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CR2002-132 2003 St improvementsAugust 1, 2002 Proposed Action. Staff recommends the following motion: "Move that Council adopt Resolution 2002 -72, Resolution Ordering Public Improvement Hearing, 2003 Street and Utility Improvements, City Project 02 -10. This action continues an assessable project for street upgrading. Overview. At the May 21, 2002, meeting, the Hopkins City Council authorized Bolton and Menk, Inc., to prepare a feasibility study concerning street improvements on 5 Avenue from 3` Street South to Highway 7 and 2 Street North from 5 Avenue North to 0 Avenue North. The report is complete and is now submitted to Council for review and further action. A summary of issues is provided here, but the consultant will provide a detailed summary of the report at the scheduled Council meeting. Primary Issues to Consider. • Scope of improvements ■ Public input ■ Costs and assessments • Project budget • Schedule • Staff recommendation Supporting Information. • Feasibility report • Resolution 2002 -72 Steven G. Bot Assistant City Engineer 0 T OF HOPK}•G ACCEPT FEASIBILITY REPORT ORDER PUBLIC HEARING 2002 STREET IMPROVEMENTS PROJECT 01 -10 Council Report 2002 -132 Financial Impact: $ N/A Budgeted: YIN Yes Source: CIP Related Documents (CIP, ERP, etc.): N/A Notes: N/A •Analvsis of Issues • • Council Report 2002 -132 Page 2 • Scope of Improvements In preparing the feasibility report the consultant relied on soil borings and testing analysis to augment the City's pavement management analysis. A pavement evaluation report based on the additional soil tests helped in determining the following recommendation: 5th Ave. S. (3 St. S. to the RR Crossing) Mill and overlay 5 Ave. S. (RR Crossing to Excelsior Blvd.) Reconstruct 5 Ave. S. (Excelsior Blvd. to Mainstreet) Mill and overlay 5th Ave. N. (Mainstreet to 1 St. N.) Reconstruct 5 Ave. N. (1 St. N. to 2'd St. N) Reconstruct 5th Ave. N. (2 St. N. to Minnetonka Mills Rd.) Mill and overlay 5 Ave. N. (Minnetonka Mills Rd. to Highway 7) Mill and overlay 2nd Street N. (5 Ave. N to 6 Ave. N.) Reconstruct Water main upgrades include adding gate valves for system improvement and replacement of service lines where necessary. Sanitary sewer improvements include manhole reconstruction for system flow improvements and replacement of service lines where necessary. Storm sewer upgrades include additional pipe and catch basin systems to improve drainage and capacity problems along 5 Avenue at Mainstreet and Minnetonka Mills Road. Recommended amenities include the reconstruction of the sidewalk system along the west side of 5 Ave. N. (between Mainstreet and 1 St. N. and north of Minnetonka Mills Road to Highway 7), the addition of sidewalk along the north side of 2 Street North from 5 Ave. North to 6 Ave. North, and the continuation of a sidewalk on the east side of 5 Ave. N. to Highway 7 that currently ends in between Minnetonka Mills Road and Wayside Road. Street lighting and streetscape improvements are proposed along 5 Avenue from 3 Street South to Mainstreet. Various pedestrian crossing safety improvements are proposed throughout the project. Upgrading of the 5 Ave. S. railroad crossing located just south of Excelsior Blvd. is also proposed for this project. Options for these crossing improvements such as a concrete crossing and a "whistle free" crossing are currently being explored and discussed with the railroad. • Public Input A public information meeting was held for all of the proposed improvement areas on July 9, 2002, and a resident survey questionnaire was sent in the mail. Responses and feedback gathered at both the public information meeting and through the returned questionnaires have generally been positive. The input received from the meeting and the questionnaires will continue to be used and addressed throughout the final design process should the projects be approved. Pedestrian safety and traffic calming issues were a concern for the residents of the area. The feasibility report proposes to address these issues by eliminating some crosswalks, accenting the proposed crosswalk locations, and implementing traffic calming techniques where they could be most effective. While we will continue to work on these issues through final design, recent pedestrian counts and traffic • Council Report 2002 -132 Page 3 speed monitoring, confirms that the placement of these improvements, as recommended in the feasibility report, are proposed to be placed in the locations where they can be most effective and utilized. Some residents were concerned with the placement and purpose of the sidewalk proposed to be installed along the north side of 2hd Street North from 5 Avenue North to 6th Avenue North. Explanations of this sidewalk segment being apart of the 2" Street North pedestrian corridor and agreement of explore all potential placement options and work with the residents through the final design process, appeared to satisfy the residents concerned about this issue. Much of the discussion at the meeting and input we received focused around the truck restriction and state aid funding issue along 5 Avenue North from Mainstreet to Minnetonka Mills Road. The main issues surrounding this item seem to be centered around enforcement, cost, and the overall Hopkins state aid system. A major concern that has been expressed by the residents along 5 Avenue in relation to the state aid and truck issue is the current lack of enforcement for the existing no truck signage and what enforcement would be done if the segment were officially removed from the state aid system. Many residents have stated that 5 Avenue may just as well stay state aid funded unless the truck restriction is enforced as they feel the signage is ineffective without strict enforcement. The Hopkins Comprehensive Transportation Plan designates 5 Avenue as a collector street and traffic volumes and corridor characteristics back up this designation. As a result, regardless of designation or signage, it is likely that 5 Avenue will continue to serve Hopkins in a collector capacity. In discussions with Police Chief, Craig Reed, he stated that even if the roadway was removed from the state aid system and was legally signed for no trucks, the restriction of trucks is "virtually unenforceable" due to legal truck exceptions (deliveries, etc.), equipment, personnel, and response time limitations. City staff has performed both manual and automated truck counts over the past week to determine the amount and type of trucks that currently use the 5 Avenue corridor. While the number of trucks that could be restricted (ie. semis, tractor /trailer units, etc.) are few (less than 10 per day), our counts confirm what the residents have stated, that many of the trucks don't follow the truck restriction signage that is currently in place. Another common complaint received from the residents along this corridor is that MTC often uses full sized buses instead of the small commuter buses through this segment. Staff did a 12 -hour count (6 am to 6 pm) of all buses through the corridor on Wednesday, July 31, 2002, and found that of the approximately 30 MTC round trips through this segment during the 12 hour period (4 full sized school buses were also counted), 2 round trips were made with large buses and the rest were made with commuter size buses. In discussions with MTC regarding this issue, they have stated that they only have a limited number of commuter size buses and they are often broke down, as a result, they are forced to sometimes send out the larger buses to fulfill their scheduled routes. Residents of the area were mixed on whether or not the cost difference of their assessments (50% vs. 70% of a standard local street assessed), based on if state aid funding could be used, mattered to them. The results of the scenarios (state aid vs. no state aid) are a difference of approximately $600 to $1,000 for an assessment on an average 50 -foot single - family lot. Although they did understand the added assessment savings and additional city funding received from being on a major state aid road, some residents did feel that the City assessment policy for major roads such as this one should extend further out than the adjoining properties and into other blocks east and west of the roadway. The state aid designated roads are most often the major roads for most Cities (i.e. arterials and collectors). One of the main reasons why the major roads are often designated as state aid roads is that they have a higher volume of traffic than local roads and need to be designed to higher standards in order to handle the traffic volume. Main collector corridors running through Cities that connect to State and County arterials are most often the roadways designated as state aid roadways (i.e. 17 Avenue, 11 Avenue, 5 Avenue, etc.). The main way that Cities are able to pay for the additional cost of these high use roadways is through state aid funds. Staff feels that the 5 Avenue corridor does and will continue to • O. • Council Report 2002 -132 Page 4 function as a collector road in Hopkins. As a result, we feel it is in the best interest of the residents and the entire community to keep this entire corridor on the state aid system and make use of the state gas tax funds that are intended to be used for roadways such as this one. It is our opinion that even if the No Truck" signs are removed, there would not be an influx of trucks using this route that currently use other routes. • Costs and Assessments The total estimated project cost is $1,320,682.73. This includes a 10% contingency and engineering/ administration costs at 25 %. Of this amount, $614,581.52 is subject to the special assessment process based on the staff recommendation to keep 5 Avenue as a state -aid roadway. A detail of costs is found on page 20 of the feasibility report. The City's standard assessment policy provides for abutting property owners to be assessed 70% of actual street reconstruction costs. However, for this project there is a wide range in preliminary assessment rates due to the various project areas, property land use, and funding. The recommendation is to consult the matrixes on pages 21 and 22 of the feasibility report. • Project Budget The CIP estimated budget for the proposed project is $780,000. While the CIP budgeted cost is considerably lower than the estimated project cost, the CIP budget does not take into any proposed account railroad or lighting upgrades, which are estimated to cost approximately $200,000. Staff is confident that the estimated project costs are conservative and that the actual cost will likely be lower once competitive bids are received early in 2003. Schedule • Staff recommendation Accept feasibility report and order hearing Public hearing Approve final plans and order bids Bid opening Order assessment hearing Assessment hearing Award bid Construction August 7, 2002 August 20, 2002 December 17, 2002 Week of January 27, 2003 February 4, 2003 March 4, 2003 April 1, 2003 May - September, 2003 Staff recommends accepting the feasibility report and ordering a public hearing for August 20, 2002. • CITY OF HOPKINS HENNEPIN COUNTY, MINNESOTA • • RESOLUTION NO. 2002 -72 RESOLUTION ORDERING PUBLIC IMPROVEMENT HEARING 2003 STREET AND UTILITY IMPROVEMENTS CITY PROJECT 02 -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 5 Avenue from 3rd Street South to Highway 7 and 2 Street North from 5 Avenue North to 6 Avenue North. NOW, THEREFORE, BE IT RESOLVED, by the City Council of the City of Hopkins, Minnesota: 1. The Council will consider the aforesaid improvements in accordance with the report and the assessment of benefiting property for all or a portion of the cost of the street improvements pursuant to Minnesota Statutes Chapter 429 at an estimated total cost of $614,581.52. 2. A public improvement hearing will be held in the Council Chambers of the City Hall at 1010 First Street South on Tuesday, the 20 day of August, 2002, to consider said improvements. The hearing time is 7:30 P.M. The City Clerk shall give mailed and published notice of said hearing and improvements as required by law. Adopted by the City Council of the City of Hopkins this 7 day of August 2002. ATTEST: Terry Obermaier, City Clerk By Eugene J. Maxwell, Mayor 1 1 1 1 1 1 1 1 1 1 1 1 1 4 1 i• 1 1 PRELIMINARY ENGINEERING REPORT 2003 STREET AND UTILITY IMPROVEMENTS C I T Y F P O F H O P K I N S / n2 d C {-t B O L 1 cD N 84. NA N K, I N _ Consulting Engineers & Surveyors August 1, 2002 Honorable Mayor and City Council City of Hopkins 1010 I st Street South Hopkins, MN 55343 -7573 Re: 2003 Street and Utility Improvements City Project No. 02 -10 SAP 132 -346 -010 Hopkins, MN Council Members: In accordance with your request, the following Preliminary Engineering Report has been prepared for the improvements of the following streets: • 5th Avenue from 3rd Street South to State Trunk Highway 7 • 2nd Street North from 6th Avenue North to 5th Avenue North. As a part of the study for this area, the various public utilities have been analyzed regarding their capacity and structural integrity. Necessary utility improvements have then been recommended where appropriate. The total estimated project cost is $1,320,682.73. During the process of studying the existing conditions within the project areas, meetings were held and input was received from area residents, public works personnel and the City's engineering staff. We would like to acknowledge the cooperation and information received and thank all parties for their support in helping us better understand the problems and concerns within the project areas. I will attend the August 7, 2002 Council meeting for the purpose of presenting this report and responding to any questions or concerns that you may have. Respectfully submitted: BOLTON AND MENK, INC. L- 0/642 M Marcus A. Thomas, P.E. Associate Engineer 1515 East Highway 13 • Burnsville, MN 55337 -6857 Phone (952) 890 -0509 • FAX (952) 890 -8065 MANKATO • FAIRMONT • SLEEPY EYE • BURNSVILLE • WILLMAR • CHASKA AMES, IA • LIBERTY, MO 4n Ec Licr r_.h'L: i , rIL! -ilTY CERTIFICATION SHEET 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. Date: Lt i4e:w , /i l �Z GtNZGc r� Marcus A. Thomas Lic. No. 26499 TABLE OF CONTENTS PAGE TITLE SHEET CERTIFICATION SHEET TABLE OF CONTENTS INTRODUCTION 1 BACKGROUND 1 EXISTING CONDITIONS 2 Streets 2 Watermain 6 Sanitary Sewer. 7 Storm Sewer 9 PROPOSED IMPROVEMENTS 11 Bituminous Streets 11 Watermain 15 Sanitary Sewer 16 Storm Sewer 17 Sidewalks 18 Driveway Aprons 18 Lawn Sprinkler Systems 19 Street Signing 19 Turf Restoration 19 Municipal State Aid System/Truck Designations 19 ESTIMATED COST 19 ASSESSMENT RATES 21 RIGHT -OF- WAY /EASEMENTS/PERMITS 23 PROJECT SCHEDULE 23 FEASIBILITY AND RECOMMENDATION 23 APPENDIX A - COST ESTIMATE TABLES APPENDIX B - FIGURES APPENDIX C - PAVEMENT EVALUATION APPENDIX D - QUESTIONNAIRE /MEETING MINUTES 1. INTRODUCTION PRELIMINARY ENGINEERING REPORT 2003 STREET AND UTILITY IMPROVEMENTS CITY PROJECT NO. 02 -10 SAP 132- 346 -010 HOPKINS, MINNESOTA This report examines the proposed street and utility improvements including watermain, storm sewer, sanitary sewer, street reconstruction, bituminous mill and overlay, trail construction, and the associated boulevard restoration along the following streets: • 5th Avenue from 3rd Street South to State Trunk Highway 7; and • 2nd Street North from 6th Avenue North to 5th Avenue North. Specifically the project involves: 1. Installation of watermain valves; 2. Replacement and improvement of storm sewer pipe and inlets and additions of new inlets and structures; 3. Bituminous street removal and reconstruction; and concrete curb and gutter replacement; 4. Bituminous street milling and overlay; 5. Bike trail construction; 6. Sidewalk construction and repair; and 7. Turf restoration in all areas of construction. 2. BACKGROUND This report was ordered by the City Council on May 21, 2002. Council Resolution No. 2002 -47 was passed requesting that a study be completed analyzing the potential improvements of the streets noted above. The improvements being considered include reconstruction of the bituminous street and concrete curb and mill and overlays. As a part of this study existing drainage was evaluated and underground utilities were checked for adequacy and structural integrity. The project location is shown in Figure 1. A neighborhood meeting was held for the purposes of informing the affected property owners about the improvements being considered and receiving their comments about problems and concerns to be 2003 Street and Utility Improvements, City of Hopkins BMI Project No. T15.20896 Page 1 1 1 1 1 1 1 1 1 1 1 1 1 1 addressed. Also, a questionnaire was distributed to give the adjacent property owners the opportunity to provide their input on various project related concerns including water and sewer services and drainage. A copy of the questionnaire and meeting minutes are included in the Appendix. 3. EXISTING CONDITIONS The project areas include single family, multi- family, and commercial properties. The neighborhoods are fully developed and well established with mature trees along many of the boulevards. There are existing sidewalks or paths along most of the streets. 3.1 Streets The existing street widths are summarized in Table 1. 5th Avenue is classified as a collector street with a 9 ton weight limit within the project area. The route is part of the Municipal State Aid System between Excelsior Boulevard and State Trunk Highway 7. The City prohibits truck traffic between Mainstreet and Minnetonka Mills Road. The street is flat to rolling in nature with a bituminous surface which is aged and exhibits wear and distress to different degrees due to traffic loadings. This is evident on the surface by transverse and longitudinal cracking, alligator cracking, the exposure of pavement aggregates and minor rutting. There is evidence of previous maintenance including overlays, seal coating, and patching. Subgrade soil strength testing and core sampling was completed by American Engineering and Testing in June 2002 within the project areas. A summary of the existing pavement conditions are listed in Table 1. A copy of the pavement evaluation report is included in the Appendix. Hopkins' pavement management system utilizes a pavement condition index (PCI) rating of 0 to 100. This rating is based on surficial pavement observations. Generally, the indices correspond to a level of most cost effective improvement as follows: 0 -30 = pavement reconstruction; 30 -60 = asphalt overlay; and 50 -90 = sealcoat and/or crack sealing. This rating system assists in prioritizing roadway improvements and projecting costs for use in the City's pavement management and capital improvements plan. Actual levels of improvements are determined by completing a comprehensive geotechnical evaluation (included in this report) and a preliminary engineering report. Table 1 also itemizes California Bearing Ratios (CBR values - a measure of subgrade strength) for each of the streets. Those street sections exhibiting an inplace CBR below 20 are considered poor structurally. Strengthening of these subgrade soils or reconstructing a thicker pavement section is recommended for these streets if their surfaces have deteriorated to the point that a mill and overlay or other maintenance procedures would not be cost effective. 2003 Street and Utility Improvements, City of Hopkins BMI Project No. T15.20896 Page 2 5th Avenue Soutlr13rd Street South to Excelsior Boulevard) The bituminous street is delineated with concrete curb and gutter. The street is intersected by the C.P. Railroad and the south corridor of the Hennepin County regional trail. The existing rubberized railroad crossing shows some deterioration. The pavement condition along this block of 5' Avenue South exhibits signs of distress including deep cracking and edge deterioration. There is evidence of previous patch work, seal coating and crack sealing. A driveway entrance exists on the west side of the street which serves the old Knox Lumber site. It is across the street from a city parking lot which has no delineated driveway access. Currently vehicles enter this parking lot by driving over the existing surmountable curb anywhere between the Hennepin County Trail and the C.P. Railroad. The street, between Excelsior Boulevard and the railroad, also has a vertical crest curve which peaks near the trail crossing. This hill impedes drivers' sight lines between Excelsior boulevard and the railroad crossing. An 8' wide bituminous trail exists along the both sides of the street. On the east side, the trail is a continuation of the trail along 3rd Street and extends to the Hennepin County trail crossing. The bituminous trail on the west side of the street begins just north of the railroad crossing and extends to the Hennepin County trail crossing. The bituminous trail on both sides of the street is aged and is exhibiting severe wear and distress. North of the Hennepin County trail crossing, a 5.5' wide concrete walk begins on both sides of the street. The condition of the walk is fair to good. The intersection of 5th Avenue South and Excelsior Boulevard, a four lane divided highway, is signalized. Parking is not allowed on either side of the street. The existing street layout is shown in Figure 4. 5th Avenue South (Excelsior Boulevard to Mainstreet) The bituminous street is delineated with concrete curb and gutter. There is an existing concrete sidewalk on the both sides of the street with decorative brick pavers at the Mainstreet intersection. The width of the concrete walk on the east side of the street varies from 5' to 8' wide. The width of the concrete walk on the west side of the street varies from 5' to 11' wide. There are a few panels of sidewalk, including some concrete driveway aprons, which are cracked or are significantly weathered. There are also some curb segments which have settled or have cracked, mainly along the south end of the east curb line. Overall the curbs and sidewalks are in good condition. No parking is allowed on the either side of the street. The Mainstreet intersection is signalized. The existing street layout is shown in Figures 5 and 6. 5th Avenue North (Mainstreet to 1st Street North) The bituminous street is delineated with concrete curb and gutter on the west side of the street and concrete vertical curb with no gutter on the east side of the street. The street has significant transverse cracking and some alligator cracking. There is evidence of prior patching and pothole repairs as well as previous seal coating. There is an existing concrete sidewalk on the east side of the street and there is a striped walkway on the west side of the street along the bituminous parking lots on this side of the street. City staff has indicated that this bituminous surfacing overlays an old concrete sidewalk. There are brick pavers at the Mainstreet intersection. The boulevard on the east side of the street, between the curb and 2003 Street and Utility Improvements, City of Hopkins BMI Project No. T15.20896 Page 3 1 to 1 1 1 1 1 1 1 r 1 1 1 1 1 1 1 sidewalk, has been paved with bituminous. The concrete sidewalk is in good condition. The width of the walk on the east side of the street varies from 6' to 8' wide. The width of the walk on the west side of the street is 8' wide. Parking is allowed along the east side of the street and is not allowed on the west side of the street. The existing street layout is shown in Figure 6. 5th Avenue North (1st Street North to 2nd Street North) The bituminous street is delineated with concrete curb and gutter on the west side of the street and concrete vertical curb with no gutter on the east side of the street. The street exhibits transverse, longitudinal, and alligator cracking. The vertical curb on the east side has not facilitated drainage, thus this pavement edge has also deteriorated. Prior maintenance, including patching and seal coating, has been completed along this roadway. There is an existing 6' wide concrete sidewalk on the both sides of the street. Overall, the walks are in good condition. However, there are panels of walk and some concrete driveway aprons that are cracked or broken. Crosswalks are currently striped on the north and south sides of the 2n Street North intersection. Parking is allowed along both sides of the street. The existing street layout is shown in Figure 7. 5th Avenue North (2 "`' Street North. to Minnetonka Mills Road) The bituminous street is delineated with concrete curb and gutter on the west side of the street and concrete vertical curb with no gutter on the east side of the street. The street has some transverse cracking and shows some evidence of patching, pot repairs, and seal coating. There is an existing concrete sidewalk on the both sides of the street. The width of the concrete walk on the east side of the street varies from 6' to 8' wide. The width of the concrete walk on the west side of the street is 6' wide. Most of the sidewalks and driveway aprons are in good condition. Some segments of the vertical curb with no gutter on the east side have sunk. The concrete curb and gutter on the west side of the road is in good condition. Parking is allowed along both sides of the street. The intersection of 5th Avenue North and Minnetonka Mills Road is a signalized intersection. The existing street layout is shown in Figure 8. 5111 Avenue North (Minnetonka Mills Road to State Trunk Highway 7) The bituminous street is delineated with a raised bituminous trail on the west side of the street and concrete vertical curb on the east side of the street. The pavement has some cracking and a significant number of patches. Because of the poor drainage along the east side vertical curb, there are areas of edge deterioration and sunken curb. The west edge of the road, just south of Trunk Highway 7, has no curb and has also deteriorated. Drainage along this edge currently runs off the road into a ditch which flows north to the highway intersection. There is an existing 6' wide concrete sidewalk on the east side of the street that begins at Minnetonka Mills Road and ends before Wayside Road; there is no trail or walk that extends north to T.H.7.. Most of the walk is in good condition. However, there are some adjacent driveway aprons which have cracked or weathered significantly. On the west side of the street there is a bituminous trail which varies in width from 6' to 9'. It appears, and 2003 Street and Utility Improvements, City of Hopkins BMI Project No. TI5.20896 Page 4 Location Street Width (Face of Curb to Face of Curb) Bit. Thickness Bituminous PCI Value Subgrade Material Subgrade CBR Value 5th Avenue South (3rd St S to Excelsior Blvd) 52.0' - 57.0' 11.5" 42 fill, clayey and silty sand 20 -25 5th Avenue South (Excelsior Blvd to Mainstreet) 44.0' 10" 55 sand w /silt, sandy lean clay 4 5th Avenue North (Mainstreet to 1st St N) 36.0' 4" 47 fill, sand w /silt and gravel 20 5th Avenue North (1st St N to 2nd St N) 36.0' 5.5" 44 lean clay w /sand, sand w /gravel 20 5th Avenue North (2nd St N to Minnetonka Mills Rd) 38.0' 11'' 51 fill, mostly sand 25 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 City staff has suggested, that this bituminous trail overlays old concrete walk and perhaps curb as well. It is raised between two and six inches above the adjacent street and regularly serves as additional street width for parked cars. The trail is aged and is exhibiting wear and distress. There is a gap in the bituminous trail to allow for a right turn lane into the Mizpah Church and Rosewood Apartments parking lot. A crosswalk currently exists at the intersection of 5th Avenue North and Wayside Road. Parking is allowed along both sides of the street. The intersection of 5th Avenue North and Trunk Highway 7 is signalized. The existing street layout is shown in Figures 9 and 10. 2nd Street North (6th Avenune North to 5th Avenue North) 2nd Street North is presently classified as a local residential street with a 7 ton weight Iimit within the project area. The street has moderate grade with bituminous surfacing and is delineated with concrete curb and gutter on both sides of the street. The pavement shows severe distress including transverse and alligator cracking. There is evidence of previous maintenance including overlays, seal coating and patching. There is no trail or sidewalk on either side of the street. Parking is allowed on both sides of the street. The existing street layout is shown in Figure 1 1. Table 1 Summary Existing Pavement Section 2003 Street and Utility Improvements, City of Hopkins BMI Project No. T15.20896 Page 5 Location Street Width (Face of Curb to Face of Curb) Bit. Thickness Bituminous PCI Value Subgrade Material Subgrade CBR Value 5th Avenue North (Minnetonka Mills Rd to S.T.H. 7) 38.0' 9.5 " -11" 49 fill, mostly sand and gravel 10-22 2nd Street North (6th Ave N to 5th Ave N) 36.0' 4.5" 16 silty sand, sand w /gravel 20 1 V 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 3.2 Watermain Research of the available as -built information and a meeting with the water /sewer department staff helped define the existing alignment and conditions of the watermain as well as gain an understanding of what improvements are necessary within the project areas. All of the watermain in the project area is cast iron pipe and is anticipated to have lead joints. Service lines within these areas are typically 3/4" and their materials may be copper, steel, or lead. Overall, each service line exposed as a part of any watermain improvement project should be considered for replacement based on its material type, age, and condition. The existing watermain systems are illustrated in Figures 4 -11. 5th Avenue South (3rd Street South to Excelsior Boulevard) The watermain presently serving this segment of 5th Avenue South consists of a 6" pipe which runs along the west side of the street and then crosses through the center of the intersection of 5th Avenue South and Excelsior Boulevard. There is also a 16" main which crosses 5th Avenue South just north of the 3rd Street South intersection. This 16" main makes a 90 degree bend and then runs along the west side of the street until it makes another 90 degree near the Knox Lumber entrance and then heads west. Figure 4 illustrates the existing watermain. 5th Avenue South (Excelsior Boulevard to Mainstreet) The watermain presently serving this segment of 5th Avenue South consists of a 6" pipe which runs along the west side of the street; approximately 200' south of Mainstreet, the pipe bends and runs along the east side of the street. Approximately 100' north of Excelsior Boulevard there is a 6" pipe extending off of the main to the east. Approximately 200' north of Excelsior Boulevard there is a 6" pipe extending off of the main to the west. Currently two hydrants extend from the watermain along this block. Figures 5 and 6 illustrates the existing watermain. 2003 Street and Utility Improvements, City of Hopkins 1 BMI Project No. T15.20896 Page 6 5th Avenue North ( Mainstreet to 1st Street North) The watermain presently serving this segment of 5th Avenue South consists of a 6" pipe which nips along the east side of the street. There is an 8" east -west crossing running through the intersection of 5th Avenue and Mainstreet. Currently one hydrant extends from the watermain along this block. Figure 6 illustrates the existing watermain. 5th. Avenue North (1st Street North to 2nd Street North) The watermain presently serving this segment of 5th Avenue South consists of a 6" pipe which runs along the east side of the street. At the intersection of 5th Avenue North and 1st Street North there is a 6" pipe extending off of the main along 1st Street North to the east. Currently one hydrant extends from the watermain along this block. Figure 7 illustrates the existing watermain. 5th Avenue North (2 "`' Street North to Minnetonka Mills Road) The watermain presently serving this segment of 5th Avenue South consists of a 6" pipe which runs along the east side of the street. There is a 6" east -west crossing running through the intersection of 5th Avenue and Minnetonka Mills Road. Currently one hydrant extends from the watermain along this block. Figure 8 illustrates the existing watermain. 5th Avenue North (Minnetonka Mills Road to State Trunk Highway 7) The watermain presently serving this segment of 5th Avenue South consists of a 6" pipe which runs along the east side of the street. At the intersection of 5th Avenue North along Wayside Road there is a 6" pipe extending off of the main along Wayside Road to the east. Currently one hydrant extends from the watermain along this block. Figures 9 and 10 illustrate the existing watermain. 2nd Street North (6th Aventine North to 5th Avenue North) Currently there is no existing watermain along this segment of 2nd Street North. 3.3 Sanitary Sewer The existing condition of the sanitary sewer system was acquired from as -built information, sewer video tapes, the City's Sanitary Sewer Utility MasterPlan, as well as discussions with staff from the water /sewer department. The Sanitary Sewer Utility Master Plan states that there is a problem area between 1st Street North and Minnetonka Mills Road. City staff has indicated that this is not an area of concern. The service lines within the area are 4 "- 6" vitrified clay or orangeberg pipe. The existing sanitary sewer systems are illustrated in Figures 4 -11. 5th Avenue South (3rd Street South to Excelsior Boulevard) The sanitary sewer presently serving this segment of 5th Avenue South consists of two 14" pipes, one of which is a sanitary forcemain located on the west edge of the street. The other 2003 Street and Utility Improvements, City of Hopkins BMI Project No. T15.20896 Page 7 is located farther to the west. Both of these pipes intersect a 24" east -west crossing at the intersection of 5th Avenue and Excelsior Boulevard. There also is an east west crossing at the Knox Lumber entrance. The size of this pipe is unknown. Currently there is no information to indicate the condition of any of the sanitary sewer along this section of 5th Avenue South. The City is proceeding to have this section televised to determine if any improvements are necessary. Staff from the sewer department has indicated no concerns or service calls for this area. Figure 4 illustrates the existing sanitary sewer system. 5th Avenue South (Excelsior Boulevard to Mainstreet) The sanitary sewer presently serving this segment of 5th Avenue South consists of 8" vitrified clay pipe which flows south. The sanitary sewer video logs revealed mineral deposits in the pipe and some minor cracks in the joints. The logs also indicate that minor roots are present in the joints. There is also evidence of minor sags. There is an 8" crossing approximately 180' from the intersection of Sth Avenue and Excelsior Boulevard. There is also an 8" pipe coming in from the west just north of the intersection with Excelsior Boulevard. Staff from the sewer department has indicated no concerns or service calls for this area. Figure 5 illustrates the existing sanitary sewer system. 5th Avenue North ( Mainstreet to 1st Street North) The sanitary sewer presently serving this segment of 5th Avenue North consists of 8" vitrified clay pipe which flows south. Televised recordings of the existing pipe revealed mineral deposits in the pipe and some minor cracking in the joints. The sewer logs also indicate a few minor sags and minor roots in the pipe. Information for the short section of sanitary sewer near the intersection of Sth Avenue North and Mainstreet was not available and therefore its condition is not known. The City is proceeding to have this section televised to determine if any improvements are necessary. Staff from the sewer department has indicated no concerns or service calls for this area. Figure 6 illustrates the existing sanitary sewer system. 5th Avenue North (1st Street North to 2nd Street North) The sanitary sewer presently serving this segment of 5th Avenue North consists of 8" vitrified clay pipe which flows south. The sanitary sewer video logs revealed mineral deposits and minor roots in the joints and services. There is also evidence of some minor cracks in the pipe and joints. The logs also indicate that there is a sag 27' long. Staff from the sewer department has indicated no concerns or service calls for this area. Figure 7 illustrates the existing sanitary sewer system. 5th Avenue North (2 " Street North to Minnetonka Mills Road) The sanitary sewer presently serving this segment of 5th Avenue North consists of 8" vitrified clay pipe which flows north. Televised recordings revealed some minor cracks in the joints. The logs also indicate that minor roots are present in the joints and services including a root which impeded the movement of the camera through the pipe. There is also evidence of a few sags including a sag 31' long. Staff from the sewer department has 2003 Street and Utility Improvements, City of Hopkins 13MI Project No. T15.20896 Page 8 1 1 1 1 1 1 1 1 1 1 1 1 1 1 6 1 1 indicated no concerns or service calls for this area. Figure 8 illustrates the existing sanitary sewer system. 5th Avenue North (Minnetonka Mills Road to State Trunk Hi,thwav 7) The sanitary sewer presently serving this segment of 5th Avenue North consists of 8" vitrified clay pipe which flows south. The sanitary sewer video logs revealed some minor cracks in the joints. The logs also indicate that minor roots are present in the joints and services including a root which impeded the movement of the camera through the pipe. There is also evidence of a several minor sags and a mineral deposit. Information for the short section of sanitary sewer near the intersection of 5th Avenue North and Wayside Road was not available and therefore its condition is not known. The City is proceeding to have this section televised to determine if any improvements are necessary. Staff from the sewer department has indicated that the invert of the existing sanitary manhole at the Minnetonka Mills intersection is in need of improvements to facilitate flows through this structure. Figures 9 and 10 illustrates the existing sanitary sewer system. 2nd Street North (6th Avenune North to 5th Avenue North) Currently there is no existing sanitary sewer pipe along this segment of 2nd Street North. 3.4 Storm Sewer The existing condition of the storm sewer system was determined from as -built information and discussions with City staff. The assessment of the existing storm sewer revealed few problems. However, modifications and extensions of the existing system are recommended later in this report to compliment proposed street improvements. The existing storm sewer systems are illustrated in Figures 4 -11. 5th Avenue South (3rd Street South to Excelsior Boulevard) Storm sewer along this block of 5` Avenue South includes catch basins located at the Excelsior Boulevard intersection, at the railroad intersection, and at the 3r Street South intersection. Storm water entering these catch basins ultimately flow south to 3" Street South, then east along 3' Street South. Some of this storm sewer was constructed as part of recent improvements at the 3 Street South intersection. There are no evident or reported drainage problems associated with this storm sewer. 5th Avenue South (Excelsior Boulevard to Mainstreet) Two catch basins are located approximately 250' north of Excelsior Boulevard. Current as- builts show that runoff collected in each of these catch basins drains into a pipe that flows into the culvert located just north of Excelsior Boulevard. This configuration will be verified and any necessary improvements to the storm sewer in this area will be incorporated into the final design. There is a catch basin located in the parking lot on the west side of the street. It drams into a catch basin on the west side of 5th Avenue and then continues to flow east 2003 Street and Utility Improvernents, City of Hopkins BMI Project No. T15.20896 Page 9 1 1 1 r 1 1 1 1 1 1 1 1 to a catch basin located approximately 80' north of the intersection. From this point, the system flows south into the Excelsior Boulevard system. Two catch basins are located approximately 100' south of Mainstreet. There are also two catch basins located at the southeast and southwest corners of the Mainstreet intersection. Runoff from all of these catch basins drains to a manhole in the center of Mainstreet, which then drains west via a 15" pipe running down the center of Mainstreet. 5th. Avenue North (Mainstreet to 1st Street North) One catch basin is located in the parking lot of the car dealership on the east side of the street. Drainage from this catch basin flows into another catch basin located on the east of side of 5th Avenue approximately 25' north of Mainstreet. This runoff drains into the manhole in the center of Mainstreet. There is also another catch basin located in the northwest quadrant of the Mainstreet intersection which drains into the same manhole. Runoff then drains west via a 15" pipe running down the center of Mainstreet. City staff has expressed concern that the inlet capacity is not being met in this intersection. Inlet and pipe capacities will be verified during final design, and any necessary improvements to the storm sewer in this area will be incorporated into the design. A catch basin is also located in the northeast quadrant of the intersection. Runoff from this catch basin drains to a manhole in the center of Mainstreet, then drains west via a 15" pipe running clown the center of Mainstreet. 5th Avenue North (1st Street North to 2nd Street North) Currently there is no existing storm sewer along this segment of 5th Avenue North. Runoff flows overland to the south to 1st Street North, where it then runs south towards Mainstreet, as well as to the east along 1st Street North. 5th Avenue North (2" Street North to Minnetonka Mills Road) There is a catch basin located at each of the corners at 5th Avenue North and Minnetonka Mills Road. Runoff collected from these catch basins flows into a 12" pipe which flows northwest along Minnetonka Mills Road. City staff has indicated, and as -built information has confirmed, that this 12" pipe is relatively flat and requires frequent maintenance to keep the line clean. Additionally, the existing catch basins and network of pipes within the Minnetonka Mills intersection have deteriorated to the point that they should be replaced. 5th Avenue North (Minnetonka Mills Road to State Trunk Highway 7) Currently there is no existing storm sewer pipe along this segment of 5th Avenue North. There is a high point in the road approximately midway between Minnetonka Mills Boulevard and Trunk Highway 7. From this high point, runoff flows south overland to the existing catch basins at the intersection of 5th Avenue North and Minnetonka Mills Road. Runoff also flows north from the high point overland to a low point just south of Wayside 2003 Street and Utility Improvements, City of Hopkins BMI Project No. T15.20896 Page 10 1 1 1 1 1 1 1 1 1 1 1 i• 1 1 Road into the existing ditch along the west side of 5th Avenue North. Runoff from Trunk Highway 7 flows south overland and into the same ditch on the west side of the road. 2nd Street North 16th Avenune North to 5th Avenue North) Currently there is no existing storm sewer pipe along this segment of 2nd Street North. Runoff flows overland to the east to 5th Avenue North, where it runs south towards Mainstreet. 4. PROPOSED IMPROVEMENTS 4.1 Bituminous Streets 5th Avenue from 3rd Street South to State Trunk Highway 7 and 2nd Street North from 6th Avenue North to 5th Avenue North are scheduled for improvements in accordance with the City of Hopkins proposed Capital Improvement Plan. Table 2 describes the proposed street improvements. Figures 2 and 3 illustrate the proposed street sections and summarize the levels of improvement recommended for each street within the project area. 5th Avenue South (3rd Street South to Excelsior Boulevard) The underlying aggregate base and subgrade layers along this portion of 5th Avenue South consist of suitable soils. However, the bituminous pavement is in need of reinforcement. From 3rd Street South to the C.P. Railroad, the street will be milled to a depth of 3 inches and fortified with a 3 inch bituminous overlay. By preserving the existing curb lines along this segment, the new vertical alignment will approximate the inplace alignment. A new concrete railroad crossing is being considered to replace the existing rubberized and bituminous crossings. The segment from the C.P. Railroad to Excelsior Boulevard will be reconstructed. The existing vertical curve along this segment will be reduced to improve sight lines; the road will be lowered 2' to 3' at the highest point of the vertical curve. New curb and gutter will be placed along all of the east side and through the reconstruction area on the west side of this segment of 5th Avenue South. A new concrete apron, defining an entrance to the parking lot on the east side of the road, will be constructed directly across from the existing Knox Lumber driveway entrance. The bituminous trail on the east side of 5th Avenue South will be reconstructed as an 8' trail from 3rd Street South to the Hennepin County regional trail. Concrete walk will be replaced at the intersection of Excelsior Boulevard. The existing bituminous trail along the west side of the street between the Knox Lumber driveway and 3 " Street South will be removed, given its lack of connection to any other pedestrian way. 5th Avenue South (Excelsior Boulevard to Mainstreet) The overlying bituminous pavement along this block of 5th Avenue South is in need of reinforcement. Therefore, the street will be milled to a depth of 3 inches and fortified with 2003 Street and Utility Improvements, City of Hopkins BMI Project No. T15.20896 Page 11 1 1 1 1 1 1 1 1 1 1 1 1 1 a 3 inch bituminous overlay. By preserving the existing curb lines along this segment, the new vertical alignment will approximate the inplace alignment. The south half of the east curb line will be replaced due to its poor condition. Remaining curb and gutter on both the west and east sides will be spot replaced as necessary. In order to extend the Mainstreet decor down 5 Avenue South to Excelsior Boulevard, streetscaping elements including brick pavers, trees with cast iron grates, benches and trash receptacles, and decorative street lighting are proposed along this block. In summary, these improvements would be similar to those recently implemented along 8 Avenue South between Mainstreet and First Street South. These streetscape improvements are illustrated in Figures 13 and 14. Decorative brick pavers will be installed between the curb and sidewalk along the east side of the street. Alongside the apartment building parking lot on the west side of the street, there is an open space with a few existing trees. A decorative park bench and trash receptacle on a new concrete pad are proposed in this area. Closer to the north end of this block, additional trees, including decorative tree grates, are proposed to be installed to soften the boulevards adjacent to the commercial properties. Finally, decorative street lighting similar to the acorn style used along Mainstreet is proposed to be installed by Xcel Energy. 5th Avenue North ( Mainstreet to 1st Street North) The results of the soils and pavement testing indicate that the street section along 5th Avenue North between Mainstreet and 1st Street North is underlain with fill containing mostly sand with silt and gravel. The condition of the roadway has reached a point where maintenance procedures such as seal coating or milling and overlaying are no longer cost effective. Furthermore, the lack of an adequate curb and gutter system continues to promote drainage problems along this segment. Therefore reconstruction of this street is recommended. The recommended pavement section is 11 inches thick and includes a 5" bituminous pavement and 6" aggregate base. Local soft, unstable areas will be excavated and replaced with select granular material as they are encountered during construction. New curb and gutter will be placed along the east side of this block, and curb and gutter that is severely damaged or sunken on the west side of the street will be replaced as necessary. New concrete walk will be constructed on the west side of 5th Avenue North in place of the existing striped bituminous pavement. The existing concrete walk on the east side of the street will be widened to the back of the curb, replacing the existing bituminous shoulder with exposed aggregate concrete. Several trees will also be planted in tree grates along the west side of the street. 5th. Avenue North (1st Street North to 2nd Street North) The results of the soils and pavement testing indicate that the street section along 5th Avenue North between 1st Street North and 2nd Street North is underlain mostly with lean clay with sand as well as sand with gravel. The condition of the roadway has reached a point where maintenance procedures such as seal coating or milling and overlaying are no longer cost 2003 Street and Utility Improvements, City of Hopkins BMI Project No. T15.20896 Page 12 1 1 1 1 1 1 1 1 1 1 1 1 1 1 effective. Furthermore, the lack of an adequate curb and gutter system continues to promote drainage problems along this segment. Therefore, reconstruction of this street is recommended. The recommended pavement section is 11 inches thick and includes a 5" bituminous pavement and 6" aggregate base. Local soft, unstable areas will be excavated and replaced with select granular material as they are encountered during construction. New curb and gutter will be placed along the east side of this segment of 5th Avenue North, and curb and gutter that is severely damaged or sunken on the west side of the street will be replaced as necessary. Individual panels of sidewalk and concrete driveway aprons which are found to be cracked, broken, or otherwise deficient will be repaired or replaced. Curb bumpouts are proposed for the north crosswalk at the 5th Avenue North and 2nd Street North intersection to facilitate visibility between pedestrians and drivers and to shorten the length of the crosswalk. The south crosswalk at this intersection will then be eliminated. 5th Avenue North (2 "` Street North to Minnetonka Mills Road) The underlying aggregate base and subgrade layers along this portion of 5th Avenue North are in acceptable condition. However, the bituminous pavement is in need of reinforcement. The street will be milled to a depth of 3 inches and fortified with a 3 inch bituminous overlay. New curb and gutter will be constructed along the east side of this segment of 5th Avenue North and along the west side from 3rd Street North to Minnetonka Mills Road; curb and gutter that is severely damaged or sunken on the west side of the street between 2nd Street North and 3rd Street North will be replaced as necessary. 5th Avenue North (Minnetonka Mills Road to State Trunk Highway 7) The underlying aggregate base and subgrade layers along this portion of 5th Avenue North are in acceptable condition. However, the bituminous pavement is in need of reinforcement. The street will be milled to a depth of 3 inches and fortified with a 3 inch bituminous overlay. The new vertical alignment will approximate the inplace alignment. The existing vertical curb on each side of the roadway will be removed and replaced with new concrete curb and gutter. Additionally, concrete curb and gutter will be constructed along the west edge of the roadway between Trunk Highway 7 and the Mizpah Church and Rosewood Apartments parking lot. Currently this roadway edge is not protected by curb and gutter. The existing bituminous trail along the west of this block will be replaced with a new concrete sidewalk constructed directly behind the new concrete curb and gutter. The existing sidewalk on the east side of the roadway, which terminates approximately mid - block, will be extended north to Trunk Highway 7. The proposed sidewalk extension will eliminate the need for a pedestrian crosswalk at Wayside Road. Pedestrians will be able to cross 5th Avenue North at Trunk Highway 7 or Minnetonka Mills Road, both of which are controlled intersections and will have pedestrian crosswalks. 2nd Street North (6th Aventine North to 5th Avenue North) The results of the soils and pavement testing indicate that the street section along 2th Street North between 6th Avenue North and 5th Avenue North is underlain will fill containing 2003 Street and Utility Improvements, City of Hopkins BM Project No. T15.20896 Page 13 1 1 1 1 1 1 1 1 1 1 1 1 1 mostly with silty sand as well as sand with gravel.The condition of the roadway has reached a point where maintenance procedures such as seal coating or milling and overlaying are no longer cost effective. Therefore reconstruction of this street is recommended. The recommended pavement section is 9.5 inches thick and includes a 3.5" bituminous pavement and 6" aggregate base. Local soft, unstable areas will be excavated and replaced with select granular material as they are encountered during construction. This proposed pavement section is typical for streets within the City with similar subgrade soils and traffic loadings. Curb and gutter that is severely damaged or sunken will be replaced as necessary. A concrete walk will be constructed on the north side of 2nd Street North. Concrete walk currently exists on the north side of 2nd Street North from 12th Avenue North to 6th Avenue North; the proposed walk will complete the pedestrian walkway between 5th and 12th Avenues North. A summary of the proposed pavement sections and street widths are described in Table 2 below. Figures 2 and 3 in the Appendix illustrate the typical cross- sections. Table 2 Proposed Street Improvements Location Street Width (Face of Curb to Face of Curb) Proposed Improvement Bituminous Thickness Aggregate Base Thickness 5th Avenue South (3rd St S to Railroad Crossing) 5th Avenue South (Railroad Crossing to Excelsior Blvd) 5th Avenue South (Excelsior Blvd to Mainstreet) 5th Avenue North (Mainstreet to 1st St N) 5th Avenue North (1st St N to 2nd St N) 52.0' - 57.0' 44.0' 44.0' 36.0' 36.0' Mill and Overlay Reconstruction Mill and Overlay Reconstruction Reconstruction 3" (overlay) 4.5" 3 "(overlay) 5 " 5" N/A 12" N/A 6" 6" 2003 Street and Utility Improvements, City of Hopkins BMI Project No. T15.20896 Page 14 Location Strcet Width (Face of Curb to Face of Curb) Proposed Improvement Bituminous Thickness Aggregate Base Thickness 5th Avenue North (2nd St N to Minnetonka Mills Rd) 35.0' Mill and Overlay 3 "(overlay) N/A 5th Avenue North (Minnetonka Mills Rd to S.T.H. 7) 38.0' Mill and Overlay 3 "(overlay) N/A 2nd Street North (6th Ave N to 5th Ave N) 36.0' Reconstruction 3.5" 6" 1 1 1 1 1 1 1 1 1 1 1 1 1 ir 1 1 4.2 Watermain The main water lines currently serving the project areas have been deemed adequate. However, City staff has requested some minor improvements; these recommendations are detailed below. Due to the relative age of the existing water service lines, it is recommended that any service lines exposed as a part of these street and utility improvements be individually evaluated and considered for replacement. Any exposed lead service pipes would be required to be replaced by the Minnesota Department of Health. Repairs or replacements of existing water service lines would be 100% assessable to the corresponding property owners. Proposed watermain improvements are illustrated in Figures 12 -19. 5th Avenue South (3rd Street South to Excelsior Boulevard) No watermain improvements are being recommended along this segment of 5th Avenue South. 5th Avenue South (Excelsior Boulevard to Mainstreet) No watermain improvements are being recommended along this segment of 5th Avenue South. 5th Avenue North (Mainstreet to ist Street North) No watermain improvements are being recommended along this segment of 5th Avenue North. 5th. Avenue North (lst Street North to 2nd Street North) It is recommended that an additional gate valve be installed along the 6" watermain line of at the lst Street North intersection for maintenance purposes. 5th Avenue North (2 "" Street North to Minnetonka Mills Road) 2003 Street and Utility Improvements, City of Hopkins BMl Project No. T15.20896 Page 15 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 09 1 1 It is recommended that an additional gate valve be installed along the 6" watermain line at the 2nd Street North intersection for maintenance purposes. 5th Avenue North (Minnetonka Mills Road to State Trunk Highway 7) No watermain improvements are being recommended along this segment of 5th Avenue North. 2nd Street North (6th Avenl.Lne North to 5th Avenue North) No watermain improvements are being recommended along this segment of 2nd Street North. 4.3 Sanitary Sewer The information used to evaluate the sanitary sewer's existing conditions included televised recordings of the sewers, as built information, manhole reports, and discussions with the City staff. Cracked joints are not uncommon in vitrified clay pipe, nor are they necessarily candidates for repair or replacement. Those cracks which are wider than hair -line or are plagued with roots or mineral deposits, however, have a higher potential for infiltration and should be repaired. Major sags and flow obstructions such as roots will decrease the capacity of a sewer pipe and may result in backup problems. Because there is little documentation of these types of problems and City staff has indicated that there is no recent service problem history within these project areas, no sewer pipe improvements are recommended at this time. It is recommended, however, that typical maintenance procedures such as jetting and root cutting be continued as necessary along these sewer lines. Due to the relative age of the existing service lines, it is recommended that any service lines exposed as a part of these street and utility improvements be individually evaluated and considered for replacement. Any repair or replacement of existing sanitary service lines would be 100% assessable to the corresponding property owner. Some of the existing sanitary sewer manhole castings may have a smaller diameter. If any of these are encountered during construction they will be replaced with larger castings to improve safety and accessibility for maintenance workers when entering the structures. 5th Avenue South (3rd Street South to Excelsior Boulevard) No sanitary sewer improvements are being recommended along this segment of 5th Avenue South. 5th Avenue South (Excelsior Boulevard to Mainstreet) No sanitary sewer improvements are being recommended along this segment of 5th Avenue South. 2003 Street and Utility Improvements, City of Hopkins BMI Project No. T15.20896 Page 16 1 V 1 1 1 1 1 1 1 1 1 1 1 1 1 1 5th Avenue North (Mainstreet to 1st Street North) No sanitary sewer improvements are being recommended along this segment of 5th Avenue North. 5th Avenue North (1st Street North to 2nd Street North) No sanitary sewer improvements are being recommended along this segment of 5th Avenue North. 5th Avenue North (2" Street North to Minnetonka Mills Road) No sanitary sewer improvements are being recommended along this segment of 5th Avenue North. 5th Avenue North (Minnetonka Mills Road to State Trunk Highway 7) It is recommended that the invert of the manhole at the intersection of 5th Avenue and Minnetonka Mills Road be reconstructed to improve flow through the structure. 2nd Street North (6th Avenune North to 5t17 Avenue North) No sanitary sewer improvements are being recommended along this segment of 2nd Street North. 4.4 Storm Sewer In general, the existing storm sewer system along 5` Avenue is satisfactory. However, there are some minor improvements which are summarized below. There are no storm sewer improvements recommended along 2 " Street North. 5th Avenue South (3rd Street South to Excelsior Boulevard) No storm sewer improvements are being recommended along this segment of 5th Avenue South. 5th Avenue South (Excelsior Boulevard to Mainstreet) No storm sewer improvements are being recommended along this segment of 5th Avenue South. 5th Avenue North (Mainstreet to 1st Street North) Recommended storm sewer improvements include the addition of three catch basins and reconstruction of the existing catch basin just north of the Mainstreet and 1st Street North intersection to improve the collection of runoff from 5th Avenue North. Proposed improvements are illustrated in Figure 14. 2003 Street and Utility Improvements, City of Hopkins BMI Project No. T15.20896 Page 17 1 1 1 1 1 1 1 1 1 1 1 1 1 5th Avenue North (1st Street North to 2nd Street North) No storm sewer improvements are being recommended along this segment of 5th Avenue North. 5th Avenue North (2 "` Street North to Minnetonka Mills Road) Proposed storm sewer improvements include the construction of one new manhole, and the removal and replacement of four existing catch basins and one existing manhole at the Minnetonka Mills intersection. The pipe connecting the catch basins will be reconfigured to improve the system. The existing pipe flowing northwest along Minnetonka Mills Road out of the existing manhole is relatively flat. The proposed catch basins in the intersection will be set at elevations that will allow the replacement of this 12" pipe along Minnetonka Mills to be reconstructed at a steeper grade in the future. The extent of storm sewer improvements for this project is limited to the intersection only. Proposed improvements are illustrated in Figure 17. 5th. Avenue North (Minnetonka Mills Road to State Trunk Highway 7) Currently there is no curb and gutter along the west side of 5th Avenue North, and water is able to flow directly into the ditch along the west side of the road. With the addition of curb and gutter, two catch basins are proposed along the west side of 5th Avenue North to capture this flow. Runoff from these catch basins would then outlet approximately 100' south of T.H. 7 into the existing ditch. Proposed improvements are illustrated in Figure 18. 2nd Street North (6th Avenue North to 5th Avenue North) No storm sewer improvements are being recommended along this segment of 2nd Street North. 4.5 Sidewalks Bituminous trail and concrete sidewalk improvements will be made in accordance with section 4.1 of this report. Additionally, individual sidewalk or driveway panels which are severly cracked, heaving, or otherwise pose a danger to pedestrians will be replaced. Private sidewalks leading from individual homes to the street will be removed and replaced as necessary to facilitate the street improvements. 4.6 Driveway Aprons Any existing driveway aprons along 5` Avenue and 2nd Street North will be replaced with new concrete aprons as necessary to match the existing driveways to the new street grades. 2003 Street and Utility Improvements, City of Hopkins BMI Project No. T15.20896 Page 18 4.7 Lawn Sprinkler Systems There may be existing lawn sprinkler systems along the roadways scheduled for reconstruction. The adjacent property owners will need to assist in locating and identifying the types of sprinkler systems that are in place. The contractor will be required to make every effort to preserve the inplace systems during construction. 4.8 Street Signing and Striping The existing street signing, including stop signs and street name signs, will be removed and reinstalled by the contractor as necessary. The existing street striping will be restriped by the contractor when the project has been completed. Pedestrian crosswalks will be removed and replaced as discussed earlier in section 4.1 of this report. 4.9 Turf Restoration The existing trees will be protected from the construction as much as possible. In the event a tree removal is necessary due to street grade changes or otherwise, they will be replaced. The areas disturbed by the construction will be re- graded to match the new street grades and restored with boulevard type sod. Boulevards will be regraded as necessary to facilitate sidewalk drainage. 4.10 Municipal State Aid System) Truck Route Designations Currently, 5 Avenue is designated as a Municipal State Aid (MSA) Route between 3rd Street South and Trunk Highway 7. However, the City of Hopkins has signed 5` Avenue, from Mainstreet to Minnetonka Mills Road, with truck restrictions. Under State Aid Operations Chapter 8820, permanent truck restrictions are not allowed on MSA routes. In conjunction with the improvements scheduled for 5' Avenue, the City should consider whether or not to keep this roadway on its MSA system. It should be noted that given its function as a collector roadway within the City of Hopkins, the designed pavement strength of this street will be the same, regardless of its designation as a State Aid street and regardless of any designated truck restrictions. 5. ESTIMATED COSTS Estimated construction costs presented below include a 10 percent contingency factor. Overhead costs, estimated at 25 percent, include legal, engineering, administrative and fiscal costs. Final costs and assessments will be determined by using actual construction costs of the proposed work. 2003 Street and Utility Improvements, City of Hopkins BMI Project No. T15.20896 Page 19 ESTIMATED PROJECT COSTS 2nd Street North (6th Avenue North to 5th Avenue North) $ 33,526.00 Sanitary Sewer $ 600.00 Streets, Sidewalk and Restoration $ 32,926.00 5th Avenue South (3rd Street South to Excelsior Boulevard) $ 234,960.00 Streets, Sidewalk and Restoration $ 234,960.00 5th Avenue North (Excelsior Boulevard to Mainstreet) $ 177,105.00 Storm Sewer $ 4,500.00 Sanitary Sewer $ 900 Streets, Sidewalk and Restoration $ 171,705.00 5th Avenue South (Mainstreet to 1st Street North) $ 151,065.00 Stone Sewer $ 7,525 Streets, Sidewalk and Restoration $ 143,540.00 5th Avenue South (1st Street North to 2nd Street North) $ 98,017.00 Watermain $ 2,000.00 Sanitary Sewer $ 1,500.00 Streets, Sidewalk and Restoration $ 94,517.00 5th Avenue South (2nd Street North to Minnetonka Mills Boulevard) $ 73,830.00 Watermain $ 2,000.00 Sanitary Sewer $ 1,500.00 Streets, Sidewalk and Restoration $ 70,330.00 5th Avenue South (Minnetonka Mills Boulevard to T.H. 7) $ 209,780.50 Storm Sewer $ 33,005.00 Sanitary Sewer $ 3,300.00 Streets, Sidewalk and Restoration $ 173,475.50 SUBTOTAL PROJECT COSTS ' $ 978,283.50 CONTINGENCIES (10%) $ 97,828.35 ENGINEERING & ADMINISTRATION (25%) $ 244,570.88 TOTAL PROJECT COSTS $1,320,682.73 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Proposed construction costs for the 2003 Street and Utility Improvements (including bituminous street, storm sewer, watcrmain, and turf restoration) are itemized in the tables located in Appendix A and are summarized below. These cost estimates are based upon public construction cost information. Since the consultant has no control over the cost of labor, materials, competitive bidding process, weather conditions and other factors affecting the cost of construction, all cost estimates are opinions for general information of the client and no warranty or guarantee as to the accuracy of construction cost estimates is made. It is recommended that costs for project financing should be based upon actual, competitive bid prices with reasonable contingencies. W Total costs not including contingencies, engineering and administration. 2003 Street and Utility Improvements, City of Hopkins BMI Project No. T15.20896 Page 20 1 1 1 1 1 1 1 M 1 1 1 1 1 1 1 6. ASSESSMENT RATES The street improvements proposed for 5th Avenue and 2nd Street North are eligible for assessments according to the City of Hopkins assessment policy. According to the policy, 2" Street North between 5' and 6 Avenues North is considered a local roadway, and its improvements shall be assessed at a rate of 70% to the benefitting properties. Benefitting properties include those lots adjacent to this block of 2° Street North, those lots along the east side of 6` Avenue North between ls` and 3 rd Streets North, and those lots along the west side of 5th Avenue North between lst and 3r Streets North. 5''' Avenue between 3rd Street South and Trunk Highway 7 is classified as a major roadway within the City of Hopkins. This street is also currently classified as a Municipal State Aid Street between 3rd Street South and Trunk Highway 7, making it eligible for state - funded subsidies if it is constructed and operated according to State Aid Rules. According to the City's policy, assessments can vary depending on the classification of the roadway and between residential and commercial properties. The following table summarizes the applicable assessment rate percentages based on these variables, according to the policy. Note that the table references standard local roadway costs associated with the major roadway. This cost is determined by reducing the actual costs of the major roadway. This reduction is based on the narrower roadway width and thinner pavement section typically used along local roadways. Where applicable, the Assessable Costs in the estimated assessments table reflect these reduced costs. The following assessment rates were checked against the City's assessment cap policy. The assessment cap does not apply to these rates. 2003 Street and Utility Improvements, City of Hopkins BMI Project No. T15.20596 Page 21 Local Roadway Major Roadway State Aid Supported Major Roadway Non -State Aid Residential Lot 70% of the actual street costs 50% of standard local roadway costs 70% of standard local roadway costs Commercial Lot 70% of the actual street costs , 70% of the actual street costs 70% of the actual street costs 1 1 1 1 1 1 1 M 1 1 1 1 1 1 1 6. ASSESSMENT RATES The street improvements proposed for 5th Avenue and 2nd Street North are eligible for assessments according to the City of Hopkins assessment policy. According to the policy, 2" Street North between 5' and 6 Avenues North is considered a local roadway, and its improvements shall be assessed at a rate of 70% to the benefitting properties. Benefitting properties include those lots adjacent to this block of 2° Street North, those lots along the east side of 6` Avenue North between ls` and 3 rd Streets North, and those lots along the west side of 5th Avenue North between lst and 3r Streets North. 5''' Avenue between 3rd Street South and Trunk Highway 7 is classified as a major roadway within the City of Hopkins. This street is also currently classified as a Municipal State Aid Street between 3rd Street South and Trunk Highway 7, making it eligible for state - funded subsidies if it is constructed and operated according to State Aid Rules. According to the City's policy, assessments can vary depending on the classification of the roadway and between residential and commercial properties. The following table summarizes the applicable assessment rate percentages based on these variables, according to the policy. Note that the table references standard local roadway costs associated with the major roadway. This cost is determined by reducing the actual costs of the major roadway. This reduction is based on the narrower roadway width and thinner pavement section typically used along local roadways. Where applicable, the Assessable Costs in the estimated assessments table reflect these reduced costs. The following assessment rates were checked against the City's assessment cap policy. The assessment cap does not apply to these rates. 2003 Street and Utility Improvements, City of Hopkins BMI Project No. T15.20596 Page 21 1 tb 2003 Street and Utility Improvements, City of Hopkins BMI Project No. TI5.20896 i cars I EL'LL 5 111'1E1 s e0 OS S_ Pe' LL $ $9459 $ 4 69'481.'5 Sil {L5 "OZaZ 0P55Z'Z Residential Assessment Tolal 17(1 40'51.1.'1.£ $� 1 4E'ZEL L 5 44 939'49 $ 1 SE'4E9'94 $ BO'El $� Ol'EEL ZP'95 116'SP 19'Z99'E $ 1 8&'Pl0 1 45'6 E9'L NOS) lelol luawssessy lenueplsay olEZSS $ Le eL9'44 $ l szole'EE $ 1 Resident al Assessment Rale (56%) State Aid Fund Supported L P9:EL $� LOE'OP L FL'ZE $ lco lad co 0 uitearly h ?. .41 d, fl I 9at4t s 0 4 co co co 4. o 4 O co uo w i- j, , BbEl00d 211uapisad , m Ed. M a 071 0 alSelood IeiOJawwo� o ni n e6Elood 6whJauag n a � v n 51500 al4essessy I VU CULL ca! ( Ie I � ( Resideatial Sld, Local Sl. .PR Od Oda Sn 040 UGC. (IelOJKL W OO) JIS; N PLC Sluawssassy IS VVGl 411 (ahV lJJ9 01 aAy S IS' 411 (Pn^R 101519 0Y3 of rJ 1S 4IS� ISaauSUlew of P Jolsax3i IN 15 fn l I N IS 4IS !N 1.S 151 01 ieegsuieyy) 1S PuG) N IS 415 (N Is pub oI N IS 4}5 (Si IW ealuolauu!Pi 1 tb 2003 Street and Utility Improvements, City of Hopkins BMI Project No. TI5.20896 1 1 1 1 1 1 1 1 1 1 1 1 1 7. RIGHT- OF- WAY/EASEMENTS/PERMITS The proposed improvements will be limited to the existing street rights -of -way along 5th Avenue and 2nd Street North. Temporary construction easements may be needed for work outside the street right -of- way such as driveway apron replacement and turf restoration. Permits will be required from the Minnesota Department of Health for watermain construction, and the Nine Mile Creek Watershed District and Minnehaha Creek Watershed District for storm sewer construction. 8. PROJECT SCHEDULE If this Preliminary Engineering Report is accepted by the City Council, the following schedule is proposed: Present Preliminary Engineering Report & Order Public Improvement Hearing August 7, 2001 Conduct Public Improvement Hearing and Order Plans & Specifications August 20, 2002 Approve Plans & Specifications and Advertise for Bids December, 2002 Open Bids January, 2003 Accept Bids /Order Assessment Hearing. February, 2003 Conduct Public Assessment Hearing /Adopt Assessment Roll March, 2003 Award Bid April, 2003 Construction May - September, 2003 9. FEASIBILITY AND RECOMMENDATION From an engineering standpoint, this project is feasible, cost effective and necessary and can best be accomplished by letting competitive bids for the work. It is recommended that the work be done under one contract in order to complete the work in an orderly and efficient manner. The City, its financial consultant, and the persons assessed will have to determine the economic feasibility of the proposed improvements. 2003 Street and Utility Improvements, City of Hopkins BMI Project No. T15.20896 Page 23 APPENDIX A COST ESTIMATE TABLES ITEM • ITEM ESTIMATED ' QUANTITY UNIT UNIT PFTICE TOTAL MOBILIZATION 1 LS $1,000.00 $1,000.00 REMOVE CURB AND GUTTER 100 LIN FT 1+ $300.00 SAWING BITUMINOUS PAVEMENT (FULL DEPTH) 100 LIN FT $2.50 $250.00 COMMON EXCAVATION (CV) (EV) 250 CU n $12.00 $3,000.00 SUBGRADEEXCAVATION C EV) 100 11 $1,300,00 TOPSOIL BORROW (LV) 30 CU VD 115 • $450.00 SELECT GRANULAR BORROW (CV) 100 CU YD F. $1,500,00 AGGREGATE BASE CLASS 5 (STREETS /DRIVEWAYS) (CV) 215 CU YD $20.00 $4,300.00 • MILL BITUMINOUS PAVEMENT (FULL DEPTH) 1200 SQ YD $ 2 . 50 $3,000.00 BITUMINOUS WEAR COURSE (STREETS/DRIVEWAYS) 150 TON 1 $4,800.00 BITUMINOUS BASE COURSE ( STREETS/DRIVEWAYS) 150 TON $30.00 $4,500.00 BITUMINOUS MATERIAL FOR TACK COAT 60 GAL $2.00 $12000 ADJUST FRAME AND RING CASTING 1 $550 00 8618 CONCRETE CURB & GUTTER 100 • $900.00 4' CONCRETE WALK 2100 SQ 1 $6,300.00 TRAFFIC CONTROL $500.00 LAWN TYPE SOD • ' • 6 $1 sfi.oa i SUBTOTAL SCHEDULE "A" $32,926.00 • 10% CONTINGENCIES $3,292.60 25% ENGINEERING AND ADMINISTRATION ' • • $8,231.50 • TOTAL ESTIMATED CONSTRUCTION COST: $44,450.10 1 V 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ENGINEER'S ESTIMATE 2003 STREET AND UTILITY IMPROVEMENTS CITY OF HOPKINS, MN BMI PROJECT NO. T15.20896 CITY PROJECT NO. 02 -10 2ND STREET NORTH (6TH AVE N. TO 5TH AVE. N.) SCHEDULE "A" STREET AND SIDEWALK IMPRO 2ND STREET NORTH (6TH AVE N. TO 5TH AVE. N.) SCHEDULE "R" SANITARY SEWER IMPROVEMENTS 0.942105263 ITEM NO. 1 ITEM REPAIR SANITARY MANHOLE SUBTOTAL SCHEDULE "B" 10% CONTINGENCIES 25% ENGINEERING AND ADMINISTRATION TOTAL ESTIMATED CONSTRUCTION COST ESTIMATED BID QUANTITY 2 UNIT UNIT PRICE LIN FT $300.00 TOTAL $600.00 $600.00 $6000 maw $810.00 ITEM NO. ITEM ESTIMATED BID OUANTI7 Y UNIT UNIT PRICE TOTAL 1 MOBILIZATION 1 LS 57,000.00 57,000.00 2 CLEAR & GRUB TREES 0.1 ACRE 510,000.00 $1,000.00 3 REMOVE CURB AND GUTTER 1000 LIN FT 53.00 $3,000.00 4 REMOVE BITUMINOUS PAVEMENT (BIKE TRAIL) 780 SO YD $4.00 53,120.00 5 REMOVE CONCRETE PAVEMENT (WALK AND DRIVEWAYS) 150 SQ YD 57.00 $1,050.00 6 REMOVE LOOP DETECTORS 6 EACH 5125.00 5750.00 7 SAWING BITUMINOUS PAVEMENT (FULL DEPTH) 280 LIN FT 52.50 5700,00 8 COMMON EXCAVATION (CV) {EV) 1300 CU YD 512.00 $15,600.00 9 SUBGRADE EXCAVATION (CV) (EV) 100 CU YD 513.00 $1,300.00 10 TOPSOIL BORROW (LV) 150 CU YD $15.00 52,250,00 11 SELECT GRANULAR BORROW (CV) 100 CU YD 515.00 51,500.00 12 AGGREGATE BASE CLASS 5 (STREETS /DRIVEWAYS) (CV) 500 CU YD 520.00 $10,000.00 13 AGGREGATE BASE CLASS 5 {TRAILS) 100 CU YD 525.00 $2,500.00 14 ROUT, CLEAN AND SEAL JQINTS 200 LIN FT 51.00 5200.00 15 MILL BITUMINOUS PAVEMENT (3') 1200 SO YD 51.25 $1,500.00 16 MILL BITUMINOUS PAVEMENT (FULL DEPTH) 1800 SQ YD 5250 $4,500.40 17 BITUMINOUS WEAR COURSE (STREETS /DRIVEWAYS) 450 TON 512.00 514,400.00 18 BITUMINOUS WEAR COURSE (TRAILS) 100 TON 533 -00 $3,300.00 19 BITUMINOUS BASE COURSE (STREETS /DRIVEWAYS) 350 TON 530.00 $10,500.00 20 BITUMINOUS MIXTURE FOR PATCHING 10 TON 565.00 5650.00 21 BITUMINOUS MIXTURE FOR TYPE 2 CRACK PATCHING 10 TON 515000 51,500.00 22 BITUMINOUS MATERIAL FOR TACK COAT 600 GAL 52.00 $1,200.00 23 ADJUST FRAME AND RING CASTING 4 EACH 5275.00 51,100.00 24 4' CONCRETE WALK 1400 SQ FT 53.00 54,200.00 25 0618 CONCRETE CURB & GUTTER 1000 LIN FT $9.00 59,000.00 26 7' CONCRETE PAVEMENT 80 SQ YD 539 -00 $3,120.00 27 PRECAST PAVER 420 SO FT 510.00 54,200.00 28 TRAFFIC CONTROL 1 LS 52,000.00 52,000.00 29 F & I SIGN PANEL TYPE C 20 L SQ FT 540.00 5800.00 30 4' DOUBLE SOLID YELLOW LINE - EPDXY 500 LIN FT 50.50 5250.00 31 4' SOLID WHITE LINE - EPDXY 300 LIN FT 50.25 575.00 32 ZEBRA CROSSWALK WHITE - EPDXY 130 SQ FT 53.00 $390.00 33 PAVEMENT MESSAGE - ARROW 2 EACH 5175.00 $350.00 34 NMC LOOP DETECTOR 6'X15 6 EACH 51.500 -00 59,000.00 35 SILT FENCE 500 LIN FT 55.75 $1,875.00 36 INLET PROTECTION - FILTER AGGREGATE 8 EACH 5125.00 $1,000.00 37 LAWN TYPE SOD 800 SO YD 52.60 52,080.00 SUSTO.TAL SCHEDULE "A" : • $126,960.00 10 %:CONTIN vE NCIES . ' , $12,696.00 25% ENGINEERING AND ADMINISTRATION -,'$31;740.00 TOTAL ESTIMATED CONSTRUCTION COST $171,395.00 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ENGINEER'S ESTIMATE 2003 STREET AND UTILITY IMPROVEMENTS CITY OF HOPKINS, MN BMI PROJECT NO. T15.20896 CITY PROJECT NO. 02-10 5TH AVENUE NORTH (3RD ST. SOUTH TO EXCELSIOR BOULEVARD) SCHEDULE "A" STREET AND SIDEWALK IMPROVEMENTS {ASSESSABLE 7/29/02 5TH AVENUE NORTH (3RD ST. SOUTH TO EXCELSIOR BOULEVARD) SCHEDULE "B" STREET AND SIDEWALK IMPROVEMENTS (NON - ASSESSABLE) ITEM NO. 1 2 ITEM CONCRETE RAILROAD CROSSING TRAIL AND RAILROAD CROSSING LIGHTING ESTIMATED BID QUANTITY 1 1 UNIT LS LS UNIT PRICE $ 100,000.00 $8.000.00 SUBTOTAL SCHEDULE "B" 10% CONTINGENCIES 25% ENGINEERING AND ADMINISTRATION TOTALYESTIMATED CONSTRUCTION COST TOTAL $100,000.00 $8,000.00 $1 :: $i0,800 oo 2 7; 00 0 ) 0 145;800.00 ITEM NO. ITEM ESTIMATED BID QUANTITY UNIT UNIT PRICE TOTAL 1 MOBILIZATION 1 LS 54,000.00 54,000.00 2 REMOVE CURB AND GUTTER 700 LIN FT 53.00 52,100,00 3 REMOVE BITUMINOUS STREET/DRIVEWAY PAVEMENT 50 SO YD $4.00 5200.00 4 REMOVE CONCRETE PAVEMENT (WALK) 200 SO YD $7.00 $1,400.00 5 REMOVE CONCRETE PAVEMENT (DRIVEWAY) 100 SQ YD 59.00 5900.00 6 REMOVE LOOP DETECTORS 2 EACH 5125.00 $250.00 7 SAWING CONCRETE PAVEMENT (FULL DEPTH) 50 LIN FT 55 00 5250.00 8 SAWING BITUMINOUS PAVEMENT (FULL DEPTH) 200 LIN FT $2.50 $500.00 9 SALVAGE SPRINKLER HEAD 6 EACH 550.00 5300.00 10 COMMON EXCAVATION (CV) (EV) 50 CU YD 51200 5600.00 11 TOPSOIL BORROW (LV) 30 CU YD 515.00 5450.00 12 CLEAN, SAW AND SEAL CONCRETE JOINTS 100 LIN FT 510.00 $1,000.00 13 ROUT, CLEAN AND SEAL JOINTS 1500 LIN FT 51.00 51,500.00 14 BITUMINOUS PAVEMENT PATCH 50 SY 55000 52,500.00 15 BITUMINOUS MIXTURE FOR PATCHING 20 TON 555.00 51,300.00 16 BITUMINOUS MIXTURE FOR TYPE 2 CRACK PATCHING 20 TON 5150.00 53,000.00 17 MILL BITUMINOUS SURFACE (3 ") 3650 SO YD 51.25 54,562.50 18 BITUMINOUS WEAR COURSE (STREETS /DRIVEWAYS) 650 TON 512 00 $20,800.00 19 BITUMINOUS MATERIAL FOR TACK COAT 200 GAL 5200 5400.00 20 ADJUST FRAME AND RING CASTING 2 EACH 5275.0 5550.00 21 4" CONCRETE WALK 2500 SO FT 53.00 57,500.00 22 B618 CONCRETE CURB & GUTTER 700 LIN FT 59.00 $6,300.00 23 7" CONCRETE PAVEMENT 155 SO YD 539.00 $6,045.00 24 PRECAST PAVER 2300 SO FT $10.0 $23,000.00 25 TRAFFIC CONTROL 1 LS 52,000.00 52,000.00 26 4" SOLID WHITE LINE - EPDXY 100 LIN FT 50.25 $25.00 27 4" DOUBLE SOLID YELLOW LINE - EPDXY 725 LIN FT 50.50 $362.50 28 ZEBRA CROSSWALK WHITE - EPDXY 150 SQ FT 53.0 5450.00 29 PAVEMENT MESSAGE - ARROW 2 EACH 5175.00 5350.00 30 HANDHOLE 1 EACH 5500.00 5500.00 31 NMC LOOP DETECTOR 6'X15' 4 EACH 51.50.0 56,000.00 32 INSTALL SPRINKLER HEAD 6 EACH 5150.0 5900.00 33 DECORATIVE BENCH 1 EACH 51,500.00 51,500.00 34 DECORATIVE TRASH RECEPTACLE 1 EACH 51,000.00 51,000.00 35 DECIDUOUS TREE 2.5" B &B 3 EACH 545000 51,350 -00 36 TREE GRATE & FRAME 3 EACH 51,200.00 53,600.00 37 LAWN TYPE SOD 100 SQ YD 52.60 $260.00 SUBTOTAL SCHEDULE "Al! - ,. $107,705,UR 10% CDNTINGENCIES ;. : , $10,770.50 25%. ENGINEERING A'ND ADMINISTRATION '; $26,926.25 . MATED CONSTRUCTION COST' TOTAL ESTI , `� ` - $145,401.75 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ENGINEER'S ESTIMATE 2003 STREET AND UTILITY IMPROVEMENTS CITY OF HOPKINS, 1%IN BMI PROJECT NO. T15.20896 CITY PROJECT NO. 02 -10 5TH AVENUE NORTH (EXCELSIOR BOULEVARD TO MAINSTREET) SCHEDULE "A" STREET AND SIDEWALK IMPROVEMENTS (ASSESSABLE ITEM NO. ITEM ESTIMATED BID QUANTITY UNIT UNIT PRICE TOTAL 1 REPAIR DRAINAGE STRUCTURE 15 LIN FT 5300.00 $4,500.00 SUBTOTAL SCHEDULE "C" . , . $4,500.00 10% CONTINGENCIES $450.00 25% ENGINEERING AND ADMINISTRATION. $1,125.00 TOTAL ESTIMATED CONSTRUCTION COST *075.00 1 1 1 1 1 1 1 1 1 1 1 1 1 1 5TH AVENUE NORTH (EXCELSIOR BOULEVARD TO MAINSTREET) SCHEDULE "B" STREET AND SIDEWALK IMPROVEMENTS (NON- ASSESSABLE) ITEM NO. 1 ITEM DECORATIVE STREET LIGHTS ESTIMATED BID QUANTITY 16 UNIT EACH UNIT PRICE $4.000.00 SUBTOTAL SCHEDULE 10% CONTINGENCIES 25% ENGINEERING AND'ADMINISTRATION TOTAL EST!MATED.CONSTRUCTION.COST• TOTAL $64,000.00 $64;000.00 $6,400.00 16,000.00 5TH AVENUE NORTH (EXCELSIOR BOULEVARD TO MAINSTREET) SCHEDULE "C" STORM SEWER IMP ROVEMENTS 5TH AVENUE NORTH (EXCELSIOR BOULEVARD TO MAINSTREET) SCHEDULE "D" SANITARY SEWER IMPROVEMENTS ITEM NO. 1 ITEM REPAIR SANITARY MANHOLE ESTIMATED BID QUANTITY UNIT 3 LIN FT U NIT PRICE $300.00 SUBTOTAL SCHEDULE "D" 10% CONTINGENCIES . TOTAL $900.09 $900.00 $90.00 25% ENGINEERING AND ADMINISTRATION TOTAL ESTIMATED CONSTRUCTION COST $225.00 $1,215.00 ITEM NO. ITEM ESTIMATED BID QUANTITY UNIT UNIT PRICE TOTAL 1 MOBILIZATION 1 LS 55,000.00 $5,000.00 2 REMOVE CURB AND GUTTER 620 LIN FT $3.00 $1,860.00 3 REMOVE BITUMINOUS STREET/DRIVEWAY PAVEMENT 300 SQ YD $4.00 $1,200.00 4 REMOVE CONCRETE PAVEMENT (WALK) 400 50 YD 57.00 $2,800.00 5 REMOVE CONCRETE PAVEMENT (DRIVEWAY) 80 50 YD 59.00 $720.00 6 SAWING CONCRETE PAVEMENT (FULL DEPTH) 500 LIN FT 55.00 52,500.00 7 SAWING BITUMINOUS PAVEMENT (FULL DEPTH) 200 LIN FT 52.50 5500.00 8 SALVAGE SPRINKLER HEAD 4 EACH 550.00 5200.00 9 EXPLORATORY EXCAVATION 1 HOUR 5300.00 $300.00 10 COMMON EXCAVATION (CV) (EV) 500 CU YD 512.00 56,000.00 11 SUBGRADE EXCAVATION (CV) (EV) 400 CU YD 513.00 $5,200.00 12 CLEAN, SAW AND SEAL CONCRETE JOINTS 100 LIN FT 51000 $1,000.00 13 TOPSOIL BORROW (LV) 30 CU YD 515.00 $450.00 14 SELECT GRANULAR BORROW (CV) 400 CU YD 515.00 $6,000.00 15 AGGREGATE BASE CLASS 5 (STREETS /DRIVEWAYS) (CV) 600 CU YD 520,00 $12,000.00 16 BITUMINOUS PAVEMENT PATCH 100 SY 550,00 55,000.00 17 MILL BITUMINOUS PAVEMENT (FULL DEPTH) 2600 SG YD 52.50 58,500.00 18 BITUMINOUS WEAR COURSE (STREETS/DRIVEWAYS) 300 TON 532.00 $9,600.00 19 BITUMINOUS BASE COURSE (STREETS /DRIVEWAYS) 450 TON 530.00 $13,500.00 20 BITUMINOUS MATERIAL FOR TACK COAT 150 GAL 52.00 $300.00 21 ADJUST FRAME AND RING CASTING 2 EACH 5275.00 5550.00 22 4' CONCRETE WALK 6500 SQ FT 53.00 $19,500.00 23 B618 CONCRETE CURB & GUTTER 620 LIN FT 59.00 55,580.00 24 7' CONCRETE PAVEMENT 150 SO YD 539.00 55,850.00 25 EXISTING CITY STREET LIGHT REWIRING 1 LS 510,000.00 $10,000.00 26 TRAFFIC CONTROL 1 LS 52,000.00 $2,000.00 27 4' DOUBLE SOLID YELLOW LINE - EPDXY 600 LIN FT 50.50 $300.00 28 ZEBRA CROSSWALK WHITE - EPDXY 400 SOFT 5300 51,200.00 29 DECIDUOUS TREE 2.5' B&B 8 EACH 5450.00 53,600.00 30 TREE GRATE & FRAME 8 EACH 51,200.00 59,600.00 31 HANDHOLE 1 EACH 5500.00 5500.00 32 NMC LOOP DETECTOR 6'X15 2 EACH 51 500.00 $3,000.00 33 INSTALL SPRINKLER HEAD 4 EACH 5150.00 $600.00 34 INLET PROTECTION - FILTER AGGREGATE 4 EACH 5125.00 $500.00 35 LAWN TYPE SOD 50 5Q YD 52.64 $130.00 SUBTOTAL SCHEDULE "A ". '', $143,540 00 10% CONTINGENCIES :, $14,354.00 25% ENGINEERING AND ADMINISTRATION - $35,885. TOT AL CONSTRUCTION COST .: 4193,779.00 1 Is 1 1 1 1 1 1 1 • 1 1 1 1 1 1 1 1 ENGINEER'S ESTIMATE 2003 STREET AND UTILITY IMPROVEMENTS CITY OF HOPKINS, N1 BMI PROJECT NO. T15.20896 CITY PROJECT NO. 02-10 5TH AVENUE NORTH (MAIN STREET TO 1ST STREET NORTH) 5TH AVENUE NORTH {MAIN STREET TO 1ST STREET NORTH} SCHEDULE "B" STORM SEWER IMPROVEMENTS ITEM NO. 1 2 3 4 5 6 ITEM REMOVE SEWER PIPE (STORM) REMOVE CATCH BASIN 12" RC PIPE SEWER CL V DESIGN 3006 {STORM} CONNECT TO EXISTING STORM SEWER CONSTRUCT DRAINAGE STRUCTURE DESIGN 48 -4020 CONSTRUCT DRAINAGE STRUCTURE DESIGN SD -1 ESTIMATED BID QUANTITY 20 1 60 1 1 3 UNIT LIN FT EACH LIN FT EACH EACH EACH UNIT PRICE $ 10.00 $275.00 $30.00 $350.00 $1,600.00 51,100.00 TOTAL $200.00 $275.00 $1,800.00 $350.00 $1 ,600.00 $3,300.00 1OWCONTINGENCIES'" 52:50 SUBTOTAL: SCHEDULE - '.'B." 7,525:00 25% ENGINEERING AND ADMINISTRATION 1,88125 TOTAL ESTIMATED CONSTRUCTION COST ` $10,158.75 ITEM NO. ITEM ESTIMATED BID QUANTITY UNIT UNIT PRICE TOTAL 1 MOBILIZATION 1 LS $4,000.00 54,000.00 2 ROOT CUTTING 2 TREE 5100.00 $200.00 3 REMOVE CURB AND GUTTER B00 LIN FT 53.00 $2,400.00 4 REMOVE BITUMINOUS STREET/DRIVEWAY PAVEMENT 20 SO YD 54.00 580.00 5 REMOVE CONCRETE PAVEMENT (WALK) 50 SQ YD 57.00 $350.00 6 REMOVE CONCRETE PAVEMENT (DRIVEWAY) 100 SQ YO 59.00 $900.00 7 SAWING CONCRETE PAVEMENT (FULL DEPTH) 100 LIN FT 55.00 $500.00 8 SAWING BITUMINOUS PAVEMENT (FULL DEPTH) 200 LIN FT $2.50 $500.00 9 SALVAGE SPRINKLER HEAD 4 EACH 55000 5200.00 10 EXPLORATORY EXCAVATION 1 HOUR 5300.00 5300.00 11 COMMON EXCAVATION (CV) (EV) 450 CU YD 512.00 $5,400.00 12 SU9GRADE EXCAVATION (CV) (EV) 500 CU YD 313.00 56,500.00 13 CLEAN, SAW AND SEAL CONCRETE JOINTS 100 LIN FT 510.00 $1,000.00 14 TOPSOIL BORROW (LV) 45 CU YD 515.00 $675.00 15 SELECT GRANULAR BORROW (CV) 500 CU YD 515.00 $7,500.00 16 AGGREGATE BASE CLASS 5 (STREETS /DRIVEWAYS) (CV) 700 CU YD 520.00 $14,000.00 17 MILL BITUMINOUS PAVEMENT (FULL DEPTH} 3000 SQ YD 52.50 $7,500.00 18 BITUMINOUS WEAR COURSE (STREETS/DRIVEWAYS) 330 TON $32.00 $10,560.00 19 BITUMINOUS BASE COURSE (STREETS/DRIVEWAYS) 500 TON 530.00 515,000.00 20 BITUMINOUS MATERIAL FOR TACK COAT 150 GAL 5200 5300.00 21 ADJUST FRAME AND RING CASTING 2 EACH 5275.00 $550.00 22 4' CONCRETE WALK 300 SQ FT 53.00 $900.00 23 9618 CONCRETE CURB & GUTTER 600 LIN FT 59.00 $7,200.00 24 7' CONCRETE PAVEMENT 100 SO YD 539.00 $3,900.00 25 TRAFFIC CONTROL 1 LS $2,000.00 $2,000.00 26 4' DOUBLE SOLID YELLOW LINE - EPDXY 700 LIN FT 50 50 ' $350.00 27 ZEBRA CROSSWALK WHITE - EPDXY 150 SQ FT 53.00 5450.00 28 INSTALL SPRINKLER HEAD 4 EACH 5150.00 $600.00 29 LAWN TYPE SOD 270 SO YD 52.50 5702.00 SUBTOTAL SCHEDULE "A" , . $94,517.00 10% CONTINGENCIES $9,451,70 25% ENGINEERING AND ADMINISTRATION $23,629:25 TOTAL ESTIMATED CONSTRUCTION COST - .: . - $127,597.95 1 1 1 1 1 1 1 1 1 1 1 1 V 1 1 ENGINEERS ESTIMATE 2003 STREET AND UTILITY IMPROVEMENTS CITY OF HOPKINS, MN BMI PROJECT NO. T15.20896 CITY PROJECT NO. 02 -10 5TH AVENUE NORTH (1ST STREET NORTH TO 2ND STREET NORTH) SCHEDULE "A" STREET AND SIDEWALK IMPROVEMENTS ITEM NO. ITEM ESTIMATED BID QUANTITY UNIT UNIT PRICE TOTAL 1 REPAIR SANITARY MANHOLE 5 LIN FT $300.00 $1,500.00 SUBTOTAL SCHEDULE " $1,500.00 10% CONTINGENCIES $150.00 25% ENGINEERING AND ADMINISTRATION ® $375.00 . $2,025.00 TOTAL ESTIMATED CONSTRUCTION COST _ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 5TH AVENUE NORTH (1ST STREET NORTH TO 2ND STREET NORTH) SCHEDULE "B" WATERMAIN IMPROVEMENTS ITEM NO. 1 ITEM WET TAP GATE VALVE ESTIMATED BID QUANTITY 1 UNIT EACH UNIT PRICE SUBTOTAL SCHEDULE "B" 10% CONTINGENCIES 25 %.ENGINEERING, AND ADMINISTRATION`.` TOTAL ESTIMATED:CONSTRUCTION COST TOTAL $ $2,000.00 :' $2,000.00 •: _$200.00 500.00 =. 2,700.00 5TH AVENUE NORTH (1ST STREET NORTH TO 2ND STREET NORTH) ITEM NO. ITEM ESTIMATED BID QUANTITY UNIT UNIT PRICE TOTAL 1 MOBILIZATION 1 LS 54,000.00 54,000.00 2 REMOVE CURB AND GUTTER 850 LIN FT 53.00 52,550.00 3 REMOVE BITUMINOUS STREET /DRIVEWAY PAVEMENT 20 SQ YD 54.00 580.00 4 REMOVE CONCRETE PAVEMENT (WALK) 50 SQ YD 57.00 5350.00 5 REMOVE CONCRETE PAVEMENT (DRIVEWAY) 50 50 YD 59.00 $450.00 6 REMOVE LOOP DETECTORS 2 EACH 5125.00 5250.00 7 SAWING CONCRETE PAVEMENT (FULL DEPTH} 100 LIN FT 55,00 5500.00 8 SAWING BITUMINOUS PAVEMENT (FULL DEPTH} 100 LIN FT $2.50 $250.00 9 SALVAGE SPRINKLER HEAD 10 EACH 550.00 $500.00 10 COMMON EXCAVATION (CV) (EV) 60 CU YD 51200 5720.00 11 TOPSOIL BORROW (LV) 90 CU YD 515.00 51,350.00 12 CLEAN, SAW AND SEAL CONCRETE JOINTS 100 LIN FT 510.00 51,000.00 13 ROUT, CLEAN AND SEAL JOINTS 1500 LIN FT 51.00 51,500.00 14 BITUMINOUS PAVEMENT PATCH 20 SY 550.00 51,000.00 15 BITUMINOUS MIXTURE FOR PATCHING 50 TON 565.00 53,250.00 16 BITUMINOUS MIXTURE FOR TYPE 2 CRACK PATCHING 50 TON 5150.00 57,500.00 17 MILL BITUMINOUS SURFACE (3') 3400 SO YD 51.25 54,250.00 18 BITUMINOUS WEAR COURSE (STREETS/DR1VEWAYS) 550 TON 532.00 517,600.00 19 BITUMINOUS MATERIAL FOR TACK COAT 350 GAL 52.00 5700.00 20 ADJUST FRAME AND RING CASTING 3 EACH 5275.00 $825.00 21 4' CONCRETE WALK 900 5Q FT 53.00 52,700.00 22 B618 CONCRETE CURB & GUTTER 853 LIN FT 59.00 57,850.00 23 T CONCRETE PAVEMENT 50 SQ Y0 539.00 $1,950.00 24 TRAFFIC CONTROL 7 LS 52000.00 52,300.00 25 F &I SIGN PANEL - TYPE C 25 SQ FT 535.00 5875.00 26 TYPE 2 OBJECT MARKER 4 EACH 5100 00 $400.00 27 4" DOUBLE SOLID YELLOW LINE - EPDXY 720 LIN FT 50.50 5360.00 28 ZEBRA CROSSWALK WHITE - EPDXY 120 SQ FT 53.00 5360.00 29 NMC LOOP DETECTOR 6'X15' 2 EACH 51500.00 53,000.00 30 INSTALL SPRINKLER HEAD 10 EACH 5150.00 $1,500.00 31 LAWN TYPE SOD 350 SQ YD 52.60 5910.00 SUBTOTAL SCHEDULE " .. $70,330.00 10% CONTINGENCIES ;. , : $7,033:00 . 25 %' ENGINEERING AND ADMINISTRATION . • $17,582.50 • TOTAL ESTIMATED. CONSTRUCTION COST • ' ' $94,945.50 1 1 1 1 1 1 1 1 1 1 1 1 1 4 1 ENGINEER'S ESTIMATE 2003 STREET AND UTILITY IMPROVEMENTS CITY OF HO1'KINS, NIN BMI PROJECT NO. T15.201196 CITY PROJECT NO. 02-10 5TH AVENUE NORTH (2ND STREET TO MINNETONKA MILLS BOULEVARD) ITEM NO. ITEM ESTIMATED BID QUANTTrY UNIT UNIT PRICE TOTAL 1 REPAIR SANITARY MANHOLE 5 LIN FT $30000 $1,500.00 SUBTOTAL. SCHEDULE " C" • - $1,500.00 10% CONTINGENCIES $150.00 25% ENGINEERING AND ADMINISTRATION . • $375.00 • TOTAL ESTIMATED CONSTRUCTION COST ' ° '$2,025.00 1 1 1 1 1 1 1 1 1 1 1 1 1 . 1 1 5TH AVENUE NORTH (2ND STREET TO MINNETONKA MILLS BOULEVARD) SCHEDULE "B" WATERMAIN IMPROVEMENTS ITEM NO. 1 ITEM WET TAP GATE VALVE ESTIMATED BID QUANTITY 1 UNIT EACH UNIT PRICE $2.000.00 SUBTOTAL SCHEDULE:"B ".: 10 %;CONTINGENCIES = 25% ENGINEERING. AND ADMINISTRATION TOTAL ESTIMATED CONSTRUCTION COST TOTAL $2,000.00 $2,000.00 $200.00 $500.00 $2,700.00 5TH AVENUE NORTH (2ND STREET TO MINNETONKA MILLS BOULEVARD) SCHEDULE "C" SANITARY SEWER IMPROVEMENTS ITEM NO. ITEM ESTIMATED QUANTITY UNIT UNIT PRICE TOTAL 1 MOBILIZATION 1 LS $7,000.00 $7,000.00 2 CLEAR TREE 1 EACH 5300.00 $300.00 3 GRUB TREE 1 EACH 5300.00 5300.00 4 REMOVE CURB AND GUTTER 1500 LIN FT 53.00 54,500.00 5 REMOVE BITUMINOUS STREETIDRIVEWAY PAVEMENT 315 SQ YD 54.00 $1,260.00 6 REMOVE BITUMINOUS PAVEMENT (BIKE TRAIL) 800 5Q YD 54.00 $3,200.00 7 REMOVE BITUMINOUS STREET/DRIVEWAY PAVEMENT 20 SQ YD 54.00 $80.00 8 REMOVE CONCRETE PAVEMENT (WALK) 900 SQ YD 57.00 56,300.00 9 REMOVE CONCRETE PAVEMENT (DRIVEWAY) 200 SO YD 59.00 51,800.00 10 REMOVE LOOP DETECTORS 2 EACH 5125.00 $250.00 11 SAWING CONCRETE PAVEMENT (FULL DEPTH) 200 LIN FT 55.00 $1,000.00 12 SAWING BITUMINOUS PAVEMENT (FULL DEPTH) 500 LIN FT 52.50 $1,250.00 13 SALVAGE SPRINKLER HEAD 10 EACH 550.00 $500.00 14 EXPLORATORY EXCAVATION 4 HOUR _ 5720.00 $1,200.00 15 COMMON EXCAVATION (CV) (EV) 150 CU YD 512,00 51,800.00 16 TOPSOIL BORROW 150 CU YD 515.00 52,250.00 17 CLEAN, SAW AND SEAL CONCRETE JOINTS 100 LIN FT 510,00 $1,000.00 18 ROUT, CLEAN AND SEAL JOINTS 2500 LIN FT 51.00 52,500.00 19 BITUMINOUS SURFACE (3 ") 6000 SQ YD 51.25 57,500.00 _MILL 20 BITUMINOUS PAVEMENT PATCH 150 SY 550.00 57,500.00 21 0 BITUMINOUS MIXTURE FOR PATCHING 40 TON 565.00 $2,600.00 22 BITUMINOUS MIXTURE FOR TYPE 2 CRACK PATCHING 40 TON 5150 00 56,000.00 23 BITUMINOUS WEAR COURSE (STREETS /DRIVEWAYS) 980 TON 532 00 531,360.00 24 BITUMINOUS MATERIAL FOR TACK COAT 600 GAL 52.00 $1,200.00 25 ADJUST FRAME AND RING CASTING 3 EACH 5275.00 $825.00 26 4" CONCRETE WALK 10500 SO FT 53.00 531,500.00 27 B618 CONCRETE CURB & GUTTER 3000 LIN FT 59.00 $27,000.00 28 7' CONCRETE PAVEMENT 200 50 YD _ 539.00 $7,800.00 29 TRAFFIC CONTROL 1 LS 52,000.00 52,000.00 30 4" DOUBLE SOLID YELLOW LINE - EPDXY 1250 LIN FT 50.50 $625.00 31 4' SOLID WHITE LINE - EPDXY 150 LIN FT 50.25 $37.50 32 PAVEMENT MARKING - ARROW (EPDXY) 2 EACH 5175.00 5350.00 33 ZEBRA CROSSWALK WHITE - EPDXY 650 5Q FT 53.00_ 51,950.00 34 24' STOP LINE WHITE - EPDXY 18 LIN FT 56.00 5108.00 35 NMC LOOP DETECTOR 6•X15' 2 EACH 51,500.00 53,000.00 36 INLET PROTECTION - FILTER AGGREGATE 6 EACH 5125.00 $750.00 37 INSTALL SPRINKLER HEAD 10 EACH 5150.00 51,500.00 38 LAWN TYPE SOD 1300 SQ YD 52.60 $3,380.00 _ SUBTOTAL SCHEDULE ''A" $173,475.50 10 %. CONTINGENCIES $17,347.55 2 5% ENGINEERING AND ADMINISTRATION:':_ $43,368.88 rorAL ESTIMATED CONSTRUCTION.COST $234,191.93 1 1 1 1 1 1 1 1 1 1 1 1 1 le 1 1 NGINEER'S ESTIMATE 0 03 STREET AND UTILITY IMPROVEMENTS CITY OF HOPKINS, MN BMI PROJECT NO. T15.20896 CITY PROJECT NO, 02 -10 5TH AVENUE NORTH (MINNETONKA MILLS ROAD TO HWY. 7) 7129/02 ITEM NO. ITEM ESTIMATED BID QUANTITY UNIT UNIT PRICE TOTAL 1 REMOVE SEWER PIPE (STORM) 230 LIN FT $10 -00 $2,300.00 2 REMOVE CATCH BASIN 5 EACH $275.00 $1,375.00 3 REMOVE BITUMINOUS STREET /DRIVEWAY PAVEMENT 900 SQ YD $4.00 $3,600.00 4 AGGREGATE BASE CLASS 5 (STREETS /DRIVEWAYS) (CV) 250 CU YD $20.00 $5,000.00 5 BITUMINOUS BASE COURSE (STREETS/DRIVEWAYS) 200 TON $30.00 56,000.00 6 REPAIR DRAINAGE STRUCTURE 10 LIN FT $300.00 $3,000.00 7 12" RC PIPE SEWER CL V DESIGN 3006 (STORM) 60 LIN FT $30.00 $1,800.00 8 18" RC PIPE SEWER CL V DESIGN 3006 {STORM) 60 LIN FT $33.00 $1,980.00 9 CONNECT TO EXISTING STORM SEWER 1 EACH $350.00 $350.00 10 CONSTRUCT DRAINAGE STRUCTURE DESIGN 48 4020 2 EACH $1,600.00 $3,200.00 11 CONSTRUCT DRAINAGE STRUCTURE DESIGN SD -1 4 EACH $1,100.00 $4,400.00 SUBTOTAL SCHEDULE ��B .'.. :: . " :...$33,005.00 10% CONTINGENCIES - $3,300.50 25% ENGINEERING AND ADMINISTRATION. .. - $8,251.25. TOTAL ESTIMATED CONSTRUCTION COST $44,555.75 ITEM NO. ITEM ESTIMATED BID QUANTITY UNIT UNIT PRICE TOTAL 1 RECONSTUCT SANITARY MANHOLE INVERT 1 EACH $30000 $300.00 2 REPAIR SANITARY MANHOLE 10 LIN FT $300.00 $3,000.00 SUBTOTAL SCHEDULE " -. 3,300.00 10% CONTINGENCIES $330.00 25% ENGINEERING AND ADMINISTRATION = "` $825.00 TOTAL ESTIMATED CONSTRUCTION COST $4,455.00 1 1 1 1 1 1 1 1 1 1 1 1 1 5TH AVENUE NORTH (MINNETONKA MILLS ROAD TO HWY. 7) 5TH AVENUE NORTH (MINNETONKA MILLS ROAD TO HWY. 7) 1 1 1 1 1 1 1 r 1 1 1 1 1 1 4 1 APPENDIX B FIGURES B01 r i & MAN K, INC. t 3RD ST. N. 2ND ST. •N. 1ST ST. N. UAINSTREET 1ST ST. S. \ CONSULTING ENGINEERS & SURVEYORS NMIXRTO. AU F AWNO NT, I& SLEEPY EYE. MN E41IHSYLLE, NH niSRF, NH MAES,U L'HEAT Y. MO a rn 4s z 3RD ST. (NOT TO SCALE) LEGEND l MILL & OVERLAY RECONSTRUCTION GENERAL LOCATION PLAN 2003 STREET & UTILITY IMPROVEMENTS HOPKINS, MN. 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L, q0lb ••,61107 \OOJd \sw Id - 1 SV3j'. +fc1 0 ri 0 ti ., �.1 Yid 4 Hb4 , IC, ZO /SE.'L0 • • . ti .f J 0 G O �1 1 r----, . ,i ' ,‘ Lv a O 0 II ! l f - - ,_. n. .'J I 4 0 ( 7 C ° IAPP ^.x 1NATE niM _ r�� �+i�l� llllr S�� � �_ = rA1IS � ` w Z w Q IAPP1104 L. 2ND STREET NORTH ATE RI D r -- 0 ) i i - o 7_ 0 ) o) ° r l o ti G� ) _� _fi T T ti 1- 01 LJ LJ r 0 t � CC I C 0 Z 9^ J' 9 5flJ2o ...JOJc1`.9u0;d \9fi9a511 riv 21 =91160 1 1 1 1 1 1 0 1 1 1 1 1 1 it 1 1 APPENDIX C PAVEMENT EVALUATION REPORT 1 1 1 • 1 A CONSULTANTS • GEOTECHNICAL • MATERIALS • ENVIRONMENTAL AMERICAN ENGINEERING TESTING, INC, 1 St. Paul, MN Duluth, MN Mankato, MN Marshall, MN Rochester, MN Pierre, SD Rapid City, SD Sioux Falls, SD Wausau, WI REPORT OF GEOTECHNICAL EXPLORATION AND REVIEW 2003 Street /Utility Improvements 5 Avenue Hopkins l Minnesota Date: July 10, 2002 Prepared for: Bolton & Menk, Inc. 1515 East Highway 13 Burnsville, MN 55337 -6857 Minneapolis, MN 55422 AET #01 -01274 1 1 1 1 1 1 1 1 1 1 1 R. 1 1 AMERICAN ENGINEERING TESTING, INC. July 10, 2002 Bolton & Menk, Inc. 1515 East Highway 13 Burnsville, MN 55337 -6857 Attn: Mr. Marcus Thomas RE: Geotechnical Exploration and Review 2003 Street/Utility Improvements 5 Avenue Hopkins, Minnesota AET Job No. 01 -01274 Dear Mr. Thomas: This report presents the results of a subsurface exploration program and geotechnical engineering review for the referenced project. We are submitting five copies of the report to you. Please contact me if you have any questions about the report. I can also be contacted for arranging construction observation and testing services during the earthwork phase of the project. Sincerely, J. L e ngineer (651) 603 -6604 rnleeaamengtest. com MJL /ml This document shall not he reproduced, except in full, vnthout widen approval of American Engineering Testing Inc 550 Cleveland Avenue North . St. Paul, MN 55114. 651 -659 -9001 • Fax 651 - 659 -1379 Duluth • Mankato • Marshall . Rochester . Wausau . Rapid City . Pierre . Sioux Falls AN AFFIRMATIVE ACTION AND EQUAL OPPORTUNITY EMPLOYER CONSULTANTS • GEOTECHNICAL • MATERIALS • ENVIRONMENTAL 1 1 1 1 1 1 0 1 1 1 1 1 1 i• 1 1 TABLE OF CONTENTS SUMMARY 1 Purpose 1 Scope 1 Findings 1 Recommendations 1 INTRODUCTION 3 Scope of Services 3 PROJECT INFORMATION 3 SITE CONDITIONS 5 Surface/Existing Pavement Conditions 5 Subsurface Soils /Geology 5 Water Level Measurements 6 GEOTECHNICAL CONSIDERATIONS 6 Review of Soil Properties 7 Approach Discussion 8 RECOMMENDATIONS 9 Existing Pavement 9 New Pavement Subgrade Preparation 9 Subsurface Drainage 11 Pavement Design 11 Utility Support/Backfilling 12 CONSTRUCTION CONSIDERATIONS 12 Potential Difficulties 12 Excavation Sidesloping/Retention 13 Observation and Testing 13 SUBSURFACE EXPLORATION 13 General 13 Drilling Methods 14 Sampling Methods 14 Classification Methods 14 Water Level Measurements 15 Sample Storage 15 LABORATORY TESTING 15 LIMITATIONS 16 STANDARD OF CARE 16 SIGNATURES 16 STANDARD DATA SHEETS Bituminous Pavement Subgrade Preparation and Design 17 Standard Recommendations for Utility Bedding /Support Fill 18 Standard Recommendations for Trench Backfilling 19 APPENDIX A Table 1 — Boring Location Coordinates Figure 1 — Boring Locations Soil Boring Logs Gradation Curves Boring Log Notes Classification of Soils for Engineering Purposes AASHTO Soils Classification System General Terminology Notes 1 1 1 1 1 1 1 r 1 1 1 1 1 1 P O 1 1 GEOTECHNICAL EXPLORATION AND REVIEW FOR 2003 STREET /UTILITY IMPROVEMENTS 5 AVENUE HOPKINS, MINNESOTA AET JOB NO. 01 -01274 SUMMARY Purpose Street improvements are planned along 5 Avenue and a small portion of 2' Street in Hopkins, Minnesota. The purpose of our work on this project is to explore subsurface conditions and provide geotechnical engineering recommendations to assist you and your project team in planning, design, and construction. Scope To accomplish the above purpose, you have authorized our firm to drill nine test borings at the site, conduct soil laboratory testing, and prepare this geotechnical engineering report. Findings In general, the subsurface profile encountered at the boring locations consists of bituminous pavement and fill over coarse alluvial sandy soils and then glacial till. Ground water was not encountered within any of the boreholes during drilling. At many of the borehole locations, the existing pavement was rather thick (91/2" to 111/2"), and a distinct aggregate base layer was not discernable. In the remaining borings, the existing pavement ranged from 4" to 51/2" in thickness. A layer of highly weathered bituminous material was encountered below the pavement at two of these locations. Again, no distinct aggregate base layer was observed. Most of the subgrade soils at this site are granular; however, some layers of clayey material are present within the upper (and more critical) portion of the soil profile. Recommendations These recommendations are condensed for your convenience. Please study our entire report for detailed recommendations. • Some layers of frost susceptible and slow draining soils are present in the upper portion of the soil profile across the entire site. Removal and replacement of these soils would be needed in order to improve the frost and drainage characteristics of the subgrade. This subgrade improvement may be more feasible in some areas of the site than in others. • In the project areas where rather thick bituminous layers currently exist and no grade changes are anticipated, a deep (3") mill and overlay should be a reasonable approach. Care should be taken to seal cracks within the existing pavement, and selective soil correction may be needed in distressed areas. • We must caution that the mill and overlay approach does include the likelihood that the existing cracks and distress will become visible in the new pavement over time (reflection cracking). However, the system will have structural integrity (sufficient G.E.). • In the areas of the site where the existing pavements are rather thin, it is our opinion that reconstruction of the pavements is prudent. It appears that many of the subgrade soils in these areas consist of granular material. However, some clayey layers are present in the upper portion of the subgrade, and it is our opinion that the use of a sand subbase should be considered in these areas. • A drained sand subbase should create a more uniform subgrade for the new pavements and improve the frost /drainage characteristics of the subgrade. A sand subbase should be placed where the subgrade soils do not meet a Granular Borrow specification (per MnIDOT Specification 3149.2B1). This specification requires soils contain less than 20% by weight passing the #200 sieve. • The thickness of the sand subbase needed will depend on the soils present. At this site, using a sand subbase of 1' to 1'/2' in thickness can increase the subgrade R -value used for pavement design from 20 up to 50, resulting in thinner pavement sections. 1 1 1 1 1 1 1 1 1 1 1 1 r 1 INTRODUCTION AET Job No. 01 -01274 — Page 3 of 19 This report presents the results of a subsurface exploration program and geotechnical engineering review for the proposed street and utility improvements along 5 Avenue in Hopkins, Minnesota. To protect you, American Engineering Testing, Inc. (AET), and the public, we authorized use of opinions and recommendations in this report only by you and your project team for this specific project. Contact us if other uses are intended. Even though this report is not intended to provide sufficient information to accurately determine quantities and locations of particular materials, we recommend that your potential contractors be advised of the report availability. Scope of Services The scope of our work was outlined in our May 30, 2002 proposal, which was authorized by you on June 5, 2002. The authorized work scope includes the following: • Drill nine flight auger test borings to depths of 15' below the surface. • Perform laboratory index testing of soils samples to determine engineering properties. • Conduct a geotechnical engineering analysis and prepare this report. The scope of our work is intended for geotechnical purposes only. This scope is not intended to explore for the presence or extent of environmental contamination at the site or provide opinions regarding the status of the site relative to "wetland" definitions. PROJECT INFORMATION Street and utility improvements are proposed for the portion of 5th Avenue located north of Highway 3 and south of Highway 7 in Hopkins, Minnesota. A section of 2' Street North, from 5 Avenue to 6 Avenue is also included in the project. Specific reconstruction plans are not yet established for the project. We understand the purpose of this work is to assist in the preliminary engineering and feasibility report phase of this project. Pavement design alternatives may include thin mill and overlay, deep mill and overlay, complete reconstruction, and partial reconstruction. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 4 1 1 AET Job No. 01 -01274 — Page 4 of 19 Based on the information provided, pavement rehabilitation for the 5 Avenue section is based on a 9 -ton design. We understand the roadway ranges in width from 40' to 48' over the project area. This road is classified as a collector street with 2001 ADT's ranging from 4363 to 7509 (assumed 2 -way). We understand the portion of 5 Avenue located south of Highway 3 services significant volumes of heavy commercial vehicles, due to the SuperValu warehouse located nearby. We have assumed that the HCADT for this portion of the street is greater than 1100. We understand the 2" Street section is based on a 7 -ton capacity and is classified as a local street. No ADT values were provided for this section. However, we have assumed a 2 -way ADT of 2500. The 2nd Street section is 35' wide. Most of the rehabilitation planned will not include any grade changes. However, 5 Avenue will be flattened in the area of Boring 2. We understand grade in this area will be lowered about 2' to 3'. Pavement condition index (PCI) values were provided for each section of the two streets in question. The PCI value for 5 Avenue south of Highway 3 was 42. Between Highway 3 and 3` Street North, the PCI values ranged from 47 to 71. North of 3' Street, the PCI values ranged from 88 to 90. The PCI value provided for 2' Street was 16. We understand the PCI values are taken from a survey conducted in May of 2000. In addition, we were provided with a summary of nondestructive testing results that were conducted in 1994. This information included Structural Adequacy Ratios (SAR) for each block of the two roadways in question. The SAR values for 5 Avenue, south of Main Street, ranged from 1.38 to 3.16. Between Main Street and Minnetonka Mills Road, the SAR values for 5 Avenue ranged from 0.66 to 0.95. These values increased to 1.72 and 1.73 north of Minnetonka Mills Road. An SAR value of 0.94 was given for 2n Street. It should be noted that an SAR value of 1.0 indicates the section is structurally adequate for the traffic and loading levels at the time of testing. We have not been provided with the details of possible utility installation to be associated with the street reconstruction work. We assume that if utilities are included, the amount is minimal and the utilities will be shallow. This report provides standard recommendation sheets for utility installation, but it is primarily intended for street reconstruction. The presented project information represents our understanding of the proposed construction. This information is an integral part of our engineering review. It is important that you contact us if there are changes from that described, so that we can evaluate whether changes in our recommendations arc appropriate. SITE CONDITIONS AET Job No. 01 -01274 Page 5 of 19 Surface /Existing Pavement Conditions The project area has about 20' to 25' of relief. Surface elevations ranged from 918.6 at Boring 1 up to 939.4 at Boring 9. Two low areas at the site include the intersection of 5 Avenue with 3r Street South and then again at Minnetonka Mills Road. High spots include the intersection of 5 Avenue with 2nd Street and also with Highway 7. Bituminous pavement was encountered at the surface at each of the boring locations. In the southern portion of the site the existing pavement ranged from 101/4" to 111/2" thick. The pavement thickness decreased in central site areas, where it ranged from 4" to 5 The existing bituminous ranged from 9 to 11 in thickness in northern site areas. In general, no distinct aggregate base layer was encountered below the pavement. In two of the borings located in the central portion of the site, a layer of highly weathered bituminous pavement was observed below the existing pavement. This layer ranged from about 11/2" to 4" in thickness. Subsurface Soils /Geology Logs of the test borings are included in Appendix A. The logs contain information concerning soil layering, soil classification, geologic description, and moisture. The boring logs only indicate the subsurface conditions at the sampled locations. Variations often occur between and beyond borings. AET .lob No. OI -01274 — Page 6 of 19 Native geology at the site includes alluvium (soil deposited by water) over glacially deposited till soils. The alluvium consists predominantly of coarse alluvial sandy soils, but also includes mixed alluvial sandy lean clay at one location. The glacial till at this site consists of sandy lean clay, clayey sand, and silty sand. Existing fill is often present above the alluvium. The fill soils include sandy lean clay, clayey sand, silty sand, sand with silt, and sand. Clayey topsoil is present below the fill at two of the boring locations. Water Level Measurements The boreholes were probed for the presence of ground water, and water level measurements were taken. The measurements are recorded on the boring logs. A discussion of the water level measurement methods is presented in the SUBSURFACE EXPLORATION section of this report. Ground water levels usually fluctuate. Fluctuations occur due to varying seasonal and yearly rainfall and snow melt, as well as other factors. A water level was not encountered in any of the boreholes during drilling. In addition, none of the soils sampled were significantly wet or waterbearing. In our judgment, the ground water level at this site is likely below the depth explored by the borings. Although not encountered in our borings, perched water conditions can develop where faster draining sandy soils overly slower draining clayey materials. GEOTECHNICAL CONSIDERATIONS The following geotechnical considerations are the basis for the recommendations presented later in this report. In addition, we refer you to the attached standard sheet entitled "Bituminous Pavement Subgrade Preparation and Design" for further information on subgrade strength and frost /drainage needs. Review of Soil Properties AET Job No. 01 -01274 — Page 7 of 19 Strength /Stability A high level of strength/stability is needed from the upper 21/2' to 3' of the subgrade to resist yielding from wheel loads. Allowing for bituminous and base, this would generally refer to the upper 31/2' to 4' of the profile show on the boring logs. Based on sample review and moisture content determinations, Borings 3 and 5 appear to have unstable soils within this described zone. The clayey sands present in the upper portion of Boring 2 are also potentially unstable. The topsoil and clayey materials in Borings 8 and 9 may also be unstable, although they are located below a depth of about 4'. These judgments are based on the relatively high water content of the clayey soils versus their estimated optimum water content. Please note that conditions will likely vary throughout the site, and other areas may exhibit instability. Stability should be evaluated on an individual basis as the subgrade soils are exposed. Soils at the remaining boring locations appear to have more favorable stability. Although, where clayey or existing fill soils are present in the upper profile, greater variability can be expected. Compressibility In general, the soils at this site are not considered significantly compressible. We assume site grades will not be increased, therefore, soil compressibility should not be an issue at this site provided the subgrade is prepared as recommended. Shrinkage /Swelling Potential The soils encountered within the borings generally do not experience significant shrinkage or swelling due to changes in water content. Drainage The site soils have a wide range of permeability properties. Water can be expected to perch over the clayey materials and also over the more fine grained silty sands. AET Job No. 01 -01274 — Page 8 of 19 Frost Susceptibility Except for the sands and sands with silt (SP and SP -SM), the on -site soils are considered at least moderately frost susceptible. These soils can heave approximately '/" or more for each foot of frost penetration. The soils with higher silt content are susceptible to ice lens formation where water is available. When ice lenses form or if soil types are mixed (increasing the possibility of trapped water), frost heaves can be greater and differential. R -Value In general, the limiting subgrade soils at this site are generally clayey sand and sandy lean clay (A -6) soils, with an estimated R -value of 20. In the areas of thick existing pavements, these limiting soils tend to be interbedded with higher R -value sandy soils. Similarly, A -6 soils, as well as some lean clay (A -8) soils, where encountered within one of the borings in the area of the thinner existing pavement. However, in the thin pavement areas it appears that the predominant subgrade soils consist of sand, sand with silt, and silty sands with less than 20% passing the #200 sieve. These sandy soils have an estimated R -value of 50 or higher. Approach Discussion Soil subgrade quality becomes worse as silt and clay content increases. Higher silt content soils are more frost susceptible, and higher clay content soils tend to trap water. When these soils are present in the upper portion of the subgrade, it is preferable to place a sand subbase layer to improve uniformity and the frost /drainage properties of the subgrade /pavement system. We understand that subcutting the poorer subgrade soils and replacing them with a sand subbase may not be feasible in areas where thick pavements currently exist. However, we believe this approach should be considered in the areas of thinner existing pavements. By subcutting the lean clays, sandy lean clays, and clayey sands and placing a 11/2' thick drained sand subbase layer, a more uniform subgrade can be achieved. In addition, the design R -value will be consistent with the existing Granular Borrow subgrade areas. New Pavement Subgrade Preparation RECOMMENDATIONS AET Job No. 01 -01274 — Page 9 of 19 Existing Pavement We understand the City of Hopkins has previously utilized a deep mill and overlay procedure in areas where thick pavements are present. We understand that complete reconstruction is considered unfeasible in these areas. The thick existing pavements appear to be structurally adequate. However, current pavement cracks and distress will likely become visible with time in the new overlay. Care should be taken to seal existing cracks, and selective soil correctionlstability improvement is advisable in highly distressed areas. General Subgrade preparation in new pavement areas will depend on the soil types present within the upper zone of the subgrade. In addition to observing the soils exposed during construction, auger borings or test holes should be performed, in order to evaluate the soils present within the upper 21/2' to 3' of the subgrade. Observation during any utility installations is also a favorable time to make subgrade evaluation opinions. Subcutting We recommend a sand subbase layer be placed where the subgrade soils do not meet a Granular Borrow specification (per MnIDOT Specification 3149.2B1). This specification requires soils containing less than 20% by weight passing the #200 sieve (fines). This specification includes sands, sands with silt, and some silty sands. Where clayey soils or soils containing more than 35 % fines are present (such as Boring 4), the thickness of the sand subbase should be 11/2'. In areas where silty sands with 20% to 35% fines are encountered, the thickness of the sand subbase layer can be reduced to 1'. To prepare the existing subgrade for pavement placement, we recommend removing the existing materials to "grade". Our definition of "grade" is the contact with the bottom of the sand subbase layer, or the bottom of the aggregate base layer if no sand subbase is needed. If organic soils are exposed, we recommend they be subcut to underlying inorganic materials. AET Job No. 01 -01274 —Page 10 of 19 The soils exposed in the final subcut should then be evaluated for stability using a test roll process, as described on the attached standard sheet. Soils which are found to be unstable during the test roll either should be removed and replaced, or they should be scarified, dried, and recompacted. If the roadway is widened, the subcut will extend off the existing road surface and soil conditions may be different than those found beneath the existing street. It is desirable to correct these areas to a condition similar to the existing street area in regards to subgrade strength/stability, drainage, and frost uniformity. Stability evaluation in these areas will be very important. Final judgments should be made by a geotechnical engineer /technician at the time of construction. Geotextile Fabric If stabilization of clayey or silty soils is difficult, a geotextile stabilization fabric could be used. However, the use of a geotextile fabric over unstable soils may not necessarily provide an equivalent off -set as compared to proper soil stabilization. For stability improvement, the fabric should be placed below a sand subbase layer, in order to better utilize the tensile properties of the fabric. The geotextile should be as taut as possible, and it should be sewn or sufficiently overlapped at the seams. Sand Subbase Sand subbase material should meet the requirements of a Select Granular Borrow (Mn/DOT Specification 3149.2B2), which requires a sand containing less than 12% by weight passing the #200 sieve. This specification does allow for the possibility of fine grained sand material, which approaches a silty sand classification. This type of material does not necessarily allow for free drainage, which can affect frost heave performance and stability. Therefore, we prefer the use of a Modified Select Granular Borrow, which we define as a sand with less than 5% passing the #200 sieve and less than 40% passing the #40 sieve (by weight). Value engineering judgments of intermediate gradations can also be considered. Where there is a need to vary the thickness of the sand subbase, we recommend the thickness have a taper of no steeper than 20:1 (horizontal to vertical). 1 1 AET .lob No. 01 -01274 — Page 11 of 19 I Compaction New fill placed should be compacted per Mn/DOT Specification 2105.3F1 (Specified Density I Method). This specification requires the soils placed within the upper 3' subgrade zone be compacted to a minimum of 100 % of the Standard Proctor maximum dry density I (ASTM:D698). Soils within this upper zone should also maintain a water content ranging from 65% to 102 % of the "optimum water content" based on the Standard Proctor. A I reduced minimum compaction level of 95 % of the Standard Proctor density can be used below the upper 3' zone. I Subsurface Drainage Where a sand subbase layer is placed over slower draining soils, the sand subbase should be I provided with a means of subsurface drainage to prevent the build up of water within the subbase. This can be accomplished by placing short segments of properly engineered drainage I lines which are connected to catch basins in low elevation areas (finger drains). Where the P street is relatively level and forger drains are not frequent, the placement of a longer parallel drainage line through the level area should be considered to better remove infiltrating water. I Shorter paths to draintile lines are needed as the sand subbase becomes less permeable. Therefore, more draintile would be needed for a Select Granular Borrow subbase versus a I Modified Select Granular Borrow subbase. I When sand subbase placement (or general placement of sand fill) takes place over slower draining soils, the final scope /shape of the subcut bottom should promote drainage to relief I areas. It is preferable not to create depressions in the native soil subgrade, which act as reservoirs for water collection. 1 Pavement Design Our pavement design recommendations at the boring locations where new pavement I construction is anticipated are illustrated in the table below. Our designs are based on the MnDOT "State Aid Manual", the traffic information described previously, and the assumed 11111 R- values show in the table. The R- values shown are based on the conditions encountered at the boring locations and on the recommended subgrade preparation described previously. 1 Boring Number Assumed R -value Required GE Recommended Pavement Designs Bituminous Total Bituminous Wear Bituminous Base Class 5 Aggregate Base 2 60 8.0 20.3 2" 2" 12" 4 & 5 50 9.5 16.5 2" 3" 6" 6 50 7.0 12.0 11/2" L 2" 5" 1 1 1 1 1 1 1 le 1 1 1 1 1 1 1 IP 1 CONSTRUCTION CONSIDERATIONS AET Job No. 01 -01274 — Page 12 of 19 Utility Support /Backfilling If utility installation or replacement takes place, we recommend trenching, installation, and backfilling be performed prior to final street subgrade preparation and sand subbase placement. Based on the conditions encountered in the borings, the soils present should provide adequate support for utility construction. Special bedding may be needed in cases where the pipe is placed within soils which may create point loads or where the trench bottom is unstable. We refer you to the following standard data sheets for additional recommendations on utility bedding and backfilling: "Standard Recommendations for Utility Bedding /Support Fill" and "Standard Recommendations for Utility Trench Backfilling". Potential Difficulties Some of the materials excavated may be wet or dry, making proper compaction of those materials difficult unless they are mechanically moisture conditioned to near the optimum water content. The instability of the soils beneath the fill layer being compacted may also limit the ability to compact the upper soils. Cobbles and boulders can be present within the alluvial and glacial till soils. This may make excavating procedures more difficult than normal if they are encountered. If oversized particles are encountered, they should be removed and replaced with compacted fill, in order to reduce point loads. The drainage properties of some of the on -site soils can result in water becoming perched at varying levels. This perched water can increase soil instability. Excavation Sidesloping /Retention Excavations should maintain minimum sidesloping, unless they are retained. Sideslopes should be maintained in accordance with OSHA Regulations (Standards 29 CFR, Part 1926, Subpart P, "Excavations"), which can be found at http: / /www.osha.gov . Even with the required OSHA sloping, ground water seepage can induce sidesiope raveling or running, which would require maintenance. Observation and Testing The recommendations in this report are based on the subsurface conditions found at our test boring locations. Since soil conditions can be expected to vary away from the soil boring locations, we recommend on -site observation by a geotechnical engineer or technician during construction to evaluate these potential changes. Soil density testing should also be performed on fill in order to document that the project specifications for compaction and water content have been satisfied. SUBSURFACE EXPLORATION AET Job No. 01 -01274 — Page 13 of 19 General The subsurface exploration consisted of nine flight auger borings, which were performed at the site on June 5, 2002. The approximate soil boring locations are shown on Figure 1. The boring locations were documented in the field by AET personnel after drilling using a Trimble Pathfinder Pro XR GPS unit, which typically has horizontal accuracy better than one meter. The coordinates of the boring locations are provided in the attached Table 1. The ground surface elevations at the boring locations were measured by AET personnel using an engineer's level. The benchmark references used are the top nut of two hydrants shown on Figure 1; these elevations were provided by you. AET Job No. 01 -01274 — Page 14 of 19 Drilling Methods The soil borings were performed with a 6" diameter flight auger. The boring method consisted of drilling into the ground with 5' sections of auger. The auger was pulled out of the ground and samples were collected directly from the flights of the auger. Although the pulling method results in a smaller sample size than the spinning method, it generally provides a more representative indication of the material at a certain depth. Sampling Methods Disturbed Samples Soil samples were collected directly from the flights of the auger at each change in soil type. These samples were returned to our laboratory for further classification and testing. In addition, composite samples from Borings 2, 5, and 9 were collected for future R -value testing, if deemed necessary. Sampling Limitations Unless actually observed in the sample, contacts between soil layers are estimated based on the spacing of the samples and the action of the drilling tools. Cobbles, boulders, and other large objects generally cannot be recovered from the test borings. However, they may still be present in the ground, even if they are not noted on the boring logs. Classification Methods Soil classifications shown on the boring logs are based on the Unified Soil Classification (USC) system. The USC system is described in ASTM:D2487 and D2488. Where laboratory classification tests (sieve analysis or Atterberg limits) have been performed, classifications per ASTM:D2487 are possible. Otherwise, soil classifications show on the boring logs are visual - manual judgments. We have attached charts (Appendix A) illustrating the USC system, the descriptive terminology, and the symbols used on the boring logs. In addition to the USC system classification, we have judged AASHTO Group Classification (which appears following the USC description). A sheet describing the AASHTO Soils Classification System is also attached. AET Job No. 01 -01274 — Page 15 of 19 The boring logs include judgments of the geologic deposition. This judgment is primarily based on observation of the soil samples, which can be limited. Observations of the surrounding topography, vegetation, and development can sometimes aid this judgment. Water Level Measurements The ground water measurements are shown at the bottom of the boring logs. The following information appears under "Water Level Measurements" on the logs: • Date and Time of measurement • Sampled Depth: lowest depth of soil sampling at time of measurement • Casing Depth: depth to bottom of casing or hollow -stem auger at time of measurement • Cave - Depth: depth at which measuring tape stops in the borehole • Water Level: depth in the borehole where free water is encountered • Drilling Fluid Level: same as water level, except the liquid encountered is drilling fluid The true location of the water table at the boring locations may be different than the water levels measured in the boreholes. This is possible because several factors can affect the water level measurements in the borehole. Some of these factors include the following: permeability of each soil layer in the profile; presence of perched water; amount of time between water level readings; presence of drilling fluid; weather conditions; and use of borehole casing. Sample Storage We will retain representative samples of the soils recovered from the borings for a period of 180 days. The samples will then be discarded unless you notify us otherwise. LABORATORY TESTING The laboratory testing program consisted of 7 sieve analysis tests and 4 water content tests. The sieve analysis test results appear on the data sheets following the boring logs. The results 1 1 1 1 r 1 AET Job No. 01- 01274 Page 16 of 19 of the water content tests are show on the individual boring logs, opposite the samples upon which they were performed. LIMITATIONS The data derived through this sampling and observation program have been used to develop our opinions about the subsurface conditions at this site. However, because no exploration program can reveal totally what is in the subsurface, conditions between borings, between samples, and at other times may differ from conditions described in this report. The exploration we conducted identified subsurface conditions only at those points where we took samples or observed ground water conditions. Depending on the sampling methods and frequency, every soil layer may not be observed, and some materials or layers which are present in the ground may not be noted on the boring logs. If conditions encountered during construction differ from those indicated by our borings, it may be necessary to alter our conclusions and recommendations, or to modify construction procedures, and the cost of construction may be affected. The extent and detail of information about the subsurface condition is directly related to the scope of the exploration. It should be understood. therefore, that information can be obtained by means of additional exploration. STANDARD OF CARE Our services for your project have been conducted to those standards considered normal for services of this type at this time and location. Other than this, no warranty, either express or implied is intended. Report Prepared by: SIGNATURES Report Reviewed by: Jeffery K. Voyen, PE Vice President, Geotechnical Division MN Reg. No. 15928 1 1 1 k 1 1 :'J 1 "VR 1 4, 1 GENERAL AET Job No. 01 -01274 - Page 17 of 19 BITUMINOUS PAVEMENT SUBGRADE PREPARATION AND DESIGN Biturninous pavements are considered layered "flexible" systems. Dynamic wheel loads transmit high local stresses through the biturninous/base onto the subgrade, Because of this, the upper portion of the subgrade requires high strength /stability to reduce deflection and fatigue of the binuninous/base system. The wheel load intensity dissipates through the subgrade such that the high level of soil stability is usually not needed below about 2' to 4' (depending on the anticipated traffic and underlying soil conditions). This is the primary reason for specifying a higher level of compaction within the upper subgrade zone versus the lower portion. Moderate compaction is usually desired below the upper critical zone, primarily to avoid settlements /sags of the roadway. However, if the soils present below the upper 3' subgrade zone are unstable, attempts to properly compact the upper 3' zone to the 100% level may be difficult or not possible. Therefore, control of moisture just below the 3' level may be needed to provide a non- yielding base upon which to compact the upper subgrade soils. Long -term pavement performance is dependent on the soil subgrade drainage and frost characteristics. Poor to moderate draining soils tend to be susceptible to frost heave and subsequent weakening upon thaw_ This condition can result in irregular frost movements and "popouts," as well as an accelerated softening of the subgrade. Frost problems become more pronounced when the subgrade is layered with soils of varying permeability. In this situation, the free - draining soils provide a pathway and reservoir for water infiltration which exaggerates the movements. The placement of a well drained sand subbase layer as the top of subgrade can minimize trapped water, smooth frost movements and significantly reduce subgrade softening. In wet, layered and/or poor drainage situations, the long term performance gain should be significant. If a sand subbase is placed, we recommend it be a 'Select Granular Borrow" which meets Mn/DOT Specification 3149.2B2. PREPARATION Subgrade preparation should include stripping surficial vegetation and organic soils. Where the exposed soils are within the upper "critical" subgrade zone (generally 21/2' deep for "auto only" areas and 3' deep for "heavy duty" areas), they should be evaluated for stability. Excavation equipment may make such areas obvious due to deflection and rutting patterns. Final evaluation of soils within the critical subgrade zone should be done by test rolling with heavy rubber -tired construction equipment, such as a loaded dump truck.. Soils which rut or deflect 1" or more under the test roll should be corrected by either subcutting and replacement; or by scarification, drying, and recompaction. Reworked soils and new fill should be compacted per the "Specified Density Method" outlined in Mn/DOT Specification 2105.3F1 (a minimum of 100% of Standard Proctor density in the upper 3' subgrade zone, and a minimum of 95% below this). Subgrade preparation scheduling can be an important consideration. Fall and Spring seasons usually have unfavorable weather for soil drying. Stabilizing non -sand subgrades during these seasons may be difficult, and attempts often result in compromising the pavement quality. Where construction scheduling requires subgrade preparation during these times, the use of a sand subbase becomes even more beneficial for constructability reasons. SUBGRADE DRAINAGE If a sand subbase layer is used, it should be provided with a means of subsurface drainage to prevent water build -up. This can be in the form of draintile lines which dispose into storm sewer systems, or outlets into ditches. Where sand subbase layers include sufficient sloping, and water can migrate to lower areas, draintile lines can be limited to finger drains at the catch basins. Even if a sand layer is not placed, strategically placed draintile lines can aid in improving pavement performance. This would be most important in areas where adjacent non -paved areas slope towards the pavement. Perimeter edge drains can aid in intercepting water which may infiltrate below the pavement. 01REPO16(02 /01) AMERICAN ENGINEERING TESTING, INC. 1 AET Job No. 01 -01274 - Page 18 of 19 STANDARD RECOMMENDATIONS FOR UTILITY BEDDING /SUPPORT FILL 1 GENERAL ' Support of utility systems often involves subcutting below pipe invert for the purpose of placing a granular bedding material for uniform pipe support, or to remove unstable and/or compressible soils. The material used as bedding or to reattain grade in subcut areas should depend on the conditions in the trench bottom. The use ' of sand or gravel bedding below the pipe is recommended where trench bottoms are unstable; or where in -place soils have gravel, cobbles, and/or boulders which create point loads. Also, the use of a uniform granular bedding would be more important in the case of flexible pipe (such as PVC) versus a rigid pipe (such as RCP). ' BEDDING MATERIALS Where bedding material or new support fill is needed below utility systems, the following materials would be appropriate for varying trench conditions: • General Refilling of Subcuts /Stable Trench Bottoms - Granular bedding per Mn/DOT Specification I 3149.2F Mild Instability/Minor Ground Water Conditions - "Fine Filter Aggregate" per Mn/DOT Specification 3149.27 High Instability or Substantial Ground Water Conditions - "Coarse Filter Aggregate" per Mn/DOT ' Specification 3149.21-1 When using a coarser material which includes significant void space, we recommend completely enveloping O the gravel within a geotextile separation fabric. The gravel material includes open void space, and the fabric would act as a separator and minimize the intrusion of fines into the void space. COMPACTION Granular bedding should be tamped into place in thin lifts. hi those areas where fill thicknesses exceed 1' due to deeper subcuts, the bedding should be compacted to a minimum of 95% of the Standard Proctor density (ASTM:D698). In the case where granular bedding is not compactable due to poor stability, rock bedding 1, should be used (which is usually tamped with a backhoe bucket but not tested). 01REP017(2/01) AMERICAN ENGINEERING TESTING, INC. 11 1 1 1 1 1 1 1 1 1 GENERAL STANDARD RECOMMENDATIONS FOR UTILITY TRENCH BACK-FELLING AET Job No. 01 -01274 — Page 19 of 19 Clayey and silty soils are often difficult to cornpact, as they may be naturally wet or may become wet due to ground water or surface /rain water during construction. Soils will need to be placed within a certain range of water (moisture) content to attain desired compaction levels. Moisture conditioning to within this range can be time consuming, labor intensive, and requires favorable weather. The degree of compaction and the soil type used for backfill within open cut utility trenches depends on the function of the overlying land surface. Details are as follows: ROADWAYS Where trenches are located below roadways, we recommend using inorganic fill and compacting these soils per Mn/DOT Specification 210.5.3E1 (Specified Density Method). This specification requires 100% of the Standard Proctor density in the upper one meter subgrade zone, and 95 % below this. Note that this specification includes moisture content range requirements which are important for proper subgrade stability. Where available soils are wet or of poor quality, it may be possible to use the "Quality Compaction Method" (Mn/DOT Specification 2105.3F2) for soils below the upper one meter subgrade zone if you can tolerate some subsidence. However, a high level of stability is still important within the upper subgrade zone and recommend that the "Specified Density Method" be used in this upper subgrade area. We caution that if bacicfrll soils in the lower trench area are significantly unstable, it may be difficult or even impossible to properly compact soils within the upper one meter subgrade zone. In this case, placing a geotextile fabric directly over the unstable soils can aid in offsetting the instability. STRUCTURAL AREAS If fill is placed beneath or within the significant zone of influence of a structure (typically a 1:1 lateral oversize zone), the soil type and minimum compaction level will need to be evaluated on an individual basis. Because trenches result in variable fill depths over a short lateral distance, higher than normal compaction levels and /or more favorable (sandy) soil fill types may be needed. If this situation exists, it is important that special geotechnical engineering review be performed. NON - STRUCTURAL AREAS In grass /ditch areas, backfdl soils should be placed in reasonable lift thicknesses and compacted to a minimum of 90% of the Standard Proctor density (ASTM:D698) and/or per the Mn/DOT "Quality Compaction Method. " If lower compaction levels are attained, more noticeable subsidence at the surface can occur. Steep or high slopes require special consideration. 01REPO18(2 /01) AMERICAN ENGINEERING TESTING, INC. 1 1 1 1 • 1 1 1 • 1 • Table 1 - Boring Location Coordinates Figure 1 - Boring Locations Soil Boring Logs Gradation Curves Boring Log Notes Classification of Soils for Engineering Purposes AASHTO Soils Classification System General Terminology Notes Boring No. Surface Elevation 1996 Hennepin County Northing Coordinate System Easting -y %.D N oo 918.6 147245.86 494100.36 920.8 147430.41 494061.43 925.6 148139.86 494041.36 930.5 149059.56 494126.76 932.7 149564.33 494157.53 929.1 149884.87 494007.46 927.8 150406.38 494187.25 927.3 150765.04 494160.18 939.4 151436.01 494166.46 1 1 1 1 1 1 1 1 1 1 1 4 1 1 TABLE 1 Boring Location Coordinates 2003 Street /Utility Improvements 5th Avenue North Hopkins, Minnesota AET Job No. 01 -01274 1 z ST. cn w > z Lt1 ST. z LIJ SCALE DRAWN BY CHECKED BY None MJL - PROJECT 2003 Street/Utility Improvements 5 Avenue, Hopkins, Minnesota AET JOB NO. 01 -01274 SUBJECT Soil Boring Locations DATE July 10, 2002 V 1 1 1 1 1 1 r 1 1 1 1 1 1 1 1 S ER V z LLk AMERICAN ENGINEERING 4 ESTING, INC. z Li] 1 ST 1 m 47-'"SURFACE IN FEET I ELEVATION• 418.6 GEOLOGY N MC SAMPLE TYPE FIELD S: LABORATORY TESTS MATERIAL DESCRIPTION WC DEN LL PL % -200 11'/2" Bituminous pavement M M M M D: DS D' D! I DS 20.4 2 Fill, mixture of clayey sand and silty sand, a little gravel, dark brown (A -2 -4) FILL 1 3 — ' 4 - 5 Sand, a little gravel, fine to medium grained, light brown, moist (SP) (A -1 -b) 16_ 7 _ 8 - II 9 - Sand with silt, a little gravel, fine to medium grained, light brown, moist (SP -SM) (A -3) COARSE ALLUVIUM Ilk 12 - 1 13- 14 ' - 15 Sand, a little gravel, fine to medium grained, light brown, moist (SP) (A -1 -b) 1 1 1 1 END OF BORING DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS : NOTE: REFER TO THE ATTACHED SHEETS FOR AN OF ON THIS LOG „ 0 - 15 6 FA 16 DATE TIME SAMPLED DEPTH CASING DEPTH CAVE -IN DEPTH DRILLING FLUID LEVEL WATER I LEVEL 6/5/02 10:44 15.0 - 12.3 None ' 11 EXPLANATION OR1NG 'OMPLETED: 6/5/02 4 TERMINOLOGY m iC: SG CA: SD Rig: 91 I 1 OJECT: AMERICAN ENGINEERING TESTING, INC. 2003 Street /Utility Improvements, 5th Avenue North; Hopkins, MN SUBSURFACE BORING LOG OB NO: 01 -01274 LOG OF BORING 1 (p. 1 of 1) "aPTH FEET SURFACE ELEVATION. 920.8 GEOLOGY N MC SAMPLE TYPE REC [N. FIELD & LABORATORY TESTS MATERIAL DESCRIPTION WC DEN LL PL % -200 1 1 111/4" Bituminous pavement FILL M M M M - " M M DS F DS DS — DS DS — I DS 11 7.4 1 2 _ 3 – I 4 _ 5 Fill, mostly clayey sand, a little gravel, dark brown and black (A -6) Fill, mostly sand with silt and gravel, brown (A -1 -b) 16– ' – 5 – 1 9 10 Gravel with sand, brown, moist (GP) (A - 1 - a) = - = – – COARSE ALLUVIUM III Sand, a little gravel, medium grained, brown, moist (SP) (A -1 -b) 12 13 – I 14 1 15 Sandy lean clay, a little gravel, brown (CL) (A -6) % TILL 1 1 1 1 END OF BORING DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: THE ATTACHED SHEETS EXPLANATION REFER TO FOR AN OF ON LOG 0 - 15' 6" FA i iil DATE TIME SAMPLED DEPTH CASING DEPTH CAVE -IN DEPTH DRILLING FLUID LEVEL WATER LEVEL 6/5/02 11:35 15.0 - 11.5 N one ORING OMPLETED: 6/5/02 TERMINOLOGY THIS = C: SG CA: SD Rig: 91 OJECT: AMERICAN ENGINEERING TESTING, INC. 2003 Street/Utility Improvements, 5th Avenue North; Hopkins, MN 9 SUBSURFACE BORING LOG OB NO 01 -01274 LOC, OF BORING NO. 2 (p. 1 of 1) H FEET SURFACE ELEVATION. 925.6 GEOLOGY N MC SAMPLE TYPE FIELD & LABORATORY TESTS MATERIAL DESCRIPTION WC DEN LL PL % -200 10'/4" Bituminous pavement FILL - i 1 , DS DS DS DS DS DS DS 16 Fill, mostly sand with silt, a little gravel, brown - VA-1-b) / Fill, mostly sandy lean clay, a little gravel, brown (A -6) Sand with silt, a little gravel, medium to fine grained, brown, moist (SP -SM) (A -1 -b) COARSE ALLUVIUM I I I I I rv_ _W Sand with silt and gravel, medium grained, brown, moist (SP -SM) (A -1 -b) Clayey sand, a little gravel, brawn (SC /SM) (A -2 -4) l TILL END OF BORING DEPTH- DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO TFEE ATTACHED SHEETS FOR AN EXPLANATION OF 0 15' 6" FA lie DATE TIME SAMPLED DEPTH CASING DEPTH CAVE -IN 1 DRILLING DEPTH FLUID LEVEL WATER LEVEL 6/5/02 12 :10 ; 15.0 11.1 None I ORING OMPLET 6/5 TERMINOLOGY ON THIS LOG C CC: SG CA: SD Rig: 9l JECT: AMERICAN ENGINEERING TESTING, INC. 9 SUBSURFACE BORING LOG OB NO: 01 -01274 LOG OF BORING NO. 3 (p. 1 of 1) 2003 Street/Utility Improvements, 5th Avenue N Hopkins, MN I N H FEET SURFACE ELEVATION: 930.5 GEOLOGY N MC SAMPLE TYPE REC. IN. FIELD & LABORATORY TESTS MATERIAL DESCRIPTION WC DEN LL PL % -200 I 1— 1 2 3 1 4 -- 5 4" Biruminous pavement FILL 1 DS DS DS DS DS 5.7 4" Highly weathered bituminous pavement Fill, mostly sand with silt and gravel, brown (A -I -b) • 6 7 — 1 8 — 9— 1 Sand with gravel, medium to fine grained, brown, moist (SP) (A -1 -b) COARSE ALLUVIUM 1 • ' 12 13 — 1 14- 15 Sand with silt and gravel, medium to fine grained, brown, moist (SP -SM) (A -1 -b) - 1 1 1 1 END OF BORING DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE, REFER TO THE ATTACHED SHEETS FOR AN EXPLANATION OF 0 - 15' 6" FA 16 DATE TIME SAMPLED DEPTH CASING DEPTH CAVE -IN DEPTH DRILLING FLUID LEVEL WATER LEVEL 6/5/02 1:00 15.0 13.5 None 1 BORING COMPLETED: 6/5/02 TERMINOLOGY ON THIS LOG CC: SG CA' SD Rig: 91 la ROJECT: AMERICAN ENGINEERING TESTING, INC. 10B NO 01 -01274 LOG OF BORING NO. 4 (p. 1 of 1) 9 SUBSURFACE BORING LOG 2003 Street/Utility Improvements, 5th Avenue r Hopkins, MN TH IN F ET SURFACE ELEVATION• 932.7 GEOLOGY N MC SAMPLE TYPE REC IN. FIELD & LABORATORY TESTS MATERIAL DESCRIPTION WC DEN LL PL % -200 I 2 3 4 5 5' /s" Bituminous pavement FILL M M M M M M M - - DS DS DS DS DS DS DS 15 l' /2" Hi hl weathered bituminous .avement U/ TO PSO[L Lean clay with sand, black to dark brown (CL) (A -7 -5 or A -8) COARSE ALLUVIUM Sand with gravel, medium to fine grained, brown moist SP A -1 -b MIXED ALLUVIUM Sandy lean clay, a little gravel, trace roots, brown (CL) (A -6) I b I 7 8 9 10 Sand, a little gravel, fine to medium grained. light brown, moist (SP) (A -3) COARSE ALLUVIUM III 12 13 1l4 15 Sand with gravel, medium to fine grained, light brown, moist (SP) (A - - ' 1 4 1 1 1 END OF BORING DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO THE ATTACHED SHEETS FOR AN EXPLANATION OF II 0 - 15' 6" FA DATE TIME SAMPLED DEPTH CASING DEPTH CAVE -FN DEPTH DRILLING FLUID LEVEL WATER LEVEL 6/5/02 1:30 15.0 1 - 10.4 None CORING COMPLETED: 6/5/02 I TERMINOLOGY ON THIS LOG A CC: SG CA: SD Rig: 91 I SUBSURFACE BORING LOG AMERICAN ENGINEERING TESTING. INC. TOB NO: 01 -01274 LOG OF BORING NO. 5 (p. 1 of 1) J ECT: 2003 Street/Utility Improvements, 5th Avenue North; Hopkins, MN 9 1 1 1 1 JOB NO: ROJECT: L PTH SURFACE ELEVATION: 929.1 �EET 1 1-- 3 - 12 13 - 14 - 15 AMERICAN ENGINEERING TESTING, INC. 4`/2" Bituminous pavement Fill, mostly silty sand, a little gravel, dark brown (A -1 -b) Fill, mostly sand with gravel, brown (A -1 -b) Silty sand, a little gravel, brown, moist (SM) (A -2 -4) Clayey sand, a little gravel, brown (SC) (A -4) END OF BORING BORING COMPLETED. 6/5/02 I CC SG CA: SD Rig: 91 9 MATERIAL DESCRIPTION DEPTH: DRILLING METHOD i 0 -15' 6" FA 1 DATE 6/5/02 TIME SUBSURFACE BORING LOG 01 -01274 LOG OF BORING NO. 6 (p. 1 of 1) 2003 Street/Utility Improvements, 5th Avenue North; Hopkins, MN FIELD & LABORATORY TESTS GEOLOGY FILL FILL OR COARSE ALLUVIUM COARSE ALLUVIUM TILL N MC M M SAMPLE TYPE WATER LEVEL MEASUREMENTS SAMPLED CASING CAVE -IN DEPTH DEPTH DEPTH 2:15 15.0 13.0 DS DS DS DS DS DS REC. IN. WC DRILLING WATER FLUID LEVEL LEVEL DEN I LL 1 PL None - 200 20.0 NOTE: REFER TO THE ATTACHED SHEETS FOR AN EXPLANATION OF TERMINOLOGY ON THIS LOG --1-I 141.1 IN SURFACE ELEVATION 9 27.8 GEOLOGY 1 SAMPLE TYPE U FIELD & LABORATORY TESTS MATERIAL DESCRIPTION WC DEN LL PL % -206 iET 1 111/4" Bituminous pavement FILL _ - DS DS DS DS 4.5 2 3 14— S Fill, mostly sand, medium grained, brown (A -1 -b) FILL OR COARSE ALLUVIUM ' 6— 1 8 _ 1 9 — ll — 12 — 13 — II4— 15 Sand, medium grained, brown, moist (SP) (A - 1 - b) COARSE ALLUVIUM 1 1 1 1 END OF BORING DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: ATTACHED 5HEETS EXPLANATION REFER TO FOR AN OF ON LOG 0 -15' 6" FA ill) DATE TIME SAMPLED CEITI DEPTH FLU ID LE LEVEL 6/5/02 2:20 15.0 - 13.8 None ORING OMPLETED: 6/5/02 TERMINOLOGY THIS 1C: SG CA: SD Rig: 91 AMERICAN ENGINEERING TESTING, INC. iOB NO: 01 -01274 LOG OF BORING NO. 7 (p. 1 of 1) tDJECT: 2003 Street/Utility Improvements, 5th Avenue r Hopkins, MN SUBSURFACE BORING LOG JOB NO: 01 -01274 LOG OF BORING NO. 8 (p. 1 of 1) 1ROJECT: 2003 Street/Utility Improvements, 5th Avenue North; Hopkins, MN P H IN FEET SURFACE ELEVATION 927 GEOLOGY N MC SAMPLE TYPE REC. FIELD & LABORATORY TESTS MATERIAL DESCRIPTION WC DEN LL PL % -200 I 10.75" I Bituminous pavement FILL M M M M M M DS DS DS DS DS DS 7.1 I 2 — 3 — 4 — • 5 _ 6 Fill, mostly sand with silt and gravel, dark brown (A -1 -b) Fill, mostly sandy lean clay, a little gravel, brown and dark brown (A -6) I _ 8- I 0 Sand, a little gravel, medium to fine grained, brown, moist (SP) (A -1 -b) COARSE ALLUVIUM 1[ - 12 _ • 13 -- 14 I5 Sand with gravel, medium to fine grained, brown, moist (SP) (A -1 -b) I I I END OF BORING DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO THE ATTACHED SHEETS FOR AN EXPLANATION OF 0 -15' 6" FA 11. DATE TIME SAMPLED DEPTH CASING DEPTH CAVE-1N DEPTH DRILLING WATER FLUID LEVELS LEVEL 6/5/02 2:45 15.0 - 11.1 None •BORING COMPLETED: 615102 TERMINOLOGY ON THIS LOG cc: SG CA: SD Rig: 91 I AMERICAN ENGINEERING TESTING, INC. SUBSURFACE BORING LOG PROJECT: 2003 Street/Utility Improvements, 5th Avenue North; Hopkins, MN IEPTH IN FEET T JOB NO: 01 -01274 LOG OF BORING NO. 9 (p. 1 of 1) 1 — 2 4 — 6 — 7- 8- 9 — 0 00 12 13 — 14— 15 AMERICAN ENGINEERING TESTING, INC. SURFACE ELEVATION- 939.4 MATERIAL DESCRIPTION 9'/2" Bituminous pavement Fill, mostly silty sand with gravel, brown (A-1-b) 3 — Fill, mostly clayey sand, a little gravel, dark brown and brown (A -2 -6) Sandy lean clay, dark brown (CL) (A -6) Silty sand, a little gravel, fine to medium grained, reddish brown, moist (SM) (A -2 -4) Silty sand, a little gravel, brown, moist (SM) (A -2 -4) END OF BORING DEPTH: DRILLING METHOD III - 15' 6" FA I BORING COMPLETED: 6/5102 CC: SG CA: SD Rig: 91 DATE 6/5/02 TIME 3:25 SUBSURFACE BORING LOG FILL WATER LEVEL MEASUREMENTS SAMPLED DEPTH 15.0 GEOLOGY TOPSOIL COARSE ALLUVIUM TILL CASING DEPTH N MC M M M 14.0 SAMPLE CAVE -IN ' DRILLING WATER DEPTH FLUID LEVEL LEVEL DS DS DS DS DS DS REC. IN. FIELD & LABORATORY TESTS WC DEN None LL PL % -200 I9.6 NOTE. REFER TO THE ATTACHED SHEETS FOR AN EXPLANATION OF TERMINOLOGY ON THIS LOG 100 95 90 85 8 75 P R 7 0 E 65 N T 60 F 55 E 50 B 45 Y 40 G 30 H T 25 20 15 ,0 a 1 I I - r , `` 1 7 , 1 1 I 5 I I i I I; I I I I I i I 1 ♦ , II IIIIMILINUall i ■ 1 ■ 111111__ uiuuiii■■ Ili II III ■■ I■ ■■ 1IIUIII1llti!OIl ■ III NIIIU IIII iiii•■1 I■■ ■ ■1 Hill IIIII IN _ Iliii IIILII1IlI____ 11111 ■ lII1LiUU 1111■■ ■l I ■■ III I■■ ■■ ■I�I� ■■■ Ili! ■M � MN ■ I ■■ ■I■■ iii. 1N■ 11 1 1■ ■ III I■■ ill � : UULIIkl■ iiiii•_i ■I11INEII _ _�. ■ _ 1111111 Hil ■� ■11 ■ IIUIIIIUIIU 111111 I inmii MIMI lii ■11 11■■ =MI II ■ 11111 ; ■• I. 100 10 0 1 0.01 0.001 GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL SAND 5[LT OR CLAY coarse I fine coarse medium I fine Specimen Identification Classification MC% LL PL PI Cc Cu • 1 1.5 8 LC 2 4.0 1.13 8.2 A 4 3.0 1.07 9.8 * 6 1.5 Specimen Identification DI00 D60 D30 I D10 %Gravel %Sand %Silt 1 %Clay • 1 1.5 9.50 0.57 0.182 19.0 60.6 20.4 ® 2 4.0 16.00 1.25 0.468 0.1537 28.0 64.6 7.4 • 4 3.0 25.00 1.86 0.617 0.1904 38.1 56.2 5.7 * 6 1.5 9.50 0.78 0.202 25.0 55.0 20.0 ! I PROJECT 2003 Street/Utility Improvements 5th Avenue JOB NO. 01 -01274 North; Hopkins, MN DATE 6/5102 AMERICAN ENGINEERING GRADATION CURVES TESTING, INC. U SIEVE OPENING IN INCHES 6 4 3 2 15 1, / LI1 8 U.S- SIEVE NUMBERS 1 6 8 0 14 l6 ?0 30 40 50 70 100 140 ' - 00 HYDROMETER U :ii OPENING IN INCHES 6 4 3 2 1.5 1 314 112 100 7 8 3 U.S SIEVE NUMBERS I HYDROMETER A 4 6 10 14 16 20 30 40 50 70 100 140 200 90 90 85 80 I 75 R 7a C � 65 N T 60 F 1 55 N E 50 R B 40 E 35 G 30 H T 25 5 5 1 10 5 a t 1 11 t I II I 1 1 11 1 y i 1 1.1111111 ll II I ki l' I ■� I■1■■ IIIIli1■_I■11 ■� I■1 ■1111�111 I■11 11 ® II 1111 1 1 . 1■iIIIIIIILIINII �1 ■_ ' IIhI1lh11hIIIII1U I ■� I1 11111111 1 100 10 0 1 0.01 0.001 GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse I medium I fine Specimen Identification Classification MC% LL PL PI Cc Cu • 7 3.0 1.70 3.5 113 8 2.2 4 0.83 17.5 A 9 1.5 Specimen Identification D100 D60 D30 DI0 %Gravel %Sand %Silt %Clay • 7 3.0 9.50 0.64 0.446 0.1834 0.1 95.4 4.5 II 8 2.2 9.50 2.62 0.572 0.1500 29.0 63.9 7.1 ♦ 9 1.5 25.00 0.83 0.185 19.5 60.9 19.6 PROJECT 2003 Street /Utility Improvements 5th Avenue JOB NO. 01 -01274 North; Hopkins, MN DATE 6/5/02 A AMERICAN ENGINEERING GRADATION CURVES TESTING, • INC. , 1 DRILLING AND SAMPLING SYMBOLS Symbol Definition I ,N: Size of flush -joint casing .11A: Crew Assistant (initials) is: Pipe casing, number indicates nominal diameter in inches CC: Crew Chief (initials) T: Clean -out tube Drive casing; number indicates diameter in inches Drilling mud or bentonite slurry DR: Driller (initials) Disturbed sample from auger flights Flight auger; number indicates outside diameter in inches Hand auger; number indicates outside diameter =�A: Hollow stem auger; number indicates inside diameter in inches Field logger (initials) Column used to describe moisture condition of samples and for the ground water level symbols Standard penetration resistance (N- value) in blows per foot (see notes) NQ wireline core barrel PQ wireline core barrel Rotary drilling with fluid and roller or drag bit In split -spoon (see notes) and thin - walled tube sampling, the recovered length (in inches) of sample. In rock coring, the length of core recovered (expressed as percent of the total core run). Zero indicates no sample recovered. Revert drilling fluid Standard split -spoon sampler (steel; 1 /e" is inside diameter; 2" outside diameter); unless indicated otherwise Spin -up sample from hollow stem auger Thin- walled tube; number indicates inside diameter in inches NASH: Sample of material obtained by screening returning ' rotary drilling fluid or by which has collected inside the borehole after "falling" through drilling fluid NH: Sampler advanced by static weight of drill rod and 140 -pound hammer Sampler advanced by static weight of drill rod 94 millimeter wireline core barrel Water level directly measured in boring Estimated water level based solely on sample appearance R E LDQ 12(05/02) BORING LOG NOTES Symbol Definition TEST SYMBOLS CONS: One - dimensional consolidation test DEN: Dry density, pcf DST: Direct shear test E: Pressuremeter Modulus, tsf HYD: Hydrometer analysis LL: Liquid Limit, % LP: Pressuremeter Limit Pressure, tsf OC: Organic Content, PERM: Coefficient of permeability (K) test; F - Field; L - Laboratory PL: Plastic Limit, % Pocket Penetrometer strength, tsf (approximate) q,: Static cone bearing pressure, tsf q.: Unconfined compressive strength, psf R: Electrical Resistivity, ohm-cms ROD; Rock Quality Designator in percent (aggregate length of core pieces 4" or more in length as a percent of total core run) SA: Sieve analysis TRX: Triaxial compression test VSR: Vane shear strength, remoulded (field), psf VSU: Vane shear strength, undisturbed (field), psf WC: Water content, as percent of dry weight % -200: Percent of material finer than #200 sieve STANDARD PENETRATION TEST NOTES The standard penetration test consists of driving the sampler with a 140 -pound hammer and counting the number of blows applied in each of three 6" increments of penetration. If the sampler is driven less than 18" (usually in highly resistant material), permitted in ASTM:D1586, the blows for each complete 6" increment and for each partial increment is on the boring log. For partial increments, the number of blows is shown to the nearest 0.1' below the slash. The length of sample recovered, as shown on the "REC" column, may be greater than the distance indicated in the N column. The disparity is because the N -value is recorded below the initial 6" set (unless partial penetration defined in ASTM:D1586 is encountered) whereas the length of sample recovered is for the entire sampler drive (which may even extend more than 18 "). AMERICAN ENGINEERING TESTING, INC. CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES ASTM Designation: D 2487 (Based on Unified Soil Classification System) Coarse - Graineo Soils Gravels More than 50% retained on More than 50% coarse No. 200 sieve fraction retained on No. a sieve Fine - Grained Saris 50% or more passes the No. 200 sieve I- fiohly organic soils Primarily organic matter, dark in color- and organic odor ' On me marenar sassing me 3 -in. (75 -mini sieve a 1I field sample conramno bobbles or Boulders - or 50111. add with cobbles or boulders. or oath to grout name. 0 Graveis with 5 to 12% lines reature dual svmaou : GW-GM wail-graded gravel with suit GW -GC well-graced gravel with clay GP -GM ooarry graded gravel wnh sill GP - poorly graced gravel with clay ° Sands mill. 5 to 12% firms require dual svmools SW -SM well-graded sand with sill SWSG well graded sand with clay SP -SM oocrly graded sand with silt SP -SC 000rry graoea sand vin clay a t u • s • •a iS C W a- to SIEVE ANALYSIS SCREE.-"a I SIEVE ✓•o. 3 2 i y, i y, a i s td .0 6O 100 I 'V I to PARTICLE I I ; I I O r. :mm f i I I o,. - euro -to 01CLS021(5 00) Sands 50% or more of coarse frac:ien passes No. 4 sieve Sills and Clays Liquia limit less than 50 Silts and Clays Llqulo limit 50 or more 1 I i I Criteria for Assigning Grout] Symbols and Grouo Names Using Lacoratory Tests' •a ,70a 80 1 50 i I i • 'so i0 I :c 7.5 0 NO SI ZE IN MILLIMETERS 1 2. 1 1` t]0r5t it ec Crean Graveis Less than 5% Ernes Gravels with Fines Fines classify as ML or MH GM Silty aravelF o More Than 12% fines Clean Sands Less than 5% fines Sanas with Fines More than 12% fines inorganic organic In°rnanrc organic E Ca - O ro Cc ° To' ° so i ll Sad aontams - S% sand. add "with sans" to grout name. G il lines classify as CL -ML use oval symbol GO-GM. or SOSM "II tines are organic, add "will organic lines" to croup name. 'it soli contains >15% gravel acid "wnh gravel" :a grout] name. 60 `- 0 i- 4a 30 20� 10 Cu }4 and 1KCc- / / MLOSO1 a 1 1 I s Cu-ea and/or 1>Cc >3 Fines classify as CL or CH Cu and los CC -sO` Cuw" and/or Fines classify as ML or MH Fines classify as CL or CH PI >7 and plots an or aoove CL Lean clayy' f - " 'A" line PI <4 or plots below "A" ML line Liquid limit - oven dries Loud limit • not One0 For Ci05S1flcartan of fine- arainea sails 565 -Inc - 'trained rroSo ion at coarse grainao 50115, locat of 5 - line Hariionral at PI -4 to LL— a` -.5. then PI -0.73 ILL -Sal E^.uation of - if- line /� f Verricoi at LL =i6 ft PI =7, then PI = 0.9 ILL - i31 P1 plots on or above 'A" line CH PI prom below "A" tine Limed limit - oven dried Lined limit • not dried / 10 16 20 20 40 50 50 LIQUID LIMIT ILL) AMERICAN ENGINEERING I'ESTING, INC. OL Organic clay"' MO <0.75 Organic 5111 <0.75 'If Atleroerg limns cool in naiuned area. soil is a CL-ML silly tray. ▪ sod contains 15 to 29% aids No. 200. 305 "wish sand" Cr "with gravel." wnipnever is dreaominant. L tf soil conrains7-:0% plus no. 200, preaominanny sand. acid " la to group name . ' sod comams5'30% plus No. 200. preoominanny gravel, add "gravelly to grand name. N PI?d and plots on or above 'A" Lure. ° P1-aa or plats below "A" line. A PI plats on or above "A" line. O F1 01019 below 'A" line. n i JMH Oa OH ti Soil Classification Grouo Svmool Group Name' GW Well gradec graver' GP Poorly graded graver' GC Clayey graver' SW Well - graded sand' SP Poorly graded sand' SM Silty sang "' SC Clayey sand ' 1 Silt'r-Lu Fat clav' MH Elastic sill L " OH Organic clay ` - " A PT Peat Organic siei 70 80 90 100 110 General Claudication Granular Mas•nois (35% or lids panting No. 200) Silt -Clay Materials {Mare than 35% patting No. 200) Group La r ion A - 1 Aa 4 2 A-4 A-S A-6 A.7 A -1-o A -1 -b A - 2 - 4 A - 2 - 5 A - 2.6 A - 2 - 7 A -7 -5, A -7-6 Sieve Anal 3: No. 1.0 (7.00 mmj No. 40 (0.425 mm) No. 200 (0.075 mmi 50 max- 30 max. 15 max. .. S0 max. 25 max. S1 min. 10 max. .... .... 35 mar .... .. - . 35 max. .... .... 35 max. .... .... 35 max. .... .... 36 min.; .... .... 36 min. .... .... 36 mill. .... .... 36 min. Characteristic. of Fraction pacing Na-40(0,425mm( Liquid liinil Plasticity index , , , 6 max. N.P. 40 max- 10 max. 41 min. 10 moo. 40 max. 1 1 min. 41 min. 1 1 min. .40 max, 10 max. 41 min. 10 max. 40 max. I I min.. 41 min. 11 min. Usual Types of Significant Constituent Materials Sian. Frogm.and Sannd tt SanFine d Silty ar Clayey Gravel and Sand Silly Sails Clayey Saar General Rating as Subgmde Exe•llent to Good Fair to Poor 7 :7 �r! The placing of Aa before A -2 is no...vary in Cite "tat to right elimination process" and doe■ not indicate superiority al A-3 over A -2. Plasticity index of A -7 -S subgroup is equal to or less than LL minus 30. Plasticity index of A-7-6 subgroup is greater than U. minus 30 100 90 8O 70 f - 60 e 5o 40 3 2 AMERICAN ASSOCIATION OF STATE HIGHWAY OFFICIALS SOILS CLASSIFICATION SYSTEM Classflicatian of Soils and Soil- Aggregate Mixtures PLASTICITY INDEX P1 0 10 20 30 40 50 60 70 L'quid Limit and Plasticity Index Ranges for the A-4. A-5, A-6 and A -7 Subgroups Definitions of Gravel, Sand. and Silt -Clay The terms "gravel," "coarse sand," "fine sand," and "silt -clay," as deter- minable from the minimum test data re- quired in this classification arrangement and as used in subsequent word descrip- tions, are defined as follows: GRAVEL - Material vasstng sieve With 3 -in. square apentngs and retained an the No. 10 Sieve. COARSE SAND- Material passing the No. LO sieve and retained on the No. 40 sieve. FINE SAND - Material passing the Na. 40 stove and retained on the No. 300 Steve. COMBINED SILT AND CLAY-M ateriat passing the No. 290 sieve. BOULDERS iretatned on 3 -in. ztevel should be excluded from the portion of the sample Lo which the classification is applied. but the percentage of such material', if any. in the sample should he rerorti cd. The term - silty - is applied to fine material liavinS plasticit index of Lour less and Lhe term "clayey is applied to fine matenai having plastinty Index of I l or greauer. 40— 0 1 SO _ Group index (Gil • (F -35) [0.2+0.005 (U. -40) ] +0.01 (F -15) - (P1 -10] where F • % Passing No. 200 sieve, U. = Liquid - Limit, and PI • Plasticity Index. When working with A -2 -6 and A -2 -7 subgroups - the Partial Group Index (PGI) is determined from the - Pt only. When the combined Partial Group Indices are negative, the Group Index should be reported as zero. 1 30— GROUP INDEX CHART _ 4l', — A s �� ti o 20— a mot. � ~ o b° 5 10 T a Example: 82% Posting No. 200 sieve It =3a Pt • 21 Then: PG1 • 8.9 for LI PGI • 7.4 far P1 GI 16 01 CLS022(5100) PERCENT PASSING NO. 200 SIEVE PARTIAL GROUP INDEX / rS su h-G ra 4 -)_ trA s L't \,/ A ...• / 7 -A -5 i H A -6 -A-4 7 :7 �r! The placing of Aa before A -2 is no...vary in Cite "tat to right elimination process" and doe■ not indicate superiority al A-3 over A -2. Plasticity index of A -7 -S subgroup is equal to or less than LL minus 30. Plasticity index of A-7-6 subgroup is greater than U. minus 30 100 90 8O 70 f - 60 e 5o 40 3 2 AMERICAN ASSOCIATION OF STATE HIGHWAY OFFICIALS SOILS CLASSIFICATION SYSTEM Classflicatian of Soils and Soil- Aggregate Mixtures PLASTICITY INDEX P1 0 10 20 30 40 50 60 70 L'quid Limit and Plasticity Index Ranges for the A-4. A-5, A-6 and A -7 Subgroups Definitions of Gravel, Sand. and Silt -Clay The terms "gravel," "coarse sand," "fine sand," and "silt -clay," as deter- minable from the minimum test data re- quired in this classification arrangement and as used in subsequent word descrip- tions, are defined as follows: GRAVEL - Material vasstng sieve With 3 -in. square apentngs and retained an the No. 10 Sieve. COARSE SAND- Material passing the No. LO sieve and retained on the No. 40 sieve. FINE SAND - Material passing the Na. 40 stove and retained on the No. 300 Steve. COMBINED SILT AND CLAY-M ateriat passing the No. 290 sieve. BOULDERS iretatned on 3 -in. ztevel should be excluded from the portion of the sample Lo which the classification is applied. but the percentage of such material', if any. in the sample should he rerorti cd. The term - silty - is applied to fine material liavinS plasticit index of Lour less and Lhe term "clayey is applied to fine matenai having plastinty Index of I l or greauer. 40— 0 1 SO _ Group index (Gil • (F -35) [0.2+0.005 (U. -40) ] +0.01 (F -15) - (P1 -10] where F • % Passing No. 200 sieve, U. = Liquid - Limit, and PI • Plasticity Index. When working with A -2 -6 and A -2 -7 subgroups - the Partial Group Index (PGI) is determined from the - Pt only. When the combined Partial Group Indices are negative, the Group Index should be reported as zero. 1 30— GROUP INDEX CHART _ 4l', — A s �� ti o 20— a mot. � ~ o b° 5 10 T a Example: 82% Posting No. 200 sieve It =3a Pt • 21 Then: PG1 • 8.9 for LI PGI • 7.4 far P1 GI 16 01 CLS022(5100) PERCENT PASSING NO. 200 SIEVE PARTIAL GROUP INDEX i D (Dry): M (Moist): Term Boulders Cobbles Gravel Sand Fines (silt & clay) Very Soft Soft Firm (Medium) Stiff Very Stiff Hard W (Wet/ Waterbearing): F (Frozen): Term Fibric: Hemic: Sapric: 01CLS011(6/01) GENERAL TERMINOLOGY NOTES FOR SOIL IDENTIFICATION AND DESCRIPTION GRAIN SIZE Particle Size Over 12" 3" to 12" #4 sieve to 3" #200 to #4 sieve Pass #200 sieve CONSISTENCY OF PLASTIC SOILS Term N- Value, BPF less than 2 2 -4 5 -8 9 -15 16 -30 Greater than 30 MOISTURE /FROST CONDITION (MC Column) Absence of moisture, dusty, dry to touch. Damp, although free water not visible. Soil may still have a high water content (over "optimum "). Free water visible. Intended to describe non- plastic soils. Waterbearing usually relates to sands and sands with silt. Soil frozen. FIBER CONTENT OF PEAT Fiber Content (Visual Estimate) Greater than 67% 33-67% Less than 33% Term A Little Gravel With Gravel Gravelly Term Very Loose Loose Medium Dense Dense Very Dense GRAVEL PERCENTAGES Percent 3 a -15% 15 % -30% 30 % -50% RELATIVE DENSITY OF NON - PLASTIC SOILS N- Value. BPF 0-4 5 -10 11 -30 31 -50 Greater than 50 LAYERING NOTES Laminations: Layers less than 1/2" thick of differing material or color. Lenses: Pockets or layers greater than ' /z" thick of differing material or color. ORGANIC DESCRIPTION Non -peat soils are described as organic, if soil is judged to have sufficient organic content to influence the soil properties. AMERICAN ENGINEERING TESTING, INC. I V I I I I I I 1 APPENDIX D QUESTIONNAIRE/MEETING MINUTES , I e lop 1 1 i 1 1 1 1 1 1 1 1 1 1 2 N. 18. 2602 2: 17PM CITY_OF_NOPKINS NO. 607 P. 4 SANITARY SEWER 3. GENERAL COMMENTS/QUESTIONS .Phone No: 2003 STREET IMPROVEMENT QUESTIONNAIRE Mailed: June 18, 2002 Due: June 28, 2002 I. STORM SEWER, STORM WATER DRAIN - AGE AND SURFACE EROSION I have observed street ponding after a significant rain. It is located at: On date: Areas of erosion along the boulevard are observed at: we have not experienced any problems with,our sanitary sewer service. We have experienced problems with our sanitary sewer service. Please contact us. Please offer any additional information you would like to be considered as part of these i provementss. THANK YOU FOR YOUR RESPONSE. The following information win rca confidential but is needed in the event we have a question on any of your responses. Name; -- Address: PLEASE FOLD TES; FORM IN HALF, SECURE AT OVEN END Will TAPE, AND MAIL (NO POSTAGE IS REQUIRED). MINUTES PUBLIC INFORMATION MEETING: JULY 9, 2002 2003 STREET AND UTILITY IMPROVEMENTS • Steve Bot welcomed the meeting attendees and introduced the project areas. • Steve Bot referenced the City's Capital Improvements Plan (CIP) and Pavement Management Program (PMP) in conjunction with the costs of repairing or replacing aging streets. • Marcus Thomas discussed the purposed of a feasibility report and described the existing street and utility conditions along 5"` Avenue and 2nd Street North. Proposed improvements were also reviewed. • Steve Bot discussed the options of State Aid vs. non -State Aid designations and truck restrictions vs. no truck restrictions and what impacts these alternatives have on assessment rates. Steve presented a tabulation of estimated assessment rates for this project based on these options. Steve explained that utility improvements, including watermain, sanitary sewer, and storm sewer, are not assessable, but rather paid for by their respective utility funds. • Steve Bot reviewed the preliminary schedule for the project. • Issues and concerns expressed by attendees included: - truck route enforcement issues - the possibility of assessing more than the adjacent properties along 5t` Avenue - the patterns and safety of pedestrians crossing 5"` Avenue at 2" Street North; feasibility of a traffic signal at this intersection - proposed sidewalk purpose along 2' Street North Thanks, George J. Magdal Hopkins Fire Marshal 1010 1st Street South Hopkins, MN 55343 USA Work (952)939 -1321 Cell (612)759 -0672 Fax (952)935 -1834 To: Southwest Mutual Aid Association Chiefs From: George Magdal Date: July 26, 2002 Subject: Council Resolution Required Resolution Approving New Member Department Needed. At our last Southwest Mutual Aid Association meeting we approved the change from Excelsior Fire Department to Excelsior Fire District as a SWMAA member Department. To complete this we must each pass a resolution approving the new "exhibit A" to our agreement. Included in this packet is a copy of the agreement, a copy of the new exhibit A., and a sample resolution. The agreement has already been approved by our councils. It is only enclosed for reference purposes. Please be sure to have the City Clerk send a certified copy of the resolution to me. City of Edina: Edina Fire Dept. 6250 Tracy Ave. Edina, MN 55436 • Southwest Mutual Aid Association Personnel And Equipment Agreement EXHIBIT A City of Bloomington: Bloomington Fire Dept. 2215 Old Shakopee Rd. Bloomington, MN 55431 City of Chanhassen: Chanhassen Fire Dept. 7610 Laredo Dr., Box 97 Chanhassen, MN 55317 City of Eden Prairie: Eden Prairie Fire Dept. 7801 Mitchell Rd. Eden Prairie, MN 55344 City-of Excelsior: Excolsior Firc Dcpt. Excelsior Fire District 339 3rd Street Excelsior, MN 55331 City of Golden Valley: Golden Valley Fire Dept. 7800 Golden Valley Rd. Golden Valley, MN 55427 City of Hopkins: Hopkins Fire Dept. 1010 1st St. S. Hopkins, MN 55343 City of Maple Grove: Maple Grove Fire Dept. 9101 Fernbrook Lane Maple Grove, MN 55311 City of Minneapolis Minneapolis Fire Dept. 300 S 5th St - Room 230 Minneapolis, MN 55415 City of Minnetonka: Minnetonka Fire Dept. 14550 Minnetonka Blvd. Minnetonka, MN 55345 City of Plymouth: Plymouth Fire Dept. 3400 Plymouth Blvd. Plymouth, MN 55447 City of Richfield: Richfield Dept. of Pub. Safety 6700 Portland Ave. Richfield, MN 55423 City of St. Louis Park: St. Louis Park Fire Dept. 5005 Minnetonka Blvd. St. Louis Park, MN 55416 City of Wayzata: Wayzata Fire Dept. 600 Rice St. Wayzata, MN 55391 Metropolitan Airport Commission: Airport Fire Dept. 6307 34th Ave. S. Minneapolis, MN 55440 7 -25 -2002 0 Proposed Resolution • • WHEREAS, the city of has previously approved and participated in a mutual aid agreement between the southwest suburban governmental agencies to provide cooperative use of fire personnel and equipment; WHEREAS, the agencies participating in this agreement have been designated the Southwest Mutual Aid Association; WHEREAS, the existing agreement requires the parties of the agreement to approve by resolution a new Exhibit A to add a new member to the agreement; WHEREAS, the City of Excelsior Fire Department was a member but has changed to the Excelsior Fire District and would like to continue to be a member of the Association; NOW, THEREFORE, BE IT RESOLVED by the City Council of the City of , Minnesota, that: The revised Exhibit A dated 7/25/2002, which includes the Excelsior Fire District is hearby approved as the new official list of parties to the agreement establishing the Southwest Mutual Aid Association. The city clerk is directed to transmit a certified copy of this resolution to the secretary of the Southwest Mutual Aid Association. Southwest Mutual Aid Association Joint And Cooperative Agreement For Use Of Fire Personnel And Equipment 1 -19 -95 • Southwest Mutual Aid Association Joint And Cooperative Agreement For Use Of Fire Personnel And Equipment PURPOSE This Agreement is made pursuant to Minnesota Statutes Section 471.59, which authorizes the joint and cooperative exercise of powers common to contracting Parties. The Parties to this Agreement wish to create a regional Mutual Aid Association, hereafter called the Southwest Mutual Aid Association, for the purpose of making fire equipment, personnel and facilities available to each other upon request. This Agreement is intended to give each Party the authority to send its equipment and personnel into the other communities and to provide for an Operating Committee to administer this Agreement. !I. DEFINITION OF TERMS For the purposes of this Agreement, the terms defined in this section shall have the meanings given them below. Subd. 1. "Assistance" means the providing of fire personnel and equipment, fire investigators, fire inspectors, fire educators, fire instructors, training personal and associated equipment and facilities. • Subd. 2. "Emergency" means a sudden and unforeseen situation requiring immediate action. Subd. 3. "Party" means a governmental unit which is a Party to this Agreement. Subd. 4. "Requesting Official" means the person designated by a Party who is responsible for requesting Assistance from other Parties. Subd. 5. "Requesting Party" means a Party which requests Assistance from other Parties. Subd. 6. "Responding Official" means the person designated by a Party who is responsible to determine whether and to what extent that Party should provide Assistance to a Requesting Party. Subd. 7. "Responding Party" means a Party which provides Assistance to a Requesting Party. Subd. 8. "Specialized Activities" means non - emergency Assistance to include but not be limited to: fire investigators, fire inspectors, fire educators, fire instructors, training personal and associated equipment and facilities. Subd. 9. "Extraordinary Services" means emergency Assistance that includes activities beyond the normal scope of fire fighting, such as hazardous materials incidents, high level rescue, or dive rescue. III. PARTIES Southwest Mutual Aid Association Joint And Cooperative Agreement For Use Of Fire Personnel And Equipment i -19 -95 2 The Parties to this Agreement are those entities which approve this Agreement and execute a separate signature page in accordance with Section VIII. The Parties constitute the membership the Southwest Mutual Aid Association. Other entities may become a Party to this Agreement by complying with the conditions provided in the Association rules, by applying to and receiving approval of all member Parties, and by executing a separate signature page for this Agreement. Any Party may withdraw from membership at any time upon thirty days written notice to the other members. A party may be removed from membership only by a vote of at least three - quarters of all other Parties to the Agreement and only for the following causes: failure to comply with the terms of the agreement as may be modified or a failure to pay dues. Action by any Party which is required or permitted under this Agreement will be evidenced by: • for a municipality, a resolution adopted by the governing body, or • for a non - municipality, a letter executed by an official with sufficient authority to bind that party which recites the basis of that authority. IV. PROCEDURE Subd. 1. Whenever, in the opinion of a Requesting Official, there is a need for Assistance from other Parties, such Requesting Official may, at his/her discretion, call upon the Responding Official of any other Party to furnish Assistance to and within the boundaries of the Requesting Party. Subject to the limitations set forth herein, it is the intention of the Parties to this Agreement to cooperate in the event of an emergency by making the necessary Assistance available to a Requesting Party without undue delay. Subd. 2. Upon the receipt of a request for Assistance from a Party, the Responding Official may authorize and direct the Fire Department personnel under his /her control to provide Assistance to the Requesting Party. Whether the Responding Party provides such Assistance to the Requesting Party and, if so, to what extent such Assistance is provided shall be determined solely by the Responding Official (subject to such supervision and direction as may be applicable to him/her within the governmental structure of the Party by which he /she is employed). Failure to provide Assistance will not result in liability to a Party. Subd. 3. When a Responding Party provides Assistance under the terms of this Agreement, it may in turn request Assistance from other Parties as "backup" during the time that it is providing Assistance outside its boundaries. Subd. 4. Whenever a Responding Party has provided Assistance to a Requesting Party, the Responding Official may at any time recall such Assistance or any part thereof if the Responding Official in his /her best judgment deems such recall necessary to provide for the best interests of his /her own community. Such action will not result in liability to any Party. Southwest Mutual Aid Association Joint And Cooperative Agreement For Use Of Fire Personnel And Equipment 1 -19 -95 Journwesr Mutual Ald As.nriatlnn And ('nnnarativo Anrn mont Fry I Ic• ()f Fires Porcnnh ,) dnrl Fr,, ,in monf 4.10 OF