504 BORING: ST-14 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. 2016 Street and Utility Improvements Hopkins, Minnesota DRILLER: K. Keck METHOD: 3 1/4" HSA, Autohammer DATE: 6/15/15 SCALE: 1" = 4' � Elev. Depth ° feet feet ASTM Description of Materials BPF WL MC P200 Tests or Notes �� 933.4 0.0 Symbol (ASTM D2488 or D2487) % % � PAV 5 inches of bituminous. � C6 — FILL FILL: Clayey Sand, dark brown to brown, moist to wet. 0 c o - .� m _ 6 a � 929.4 4.0 ° FILL FILL: Sandy Lean Clay, brown, wet. � � 6 19 76 � °�'' 926.9 6.5 �_ SP : POORLY GRADED SAND, fine- to coarse-grained, �� with Gravel, brown, moist, loose to medium dense. � — (Glacial Outwash) 6 � > �Q — U N N 7 � N _ N � 1 � a — �ri �- D � 18 � 917.4 16.0 o END B ING. � � _ � a no observ to -i d pth of 12 feet �— edi tel aft r wit wa auger. � � Z� — Borin th b ckfi ed. � a z m a l7 a 0 � a i — ti O % — F w � a ¢ — � u w — O a F — z t� � z — LL a z — � l7 Z K � m � l7 O J B1504504 Braun Intertec Corporation ST-14 page 1 of 1 s RAu N� I NTE RTEC LOG OF BORING Braun Project B1504504 BORING: ST-15 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. 2016 Street and Utility Improvements Hopkins, Minnesota DRILLER: K. Keck METHOD: 3 1/4" HSA, Autohammer DATE: 6/15/15 SCALE: 1" = 4' � Elev. Depth ° feet feet ASTM Description of Materials BPF WL MC Tests or Notes �� 976.0 0.0 Symbol (ASTM D2488 or D2487) % � PAV 3 inches of bituminous. � 0 974.5 1.5 FILL FILL: Silty Sand, fine- to medium-grained, with Gravel, brown, moist. �_ SM FILL: Silty Sand, with Gravel, reddish brown, moist, � _ medium dense. 11 �- (Glacial Outwash) x � 0 � � 16 � T — � O O C — .� �, _ 14 7 � > 967.0 9.0 °- SP : POORLY GRADED SAND, fine- to medium-grained, � with Gravel, brown, moist, loose to medium dense. o (Glacial Outwash) 10 a� _ � � a — �ri ti �- D � 10 � 960.0 16.0 o END B ING. � � _ � a no observ to -i d pth of 11 1/2 feet �— edi tel aft r wit wa auger. � � Z� — Borin th b ckfi ed. � a z m a l7 a 0 � a i — ti O % — F w � a ¢ — � u w — O a F — z t� � z — LL a z — � l7 Z K � m � l7 O J B1504504 Braun Intertec Corporation ST-15 page 1 of 1 s RAu N� I NTE RTEC LOG OF BORING Braun Project B1504504 BORING: ST-16 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. 2016 Street and Utility Improvements Hopkins, Minnesota DRILLER: K. Keck METHOD: 3 1/4" HSA, Autohammer DATE: 6/15/15 SCALE: 1" = 4' � Elev. Depth ° feet feet ASTM Description of Materials BPF WL MC Tests or Notes �� 964.3 0.0 Symbol (ASTM D2488 or D2487) % � PAV .: :. 3 inches of bituminous. � C6 – SM SILTY SAND, fine- to coarse-grained, brown, moist, ° loose to medium dense. c ° – (Glacial Till) .� m _ 5 a x � 0 � N 15 Rock at sampler tip. T — 0 957.8 6.5 �_ SC CLAYEY SAND, brown, wet, stiff to very stiff. �� (Glacial Till) �, _ 15 � � > �Q – U N 0 16 a� _ � � 1 8 a 950.3 14.0 � SP : POORLY GRADED SAND, fin rai d, br wn, moist, � — medium dense. � ( cial ut 11 � 948.3 16.0 o END B ING. � � _ � a no observ to -i d pth of 11 feet �– edi tel aft r wit wa auger. � � Z� – Borin th b ckfi ed. � a z m a l7 a 0 � a i — ti O % — F w � a ¢ — � u w — O a F — z t� � z — LL a z — � l7 Z K � m � l7 O J B1504504 Braun Intertec Corporation ST-16 page 1 of 1 s RAu N� I NTE RTEC LOG OF BORING Braun Project B1504504 BORING: ST-17 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. 2016 Street and Utility Improvements Hopkins, Minnesota DRILLER: K. Keck METHOD: 3 1/4" HSA, Autohammer DATE: 6/15/15 SCALE: 1" = 4' � Elev. Depth ° feet feet ASTM Description of Materials BPF WL MC Tests or Notes �� 948.2 0.0 Symbol (ASTM D2488 or D2487) % � PAV 4 1/2 inches of bituminous. � C6 – FILL FILL: Silty Sand, fine- to coarse-grained, with Gravel, ° dark brown to brown, moist. c o - .� m _ 9 a � 944.2 4.0 ° SP : POORLY GRADED SAND, fine- to coarse-grained, �— brown, moist to wet, medium dense to dense. N (GlacialOutwash) 19 4 T — � O O C — .� �_ 33 Rock at sampler tip. �, No recovery. > �Q – U N N 8 � N _ N � 2 a 934.2 14.0 � SC CLAYEY SAND, brown, mo'st, ery 'ff. � — (Glaci I ill � 27 � 932.2 16.0 o END B ING. � � _ � a no observ to -i d pth of 11 feet �– edi tel aft r wit wa auger. � � Z� – Borin th b ckfi ed. � a z m a l7 a 0 � a i — ti O % — F w � a ¢ — � u w — O a F — z t� � z — LL a z — � l7 Z K � m � l7 O J B1504504 Braun Intertec Corporation ST-17 page 1 of 1 s RAu N� I NTE RTEC LOG OF BORING Braun Project B1504504 BORING: ST-18 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. 2016 Street and Utility Improvements Hopkins, Minnesota DRILLER: K. Keck METHOD: 3 1/4" HSA, Autohammer DATE: 6/15/15 SCALE: 1" = 4' � Elev. Depth ° feet feet ASTM Description of Materials BPF WL MC Tests or Notes �� 935.2 0.0 Symbol (ASTM D2488 or D2487) % � PAV 4 1/2 inches of bituminous. � C6 — FILL FILL: Silty Sand, fine- to coarse-grained, with Gravel, ° brown to dark brown, moist. c o - .� m _ 5 a x � `o � � 7 � °�'' 928.7 6.5 �_ SP : POORLY GRADED SAND, fine- to coarse-grained, �� brown to reddish brown, moist to wet, medium dense. � — (Glacial Outwash) 24 4 � > �Q — U N 0 1 Rock at sampler tip. a� _ � � 2 � a — �ri ��- D 28 � 919.2 16.0 o END B ING. � � _ � a no observ to -i d pth of 11 feet �— edi tel aft r wit wa auger. � � Z� — Borin th b ckfi ed. � a z m a l7 a 0 � a i — ti O % — F w � a ¢ — � u w — O a F — z t� � z — LL a z — � l7 Z K � m � l7 O J B1504504 Braun Intertec Corporation ST-18 page 1 of 1 s RAu N� I NTE RTEC LOG OF BORING Braun Project B1504504 BORING: ST-19 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. 2016 Street and Utility Improvements Hopkins, Minnesota DRILLER: K. Keck METHOD: 3 1/4" HSA, Autohammer DATE: 6/15/15 SCALE: 1" = 4' � Elev. Depth ° feet feet ASTM Description of Materials BPF WL MC Tests or Notes �� 931.7 0.0 Symbol (ASTM D2488 or D2487) % � PAV 4 1/2 inches of bituminous. � C6 – FILL FILL: Sandy Lean Clay, dark brown and black, moist. 0 c o - .� m _ 4 a � 927.7 4.0 ° SP : POORLY GRADED SAND, fine- to coarse-grained, �— with Gravel, brown, moist, medium dense. N (Glacial Outwash) 11 T — � O O C — .� �, _ 16 � � > �Q – U 0 17 3 a� _ � � 1 � a — �ri ti �- D � 18 � 915.7 16.0 o END B ING. � � _ � a no observ to -i d pth of 10 feet �– edi tel aft r wit wa auger. � � Z� – Borin th b ckfi ed. � a z m a l7 a 0 � a i — ti O % — F w � a ¢ — � u w — O a F — z t� � z — LL a z — � l7 Z K � m � l7 O J B1504504 Braun Intertec Corporation ST-19 page 1 of 1 s RAu N� I NTE RTEC LOG OF BORING Braun Project B1504504 BORING: ST-20 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. 2016 Street and Utility Improvements Hopkins, Minnesota DRILLER: K. Keck METHOD: 3 1/4" HSA, Autohammer DATE: 6/15/15 SCALE: 1" = 4' � Elev. Depth ° feet feet ASTM Description of Materials BPF WL Tests or Notes �� 933.0 0.0 Symbol (ASTM D2488 or D2487) � PAV 4 inches of bituminous. � C6 — FILL FILL: Sandy Lean Clay, with bituminous aggregate � pieces, dark brown to black, moist. o _ .� m _ 4 a � 929.0 4.0 ° FILL FILL: Sandy Silt, brown, moist. � � 6 � °�'' 926.5 6.5 �_ SP : POORLY GRADED SAND, fine- to coarse-grained, �� with Gravel, brown, moist to wet, loose to medium � — dense. 8 � (Glacial Outwash) �Q — U N °' 5 0 a� _ � � � a — �ri �- D � 12 � 917.0 16.0 o END B ING. � � _ � a no observ to -i d pth of 11 feet �— edi tel aft r wit wa auger. � � Z� — Borin th b ckfi ed. � a z m a l7 a 0 � a i — ti O % — F w � a ¢ — � u w — O a F — z t� � z — LL a z — � l7 Z K � m � l7 O J B1504504 Braun Intertec Corporation ST-20 page 1 of 1 s RAu N� I NTE RTEC LOG OF BORING Braun Project B1504504 BORING: ST-21 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. 2016 Street and Utility Improvements Hopkins, Minnesota DRILLER: K. Keck METHOD: 3 1/4" HSA, Autohammer DATE: 6/12/15 SCALE: 1" = 4' � Elev. Depth ° feet feet ASTM Description of Materials BPF WL MC P200 Tests or Notes �� 938.3 0.0 Symbol (ASTM D2488 or D2487) % % � PAV 12 inches of bituminous. m 937.3 1.0 o FILL FILL: Silty Sand, fine- to coarse-grained, with Gravel, 0 936.3 2.0 brown, moist. �� – FILL FILL: Lean Clay with Sand, dark gray, moist. 16 a � 934.3 4.0 ° CL LEAN CLAY, brown to gray, wet, medium to rather stiff. � — (Glacial Till) 9 � �– 0 0 c — .� � — � H > 929.3 9.0 °- SC CLAYEY SAND, brown, moist, medium dense. � (Glacial Till) 0 12 15 32 a� _ � � 2 a — �ri ti �- D � 18 � 922.3 16.0 o END B ING. � � _ � a no observ to -i d pth of 12 feet �– edi tel aft r wit wa auger. � � Z� – Borin th b ckfi ed. � a z m a l7 a 0 � a i — ti O % — F w � a ¢ — � u w — O a F — z t� � z — LL a z — � l7 Z K � m � l7 O J B1504504 Braun Intertec Corporation ST-21 page 1 of 1 s RAu N� I NTE RTEC LOG OF BORING Braun Project B1504504 BORING: ST-22 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. 2016 Street and Utility Improvements Hopkins, Minnesota DRILLER: K. Keck METHOD: 3 1/4" HSA, Autohammer DATE: 6/12/15 SCALE: 1" = 4' � Elev. Depth ° feet feet ASTM Description of Materials BPF WL Tests or Notes �� 940.7 0.0 Symbol (ASTM D2488 or D2487) � PAV 4 inches of bituminous. � C6 – FILL FILL: Silty Sand, Clayey Sand mix, fine- to � coarse-grained, with Gravel, brown to dark brown, ° – moist. .� m _ 13 a � 936.7 4.0 ° SC CLAYEY SAND, brown to reddish brown, moist to wet, � — medium to very stiff. N (Glacial Till) 8 T — � O O C — .� �, _ 11 � � > �Q – U N N 8 � N _ N � � a — �ri ti �- D � 23 � 924.7 16.0 o END B ING. � � _ � a no observ to -i d pth of 12 feet �– edi tel aft r wit wa auger. � � Z� – Borin th b ckfi ed. � a z m a l7 a 0 � a i — ti O % — F w � a ¢ — � u w — O a F — z t� � z — LL a z — � l7 Z K � m � l7 O J B1504504 Braun Intertec Corporation ST-22 page 1 of 1 s RAu N� I NTE RTEC LOG OF BORING Braun Project B1504504 BORING: ST-23 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. 2016 Street and Utility Improvements Hopkins, Minnesota DRILLER: K. Keck METHOD: 3 1/4" HSA, Autohammer DATE: 6/12/15 SCALE: 1" = 4' � Elev. Depth ° feet feet ASTM Description of Materials BPF WL MC Tests or Notes �� 954.0 0.0 Symbol (ASTM D2488 or D2487) % � PAV 4 inches of bituminous. � C6 — FILL FILL: Silty Sand, fine- to coarse-grained, with Gravel � including bituminous pieces, some Clayey Sand, dark ° — brown, moist. .� m _ 5 a x � `o � � 5 � °�'' 947.5 6.5 �_ FILL FILL: Sandy Lean Clay, dark gray, wet. .� �, _ 5 � > 945.0 9.0 °- CL LEAN CLAY, slightly organic, black, wet. � (Swamp Deposit) 0 8 24 OC=3% a� _ � 942.5 11.5 _ ML SILT, gray, moist, stiff. (Lacustrine Deposit) 1 a — �ri �- D � 12 � 938.0 16.0 o END B ING. � � _ � a no observ to -i d pth of 12 1/2 feet �— edi tel aft r wit wa auger. � � Z� — Borin th b ckfi ed. � a z m a l7 a 0 � a i — ti O % — F w � a ¢ — � u w — O a F — z t� � z — LL a z — � l7 Z K � m � l7 O J B1504504 Braun Intertec Corporation ST-23 page 1 of 1 s RAu N� I NTE RTEC LOG OF BORING Braun Project B1504504 BORING: ST-24 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. 2016 Street and Utility Improvements Hopkins, Minnesota DRILLER: K. Keck METHOD: 3 1/4" HSA, Autohammer DATE: 6/12/15 SCALE: 1" = 4' � Elev. Depth ° feet feet ASTM Description of Materials BPF WL Tests or Notes �� 930.6 0.0 Symbol (ASTM D2488 or D2487) � PAV 4 inches of bituminous. � C6 — FILL FILL: Silty Sand, fine- to coarse-grained, trace Gravel, ° dark brown to reddish brown, moist to wet. c o — .� m _ 12 a x � `o � � 14 � �— 0 923.6 7.0 �� SP : POORLY GRADED SAND, fine- to coarse-grained, � _ brown, moist, loose. 10 > 921.6 g.0 (GlacialOutwash) °- SC CLAYEY SAND, brown, wet, rather stiff to very stiff. � (Glacial Till) 0 5 a� _ � � _ 2 Rock at sampler tip. a — �ri ti n ,� Gray at 15 f . 18 � 914.6 16.0 o END B ING. � � _ � a no observ to -i d pth of 12 feet �— edi tel aft r wit wa auger. � � Z� — Borin th b ckfi ed. � a z m a l7 a 0 � a i — ti O % — F w � a ¢ — � u w — O a F — z t� � z — LL a z — � l7 Z K � m � l7 O J B1504504 Braun Intertec Corporation ST-24 page 1 of 1 s R�►u r� INTERTE� Descriptive Terminology of Soil Standard D 2487 - 00 �� j (U n fied Solo C ass f I at�on System) ng Purposes rrreawnnoxac Criteria for Assigning Group Symbols and Soils Classification Group Names Using Laboratory Tests a Group Symbol Group Name b o Gravels Clean Gravels C> 4 and 1< C< < 3° GW Well-graded gravel d N-o More than 50% of 5% or less fines e c d r° .c � coarse fraction C< 4 and/or 1> C> 3 GP Poorly graded gravel 0 -a �° � retained on Gravels with Fines Fines classify as ML or MH GM Silty gravel d f9 c��' No. 4 sieve More than 12% fines e Fines classify as CL or CH GC Clayey gravel d f9 0 � o o Sands Clean Sands C> 6 and 1< C <3 ° SW Well-graded sand h NL Zo 50% or more of 5% or less fines ' Cu < 6 and/or 1> C�> 3° SP Poorly graded sand h coarse fraction ° U`o passes Sands with Fines Fines classify as ML or MH SM Silty sand f9 n E No. 4 sieve More than 12%' Fines classify as CL or CH SC Cla e sand f9 n � y Inor anic PI > 7 and plots on or above "A" line � CL Lean cla k I m y w Silts and Cla s g •� PI < 4 or plots below "A" line� ML Silt k�"' o � a� Liquid limit � N� less than 50 Liquid limit - oven dried OL Organic clay k�"' " �Q�N Organic < 0.75 �� k I m o �� o Liquid limit - not dried Organic silt 'R o� PI plots on or above "A" line CH Fat cla k I m �� o Silts and clays Inorganic PI lots below "A" line MH k I m d`o z Liquid limit P Elastic silt LL o 50 or more Or anic Liquid limit - oven dried �H Organic clay k�"' P � g Li uid limit - not dried < 0.75 �H Organic silt k�"' q Highly Organic Soils Primarily organic matter, dark in color and organic odor PT Peat a. Based on the material passing the 3-in (75mm) sieve. b. If field sample contained cobbles or boulders, or both, add "with cobbles or boulders or both" to group name. c. C� — �so� �io C=��3o)z Dip x Dso d. Ifsoilcontains>15% sand,add"withsand"togroupname. e. Gravelswith5to12%fnesrequiredualsymbols: GW-GM well-graded gravel with silt GW-GC well-graded gravel with clay GP-GM poorly graded gravel with silt GP-GC poorly graded gravel with clay f. If fines classify as CL-ML, use dual symbol GC-GM or SC-SM. g. If fines are organic, add'With organic fines" to group name. h. If soil contains > 15% gravel, add "with gravef' to group name. i. Sandswith5to12%fnesrequiredualsymbols: SW-SM well-graded sand with silt SW-SC well-graded sand with clay SP-SM poorly graded sand with silt SP-SC poorly graded sand with clay j. IfAtterberg limits plot in hatched area, soil is a CL-ML, silty clay. k Ifsoil contains 10 to 29 % plus No. 20Q add'With sand" or'With gravef' whichever is predominant. I. Ifsoilcontains>30% plusNo.200,predominantlysand,add"sandy"togroupname. m Ifsoilcontains>_30% plusNo.200predominantlygravel,add"gravelly"togroupname. n. PI > 4 and plots on or above "A" line. o. PI <4 or plots below "A" line. p. PI plots on or above "A" line. q. PI plots below"A" line. 60 50 a ao K d � � 30 � r .0 y 20 � a 10 7 4 0 0 10 16 20 30 40 50 60 70 80 90 100 110 Liquid Limit (LL) Laboratory Tests DD Dry density, pcf OC Organic content, % WD Wet density, pcf S Percent of saturation, % MC Natural moisture content, % SG Specificgravity LL Liqiuid limit, % C Cohesion, psf PL Plastic limit, % � Angle of internal friction PI Plasticity index, % qu Unconfined compressive strength, psf P200 % passing 200 sieve qp Pocket penetrometer strength, tsf Particle Size Identification Boulders ............................... over 12" Cobbles ............................... 3" to 12„ Gravel Coarse ............................ 3/4" to 3" Fine ................................. No. 4 to 3/4„ Sand Coarse ............................ No. 4 to No. 10 Medium ........................... No. 10 to No. 40 Fine ................................. No. 40 to No. 200 Silt ....................................... <No. 200, PI <4 or below °A" line Clay .....................................<No.200, PI>4and on or above °A" line Relative Density of Cohesionless Soils Very loose ................................ 0 to 4 BPF Loose ....................................... 5 to 10 BPF Medium dense ......................... 11 to 30 BPF Dense ...................................... 31 to 50 BPF Very dense ............................... over 50 BPF Consistency of Cohesive Soils Very soft ................................... 0 to 1 BPF Soft ....................................... 2 to 3 BPF Rather soft ............................... 4 to 5 BPF Medium .................................... 6 to 8 BPF Rather stiff ............................... 9 to 12 BPF Stiff ....................................... 13 to 16 BPF Very stiff ................................... 17 to 30 BPF Hard ....................................... over 30 BPF Drilling Notes Standard penetration test borings were advanced by 3 1/4" or 6 1/4" ID hollow-stem augers unless noted otherwise, Jetting water was used to clean out auger prior to sampling only where indicated on logs. Standard penetration test borings are designated by the prefix "ST' (Split Tube). All samples were taken with the standard 2" OD split-tube sampler, except where noted. Power auger borings were advanced by 4" or 6" diameter continuous- flight, solid-stem augers. Soil classifications and strata depths were in- ferred from disturbed samples augered to the surface and are, therefore, somewhat approximate. Power auger borings are designated by the prefix "B." Hand auger borings were advanced manually with a 1 1/2" or 3 1/4" diameter auger and were limited to the depth from which the auger could be manually withdrawn. Hand auger borings are indicated by the prefix „H „ BPF: Numbers indicate blows per foot recorded in standard penetration test, also known as "M' value. The sampler was set 6" into undisturbed soil below the hollow-stem auger. Driving resistances were then counted for second and third 6" increments and added to get BPF. Where they differed significantly, they are reported in the following form: 2/12 for the second and third 6" increments, respectively. WH: WH indicates the sampler penetrated soil underweight of hammer and rods alone; driving not required. WR: WR indicates the sampler penetrated soil under weight of rods alone; hammerweight and driving not required. TW indicates thin-walled (undisturbed) tube sample. Note: All tests were run in general accordance with applicable ASTM standards. Rev. 7/07 Services Provided: Civil and Municipal Engineering Water and Wastewater Engineering Traffic and Transportation Engineering Aviation Planning and Engineering Water Resources Engineering Coatings Inspection Services Landscape Architecture Services Surveying and Mapping Geographic Information System Services Funding Assistance www.bolton-menk.com CITY OF HOPKINS HENNEPIN COUNTY, MINNESOTA RESOLUTION 2015-079 RESOLUTION ORDERING PUBLIC IMPROVEMENT 2016 STREET AND UTILITY IMPROVEMENTS, PROJECT NO. 2015-10 WHEREAS, a resolution of the City Council adopted the 15�h day of September, 2015 fixed a date for a Council Hearing on the proposed improvements along 18�h, 19�h, 20�h, and 21 s� Avenues North; 2na 3ra and 4�h Street North; and the alley from 18�h Avenue North to the east within the Hennepin County Regional Railroad Authority right-of-way, including pavement, curbing, sidewalk, signage, drainage, water and sanitary sewer improvements and all necessary appurtenances, and WHEREAS, the City Council deems it appropriate and expedient to make such improvements, and WHEREAS, ten days mailed notice and two weeks published notice of the hearing was given, and the hearing was held thereon on the 20�h day of October, 2015 at which all persons desiring to be heard were given an opportunity to be heard thereon. NOW, THEREFORE, BE IT RESOLVED, by the City Council of the City of Hopkins, Minnesota: l. Such improvement is necessary, cost-effective, and feasible as detailed in the feasibility report and the recommendations are hereby accepted. 2. Such improvement is hereby ordered as proposed in the Council Resolution adopted the 20�h day of October, 2015. The total estimated project cost is $4,767,000, of which $1,388,000 is estimated to be assessed. 3. Bolton & Menk, Inc. is hereby designated as the engineer for this improvement and shall prepare plans and specifications for the making of such improvement. The Mayor and City Manager are hereby authorized to enter into a contract for engineering and construction services for this improvement. 4. The City Attorney and City Engineer are hereby authorized to acquire necessary easements by negotiation or condemnation. Adopted by the City Council of the City of Hopkins this 20�h day of October, 2015. Eugene J. Maxwell, Mayor ATTEST: Amy Domeier, City Clerk CITY OF HOPKINS HENNEPIN COUNTY, MINNESOTA RESOLUTION 2015-080 DECLARING THE OFFICIAL INTENT OF THE CITY OF HOPKINS TO REIMBURSE CERTAIN EXPENDITURES FROM GENERAL OBLIGATION IMPROVEMENT BOND PROCEEDS TO BE ISSUED BY THE CITY OF HOPKINS WHEREAS, the Internal Revenue Service has issued Treas. Reg. #1.150-2 providing that proceeds of tax-exempt bonds used to reimburse prior expenditures shall not be deemed spent unless certain requirements are met; and WHEREAS, the City expects to incur certain expenditures, which may be financed temporarily from sources other than bonds, and reimbursed from the bond proceeds; NOW, THEREFORE, BE IT RESOLVED, by the City Council of the City of Hopkins, Minnesota: l. The City intends to incur expenditures for the project described in Council Report 2015-122, for City Project 2015-10 (the "Project"), and intends to reimburse itself for such expenditures from the bond proceeds to be issued by the City in the maximum principal amount described in the "project". 2. The City Manager is authorized to designate additions to Project 2015-10 in circumstances where time is of the essence, and any such designation shall be reported to the Council at the earliest practicable date and shall be filed with the official books and records of the City. 3. This resolution is intended to constitute a declaration of official intent for the purpose of Treas. Reg. #1.150-2 and any successor law, regulation, ruling or amendment pertaining thereto. Adopted by the City Council of the City of Hopkins, Minnesota, this 20�h day of October, 2015. : ATTEST: Amy Domeier, City Clerk Eugene J. Maxwell, Mayor o� �N � ��z m � 5 S ��ef5 � SUN�O October 9, 2015 BO I_TON 8� M� N K, Mr. Nate Stanley, P.E., City Engineer City of Hopkins 1010 1 �r Street South Hopkins, MN 55343 Consulting Engineers & Surveyors 12224 Nicollet Avenue • Burnsville, MN 55337 Phone (952) 890-0509 • Fax (952) 890-8065 www.bolton-menk.com Re: Proposal for Professional Engineering and Surveying Services 2016 Street and Utility Improvements – Final Design & Construction Services City of Hopkins, Minnesota Dear Mr. Stanley: I NCo We are pleased to offer you our proposal for professional engineering and surveying services for the final design and construction phases of the City of Hopkins' 2016 Street and Utility Improvements. This proposal is based on the preliminary engineering report prepared as part of the feasibility phase of the project and has been prepared in the form of our standard agreement consistent with past projects. The enclosed Detailed Work Plan and Estimate of Project Fees further detail our proposed level of effort. In addition to the enclosed standard agreement, Exhibit I details our proposed process and scope of work to be performed. The schedule presented in Exhibit I illustrates a streamlined schedule, for council meetings, consistent with the approach followed in years past for assessment projects. The proposed project schedule is intended to meet the City's desire to have a bid opening early in the "bidding season". Upon authorization by the Council on the 20`h, we will proceed with final design of the improvements immediately to meet this tight deadline for the City. As always, thank you for allowing Bolton & Menk, Inc. to submit this proposal for your consideration. Upon your review and approval of this agreement, please sign each copy of the agreement, and return them both to our office. I will return a fully executed copy to you. If you have any questions regarding this proposal or would like to discuss any of its details, please do not hesitate to call me. We truly appreciate and value our continued warking relationship with the City of Hopkins. Sincerely, BOLTON & MENK, INC. — r � ', 4''w � , ��' � ` � r ; C: �� . ✓ '� Michael J. Waltman, P.E. Principal Engineer CC: Marcus A. Thomas, P.E., Burnsville Office Manager N:�Proposals�IIopkins\Hopkins 2016 I�nproveinents\Stanley 100915.doc DESIGNING FOR A BETTER TOMORROW Bolton & Menk is an equal opportunity employer AGREEMENT FOR PROFESSIONAL SERVICES FINAL DESIGN & CONSTRUCTION SERVICES 2016 STREET & UTILITY IMPROVEMENTS CITY OF HOPKINS, MINNESOTA This Agreement, made this 20`t' day of October, 2015, by and between CITY OF HOPKINS, 1010 ls` Street South, Hopkins, MN 55343, hereinafter referred to as CLIENT, and BOLTON & MENK, INC., 12224 Nicollet Avenue, Burnsvi]le, MN 55337, hereinafter referred to as CONSULTANT. WITNESS, whereas the CLIENT requires professional services in conjunction with the 2016 STREET & IMPROVEMENTS and whereas the CONSULTANT agrees to furnish the various professional services required by the CLIENT. NOW, THEREFORE, in consideration of the mutual covenants and promises between the parties hereto, it is agreed: SECTION I - CONSULTANT'S SERVICES A. The CONSULTANT agrees to perform the various Basic Services in connection with the proposed project as described in Exhibit I. B. Upon mutual agreement of the parties hereto, Additional Services may be authorized as described in Exhibit I or as described in Paragraph IV.B. SECTION II - THE CLIENT'S RESPONSIBILITIES A. The CLIENT shall promptly compensate the CONSULTANT in accordance with Section III of this Agreement. B. The CLIENT shall place any and all information related to the project in its custody at the disposal of the CONSULTANT for its use. Such information shall include but shall not be limited boundary surveys, topographic surveys, preliminary sketch plan layouts, building plans, soil surveys, abstracts, deed descriptions, tile maps and layouts, aerial photos, utility agreements, environmental reviews, and zoning limitations. The CONSULTANT may rely upon the accuracy and sufficiency of all such information in performing services unless otherwise instructed, in writing, by CLIENT. This obligation shall not include information that is classified as private or confidential under the Minnesota Government Data Practices Act (MGDPA), unless access to such information is essential to the CONSULTANT's scope of services, in which case the CLIENT shall establish in writing, and CONSULTANT shall comply with, any conditions governing access to and use of such private or confidential information._ C. The CLIENT will guarantee access to and make all provisions for entry upon both public and private portions of the project and pertinent adjoining properties. D. The CLIENT will give prompt notice to the CONSULTANT whenever the CLIENT observes or otherwise becomes aware of any defect in the proposed project. City of Hopkins 2016 Agreement (Modified from 2004 Standard Forin) VER. 5/21/2015 Page 1 of 9 E. The CLIENT shall designate a liaison person to act as the CLIENT'S representative with respect to services to be rendered under this Agreement. Said representative shall have the authority to transmit instructions, receive instructions, receive information, interpret and define the CLIENT'S policies with respect to the project and CONSULTANT'S services. F. The CLIENT shall provide such legal, accounting, independent cost estimating and insurance counseling services as may be required for completion of the consultant services described in this agreement. G. The CLIENT will obtain any and all regulatory permits required for the proper and legal execution of the project. H. The CLIENT will hire, when requested by the CONSULTANT, an independent test company to perform laboratory and material testing services, and soil investigation that can be justified for the proper design and construction of the project. The CONSULTANT shall assist the CLIENT in selecting a testing company. Payment for testing services shall be made directly to the testing company by the CLIENT and is not part of this Agreement. City of Hopkins 2016 Agreement (Modified from 2004 Standard Forin) VER. 5/21/2015 Page 2 of 9 SECTION III - COMPENSATION FOR SERVICES A. FEES. 1. The CLIENT will compensate the CONSULTANT in accordance with the following schedule of fees for the time spent in performance of Agreement services. Schedule of Fees Classification Sr. Project Manager — Sr. Principal Engineer/Surveyor Sr. Project Manager — Principal Engineer/Surveyor Project Manager Project/Design Engineer/Planner Licensed Surveyor Project Surveyor Specialist (Nat. Resources; GIS; Traffic; Other) Senior Technician (Inc. Survey') Technician (Inc. Survey') Administrative Support & Clerical GPS/Robotic Survey Equipment CAD/Computer Usage Routine Photo Copying/Reproduction Hourlv Rates $140-198/Hour $118-166/Hour $100-150/Hour $64-144/Hour $76-140/Hour $60-110/Hour $70-130/Hour $70-145/Hour $54-98/Hour $35-84/Hour No Charge No Charge No Charge Routine Of�ce Supplies No Charge Field Supplies/Survey Stakes & Equipment No Charge Mileage No Charge �No separate charges will be made for GPS or robotic total stations on Bolton & Menk, Inc. survey assignments; the cost of this equipment is included in the rates for Survey Technicians. 2. Total cost for the services itemized under Section I.A (Basic Fee) shall not to exceed $506,096. Itemization of this cost is as shown in the attached DETAILED WORK PLAN and PROJECT FEES tables. In addition to the foregoing, CONSULTANT shall be reimbursed at cost plus an overhead fee (not-to-exceed 10%) for the following Direct Expenses when incurred in the performance of the work. a. b. c. d. e. CLIENT approved outside (facilities not owned by CONSULTANT) computer services. CLIENT approved outside professional and technical services. Outside reproduction and reprographic charges. Expendable field supplies and special field equipment rental. Other costs for such additional items and services that the CLIENT may require the CONSULTANT to provide to fulfill the terms of this Agreement. 4. Additional services as outlined in Section I.B will vary depending upon project conditions and will be billed on an hourly basis at the rate described in Section III.A.1. B. The payment to the CONSULTANT will be made by the CLIENT upon billing at intervals not more often than monthly at the herein rates. City of Hopkins 2016 Agreement (Modified from 2004 Standard Forin) VER. 5/21/2015 Page 3 of 9 SECTION IV - GENERAL A. STANDARD OF CARE Professional services provided under this Agreement will be conducted in a manner consistent with that level of care and skill ordinarily exercised by members of the Consultant's profession currently practicing under similar conditions. No warranty, express or implied, is made. B. CHANGE IN PROJECT SCOPE In the event the CLIENT changes or is required to change the scope of the project from that described in Section I andlor the applicable addendum, and such changes require Additional Services by the CONSULTANT, the CONSULTANT shall be entitled to additional compensation at the applicable hourly rates. The CONSULTANT shall give notice to the CLIENT of any Additional Services, prior to furnishing such additional services. The CLIENT may request an estimate of additional cost from the CONSULTANT, and upon receipt of the request, the CONSULTANT shall furnish such, prior to authorization of the changed scope of work. C. LIMITATION OF LIABILITY CONSULTANT shall indemnify, defend, and hold harmless CLIENT and its officials, agents and employees from any loss, claim, liability, and expense (including reasonable attorneys' fees and expenses of litigation) arising from, or based in the whole, or in any part, on any negligent act or omission by CONSULTANT'S employees, agents, or subconsultants. In no event shall CLIENT be liable to CONSULTANT for consequential, incidental, indirect, special, or punitive damages. CLIENT shall indemnify, defend, and hold harmless CONSULTANT and its employees from any loss, claim, liability, and expense (including reasonable attorneys' fees and expenses of litigation) arising from, or based in the whole, or in any part, on any negligent act or omission by CLIENT'S employees, agents, or consultants. In no event shall CONSULTANT be liable to CLIENT for consequential, incidental, indirect, special, or punitive damages. Nothing contained in this Agreement shall create a contractual relationship with or a cause of action in favor of a third party against either the CLIENT or the CONSULTANT. The CONSULTANT'S services under this Agreement are being performed solely for the CLIENT'S benefit, and no other entity shall have any claim against the CONSULTANT because of this Agreement or the performance or nonperformance of services provided hereunder. The CLIENT agrees to include a provision in all contracts with contractors and other entities involved in this project to carry out the intent of the paragraph. D. INSURANCE The CONSULTANT agrees to maintain, at CONSULTANT'S expense a commercial general liability and excess umbrella general liability insurance policy or policies insuring CONSULTANT against claims for bodily injury, death or property damage arising out of CONSULTANT'S general business activities. The general liability coverage shall provide limits of not less than $2,000,000 per occurrence and not less than $2,000,000 general aggregate. Coverage shall include Premises City of Hopkins 2016 Agreement (Modified from 2004 Standard Forin) VER. 5/21/2015 Page 4 of 9 and Operations Bodily Injury and Property Damage; Personal and Advertising Injury; Blanket Contractual Liability; Products and Completed Operations Liability. 2. The CONSULTANT also agrees to maintain, at CONSULTANT' S expense, a single limit or combined limit automobile liability insurance and excess umbrella liability policy or policies insuring owned, non-owned and hired vehicles used by CONSULTANT under this Agreement. The automobile liability coverages shall provide limits of not less than $1,000,000 per accident for property damage, $2,000,000 for bodily injuries, death and damages to any one person and $2,000,000 for total bodily injury, death and damage claims arising from one accident. CLIENT shall be named Additional Insured for the above liability policies. 4. The CONSULTANT agrees to maintain, at the CONSULTANT'S expense, statutory worker's compensation coverage together with Coverage B, Employer's Liability limits of not less than $500,000 for Bodily Injury by Disease per employee, $500,000.00 for Bodily Injury by Disease aggregate and $500,000 for Bodily Injury by Accident. During the period of design and construction of the project, the CONSULTANT also agrees to maintain, at CONSULTANT'S expense, Professional Liability Insurance coverage insuring CONSULTANT against damages for legal liability arising from an error, omission or negligent act in the performance of professional services required by this agreement. The professional liability insurance coverage shall provide limits of not less than $2,000,000 per claim and an annual aggregate of not less than $2,000,000 on a claims-made basis. 6. CLIENT shall maintain statutory Workers Compensation insurance coverage on all of CLIENT's employees and other liability insurance coverage for injury and property damage to third parties due to the CLIENT' S negligence. 7. Prior to commencement of this Agreement, each party will provide the other with certificates of insurance, showing evidence of required coverages. All policies of insurance shall contain a provision or endorsement that the coverage afforded will not be canceled or reduced in limits by endorsement for any reason except non-payment of premium, until at least 30 days prior written notice has been given to the Certificate Holder, and at least 10 days prior written notice in the case of non-payment of premium. E. OPINIONS OR ESTIMATES OF CONSTRUCTION COST Where provided by the CONSULTANT as part of E�ibit I or otherwise, opinions or estimates of construction cost will generally be based upon public construction cost information. Since the CONSULTANT has no control over the cost of labor, materials, competitive bidding process, weather conditions and other factors affecting the cost of construction, all cost estimates are opinions for general information of the CLIENT and the CONSULTANT does not warrant or guarantee the accuracy of construction cost opinions or estimates. The CLIENT acknowledges that costs for project financing should be based upon contracted construction costs with appropriate contingencies. F. CONSTRUCTION SERVICES City of Hopkins 2016 Agreement (Modified from 2004 Standard Forin) VER. 5/21/2015 Page 5 of 9 It is agreed that the CONSULTANT and its representatives shall not be responsible for the means, methods, techniques, schedules or procedures of construction selected by the contractor or the safety precautions or programs incident to the work of the contractor. G. USE OF ELECTRONIC/DIGITAL DATA Because of the potential instability of electronic/digital data and susceptibility to unauthorized changes, copies of documents that may be relied upon by CLIENT are limited to the printed copies (also known as hard copies) that are signed or sealed by CONSULTANT. Except for electronic/digital data which is specifically identified as a project deliverable by this AGREEMENT or except as otherwise explicitly provided in this AGREEMENT, all electronic/digital data developed by the CONSULTANT as part of the PROJECT is acknowledged to be an internal working document for the CONSULTANT'S purposes solely and any such information provided to the CLIENT shall be on an "AS IS" basis strictly for the convenience of the CLIENT without any warranties of any kind. As such, the CLIENT is advised and acknowledges that use of such information may require substantial modification and independent verification by the CLIENT (or its designees). Provision of electronic/digital data, whether required by this Agreement or provided as a convenience to the Client, does not include any license of software or other systems necessary to read, use or reproduce the information. It is the responsibility of the CLIENT to verify compatibility with its system and long-term stability of media. CLIENT shall indemnify and hold harmless CONSULTANT and its Subconsultants from all claims, damages, losses, and expenses, including attorneys' fees arising out of or resulting from third party use or any adaptation or distribution of electronic/digital data provided under this AGREEMENT, unless such third party use and adaptation or distribution is explicitly authorized by this AGREEMENT. H. REUSE OF DOCUMENTS All data collected, created, received, maintained, or disseminated, or used for any purposes in the course of the CONSULTANT'S performance of the Agreement is governed by the Minnesota Government Data Practices Act, Minnesota Statutes Section 13.01, et seq. or any other applicable state statutes and state rules adopted to implement the Act, as well as state statutes and federal regulations on data privacy. The Consultant agrees to abide by these statutes, rules and regulations and as they may be amended. In the event the CONSULTANT receives a request to release data, it shall notify CLIENT as soon as practical. The CLIENT will give instructions concerning release of data to requesting party and CONSULTANT will be reimbursed as Additional Services by CLIENT for its reasonable expenses in complying with the request. I. PERIOD OF AGREEMENT This Agreement will remain in effect for the longer of a period of two years or such other explicitly identified completion period, after which time the Agreement may be extended upon mutual agreement of both parties. PAYMENTS City of Hopkins 2016 Agreement (Modified from 2004 Standard Forin) VER. 5/21/2015 Page 6 of 9 If CLIENT fails to make any payment due CONSULTANT for services and expenses within thirty days after date of the CONSULTANT'S invoice, a service charge of one and one-half percent (1.5%) per month or the maximum rate permitted by law, whichever is less, will be charged on any unpaid balance. In addition after giving seven days' written notice to CLIENT, CONSULTANT may, without waiving any claim or right against the CLIENT and without incurring liability whatsoever to the CLIENT, suspend services and withhold project deliverables due under this Agreement until CONSULTANT has been paid in full all amounts due for services, expenses and charges. K. TERMINATION This Agreement may be terminated by the CLIENT for any reason or for convenience by the CLIENT upon seven (7) days written notice. The CONSULTANT may only terminate for non- payment by CLIENT upon CLIENT's failure to cure upon 30 days written notice. L. CONTINGENT FEE The CONSULTANT warrants that it has not employed or retained any company or person, other than a bona fide employee warking solely for the CONSULTANT to solicit or secure this Contract, and that it has not paid or agreed to pay any company or person, other than a bona fide employee, any fee, commission, percentage, brokerage fee, gift or any other consideration, contingent upon or resulting from award or making of this Agreement. M. NON-DISCRIMINATION The provisions of any applicable law or ordinance relating to civil rights and discrimination shall be considered part of this Agreement as if fully set forth herein. The CONSULTANT is an Equal Opportunity Employer and it is the policy of the CONSULTANT that all employees, persons seeking employment, subcontractors, subconsultants and vendors are treated without regard to their race, religion, sex, color, national origin, disability, age, sexual orientation, marital status, public assistance status or any other characteristic protected by federal, state or local law. N. CONTROLLING LAW This Agreement is to be governed by the law of the State of Minnesota. O. DISPUTE RESOLUTION CLIENT and CONSULTANT agree to negotiate all disputes between them in good faith for a period of 30 days from the date of notice of dispute prior to proceeding to formal dispute resolution or exercising their rights under law. Any claims or disputes unresolved after good faith negotiations shall first be submitted to mediation utilizing the Minnesota District Court Rule ll4 Roster. Disputes not resolved by mediation shall then be submitted to arbitration in accordance with provisions of the Construction Industry Arbitration Rules of the American Arbitration City of Hopkins 2016 Agreement (Modified from 2004 Standard Forin) VER. 5/21/2015 Page 7 of 9 Association. CONSULTANT and the CLIENT agree to require an equivalent dispute resolution process governing all contractors, sub-contractors, suppliers, consultants, and fabricators concerned with this proj ect. P. SURVIVAL All obligations, representations and provisions made in or given in Section IV of this Agreement will survive the completion of all services of the CONSULTANT under this Agreement or the termination of this Agreement for any reason. Q. SEVERABILITY Any provision or part of the Agreement held to be void or unenforceable under any law or regulation shall be deemed stricken, and all remaining provisions shall continue to be valid and binding upon CLIENT and CONSULTANT, who agree that the Agreement shall be reformed to replace such stricken provision or part thereof with a valid and enforceable provision that comes as close as possible to expressing the intention of the stricken provision. City of Hopkins 2016 Agreement (Modified from 2004 Standard Forin) VER. 5/21/2015 Page 8 of 9 SECTION V - SIGNATURES THIS INSTRUMENT embodies the whole agreement of the parties, there being no promises, terms, conditions or obligation referring to the subject matter other than contained herein. This Agreement may only be amended, supplemented, modified or canceled by a duly executed written instrument signed by both parties. IN WITNESS WHEREOF, the parties hereto have caused this Agreement to be executed in their behalf. CLIENT: Cit. o�pkins, Minnesota CONSULTANT: Bolton & Menk, Inc. Date Mike Waltman, P.E., Principal Engineer Marcus A. Thomas, P.E., BMI Office Manager Date City of Hopkins 2016 Agreement (Modified from 2004 Standard Forin) VER. 5/21/2015 Page 9 of 9 EXHIBIT I FINAL DESIGN, CONSTRUCTION OBSERVATION, ADMINISTRATION & STAKING 2016 STREET AND UTILITY IMPROVEMENTS CITY OF HOPKINS, MINNESOTA A. BASIC SERVICES In accordance with the City of Hopkins' Preliminary Engineering Report, Bolton & Menk, Inc. has been requested to complete final design, bidding assistance, construction staking, construction observation and construction administration services for the City's 2016 Street and Utility Improvements. The project area includes the following corridors: ■ 21�` Avenue N, 2nd Street N to 4�' Street N ■ 20`�' Avenue N, Mainstreet to 3rd Street N(extension thereo� ■ 19`�' Avenue N, Mainstreet to ls` Street N ■ 18`� Avenue N, Mainstreet to 4`� Street N(extension thereo� ■ 4�' Street N, 21�` Avenue N to 19`i' Avenue N, including parking area along Park ■ 3rd Street N, 18�' Avenue N to 17�' Avenue N ■ 2nd Street N, 20�` Avenue N to 17`r' Avenue N ■ Alley north of 3rd St N, from 18�' Avenue N to i/z block east Building from tasks 1 through 3 of our preliminary design scope of services, detailed tasks associated with the work are itemized in the attached Detailed Work Plan and are described as follows: Task 4: Final Design & Bidding Services Fina1 Desi�n Fina1 design for the 2016 Street and Utility Improvements will be completed based on the Preliminary Engineering Report completed by Bolton & Menk, Inc. in September, 2015. Detailed construction plans will be prepared in Civi13D design software, illustrating plan and profile views of the street reconstruction and utility improvements. Cross sections will be shown for reconstructed streets at a maximum of 50' spacing. Required construction details will be provided. Special Provisions and construction cost estimates will also be prepared. Final plans and specifications will be completed in compliance with the City of Hopkins' Engineering Guidelines. Final plans will be submitted for review and comment by private utility owners. Permit applications will be completed as noted in the Preliminary Engineering Report. The project will be advertised, bids will be taken, and recommendation will be made to accept or reject bids. Meetings included during final design include three (3) City Staff meetings for design review and two (2) City Council meetings for final plan presentation and conducting the Public Assessment Hearing. Su�lementarv Topo�raphic SurveX Completion of the Feasibility Study for this project has revealed the need for some additional topographic survey, necessary to complete the final design of the proposed City of Hopkins j October 9, 2015 improvements. These areas include the HCRRA right of way corridor and 3rd Street N (20�' Ave N to 21s` Ave N) where trenchless watermain construction is proposed. Special Assessments Assistance For this project, the City of Hopkins intends to assess this project prior to awarding the contract, based on low-bidder bid results. Bolton & Menk will prepare a final assessment roll after bids have been opened and will attend the public assessment hearing to assist City Staff. Task 5: Construction Services Construction Stakin� Construction staking indicating cuts to the line and grade of the proposed utilities will typically be performed at intervals of 50 feet. Curb stakes will be set along the reconstructed roadways at intervals of 25 feet. Construction Observation and Administration This project is proposed to be constructed during the 2016 construction season and we anticipate three phases of construction, each lasting approximately 8 weeks in duration. The projected fee estimate is therefore based upon a 24-week construction season. Full time construction observation is proposed for this project. Duties of the Construction Observer will include attendance at the pre-construction meeting and all construction- related meetings, service as a liaison between the City and the contractor, review of the completed work to determine if the project is in general conformance with the plans and specifications, review of all materials testing, maintenance of construction documentation, and communication with affected property owners, as necessary, to address their construction-related concerns and issues. Administration duties include a pre-construction meeting, weekly project meetings, review of shop drawings, and preparation of pay estimates. Observation and administration services will be completed on an hourly basis. Estimated weekly time spent for observation and administration is 55 hrs/wk and 15 hrs/wk, respectively. Record Drawings & GIS Inte rag tion Record drawings detailing the completed improvements as recorded by the construction observer and the City of Hopkins' contractor will be completed and furnished to the City in hard copy and electronic format. These record drawings will be provided to the City in hardcopy and also integrated with the City's GIS web application in PDF. Utilities, signs, curb stops, and structures will located (horizontally) after construction using a handheld GPS unit and will also be incorporated in the GIS schematic layout as GIS entities. City of Hopkins 2 October 9, 2015 The following is a preliminarv schedule for the 2016 Street & Utilitv Improvements: Preparation of Final Plans & Specifications ................... October 21 — December 15, 2015 Approve Final Plans & Speci�cations / Set Bid Date / Set Assessment Hearing Authorize Advertisement for Bids ........................................ December 15, 2015 BidOpening .............................................................................................. January 13, 2015 Council Sets Public Assessment Hearing Date ................................... January 19, 2016 Council Accepts Bids / Conduct Public Assessment Hearing / Adopt Assessment Roll / Award Bid ..................................... February 16, 2016 Construction ........................................................................................ April - October 2016 B. ADDITIONAL SERVICES Consulting services performed other than those authorized under Section LA. shall be considered not part of the Contract Services and may be authorized by the CLIENT as additional services. Additional Services consist of those services which are not generally considered to be Contract Services; or exceed the requirements of the Contract Services; or are not definable prior to the commencement of the project; or vary depending on the technique, procedures or schedule of the project contractor. Additional services may consist of the following: 1. Cost of postage for mass mailing (those with greater than 100 recipients). 2. All other services not specifically identified in Section A. City of Hopkins 3 October 9, 2015 DETAILED WORK PLAN ESTLMATED PERSON-HOURS 2016 STREET & UTILITY IMPROVEMENTS: TOPOGRAPHIC SURVEY & FEASIBILITY STUDY CITY OF HOPKINS. MINNESOTA i o�sizoi s ESTIMATE OF PROJECT FEES 2016 STREET & UTILITY IMPROVEMENTS: TOPOGRAPHIC SURVEY &FEASIBILITY STODY CITY OF HOPKINS, MINNESOTA