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VII.2. Order Public Hearing - 2016 Street Improveents Feasibility Report CR2015-095 %/ �\ �� Cii.y of Kopkins September 15, 2015 Council Report 2015-095 ORDER PUBLIC IMPROVEMENT HEARING 2016 STREET AND UTILITY IMPROVEMENTS CITY PROJECT 2015-10 Proposed Action Staff recommends the following motion: adopt Resolution 2015-063, Resolution Ordering Public Improvement Hearing, 2016 Street and Utility Improvements. This action continues an assessable project for street and utility improvements. Overview At its May 19, 2015 meeting, the Hopkins City Council authorized Bolton & Menk, Inc. to prepare a feasibility report concerning street and utility improvements along 18th Avenue North, 19th Avenue North, 20`" Avenue North, 21 S` Avenue North, 2°d Street North, 3rd Street North, 4`h Street North, and the alley in the Hennepin County Regional Railroad Authority (HCRRA) right-of-way from 18t" Avenue to approximately one-half block east. The report is complete and is now submitted to Council for review and further action. A summary of the issues is provided here, and staff will provide a detailed summary of the report at the Council meeting. Primary Issues to Consider ■ Scope of Improvements ■ Public Input ■ Assessments ■ Project Budget and Costs ■ Project Schedule ■ Staff Recommendation Supportin�Information ■ Feasibility Report ■ Resolution 2015-063 Nate Stanley, P.E., City Engineer Financial Impact: $5,209,000 Budgeted: Y/N_Y_ Source: _PIR, SA, Water, Sanitarv, Storm Related Documents (CIP, ERP, etc.): CIP _Notes: Council Report 2015-095 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 1 S' Street North • 20`" Avenue North from Mainstreet to 3`d Street North • 21 St Avenue North from south of 2°d Street North to Trunk Highway 7 • 2°d Street North from 17'" Avenue North to 20th Avenue North • 3r`� Street North from 17t�' Avenue North to 18t�' Avenue North • 4`�' Street North from 19`" Avenue North to 21 S`Avenue North • Alley in HCRRA right-of-way from 18t� Avenue North to the east The pavement condition index for most of the project area is below 40, which indicates failed pavement and warrants reconstruction. Proposed street improveinents include full reconstruction of streets and new curb and gutter throughout the project area. Street width improvements were also considered with this proj ect. The north half of 4th 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 ageement for reimbursement can be developed. Water main is proposed to be replaced tlu-oughout the project area. Most of the existing main is in excess of 60 years old and made from cast iron. New main will be ductile iron, which has better reliability and when properly installed a longer lifecycle than cast iron. 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 215t Avenue North and 4`" Street North is not proposed for replacement. The main is ductile iron pipe and was installed in 1970. Public Works staff has reviewed the pipe and doesn't believe it needs to be replaced at this time. 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 sidewalk along the Avenues near Mainstreet. New sidewalk will be added along 18`", 19t", and 20t�' Avenues from Mainstreet north the east/west alley. Residents were asked if additional sidewalk 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 Council Report 2015-095 Page 3 assessments. The meeting invitation was sent to all property owners from 17'�' Avenue to 21 t" Avenue between Mainstreet and 4t" Street North, it is estimated that 50 people attended the meeting. Most questions at the meeting pertained to assessments and construction issues. 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. Over the last month, 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 minimize 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 preliminary assessment roll has been calculated and can be found in the appendix 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 10% contingency and 25% for legal, administrative, and engineering costs totals to $5,209,000. The costs and budget items are as follows: CIP Budget Proposed Fundin PI-PIR/General Obligation Bonds $1,200,000 $1,310,000 Assessments 1,250,000 1,388,000 Storm Sewer Fund 450,000 450,000 Sanitary Sewer Fund 600,000 773,000 Water Fund 600,000 1,210,000 City of Minnetonka 78,000 Total 4,100,000 $5,209,000 It should be noted that the current estimate exceeds the CIP budgeted amounts for the project. The estimating for the CIP was completed prior to in-depth analysis of the project area, particularly the Council Report 2015-095 Page 4 existing sanitary sewer and water main system which together account for the majority of the overage in the current estimate. Other si�mificant 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 will be working with the Finance Director to amend the CIP as necessary to assure the project as proposed can be funded. Staff will return to council with an update on costs prior to contract award. Project Schedule Neighborhood meeting on assessments August 27, 2015 Accept feasibility report/order public hearing September 15, 2015 Public hearing/order final design October 20, 2015 Approve final plans/order bids December 15, 2015 Order Assessment Hearing January 19, 2016 Order Public Assessment Hearing Conduct Public Assessment Hearing/ February 16, 2016 Adopt Assessment Roll/Award Contract Begin Construction April, 2016 Complete Construction October, 2016 Staff Recommendation Staff recommends accepting the feasibility report and ordering a public hearing for October 20, 2015. • � u 1 - ,`,d�1 � 4:� hq-4�Y !'k='y .y.�6,'a'�',�"�Yr^ f�"i�i �`+sy4:J�v-"t':'�h�j...'i"l.�° t � ��. . . . � .:. � �r��- �. � � I �,. �k ` �'rt � y.�, �i+y 4� y . , ' � 9 �M1!.1r� b �. ��± � �`F V��. . _ ,��t �`� -; �� S '�. �` o .4 �`'��`+,`� ~ " V t ,.� .��' � � `��,�" �� a' � � p. �� ,`� «r � " i •,� � +�?�` ,s' a � _*�`� �*. �''+� r+ . ��.� �,�� ', '�<� . ti. . .�-,'�"�f, `��' �� e.�3 k � �:W , i . . � _- t �'s i'w• .. '_`. . _ 1��{'. '�. ��Hf,�'� ��y4 i.��:,, . �-� - . .—��. . „, � . � � . " : ��. e ' � � . ..._ r:t5,�,-.':' Preliminary Engineering Report 2016 Street & Utility Improvements c�ty o� f-�o�k��s City Project No. 2015-10 BMI 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 Certitication 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. ��(�`1��. r/ , �, U1.�.�_-� By. l ��. `� Mike Waltman, P.E. License No. 48696 Date: September 11,2015 Prepared by:Bolton&Menk,Inc. Certification 2016 Street&Utility Improvements�T16.110077 1�c� �� C�i �QC�l�:� �l�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 Appendix 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 repart examines the proposed street and utility improvements including stonn sewer,water main, sanitary sewer, and street reconstruction in the neighborhood surrounding Hilltop Park, including the following streets: • 18th Avenue North froin 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 1 st 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 froinl8th 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 1.1 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 coinpleted to identify the infrastructure iinprovements 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 project related concerns including water and sewer services,and drainage issues. Cominents provided by the residents give us a better understanding of areas of concern within the project area.A copy of the questionnaire and a suminary 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 of mostly of single family high density zoning(residential neighborhood), with some park and cominercial zoning and usage. 3.0 EXISTING CONDITIONS 3.1 Streets The bituminous streets within the project areas are aged and exhibit various levels of wear and distress. This is evident on the surface by transverse,block,and alligator cracking. The majority 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 project area including numerous street patches. Prepared by:Bolion&Menk,Inc. BACKGROUND 2016 Street&Utility Improvements�T16.110077 Page 2 Existin�Conditinns � +�� ' �{o� I i� �°. ,y- I j � . � y,�}.....yti 7ik , � � � . �� - y • . - •., ..�.� �f^:�... . � � � .. ... � ��S}r�. ��` , i . � �4 x fa �. -.� .n�J �',d.� ,.. ..,� — 4 � � w� 9L^ � '^�.tr . �. e - ..a � ,.ny,Aiy"'�Y .��.., ' "�•'�� . n^d , . $�.`i,' ��'4� ";.N"a #.� � ' K "� � � � "a��'�tr� '�' "'.��.'"Xt _ . . � ,.r ,;�'y'�. ° -Y`<<' ., ' __. . . . . . z _.. .;a.� � . . �.. �-rs- . ..... -ti.. yT'`�� . . .. � , -a� .aK..�..,,�. �.. �• . . �. � '.: �t ' . � y.��4�"��'��.1..._�� .. , _ �Y � . . ' ....�� f�... . `�,T . � ,- .. . � , . . .. ,�.a. .. �.� ... . �' > �� . _ � �- ... -:.� t' � . � _�.. P': 5; . ��+ - . s r'r�''..wi. „C ,�! �:: � � 'wY,:�.x 4' � - � �s.� •t „y�,,4_a `�• ,�, -M .:S {fr. . . .��.,y.. r .� i i .� '7, �� . � ._ � n4.�.t � •'v.. Z '• � . _' n. . �. � ..., Z ` '� '�'f � .�. � . f '�� ,-. �-. ..,�.M . '�9 y . .� ,�i'�"* �`•,�' :. . � +�.. :.... yk i''ti' S' � �9 .�y.1 R � � 111 ' � '• k�. '�y}i� 5 � ,1�1" "`u' i�'t' �C..M`+ 1� }°'\ f. �:�� -.��.e�__t . sw..�.�`.?�'t�-�?S^_-7.�Y.�I..>':�j'��<.. .t��i M�' Y ��,x�. .�} _ ��e"�-'`.-,� .-�y�`��` ',�` : . ,� �. �,� r'4 �; � 1- � e,��`. ��,f ,�. - `1'�i,��,1.9� h ' � t• p� � � �' I V� � � �; _ ,�"� �. � ,� . -� • rr _ . � �� '- - -��. , .� ;.� � . . _ r� ��`:. ;s �� :�ur�� '�k __�� ' � ,�- �„�,^�., . ,._ . ' ,,.�.�� ' ' ., �.y .. �y,�,., "'"" �+."�" .. � . ;:�. ^ ,, � _ �s �..«�� ,:w ��,�,,, _ _ I�'� T-0* _ C ,` ,. �., ^ _t �'��'�' t` �..l1F!;, ^' -,. y 's4� .'"'r ;~. �Q,.•• .. }�, � � �� a M,'r7'�'. .. �- ,� - � .. �y�`� � •�srR, A'°�.�`, � .�e-.... . '. .,fMb<nM?s ��" � ...; .,yq q�,i�....'.a .'Yj:�: �Y'' a' w.?� it! ... - 1'Ir,._-+ x, .T`Li • e�il. ,.� . . :.. ...��. �� , . . ��J' '- X> �r�'' `!k'�r`^'yy �A:i. , . 6._. .. .i.-. . . 4 .-�..� � . ra . .. ..��.�. � --- . .. . __.. .. - . . "�� $_ •..• �.v,mrta.f..:1�..-ser �.�r�f�n..-: .. .4`., � �¢rY{�.a.l-�._ . . . ... �... .�,�'....':.._.:... .. . . . .. . . . 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 silry sand, sand with silt,and clayey sand fill. The resistance of the soils to defonnation under repeated loadings is indicated by the Hveem Stabilometer R value estimated by the geotechnical engineer for the various boring locations. The recoinmended 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, ar 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"footprinY'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 with 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 existing 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. 21 st 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 approximately 0% (very flat)to 14.1% (very steep).No sidewalks exist throughout the project along various blocks and sides of the residential streets. A variety of trees are located in the 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, existing street grade,existing right-of-way(ROW) width, and sidewalk/trail location on each street within the project area. Prepared by:Bolton&Menk,Inc. EXISTING CONDITIONS 2016 Street&Utility Improvements�T16.110077 Page 4 . � - � . Existing Existing Existing Street Existing Street N/�dth Existing Curb Type Longitudinal ROW Sidewalk Side Grade Width 18`h Avenue North 32 feet Concrete B618 0.0%-3.9% 60 feet None 19`h Avenue North 32 feet Concrete B618 0.0%-3.4% 60 feet None 20`h Avenue North 32 feet Concrete 6618 0.3%-8.0% 60 feet None 215t Avenue North 20-29 feet Concrete 6618/Bit 0.3%- 33-66 feet None Curb 14.1°/a 2"d Street North 35-36 feet Concrete 6618 ��% 66 feet None 6.6% 3`d Street North 30 feet Concrete 6618 0'S�� 60 feet None 1.08% 4`h Street North 32 feet Concrete No Gutter/ 0.8°/a-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 average thickness of approximately 5 inches.The subgrade materials varied throughout the neighborhood but were most coimnonly 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 3.2. 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. EXISTING CONDITIONS 2016 Street&Utility Improvements�T16.110077 Page 5 Al[eys Portland Ceinent Concrete(PCC) alleys exist 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 exist 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 froin 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 other 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 wark 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 identified 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/21 st Ave N • Along 19th Avenue, from Mainstreet to 1 st St N • Along 20th Avenue, from Mainstreet to lst 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 infiltration and root intrusion over time due to the large number of joints 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 existing PVC main. Televising records noted some shallow sags in this line and three locations where the existing pipe was moderately cracked. Proposed sanitary sewer improveinents are discussed later in this report. Prepared by:eolton&Menk,Inc. EXISTING CONDITIONS 2016 Street&Utility Improvements�T16.110077 Page 6 3.4 Water Main The existing layout and condition of the water main was detennined 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 21 st Avenue North and along 4th Street North. This pipe was installed in 1969 and 1970. Ductile iron pipe is less brittle than CIP and so is less prone to breakage. DIP is the current City standard watennain material. Service lines in the neighborhood are typically '/-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 figures 3.1 —3.16 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 existing pavement(and base where it exists) is proposed to reduce excavation and iinported 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 inuch as possible and reused as part of the new aggregate base section. The horizontal and vertical alignments will approximate 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 froin 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 21 st 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 existing width of 21s1 Avenue south of the extension of 3`a Street N and consistent with the typical ininimum 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 approximate the existing pavement edge with slight Prepared by:Bolton&Menk,Inc. PROPOSED IMPROVEMENTS 2016 Street&Utility Improvements�T16.110077 Page 7 increases at some locations. Property owners fronting 21S`Avenue N between the extension of 3`d Street N and 4`�' Street N expressed opposition to the widening of 215`Avenue N by primarily citing concerns over impacts to front yards and anticipated increases in traffic speed. An estunated 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 proximity 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 estiinated 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 einergency 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 ininimum grade requireinent,creation of one or multiple new low-points is recommended on both 19th Ave N and 20th Ave N between Mainstreet and lst St N to help facilitate drainage and maintain the minimuin 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 ainounts 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. 4.2 Storm Sewer The existing storm sewer systems are aged and insufficient to meet the Ciry standard design Prepared by:Bolton&Menk,Inc. PROPOSED IMPROVEMENTS 2016 Street&Utility Improvements�T16.110077 Page 8 standards. The existing systems will also be in conflict with the replacement of the sanitary sewer and water main in many locations. Full replacement of the existing stonn sewer systems is recommended as a part of this project. Additional stonn sewers are proposed in areas to help improve drainage reduce depths of water flowing in the streets during larger stonns. The proposed improvements are identified on the figures in Appendix B. 4.3 Sanitary Sewer The information used to evaluate the existing condition of the sanitary sewer includes televised recordings of the sewers,record drawings,manhole reports,and discussions with City staff. 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 recominended to be completely replaced with 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 fire 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 existing service material is copper and less than 10 years old. A new curb stop and box will be provided on each service. The figures 3.1 —3.16 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 fiscal 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 l 8th, 19th,and 20th Avenues. 4.6 Driveways All existing driveways within the project 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:Bolton&Menk,Inc. PROPOSED IMPROVEMENTS 2016 Street&Utility Improvements�T16.110077 Page 9 4.7 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. Umnarked 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. 4.8 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 paveinent 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 dxainage from the existing yards to the streets. 4,10 Boulevard Trees The existing trees in the neighborhood will be protected �" froin the construction. The degree of protection efforts ��-`_ made for any given tree will be based on its species, �; �� °� �y — condition, location, and adjacent homeowner opinions. "'�'�� !d Certain trees may be identified during design or .,,�,� �, � �>- � construction to be removed. This may be due to the street Y� , ^ ..��°'- reconstruction,grading,utility replacement, sidewalk �.'� " � replacement,water service replacement,sewer service � replacement,or other factors. Options to preserve highly �^p�� ' desirable trees in harm's way include small retaining -'�`�w�� walls or moving service lines around trees. The City will wark 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 • Red Oak • Parkway Norway Maple • Greenspire Linden • White Oak • Cathedral Elm 5.0 NEIGHBORHOOD MEETING 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 project with a discussion of existing and proposed street and utility conditions,project costs,projected assessments and schedule. Details related to assessment computation and payment options were provided. Aside froin numerous questions that were addressed at the meeting,notable feedback from the residents included: Prepared by:Bolton&Menk,Inc. NEIGHBORHOOD MEETING 2016 Street&Utility Improvements�T16.110077 Page 10 • 3rd St from 17th Ave to 18th Ave: general agreement of audience to widen road • Concern expressed about 21 st Ave with parking on both sides could prevent emergency vehicle from passing quickly,but cars rarely park on 21 st Ave, consider having one sided parking. Testiinony 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 21 st 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 exists. 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 detennined 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, stonn sewer, sanitary sewer,water main,and turf restoration) are itemized in Appendix A and are summarized in Table 6.1 below. These cost estimates are based upon public construction cost infonnation. 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. . . - ... -. . . . 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. ESTIMATED COSTS 2016 Street&Utility Improvements�T16.110077 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% to the benefitting properties. The iinprovements 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 assessinent for upgrading the street(s) adjacent to the block the parcel is in. To provide relief against excessive assessments,a cap exists in the policy based on assessment rates established on past similar projects. An assessinent 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,utiliry 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 assessinents 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 the necessary repairs. A preliminary assessment roll is included in Appendix C of this report. Prepared by:Bolton&Menk,Inc. ASSESSMENT RATES 2016 Street&Utility Improvements�T16.110077 Page 12 8.0 RIGHT-OF-WAY / EASEMENTS / PERMITS The majority of the proposed improvements will be liinited 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 pennanent 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 BOUNDARY MAP F ._ � � �� , . . ��'.a. �. �� .��;� , — . � .� __, .. �,�.�. �.� � k .'—+._�.,�,•' f .��q�,rA w��N�.�k'�r �€ �c.i � �fir,��''+,�a S.. �, " � .• . �'� � � � � � � 1 y ^ ,. � � ... fl.1�fE'L'� . � �^ �� (��V/��.�1�.�.�}.`� y� ��h:� � . .� �F1�'.]i)IS�[ICt - �� ^S��"rT'�., �."". i` � '�'� � __"_ , , ` '�,��p �'� �� .ri�,` ��wl :� _ ,�hti.��.�'� - �� :�• ,�.� -,�,. ,�, �,•,- ^ .� °.` �•��,v�,,,.�. .»� : '� �''F '�' ,�s z _'� � « � .. . � f.� '�' �• C�� ' , . {�; .) J� ,�"y� � '�� '� ",+� i,fs� . •�, � �". `w{� �#'� �"vF �� ' �. . �- , "i�R''�.. }'�., n�y . }, �` ,w at�� S.�{�� f. �' �'� + � �.� '�r�s��' ',,� �' � �•-"� !'"•�. �' . ' ,µ. .�, . . .�y,xe�'� -.� : w�l�.,rp. � '*� _ �' ". �.,:. +!. �fM4yy �s t : � �.....��. .-i�. '"' . �� _-,. � . l.. , �,�.w.r ,�• b+r��• .1� �N��4b�w`�^: � ��-t? �' "�t � '� � '�' �.4A, � : � � r �� j'< � ! flw-. ' . '�"� ��t'�.uy � , � �i,r�F ` �F.�A d k. � - '�i � ,£-. F'�� - j .- ♦'O�i', +� a..'"r' t�.�Y � r.l� �" � a�, �'�. � � p�. . �; ` eA�� 16 �: ,��+i.�� j �;. r y�` � �, ' � r ._,r . ,+. � � y � ��y� � - .+r. �; 'C '"'�; }'y ,+ � « wt �;��d �� l .+7� rw' *...!��T �� `y�� }'�+� ��3� , . ((. .,e:��'� � _ .'.' �, . �;�� a�W.J` . . � y.�q.' . , � � . '-'4��. • �, qP` a �a� ,M � �� _.]ia.._ n"" �"�` ;,Rr ; �� Watershed District " s r� +��: a�"'• �'_.'.�r. �.. '��, ,. .��, E Boundary line �; �'.+.1". fi�� '� �,,�� ; :�, - ��<��„p. �T � � .,M�- : �� ,� Y� �� e �'. � �,} ��.1 .� Y/��t�� "� qf �� .Y. �' � �' � F � �, �. — � ' � ��r=�� ..� �� f:ii�c f�uu Creeh � . �.. ... + !+r.k.: �, �1�.ltP(Sf1F(�DlStrlct ,,,�' � � � � "tl � y . i n � A. . f � � � 1'°'�. } � w ` �`'�. 1 1 *w�� 1 1 •�� !� y ��1 4 I . .. � .�, a.. ` =;. � � � y �' �: �� i� � ,�#" ' � �� 1zi� �. �. r a' t • . ,. . �. .1r • � � �'"� � ' � � �' ' � e G�i.�.,_.�+� .l..rt�.� � rMRy� �� ' �. � . ..�' ,� . ti � � ��•:� � ��y � ^�e � � f .� j , � �_ .� ��+ ��{� .�y,� � �.: � , . _�. �►-�'�f._ ;r + ,._...i':� , . 1�a .. FIGURE 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 pennit for projects that disturb 5,000 square feet or more of surface area. This project exceeds this limit in both districts and thus an erosion/sediment control pennit will be required for construction. Similarly, a construction stormwater permit from the MPCA will be required. MnDOT An existing 18-inch culvert is being removed and replaced in MnDOT right-of-way at the 21 st 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 replaceinent,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 order]y 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 �Np ITEM UNIT UNIT PRICE QUANTITY TOTAL COST 1 MOBILIZATION LUMP SUM $ 200,000.00 1.00 $200,000.00 2 CLFARING AND GRUBBING�TREE) EACH $ 400.00 23 $9,200.00 3TREETRIMMING LUMPSUM $ 5,000.00 1 $5,000.00 4 REMOVEBITUMINOUSPAVEMENT�TRAIISANDDRIVEWAYS� SQVD $ 4.00 29894 $119,600.00 5REMOVECONCREfEPAVEMENT�WALKS,DRNEWAYS,ANDALLEVS) SQVD $ 6.00 3035 $18,200.00 6REMOVECURB&GUTTER LINFf $ 3.00 15777 $47,300.00 7 REMOVE CONCflETE STEP EACH $ 100.00 78 $7,800.00 8 SAWING CONCREfE PAVEMENT�FULL-0EPTH) LIN FT $ 5.00 2291 $71,500.00 9 SAWING BITUMINOUS PAVEMENT�FULL-0EPTH) lIN Ff $ 4.00 1034 $4,700.00 10 COMMON E7(CAVATION CU YD $ 15.00 9570 $143,600.00 11 SUBGRADE EXCAVATION N VD $ 15.00 2901 $43,500.00 125ElECTGRANUTARBORROW CUYD $ 20.00 2901 $SH,OOO.00 13 TOPSOIL BORROW(SPEQAL) N YD $ 25.00 7494 $37,400.00 14 E%VLORATORV EXCAVATION HOUR $ 450.00 32 $14.400.00 15 ClASS 5 AGGREGATE BASE TON $ 14.00 15230 $213,200.00 16 CLASS 2 AGGREGATE SURFACING(GRAVEL DRIVEWAV) TON $ 29.00 18 $500.00 17RECLAIMBITUMINOUSSURFACE�FUII-0EPTH) SQVD $ 2.50 29024 $72,600.00 18 BI7UMINOUS WEARING COURSE(SPWEA240C) TON $ 83.00 3528 $292,800.00 19 BRUMINOUS NON-WEARING COURSE(SPNWB230C) TON $ 78.00 3528 $275,200.00 20BRUMINOUSMA7ERIALFONTACKCOAT GAL $ 4.60 1598 $7,400.00 21 3"BI7UMINOUSDRIVEWAV&PAVEMENT�SVWEA2408) S(1VD $ 25.00 672 $21,800.00 22 4"WNCREiE WALK SqFf $ 3J0 11275 $41,700.00 23TRUNCATEDDOMES SqFf $ 42.00 24 $1,000.00 24 CONCRETE STEP EACH $ 225.00 78 $17,600.00 25 CONCRETE CURB&GUTTEA LIN F7 $ 13.00 15046 $195,600.00 26 SPOT CONCRETE Nft8&GUTTER REPIACEMENT LIN Ff $ 27.00 SO $2,200.00 27 6"CONCRETE DRNEWAYS&PEDESTRIAN RAMPS 5(1 VD $ 50.00 1783 $89,200.00 28 8"CONCRETE ALLEY SQYD $ 65.00 580 $37,700.00 29 ALLEY CONCRETE TIE-BARS EACH $ 22.00 218 $4.800.00 30 TRAFFlC CONTROL LUMP SUM $ 25,000.00 1 $25,000.00 31 ZEBRA CROSSWALK BLOCK-WHITE EPDXY SQ Ff $ 7.00 108 $800.00 32 TRAFFIC SIGN FOST EACH $ 193.00 35 $6,800.00 33 SIGN PANElS(iYPE C) SQ FT $ 59.00 52 $3.100.00 34 SIGN PANElS(T/PE D) SQFf $ 63.00 17 $1.100.00 35 lANDSCAPE AILOWANCE LUMP SUM $ 30,000.00 1 $30,000.00 36DECIDUOUSTREE-2-INCHDIAMETERB&B EACH $ 350.00 49 $17,200.00 37 INLEf PROTECTION EACH $ 150.00 38 $5,700.00 385TREETSWEEVERWITHOPERATOR HOUR $ 150.00 64 $9,600.00 39 TURF RESTORATION SQVD $ 4.00 16831 $67,300.00 40 PARKING BAV STflIPING IUMV SUM $ 2,000.00 1 $2,000.00 41 REMOVESANITARYSEWERPIPE LINFT $ 4.00 5341 $21,400.00 42 REMOVE SANITARY MANHOLE EAGH $ 500.00 21 $10,500.00 43 SANITARV MANHOIE CASTING EACH $ 650.00 21 $13,700.00 44 8"PVC SDR 35 SANITARV SEWEA VIVE LIN Ff $ 38.00 5341 $203,000.00 45 6"PVG SDR 26 SANITARY SEWER SERVICE VIPE LIN Ff $ 25.00 5379 $134,500.00 46 8"x 6"SDR 26 PVC SERVICE WVE EACH $ 200.00 163 $32,600.00 47SANITARVMANHOLE EACH $ 2,500.00 21 $52,500.00 48RECONNERSANITARVSEWERSERVICE EACH $ 775.00 163 $28,500.00 49 CONNECTTO EXISTIING SANITARY SEWER MANH0IE EACH $ 2,500.00 1 $2.500.00 SOCONNECTTOEXISTINGSANITARYSEWERPIPE EACH $ 1,500.00 6 $9,000.00 51 SANITARVSEWERMAINSPOTREVAIR EACH $ 5,000.00 3 $15,000.00 52 REMOVE WATERMAIN lIN Ff $ 5.00 6432 $32,200.00 53 AenNDON WATERMAIN UN F7 $ 8.00 733 $5,900.00 54 REMOVE HVDRANT EACH $ 300.00 9 $2.700.00 55 CONNECTTO EXISTING WATER MAIN EACH $ 1,326.00 8 $10,600.00 56 HVDRANT EACH $ 3,832.00 9 $34,500.00 57 18"BUTTERFLV VALVE&BO% EACH $ 6,000.00 1 $6,000.00 58 8'GATE VALVE&9oX EACH $ 1,800.00 26 $46,800.00 59 6"GATE VALVE&BOX EACH $ 1,400.00 9 $12,600.00 60 8"DIP WATER MAIN LIN Ff $ 48.00 6223 $298,700.00 67 6"DIP WATER MAIN LIN FT $ 42.00 180 $7,600.00 62 DIRERIONAL DRILlB"WATERMAIN ALONG 3RD 5T N,lOTH TO 715T) LIN Ff $ 125.00 733 $91,600.00 63 1"7VPE K COCPER SERVICE VIPE LIN FT $ 25.00 5577 $139,400.00 64 1"CURB STOP&BO% EACH $ 250.00 169 $42,300.00 65 1"CORPORATION STOP EACM $ 175.00 169 $29.600.00 66 CONNEC�TO EXISTING WATER SERVICE EACH $ 200.00 169 $33,800.00 67 TEMPORAftY WATEft SERVICE EACM $ 275.00 169 $46,500.00 68REMOVESTORMSEWERPIPE IINfT $ 7.00 1128 $7,�0.� 69 REMOVE DRAINAGE STRURUAE EACH $ 300.00 29 $8.700.00 70STORMSEWERCASTING EACH $ 650.00 48 $37,200.00 71 15"RC PIPE SE WER CL V DESIGN 3006(STORM) LIN FT $ 34.00 3456 $117,500.00 72 STORM MANHOIE EACH $ 2,500.00 10 $25,000.00 73 STORM CATCH BASIN EACH $ 1,500.00 38 $57,000.00 74 SAFL BAFFLE W/SUMV IN MANHOLE EACH $ 7,500.00 1 $7,500.00 75 CONNERTO E%ISTING STOAM PIPE EACH $ 750.00 8 $6.000.00 76 CONNERTO E%ISTING DRAINAGE STRUCTURE EACM $ 1,000.00 2 $2,000.00 TOTAL ESTIMATED PROJECT CONSTRUCTION COST $3,788,000.00 CONTINGENCIES 10% $379,000.00 ENGINEERING AND ADMINISTRATION(25%) $1,042,000.00 TOTAL ESTIMATED PROJECT COST 55,209,000.00 Appendix 6: Figures y � �� ' ' � / I Q D 4,� � 4TH STREET N � L � [� � � �' � � '� ' ❑ � �-' '9l� � � � I � � O o p � ' �FY ❑ � C� �JI HILLTOP PARK a � - 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Ri�.�r��K!v"I'o CiT�� Hni,i.(1010 l�"�ST S,I�lo��kin�s 11N SS343)13��: Aucus�r 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. 1. DRAINAGE 1 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: 3. 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 have interest in seeing additional sidewalks within your neighborhood? If so,where? 5. IRRIGATION SYSTEM/INVISIBLE FENCE Yes,we have 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 COMMENTS/QUESTIONS Please describe any issues you suggest be considered as part of this project: The following information is optiona] 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 nstanle��hopkinsnm.com or Mike Waltman at 612-221-6946 or mike��a�boltou-menk.com � � Y C �p O m O �p Z in W i0 Y > m N ~ O Y a V O 2 � � � � N Z c �- y �� `w � > � C � Q 'f0 O. 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'O > -O N N > Z � L " �0 Ul o L m o- � ' Q N n `0 2 y � 3 'o Z � '° o o v`�i � 3 ''° L = m � `" � a a°1i a ¢ u � v '� � � E .. � ° o j a t m � �e 1O c � m .ti � tp ,^y oo « c L ro ai � y ¢ o . y " L a) N � Z w Y O � � � �. � d " a� � � v1 � N V a o0 > � c b m� � y N � u 3 o n E w v, � .' m � o N � o -o > � o � y c �n a 1O o � o v ; v a v m Z ` o � � 3 � Q1 C L T� Q Y C L O N � y � � y � T E � � �O � � -� N N v v u C L L � O � d O1 j Q �n C p �' � � � � � � � ' o � > t a o � -vo � u u' o _ o o a � � E v v u, 3 o u � c o -`o � c L �'ut a n' OD N tV �a 3 C ' � ` �[ .3 U � � '� � O Y p T U C O p 'D v s � a � � r � 3 v � a = 3 � � � 3 ti a v � N L v 3 .-`". a a 3 � = ry Z � .� 0 3 m 3 � � Y c m A N m � V Z N N � } "� L v L ro a � Q C Z O � ` in � N O N v ' - v 'c O z � Z > � � . a� ., � m Q a > o Q � "' � '' ° o a a � � u a E L v � � w � z c � � L `—° Z c � Z v � .p ti ` c � Q � j y j � c � � .Y > „ ° o „ v � � � a v Q � Z � 0 3 a o a c � � � m r « �, � m 1O t H o c a ° u' w � A " _ ` C N m Ul o t °�° � � a� U 1O 'O 3 � r o = a v u ,ri -o a � � Z � o0 � � « a � c � c �a in ou c '° � a 3 > � a+ � a�i y m °1 m °��' u F' E °3' au�i � � s `o v H N � � Z � � H O b O r 2 � d n Y w u r. c c c LL � � � � � � � > .. .., « c v a° m m o0 on m � `o_ z ` � = = = .m a, a °' z Z z Z �w ¢ y v w v �' .� L � LL Q Q Q Q C IC ti p t L t t N W 1� � N V1 O �y � � M �D � M � � O = W N lf1 � N Ol N � � Y C q W m O N Z a w � > � L N V1 Q ~ y = 0 Q fi L Z O � � ti � L O O � j � C Z ° °c 'o > v' a a � � L O Z O > a N � � � Q m d N C N u �. T . L � � > Vf � � � Q C C A = '�-N '�-1 '-I O N L � 7 O � � L � � d E � o .ti � ¢ pN a � m '° `o � E E � ° a � r c m �'a � " � � o 0 � Q N N p w .`r N m � '^ �n .m. > � '� Z 2 3 � 3 v z s w '� r '" N � w v � a c .'�. � c' '^ ¢ ¢ 0� � � DO O � X d L L N r N > "�p � N C ti � N M � C C N V1 !� O O > Appendix E: Neighbarhood Meetings � I � � ; � � i � C �, S � � � � � � � � � a � v E o n^ � � J • � � � o �, �� , � �, s o � � �� .. � � � a � � l � � � � � a � rf\, � r `� .� rl' � �, �.�... � � �� ' C� � � � � � � � � � � � , � � � y � � �' `�l � L N � � � e ( � � ` " v , �' p• a.. v � � aE, m � �� > c -F- i � ° � � ` � � a � " € � . S o � � I _ — °o � � � � s a o � o � ��,' S�� ' � � � � � < � � o � U +' t � Z �' � S � `� -� � �; � � � � 2 J � � o � J `,,/� � � � a � � � J � N � � � 1 0 S � o � r O� �- V � � � + �c � 1 � � O �1 � � � �� , i � � � � � � � ' � n ' C� � `6 � � '.l`, � � � J � � � o � a r�' �h �� `) — *y � c�-� ,.._. N a � '` � C6 M � �,t'� � � � � � �I � � � � � � � � � � � � � �� r � ��, -� � � � ` � � a � � � �: - � �� - �. _ � � � � y ,`o , � J � o J . a = « 5 � � � gaV = `� � � 4� �� ,�� S � � � � � � �� C� , � � „ . � " -� � � � � , � � � �I � �r y1 d � ' � t � ° z �° �� , � �,� i Q � � V � � k i i H O 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 � �� Braun Intertec Corporetion Phone:952.995.2000 11001 Hampshire Avenue S Fax: 952.995.2020 Minneapolis,MN 55438 Web: braunintertec.com l �lTE PTEC The Science You Build On. August 17, 2015 Project B1504504 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: 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 entirety. 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 6.1.a. Log of Boring Sheets...............................................................................................2 6.1.b. Geologic Origins.....................................................................................................3 B.2. Geologic Profile...................................................................................................................3 B.2.a. Pavement Materials...............................................................................................3 B.2.b. Geologic Materials.................................................................................................4 6.2.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.l.b. Anticipated Grade Changes....................................................................................7 C.l.c. Utility Depths..........................................................................................................7 C.1.d. Precautions Regarding Changed Information........................................................7 C.2. Design and Construdion Considerations............................................................................7 C.2.a. Reuse of Materials..................................................................................................7 C.2.b. Pavements and Drainage.......................................................................................7 C.2.c. Utility Support........................................................................................................8 D. Recommendations ...........................................................................................................................8 D.1. Pavements...........................................................................................................................8 D.l.a. Subgrade Preparation and Proofrolls.....................................................................8 D.l.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. Materia�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.l.a. Material Strata .....................................................................................................13 F.l.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 � �,�� r � l �� 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 ist 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. ■ GeologicAtlas 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. � �� I NT�RTF� 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 6.1.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. � �.. 0..` . , i ,�<TFC City of Hopkins Project 61504504 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.i.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 Summary 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. �� INT�RTFC City of Hopkins Project 61504504 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 NT�RTFC City of Hopkins Project 61504504 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 21st Avenue 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) 3 to 16 mixed SM/SC 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 NTF RTEC City of Hopkins Project 61504504 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'/: SC 8 --- ST-17 5 SP 4 --- ST-18 7% SP 4 --- ST-19 10 SP 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. i : � � �. � s City of Hopkins Project 61504504 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.i.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 �- �� I NT�RTEC 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.i.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� �ii: I � � City of Hopkins Project 61504504 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.i.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. ( , . f ' � City of Hopkins Project 61504504 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 3149.282 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.i.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. �.= ��3. INTE �: � 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. � �� iNT� ��r� City of Hopkins Project 61504504 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. ( .�,�`(;_� ��4 I � �; �� i:fiEC City of Hopkins Project 61504504 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. �t�t�rU N I NTE RTEC City of Hopkins Project 61504504 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.i.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. � ( City of Hopkins Project 61504504 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. 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'� `.'� ��.n .....�,�oamrrwa�oa�'w.o�eosoos�e�s�ond BRAU1�$4 LOG OF BORING INTERTEC 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 P20 Tests or Notes �� 936.4 0.0 Symbol (ASTM D2488 or D2487) % % � PAV 4 inches of bituminous over 12 inches of aggregate `° — 935.1 1.3 base. � FILL FILL: Lean Clay with Sand, dark brown, moist. o _ .� � _ 3 20 71 a `o — a� r 9 No recovery in N _ 92g 9 6 5 sampler. � _ SP : POORLY GRADED SAND,fine-to coarse-grained, "� light brown, moist, medium dense. � _ (Glacial Outwash) 13 � > U t� - 0 1 No recovery in � _ sampler. � 2 � _ � � With Gravel 5 fe . D 25 � 920.4 16.0 o END B ING. � � _ � a no observ to c -i pth of 5 feet � — edi tel aft r wit w auger. � � Z� — Borin th b ckfi ed. � a z _ m � v 0 v o — � 0 N U O d ¢ - r u O a � — z l7 Z — LL Q z — � l7 Z _ z O m O l7 O J 81504504 Braun Intertec Corporation ST-1 page 1 of 1 BRAUN�" LOG OF BORING I NTE RTEC 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. `° — FILL FILL: Silty Sand,fine-to coarse-grained,with Gravel ° and Clayey inclusions, brown, moist. o _ � � _ 29 x � `o � N 20 Rock at sampler tip. 0 938.3 6.5 � _ SM : SILTY SAND,fine-to medium-grained,with Gravel, �� reddish brown, moist, medium dense to dense. � — (Glacial Till) 12 � > U N 0 15 7 a� d — � 1 � a _ � � - D � 928.8 16.0 46 � o END B ING. � � _ � a no observ d to c -i pth of 10 feet � — edi tel aft r wi w auger. � � ' Borin th b ckfi ed. Z� — � a � m � a — 0 � a o — � 0 � — � u O — n a — � U � a ~ — Z � Z LL C — O � Z _ K � m � � � J B1504504 Braun Intertec Corporation ST-2 page 1 of 1 BRAtJ11�'� LOG OF BORING INTERTEC 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. `° — FILL FILL: Clayey Sand,dark brown and gray,wet. `o o _ .� � _ 3 � 947.6 4.0 � CL LEAN CLAY, light brown and gray, moist, rather soft to a� _ rather stiff. r (Glacial Till) 11 26 Rock at sampler tip. N O O C — � �, _ 4 � d > U ° 4 0 a� _ � � � _ � �^ 936.6 15.0 � SM : SILTY SAN , me-t coars -g i ,wit r v , 34 � 935.6 16.0 reddish wn t, ense � lacia Til Z — OF O . � � � — r n t o se ed to n depth of 12 feet � imm iat ly fte ithdrawal of auger. Z � — � _ Boring th bac filled. m � e — 0 e o — � 0 � — � u O — i a — � V O a � — Z � 2 — u z — � � 2 � O m O � O J 81504504 Braun Intertec Corporation ST-3 page 1 of 1 BRQUNSM LOG OF BORING I NTE RTEC 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 `° — 945.8 1.3 base. 0 � FILL FILL: Sandy Lean Clay, dark brown, moist. o _ .� � _ 6 � 943.1 4.0 ° SC CLAYEY SAND,brown, moist, medium to very stiff. � — (Glacial Till) t 6 14 35 � 0 0 c — .� u`, _ 7 H a� > .� � — 0 15 a� _ a� � 1 � � _ �; � - D � 24 � 931.1 16.0 o END B ING. � � _ � a no observ d to c -i pth of 11 1/2 feet � — edi tel aft r wi w auger. � � Z� — Borin th b ckfi ed. � a z m i� e — 0 � 0 o — .�i 0 N V � d Q - N V � a H — Z � Z — LL � — � � Z z O m O l7 O J B1504504 Braun Intertec Corporation ST-4 page 1 of 1 BRAUNS" LOG OF BORING I��lT�RTEC 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. `0 — FILL FILL: Silty Sand,fine-to medium-grained,with Gravel, ° dark brown, moist. o _ .@ � _ 4 � `o — � r 2 � 0 932.9 7.0 � SP POORLY GRADED SAND,fine-grained, light brown to a� brown,wet, loose to medium dense. 7 ~ (Glacial Outwash) a� > U N 0 13 9 � a� — � 2 � a _ � - D � 923.9 16.0 21 � o END B ING. � � _ � a no observ to c -i pth of 10 feet � — edi tel aft r wit w auger. � � Z� — Borin th b ckfi ed. � a � — m � a — 0 e o _ � 0 � — � o — d a — � V � a H — Z � Z — LL Q z — � � Z _ ¢ O m O � O J B1504504 Braun Intertec Corporation ST-5 page 1 of 1 BRAUNS� LOG OF BORING I ��!TERTEC 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: 6/16115 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 `° — 932.6 1.3 base. � FILL FILL: Clayey Sand,with Gravel, brown to dark brown, o _ �� moist. � _ 8 a o — m � 3 7 N 0 927.4 6.5 � _ SP : POORLY GRADED SAND,fine-to coarse-grained, � brown,wet,very loose to medium dense. F — (Glacial Outwash) 4 a� > U y °' 4 0 � — � 1 � Q _ ; - D � 16 � 917.9 16.0 o END B ING. � � _ � a no observ to c -i pth of 10 feet � — edi tel aft r wit w auger. � � Z� — Borin th b ckfi ed. � a s m � e 0 � e o — � 0 � — � w O — a Q — � V O a f= — z � z — LL Q oc — � � Z � O m O � O J 61504504 Braun Intertec Corporation ST-6 page 1 of 1 gRQ� �s" LOG OF BORING INTERTEC 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. 1° — FILL FILL: Silty Sand,fine-to medium-grained,with Gravel, ° brown, moist. o _ .� � _ 5 � `o — a� � 3 � 0 925.0 7.0 �� SP POORLY GRADED SAND,fine-to coarse-grained, � _ with Gravel, brown,wet, medium dense. 18 �, (Glacial Outwash) > U f� — 0 12 a� a� — � 1 � a _ � - D� 19 � 916.0 16.0 o END B ING. � � _ � a no observ d to c -i pth of 9 1/2 feet � — edi tel aft r wit w auger. u i � Z� — Borin th b ckfi ed. � a z _ m a � _ 0 0 v o — � 0 r � O — n Q — H V � d H — Z � 2 — LL Q K — � � Z K � m 0 l7 O J B1504504 Braun Intertec Corporation ST-7 page 1 of 1 BRAUII��" LOG OF BORING INTERTEC 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. `0 — FILL FILL: Silty Sand,fine-to coarse-grained,dark brown, 0 � f1101St. O — .� o _ 6 � 924.8 4.0 ° FILL FILL: Lean Clay with Sand, brown, moist. � � 5 N 0 922.3 6.5 � _ SP POORLY GRADED SAND,fine-to coarse-grained, � with Gravel, light brown,wet,loose to medium dense. F — (Glacial Outwash) 9 a� > U y — 0 18 a� a� — � 1 � _ � ; - D ,, 21 Rock at sampler tip. � 912.8 16.0 No recovery. o END B ING. � � _ � a no observ d to c -i pth of 10 feet � — edi tel aft r wit w auger. � � Z� — Borin th b ckfi ed. � < � m a � _ c 0 � v o _ 0 N V � C Q - N U � i H — Z � 2 — LL Q z — 0 � Z z O m O t7 O J B1504504 Braun Intertec Corporation ST-8 page 1 of 1 BRAV �Su LOG OF BORING I�!TERTEC Braun Project 61504504 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. `° — FILL FILL: Silty Sand,fine-to coarse-grained,with Gravel, ° dark brown, moist. o _ � � _ 6 x d `o a� r 8 4 N 0 926.7 7.0 � SP POORLY GRADED SAND,fine-to coarse-grained, a� with Gravel, brown,wet, loose to medium dense. 6 ~ (Glacial Outwash) � > U N 0 11 a� _ a� � 1 � � _ � � - D � 917.7 16.0 23 � o END B ING. � � _ � a no observ d to c -i pth of 10 feet � — edi tel aft r wit w auger. � � Z� — Borin th b ckfi ed. � a � m a � _ a 0 � o _ � 0 � — V O n ¢ — � V O a ~ — Z � Z — LL Q s — O l7 2 _ z O m O � O J 81504504 Braun Intertec Corporation ST-9 page 1 of 1 BRAVNSM LOG OF BORING l�1TERTEC 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. `6 - FILL FILL: Silty Sand,fine-to coarse-grained,with Gravel, ° dark brown, moist. o _ .� � _ 15 � `o — d � 5 N � O C — � N _ 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� - � a _ � � - D � 8 � 919.8 16.0 o END B ING. � � _ � a no observ to c -i pth of 10 feet � - edi tel aft r wit w auger. � � Z� - Borin th b ckfi ed. � a s — m a � a — 0 � 0 o — � 0 N _ F- w O i Q — H V � d � — 2 l7 Z — LL z — 0 l7 Z ¢ O m O l7 O J 61504504 Braun Intertec Corporation ST-10 page 1 of 1 BRAUNSN LOG OF BORING INTERTEC 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. f0 — FILL FILL: Silty Sand,fine-to coarse-grained,with Gravel, ° dark brown, moist. o _ � � _ 32 � 939.7 4.0 � FILL FILL: Clayey Sand,with Gravel, brown to reddish � _ brown, moist. N 13 0 0 c — � �, _ 2 � a� > U N 'L � N N � 931.7 12.0 SM : SILTY SAND, reddish brown,wet, loo . _ (Glacial Till) � � _ � - D � 927.7 16.0 10 � o END B ING. � � _ � a no observ to c -i pth of 12 1/2 feet � — edi tel aft r wit w auger. � � Z� — Borin th b ckfi ed. � a � — m a � _ a 0 0 o — G 0 N _ N u O — a Q — � V O a � — Z � Z — LL Q s — � � Z _ O m O � O J B1504504 Braun Intertec Corporation ST-11 page 1 of 1 BRAUN�" LOG OF BORING I NTE RTEC 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 X dense. °' (Glacial Outwash) o - a� r 12 10 � 0 0 c - � �, _ 24 � a� > U 0 0 Rock at sampler tip. � _ No recovery. � 2 � � _ � � - D \ 16 � 923.6 16.0 o END B ING. � � _ � a no observ to c -i pth of 10 feet � — edi tel aft r wi w auger. � � Z� — Borin th b ckfi ed. � a s _ m l7 a — 0 � a o — � 0 N V W � i Q — � v O i ~ — Z � Z — u Q s — ❑ l'�J Z z O m O � O J B1504504 Braun Intertec Corporation ST-12 page 1 of 1 BRAVI�SM LOG OF BORING INTERTEC 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: 6115/15 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 o — 930.8 1.4 base. o _ FILL FILL: Sandy Lean Clay, black, moist to wet. .� � _ 3 � 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 — � �, _ 7 � a� > U N 7 � N � � v — � � - D � 916.2 16.0 4 � o END B ING. � � _ � a no observ d to c -i pth of 11 feet � — edi tel aft r wi w auger. � � Z� — Borin th b ckfi ed. � a � m � a — 0 � g _ � 0 � w o — a Q — N v w _ O i � — Z l7 Z — LL � — � � Z � O m O � O J B1504504 Braun Intertec Corporation ST-13 page 1 of 1 BRAVN�" LOG OF BORING INTERTEC 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: 6115/15 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. � — FILL FILL: Clayey Sand, dark brown to brown, moist to wet. 0 o _ .� � _ 6 � 929.4 4.0 ° FILL FILL: Sandy Lean Clay, brown,wet. a� r 6 19 76 � 0 926.9 6.5 � _ SP : POORLY GRADED SAND,fine-to coarse-grained, �� with Gravel, brown, moist, loose to medium dense. � — (Glacial Outwash) 6 � > U N — N 7 � N � � 1 � � _ N � - D � 18 � 917.4 16.0 o END B ING. � � _ � a no observ to c -i pth of 12 feet � — edi tel aft r wit w auger. � � Z� — Borin th b ckfi ed. � a z m a � e 0 � e o _ � 0 � v O — a ¢ — � V � a H — 2 l� 2 — LL Q C — 0 U Z ¢ O m O � O J B1504504 Braun Intertec Corporation ST-14 page 1 of 1 BRAU11�Su LOG OF BORING I�lTERTEC Braun Project B1504504 BORING: ST-15 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. 2016 Street and Utility Improvements Hopkins, Minnesota DRILLER: K.Keck METHOD: 3 1l4"HSA,Autohammer DATE: 6115/15 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 X (Glacial Outwash) a� `o — d r 16 N O O C — � �, _ 14 7 � > 967.0 9.0 _ SP : POORLY GRADED SAND,fine-to medium-grained, N with Gravel, brown, moist, loose to medium dense. o (Glacial Outwash) 10 a� _ � � � a _ � � - D � 10 � 960.0 16.0 o END B ING. � � _ � a no observ to c -i pth of 11 1/2 feet � — edi tel aft r wit w auger. � � Z� — Borin th b ckfi ed. � < � — m a l7 _ v 0 a o — 0 � v O — i Q — N V O a � — 2 l7 2 — LL Q z — 0 � Z _ z O m O l7 O J B1504504 Braun Intertec Corporation ST-15 page 1 of 1 BRAtJtrl�` LOG OF BORING {NTERTEC 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. `0 — SM SILTY SAND,fine-to coarse-grained, brown, moist, ° loose to medium dense. � ° — (Glacial Till) .� m _ 5 x d 0 m y 15 Rock at sampler tip. 0 957.8 6.5 � _ SC CLAYEY SAND, brown,wet,stiff to very stiff. �� (Glacial Till) �, _ 15 � � > U N °' 16 0 � a� – � 1 8 � 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. � � _ � Wa no observ d to c -i pth of 11 feet � – edi tel aft r wit w auger. � � Z� – Borin th b ckfi ed. � a z m � 0 0 � v o — � 0 N U � d Q — N V � d � — Z � Z LL K — � lJ 2 _ ¢ O m O t� O J 81504504 Braun Intertec Corporation ST-16 page 1 of 1 BRA� I�SM LOG OF BORING INTERTEC 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. `6 — FILL FILL: Silty Sand,fine-to coarse-grained,with Gravel, ° dark brown to brown, moist. o _ .� � _ 9 � 944.2 4.0 � SP : POORLY GRADED SAND,fine-to coarse-grained, � — brown, moist to wet, medium dense to dense. N (GlacialOutwash) 19 4 0 0 C — � F _ 33 Rock at sampler tip. �, No recovery. > U N N 8 � N � 2 � 934.2 14.0 � SC CLAYEY SAND, brown, m st, ery �ff. � _ (Glaci I ill � 932.2 16.0 27 � o END B ING. � � _ � a no observ to c -i pth of 11 feet � — edi tel aft r wit w auger. � � Z� — Borin th b ckfi ed. � a � m a � v 0 a o — � 0 � V O a ¢ — N V W _ O a � — Z � 2 — LL Q K — 0 � Z K � m � l7 O J B1504504 Braun Intertec Corporation ST-17 page 1 of 1 BRAUN�" LOG OF BORING INTERTEC 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 � 9352 0.0 Symbol (ASTM D2488 or D2487) % � PAV 4 1/2 inches of bituminous. f6 — FILL FILL: Silty Sand,fine-to coarse-grained,with Gravel, ° brown to dark brown, moist. o _ .� � _ 5 x a� `o � r 7 � 0 928.7 6.5 � _ SP : `. POORLY GRADED SAND,fine-to coarse-grained, � brown to reddish brown, moist to wet, medium dense. � _ (Glacial Outwash) 24 4 � > U N 0 1 Rock at sampler tip. a� a� — � 2 � � _ � � - D � 2$ � 919.2 16.0 a END B ING. � � _ � a no observ to c -i pth of 11 feet � — edi tel aft r wi w auger. � � Z� — Borin th b ckfi ed. � a s — m a �? a — 0 � e o — � 0 � w O a a — � v O a H — Z l7 Z — LL Q s — � l7 2 K O m O � O J B1504504 Braun Intertec Corporation ST-18 page 1 of 1 gRQ� �s" LOG OF BORING INTERTEC 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. f0 — FILL FILL: Sandy Lean Clay, dark brown and black, moist. 0 o _ .� � _ 4 � 927.7 4.0 � SP : POORLY GRADED SAND,fine-to coarse-grained, � _ with Gravel, brown, moist, medium dense. N (Glacial Outwash) 11 0 c — .� �, _ 16 � a� > U 0 17 3 a� � — � 1 � a _ � � - D � 915.7 16.0 18 � o END B ING. � � _ � a no observ d to c -i pth of 10 feet � — edi tel aft r wit w auger. � � Z� — Borin th b ckfi ed. � a z _ m 0 � o — 0 0 o — � 0 � — � � O — i Q — H u O a � — z � z — LL s — a t7 2 _ z O m O l7 O J B1504504 Braun Inlertec Corporation ST-19 page 1 of 1 BRAUN�" LOG OF BORING INTERTEC 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. `° — FILL FILL: Sandy Lean Clay,with bituminous aggregate � pieces,dark brown to black, moist. o _ .� o _ 4 � 929.0 4.0 ° FILL FILL: Sandy Silt, brown, moist. a� r 6 � 0 926.5 6.5 � _ SP : POORLY GRADED SAND,fine-to coarse-grained, �� with Gravel, brown, moist to wet, loose to medium � dense. 8 u~, (Glacial Outwash) > U N °' 5 0 � � — � � � _ � � - D 12 � 917.0 16.0 o END B ING. � � _ � a no observ d to c -i pth of 11 feet � — edi tel aft r wi w auger. � � Z� — Borin th b ckfi ed. � a z _ m a l7 v 0 � a o — � 0 � u O — a Q — � w — O a � — Z � Z — u Q K — 0 l7 Z _ z O m O � O J 61504504 Braun Intertec Corporation ST-20 page 1 of 1 BRAUNSM LOG OF BORING E «TERTEC 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. � 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 � 934.3 4.0 � CL LEAN CLAY, brown to gray,wet, medium to rather stiff. � _ (Glacial Till) 9 � 0 0 c — � �, _ 7 � > 929.3 9.0 _ SC CLAYEY SAND, brown, moist, medium dense. � _ (Glacial Till) � 12 15 32 a� _ a� � 2 � � _ � � - D � 18 � 922.3 16.0 o END B ING. � � _ � a no observ to c -i pth of 12 feet � — edi tel aft r wit w auger. � � Z� — Borin th b ckfi ed. � a s m a � _ v 0 c o — � 0 � v O — i Q — N l~J O a � — Z � Z — LL Q s — � l7 Z _ � O m O l7 O J 81504504 Braun Intertec Corporation ST-21 page 1 of 1 BRAVNsµ LOG OF BORING INTERTEC 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. 1° — FILL FILL: Silty Sand, Clayey Sand mix,fine-to � coarse-grained,with Gravel, brown to dark brown, ° — moist. .� � _ 13 � 936.7 4.0 ° SC CLAYEY SAND, brown to reddish brown, moist to wet, � — medium to very stiff. N (Glacial Till) 8 0 0 C — � �, _ 11 � a� > U fn — � 8 � Q7 _ 47 � V — N � - D � 924.7 16.0 23 � o END B ING. � � _ � a no observ d to c -i pth of 12 feet � — edi tel aft r wi w auger. � � Z� — Borin th b ckfi ed. � a � m a � v — 0 � v o _ � O F V O a Q — ti U w _ O i N — 2 l7 i Z — LL K — O lJ Z K � m � V O J B1504504 Braun Intertec Corporation ST-22 page 1 of 1 BRAI� I�s� LOG OF BORING E��TE�TEC; 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. f6 — FILL FILL: Silty Sand,fine-to coarse-grained,with Gravel � including bituminous pieces, some Clayey Sand,dark ° — brown, moist. .� o _ 5 x a� `o a� r 5 � 0 947.5 6.5 � _ FILL FILL: Sandy Lean Clay, dark gray,wet. � �, _ 5 � > 945.0 9.0 _ CL LEAN CLAY,slightly organic, black,wet. N (Swamp Deposit) 0 8 24 OC=3% � � 942.5 11.5 ML SILT,gray, moist, stiff. (Lacustrine Deposit) 1 a _ � - D � 938.0 16.0 12 � o END B ING. � � _ � a no observ d to c -i pth of 12 1/2 feet � — edi tel aft r wit w auger. � � Z� — Borin th b ckfi ed. � < � m a � _ 0 0 0 o — � 0 � u O — i Q — H U O i � — Z � Z LL K — � � 2 _ � O m O l7 O J B1504504 Braun Intertec Corporation ST-23 page 1 of 1 BRAtJl�Sµ LOG OF BORING I NTE RTEC 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. 10 - FILL FILL: Silty Sand,fine-to coarse-grained,trace Gravel, ° dark brown to reddish brown, moist to wet. o _ .� � _ 12 a o — a� L 14 � 0 923.6 7.0 � SP POORLY GRADED SAND,fine-to coarse-grained, a� brown, moist, loose. 10 ~ (Glacial Outwash) > 921.6 9.0 - SC CLAYEY SAND, brown,wet, rather stiff to very stiff. � _ (Glacial Till) 0 5 a� _ � � 2 Rock at sampler tip. � � _ � Gray at 15 f . D 18 � 914.6 16.0 o END B ING. � � _ � a no observ to c -i pth of 12 feet � - edi tel aft r wit w auger. � � Z� - Borin th b ckfi ed. � a � m � a — 0 � a o — � 0 � V 0 a Q - N V O i � — Z i Z — LL Q z — 0 � Z _ K � m � � � J B1504504 Braun Intertec Corporation ST-24 page 1 of 1 B R A U N Descriptive Terminology of Soil Standard D 2487-00 I N T E RT E C ��/ Classification of Soils for Engineering Purposes INTFRM<TIOMAL (Unified Soil Classification System) Criteria for Assigning Group Symbols and Soils Classification Particle Size IdentifiCation Group Names Using Laboratory Tests a Group Boulders.._......_... ...... . over 12" Symbol Group Name b Cobbles .................. 3"to 12" � Gravels Clean Gravels C�>4 and 1< C<< 3� GW Well-graded gravel° Gravel �� More than 50°/of 5%or less fines e c a Coarse ....._.................._3/4"to 3" p u� C�<4 and/or 1 >C�>3 GP Poorly graded gravel Fine................................No.4 to 3/4" � c � coarse fraction v �° a', retained on Gravels with Fines Fines classify as ML or MH GM Silty gravel°'9 Sand c o �' No.4 sieve More than 12%fines e Fines classify as CL or CH GC Clayey gravel°�9 Coarse........................ .No.4 to No.10 � o Medium....................... ..No.10 to No.40 m u�i noi Sands Clean Sands C�>_6 and 1 5 C< <3� SW Well-graded sand h Fine............................. ..No.40 to No.200 yL Z 50°/or more of 5%or less fines' C <6 and/or 1 >C��3° SP Pooriy graded sand" Silt ........... .................. ..._<No.200,PI<4 or A -- coarse fraction below"A"line o °' Sands with Fines Fines classify as ML or MH SM Silty sand'9'' U `o passes Clay __ ____ __ __ __ <No 200,Pl>4 and E No. 4 sieve More than 12%' Fines classify as CL or CH SC Cla e sand'°" on or above"A"line � Inor anic PI>7 and plots on or above"A"line� CL Lean cla k'"' ti = Silts and Clays 9 Relative Densit of •- -o PI<4 or plots below"A"line� ML Silt' ' ^' y o a� �, Li uid limit N N � q Liquid limit-oven dried OL Organic clay" ' "'' CoheSlOnleSs Solls .o �._ less than 50 Organic < 0.75 k i m o m o-" Liquid limit-not dried �� Organic silt Very loose _..__ . . __......... 0 to 4 BPF ` o � PI plots on or above"A"line CH Fat cla k'`" Loose................................. .. 5 to 10 BPF o,� . Silts and clays Inorganic Medium dense......................... 11 to 30 BPF � � o PI plots below"A"line MH Elastic silt"'"' d o z Liquid limit Dense. __.. 31 to 50 BPF � � 50 or more Liquid limit-oven dried �H Organic clay"'`"° Ve dense _ over 50 BPF �= Organic < OJS rY -- � i Li uid limit-not dried OH Organic silt k'`^q Highly Organic Soils Primarily organic matter,dark in color and organic odor PT Peat ConSiStenCy Of COhesive Soils a. Basedonthematenalpassingthe3-in(75mm)sieve. Verysoft_. . ............._......_..Oto1BPF b. If field sample contained cobbles or boulders,or both.add�'wdh cobbles or boulders or both��to group name. Soft .......................................2 to 3 BPF c. C D /D C -(D )� Rather soft_...............__..........4 to 5 BPF „ - sa m �-._30 Medium....................................6 to S BPF o�o x D� Rather stiff...............................9 to 12 BPF d. If soil containsZlS%sand,add"with sand"to group name. e. Gravelswith5to12%finesrequiredualsymbols Strff ...................................... 13to 16 BPF GW-GM well-graded gravel with silt Very stiff.................................. 17 to 30 BPF GW-GC well-graded gravel with clay Hafd ovef 30 BPF ....................................... 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 SGSM. g. Iffines are organic.add"with organicfines"ro group name. h. If soil contains ?15%gravel,add"with gravel'to group name. i. Sandswith5to12%finesrequiredualsymbols: Dfllllfl9 NOtQS SW-SM well-graded sand with silt SW-SC well-graded sand with clay Standard penetration test borings were advanced by 3 1/4'or 6 1/4" SP-SM poorly graded sand with silt ID hollow-stem augers unless noted otherwise,Jetting water was used SP-SC poorty graded sand with clay to clean out auger prior to sampling only where indicated on logs. j. If Atterberg limits plot in hatched area,soil is a CL-ML.silty clay. k Ifsoilcontains10to29%plusNo 200.add'withsand`orwithgravef�whicheverispredominant. Standard penetration test borings are designated by the prefix"ST" I Ifsoil contains>30%plus No 200,predominantly sand,add"sandy"rogroup name (Split Tube). All samples were taken with the standard 2"OD split-tube m. If soil contains>_30%plus No.200 predominantly gravel.add"gravelly"to group name. sample�,except whe�e noted. n. PI Z 4 and plots on or above"A`line. o Pi <4 or piots beiow"n"iine Power auger borings were advanced by 4"or 6"diameter continuous- p PI plots on or above"A"line flight,solid-stem augers.Soil classifications and strata depths were in- q Pi piots beiow"n"iine ferred from disturbed samples augered to the surface and are,therefore, somewhat approximate. Power auger borings are designated by the 60 � prefix"B" i 50 � 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 ,•J � ��ne be manually withdrawn. Hand auger borings are indicated by the prefix a 40 ' � .,P H.. � �' G.j.� BPF: Numbers indicate blows perfoot recorded in standard penetration c 30 � tesl,also known as"N"value. The sampler was set 6"into undisturbed � soil below the hollow-stem auger. Driving resistances were then counted .0 �� for second and third 6"increments and added to get BPF. Where they � V differed significantly,they are reported in the following form: 2/12 for the � 20 , pt second and third 6"increments,respectively. a �� ,v MH or OH WH: WH indicates the sampler penetrated soil underweight of hammer 10 � and rods alone;driving not required. � - CL-�ML ML or OL q WR: WR indicates the sampler penetrated soil under weight of rods p alone;hammer weight and driving not required. 0 10 16 20 30 40 50 60 70 80 90 100 110 TW indicates thin-walled(undisturbed)tube sample. Liquid Limit(LL) Note: All tests were run in general accordance with applicable ASTM Laboratory Tests standards. 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,°/ (�j Angle of internal friction PI Plasticity index, % qu Unconfined compressive strength,psf P200 %passing 200 sieve qp Pocket penetrometer strength,tsf 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 2015-063 RESOLUTION ORDERING PUBLIC IMPROVEMENT HEARING FOR 2016 STREET AND UTILITY IMPROVEMENTS CITY PROJECT 2015-10 WHEREAS, the City Council authorized and directed the City Engineer to prepare a report with reference to the aforesaid improvement, and WHEREAS, the City Engineer has caused to be prepared the aforesaid report for improvements on 18t", 19��', 20th, and 21 S' Avenues North; 2°d, 3�d, and 4`" Street North; and the alley from 1 gtn Avenue North to the east within the Hennepin County Regional Railroad Authority right-of-way, and this report was received by the City Council on September 15, 2015, and WHEREAS, the report provides information regarding whether the proposed improvement is necessary, cost-effective, and feasible; whether it should best be made as proposed or in connec- tion with some other improvement; the estimated cost of the improvement as recommended; and a description of the methodology used to calculate individual assessments for affected parcels, NOW THEREFORE, BE IT RESOLVED by the City Council of Hopkins, Minnesota: 1. The Council will consider the improvement of such streets and utilities in accordance with the report and the assessment of benefitting properties for all or a portion of the cost of the improvement pursuant to Minnesota Statues Chapter 429 at an estimated total cost of$5,209,000. 2. A public hearing shall be held on such proposed improvement on Tuesday, the 20`h day of October, 2015 in the Council Chambers of the City Hall at 1010 First Street South at 7:30 P.M. and the City Clerk shall give mailed and published notice of said hearing and im- provements as required by law. Adopted by the City Council this 15`h day of September, 2015. Eugene J. Maxwell, Mayor Amy Domeier, City Clerk