HomeMy WebLinkAbout3. West River Interceptor Discussion
#3
CITY OF SHAKO PEE
Memorandum
TO: Mayor & City Council
Mark McNeill, City Administrator
FROM: Bruce Loney, Public Works Director
SUBJECT: West River Interceptor - Phase In Draft Report
DATE: July 25, 2006
INTRODUCTION:
Attached is a report from Bonestroo, Rosene, Anderlik & Associates on the West River
Interceptor, from Adams Street to Fuller Street, Phase In of the River District
Reconstruction. In this report, various alternatives were analyzed with costs to determine
the best course of action for the City in reconstructing this sanitary sewer.
The project was broken into two sections. Section A is from Adams Street to
approximately Apgar Street and Section B would be from Apgar Street to Fuller Street.
Section B is the section along the Minnesota River where the current pipe is in danger of
being exposed from the river bank erosion. There are two alternatives for this section,
with one being to move the pipe approximately 25 feet further south and to stabilize the
river bank. This alternative has a much higher cost due to river bank stabilization with
unknown participation with the Army Corps of Engineers.
The second alternative in Section B is to move the pipe further into rock along Levee
Drive which is a more expensive installation of pipe, due to rock blasting that will be
required to install the pipe. However, there is no river bank stabilization required. Thus,
the cost estimate for this alternative is much lower than the alternative which requires
river bank stabilization.
This draft report will be presented at the July 25, 2006 CIP meeting. City Council will
need to analyze the cost estimates between the two alternatives and provide direction on
whether to proceed with river bank stabilization and pursue Army Corps of Engineer
funding, or to not further pursue river bank stabilation with the Army Corps of Engineer
and move the pipe under Levee Drive and not stabilize the river bank in this area. The
City may want to pursue Army Corps funding. If the Army Corps is not willing to fund
$1,0000,000 of river bank stabilization, staff could prepare plans to move the pipe under
Levee Drive. A representative from Bonestroo, Rosene, Anderlik & Associates, as well
as City staffwill be there to answer questions in regard to this draft report.
ACTION REQUESTED:
Review the report and provide staff direction on the various alternatives, so this project
can proceed towards final design.
Bruce Loney
Public Works Director
BUpmp
ENGRl2006PROJECT12006RNERDISTRlCTIWORDlREPORT
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ij;I. ... INTERCEPTOR - PHASE III
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.. Table of Contents
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I) Project Description....................................................................................,. 1
., Existing Conditions " .... ...... ....... ...... ..................... ..................... ............ ...... 2
. Flow Conditions ..... ............ .......... ... ........... .... ....... ............... .......;..... 2
. Existing Sewer Alignment .............. ...... .............. .............................. 2
. Geotechnical Assessment.................................................................. 3
Property Ownership........................................................................... 3
. Army Corps of Engineers/MN DNR................................................. 3
. Wetlands................... .... ........ ............................................................. 4
. Existing Utilities..................................... ....... .................................... 5
Analysis of Alternative Improvements ............. .... ....... ..............................6
. Section A Improvements ..... ...... ................... ....... .............................. 6
. Construction in New Trench ................................................. 6
. Construction Utilizing the Existing Trench .......................... 7
Section B Improvements ................................................................... 8
. Gravity Sewer along River.................................................... 8
. Gravity Sewer Extending along Levee Drive .......................9
. Recommended Alternative ......................................................................... 11
. Tables
. Table 1- Recommended Project Costs................................. ........... .11
. Table 2-Alternative Improvement Analysis....... ............................... .12
. Figures
. Figure 1- Project Location
. Figure 2a & 2b-Existing Interceptor Plan and Profile
. Figure 3-Geotechnical Boring Location Map
. Figure 4-Property Owners
Figure 5-Wetland Analysis
. Figure 6- Alternative Analysis (Sections A & B)
. Figure 7 -Section B Improvements - Raise alignment Plan & Profile
. Figure 8-Conceptual Trail Improvements
Figure 9-Section B Improvements - Levee Drive Alignment Plan & Profile
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. Attachments
A Geotechnical Boring Logs
. B ACOE Section 14 Information
. C Alternative Improvements - Costing Sheets
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. City of Shakopee
. West River Interceptor - Phase III
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. Project Description
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The subject project, West River Interceptor - Phase In (West River Interceptor) is a
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. sanitary sewer interceptor line located along the Minnesota River in northwest Shakopee,
. Minnesota. The project area is shown in Figure 1. The West River Interceptor was
. constructed in 1960 and currently serves five City sanitary sewer sub~districts; sub-
. districts RD (River District)-A, RD-B and sub-districts WD (West District)-A, WD-B
. and WD-C, as well as Rahr Malting. The West River Interceptor initiates at the
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.. intersection of Adams Street and First Street as a IS-inch diameter S.C.P. sewer and
. extends in an easterly direction for approximately 4,000-linear feet before connecting
. with a newly constructed interceptor near Highway 101. Ultimately, the flow is conveyed
. to the Metropolitan Council Environmental Services (MCES) Lift Station L-16 and
. pumped to the MCES Blue Lake Wastewater Treatment Facility.located in the City of
.. Shakopee.
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0 As discussed previously, the West River Interceptor is the third phase of improvements
. administered by the City to provide for long-term reliable sanitary sewer service. for the
. River District, Central District and West District. The past improvements were based on
. studies performed in the 1980's, 1990's and early 2000's. The studies indicated that the
. sanitary line was in poor condition with root intrusion, sags, and off-set and leaky joints.
. In addition to the existing physical conditions, the studies detailed the risks associated
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. with the location of the interceptor and identified several locations where erosion of the
43 riverbank had threatened the stability of the interceptor pipe.
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. The objective of this report is to detail a feasible alignment to replace and improve the
. West River Interceptor.
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.. City of Shakopee 1
8 West River Interceptor - Phase 111
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. Existing Conditions
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. Flow Conditions
. Flow conditions were analyzed using City of Shakopee Comprehensive Plans (Tier II
. Sanitary Sewer Plan - WSB & Associates October 5, 2000), discussions with City staff,
. and discussions with Rahr Malting.
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. As mentioned previously, the West River Interceptor conveys flow from five City
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. sanitary sewer sub regions as well as Rahr Malting. Rahr Malting currently discharges
. both domestic and process wastewater into the West River Interceptor. Rahr's process
. wastewater is discharged through an inlet sewer at Clay Street. Rahr's domestic
. wastewater is discharged through lateral connections located at three locations, Adams
. Street, Clay Street and Pierce Street. Rahr is planning on eliminating their discharge of
. industrial wastewater from the River Interceptor by the end of the year 2007; their
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. domestic wastewater will continue to be conveyed by the River Interceptor.
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. Existing Sewer Alignment
. A plan and profile of the existing interceptor is provided in Figure 2. The existing
. interceptor initiates at the intersection of Adams Street and First Street as a fifteen-inch
I) sewer at an elevation of 708.1-feet and extends in an easterly direction at a slope of
. 0.19%. The interceptor culminates along the south bank of the Minnesota River as an 18-
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. inch sewer at a depth of 701.96-feet and a slope of 0.21%. The total length is
. approximately 4,000-feet. Much of the existing alignment was constructed in rock.
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. The alignment is difficult to access in most locations. At the western end of the
. alignment, the interceptor extends through wooded parcels, and motorized access is not
. available along this segment. The interceptor extends along a paved path for a short
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. length near the middle of the route. However, as the interceptor extends eastward and
. gets closer to the Minnesota River, the alignment veers away from the paved path,
. extending along an unpaved path located approximately lO-feet from the river. At higher
. river stages, the interceptor and the path can become completely submerged.
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. City of Shakopee 2
. West River Interceptor - Phase III
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. The original project record plans show one service lateral along the 4,000-foot route.
. However, according to existing inspections and studies, twelve service laterals were
. identified along the route. Apparently, as the adjacent area developed the additional
. service laterals were constructed.
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. Geotechnical Assessment
. A geotechnical assessment was performed by American Engineering and Testing (AET)
. in May of 2006. Sixteen soil borings were performed in the vicinity of the existing route.
. Two additional borings (Soil Borings 17 and 18) were performed at the top of the bluff
. along Levee Drive. Each boring was performed to fifteen-feet or until refusal. Most
. borings were performed using hollow stemmed auger and split spoon samples were taken
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. every S-feet. At two locations, a hand auger was required to perform borings due to poor
. access at the requested boring location. Boring logs are attached to this document as
. Attachment A. Figure 3 shows the boring locations.
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. In general, the borings indicate that much of the area is overlain with fill material
. containing a mixture of c1ay, gravel, sand and silty sand. The soil is generally of loose to
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. medium-dense consistency with softer soils identified in Borings 8 and 9.
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. Bedrock was encountered at several locations. Borings 18, 16, IS, 12, 6 and 1 were
. obstructed at elevations above the possible interceptor invert.
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. Property Ownership
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. The existing property owners are provided in Figure 4. Much of the land in the vicinity of
. the existing interceptor is owned by the Minnesota Department of Natural Resources
. (MN DNR). The City has drainage and utility easements around the existing interceptor.
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. Army Corps of Engineers/MN DNR
. As shown in Figure 4, the entire existing alignment is located within the existing Army
(I Corps of Engineers (COE) designated SOO and 100 Year Flood Elevations as well as the
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. State of Minnesota determined floodway. The COE will have involvement in approving
. any project located within the 100-yearflood plain if the project affects an existing
. City of Shakopee 3
It West River Interceptor - Phase III
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. wetland. The MN DNR would have involvement if any fill were required to complete the
. project taking place within the COE determined floodway or if the existing geometry of
. the floodplain were to be altered in any way due to construction.
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. The Army Corps of Engineers (ACOE) may be available to assist in funding a portion of
. the project. Section 14 of the 1946 Flood Control Act provides authority for the ACOE
. to prevent erosion damages to public facilities, such as bridges, roads, public buildings,
. sewage treatment plants, water wells, schools. Information related to the ACOE Section
. 14 program is included in this report as Attachment B. The maximum Federal cost for
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project development and construction of anyone project is $1,000,000 and each project
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. must be economically justified, environmentally sound, and technically feasible. It is
.. expected that the riverbank stabilization portion of the improvements would be
I) considered for funding assistance.
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. Wetlands
. A desktop wetland assessment, using National Wetland Inventory Data, and a site visit
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. were performed for the purpose of providing information relative to the presence of
. wetlands in the project area. The information obtained through this effort is shown on
. Figure 4. The project area falls within portions of floodplain forest and upland areas.
. Prominent species that are present on site include; wood nettle, silver maple, green ash,
. reed canary grass, stinging nettle, cottonwood, elm and maple. The following categories
. were identified using the Cowardin Wetland Classification System:
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. . POOF (Palustrine, unconsolidated bottom, semipermanently flooded): these are
. usually deep marshes with cattail, pond weed, and water lily.
. . PEMC (Palustrine, emergent, seasonally flooded): these are typical shallow
~ marshes dominated by cattail.
. . R2UBH (Riverine, lower perennial, unconsolidated bottom, permanent! y
. flooded): river system.
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. A site visit confirmed that wetland delineation should be performed along the alignment
. during the design phase of the project. An Army Corps of Engineers permit is required if
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. City of Shakopee 4
. West River Interceptor - Phase III
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. wetlands within the floodplain will be impacted due to construction of the new
. interceptor.
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. Existing Utilities
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. Existing utilities in the vicinity of the project area are shown in a general way on the
. individual plan and profile sheets. The utilities that may impact the alignment routing
. analysis include stormwater, overhead electrical, existing sanitary sewer interceptor, and
. the Rahr Malting outlet pipe.
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. There are six stormwater outlets that will be affected by the construction of the new
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. interceptor alignment. Each stormwater outlet will be redesigned and reconstructed to
. improve stormwater flow to the river and minimize the impact to erosion of the riverbank
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. Electrical lines will be avoided, if possible. Assistance from the Shakopee Public Utility
. Commission (SPUC) will be requested if needed.
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. City of Shakopee 5
. West River Interceptor - Phase III
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. Analysis of Alternative Improvements
. The analysis of alternative improvements will be performed in two sections, as shown in
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. Figure 5. Section A will analyze the initial 2,700-feet of the alignment. Section B will
. analyze the final 1,300-feet of the alignment. A summary of each improvement option
. including the total costs and positive and negative attributes is included as Table 1.
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. Several improvements were initially considered but eliminated due to their inherent
. impracticality. These improvements include:
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. . Lift Station and Force Main - eliminated due to the many service
. connections, land issues, rock removal for force main construction.
. . Gravity interceptor along existing bituminous path - eliminated due to the
. insignificant cover for construction.
. . Pipe bursting -eliminated due to the existing service connections requiring
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excavation, pipe bursting would not improve existing sags, pipe bursting
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. in rock trench poses risks.
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. Section A Improvements
. Two options were preliminarily analyzed to construct the Section A improvements. The
. interceptor could be constructed in the existing trench or a new trench could be
. constructed and the existing trench abandoned. Costs associated with the Section A
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. improvements are included in Attachment C.
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. > Construction in a New Trench
. In this alternative, the interceptor would be constructed in new trench adjacent to the
. existing trench. The existing trench and interceptor would remain in service during
. construction. Some rock removal would be required to construct the new interceptor in a
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. new trench. Additional fill would be required in some locations to provide adequate
. cover for the pipe. Bypass pumping would be required when the connection to the
. existing interceptor system is made. However, the existing interceptor system would
. remain in service during most of construction.
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. City of Shakopee 6
. West River Interceptor - Phase III
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. There are some advantages to realigning the Section A portion of the interceptor and
. constructing in a new trench. Among these advantages are;
. . The potential for improved access for maintenance and operations
. . Minimal bypass pumping during construction.
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. There are numerous disadvantages to this alternative including;
. . The construction of a new trench would require significant
. quantities of rock removal
. . Extra fill would be required to provide sufficient cover for portions
. of the interceptor pipe
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.. . Extra fill in the fIoodway would trigger a DNR permit
. . There are limited locations to which the interceptor could be
. relocated
. . Moderate amount of clearing and grubbing and utility coordination
.. would be required
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.. . Erosion control would be required to stabilize the area
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. The preliminary total cost of this work, including contingencies, is $1,199,713.
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. ~ Construction Utilizing the Existing Trench
. In this alternative the'new interceptor would be constructed in the existing sewer trench.
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. Portions of the existing interceptor would be taken out of service during construction and
. bypass pumping, would be required as, the interceptor is con~tructed. Manholes would be
. replaced and lateral connections would be improved.
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. There are advantages to utilizing the existing trench for constructing the Part A portion of
. the interceptor. Among these advantages are;
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. . The elimination of rock removal during construction
. . Sufficient cover exists above the proposed pipe elevation, no fill
. would be required
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. City of Shakopee 7
. West River Interceptor - Phase III
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. There are disadvantages to this alternative including;
. . Utilizing the existing trench does not in itself improve access to the
. interceptor
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. . Interceptor would remain in a less than ideal location
. . Moderate amount of clearing and grubbing and utility coordination
. would be required
" . Erosion control would be required to stabilize the area
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0 With the significant amount of rock excavation required to construct a new trench and the
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. limited locations at which the interceptor could be relocated it is evident that the most
. feasible option in Part A is to replace the interceptor in the existing sewer trench.
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. The preliminary total cost of this work, including contingencies, is $965,963.
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.. Section B Improvements
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. The Section B portion of the interceptor project will be analyzed to determine the most
. feasible alternative in completing project. Two alternatives will be addressed. Feasibility
. will be determined through an analysis of:
. . Cost
. . Minimization of the potential for the sewer to be impacted by the River
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. . The resulting usefulness of the project area to the City
. . The ability to access and maintain the sewer
. . Funding options
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. > Gravity Sewer along River
. Description: Extending from the culmination of Part A, this alternative has the final
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. 1,300-feet of interceptor constructed adjacent to the Minnesota River in a new sewer
. trench located approximately 25-feet south of the existing sewer. Plan and profile of this
. alternative is provided in Attachment 7.
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. City of Shakopee 8
. West River Interceptor - Phase III
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. Discussion: Relocating the interceptor line further from the river will minimize the
. potential for erosion to affect its stability. The interceptor's stability will be further
. enforced if riverbank restoration efforts are included in the project.
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. Construction of a new sewer trench in this area will require some rock removal.
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. Construction near the base' of the existing gazebo will be difficult and will require pipe
. jacking or boring. An access trail for maintenance and operations would be constructed
. above the pipe. The new access trail could also be utilized as a walking/biking trail for
. the City's residents. This, combined with the riverbank stabilization and slope restoration
. efforts, could become an extension of the work the City has initiated in the Huber Park
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. area. Cross Sections of the conceptualized trail improvements are included as Figure 9.
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. Positive attributes associated with this alternative include:
. . Moves interceptor further away from river
.. . Access improvements along river
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Utilizes existing trench for much of the alignment
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.. . Riverbank stabilization (potentially with COE funding assistance)
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. Negative attributes associated with this alternative include:
. . Rock removal during construction along River
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Difficult
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. . Funding through COE in question - potentially no funding available
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. The preliminary total cost of this work, including contingencies, is $3,275,344. Army
. Corps of Engineers funding of up to $1,000,000 may be available to assist with this
. option.
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. Gravity Sewer Extending Along Levee Drive
. Description: Extending from the culmination of Part A, this alternative has the final
. 1,300-feet of interceptor constructed along the existing bituminous walking path adjacent
. to Levee Drive. Plan and profile of this alternative is provided in Figure 9.
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. City of Shakopee 9
. West River Interceptor - Phase III
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. Discussion: The ground elevation along Levee Drive is approximately 736-feet and the
. invert of the interceptor at this location would need to be approximately 703-feet, or 33-
. feet below the existing grade. Soil borings 17 and 18 indicate that bedrock in this area is
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. between 5.4 and 13-feet below grade.
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. Construction of this alternative would require significant removal of bedrock along Levee
. Drive. Rock removal is costly and would introduce risks to adjacent structures and
. inconveniences to residents in the project vicinity. Construction along Levee Drive would
. potentially hinder access to dwellings in the area. Coordination with residents and
. businesses would be required. Street reconstruction of Levee Drive would be required.
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. This alternative would eliminate most of the concerns related to siting a sanitary sewer
. near the River. In addition, riverbank restoration concerns for the purpose of protecting
. public infrastructure would be eliminated. Storm sewer improvements would be required
.. and some stabilization would be needed at City Manhole 16.
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. Positive attributes associated with this alterative include:
.. . Interceptor pipe would be located away from river .- eliminated potential
. risk
. . Riverbank stabilization would not be required to protect infrastructure
. Lowest cost if COE funding is unavailable for other alternative
. .
. . Improvements along Levee Drive could be achieved in project package
.
. Negative attributes associated with this alternative include:
. . Significant rock removal during construction
. . Deepsewer along Levee Drive - difficult to access and maintain
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. . Risks to existing structures associated with rock removallblasting along
. Levee Drive
. . Probable inconvenience to area residents and businesses during
. construction
. The preliminary total cost of this work, including contingencies, is $1,877,400.
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. City of Shakopee 10
. West River Interceptor "- Phase III
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. Recommended Alternative
. Assuming Army Corps of Engineers funding is available and the project is deemed
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. applicable by the Corps, the recommended alternative improvement are a combination of:
. . Section A - Replacing the interceptor in the existing sewer trench
. . Section B - Constructing the gravity sewer along River
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. If the riverbank stabilization 'funding is not available through the ACOE the City should
. consider constructing the Section B portion of the project along Levee Drive.
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Q The total cost of the recommended project will be $ 4,241,306. A cost breakdown of the
. recommended project is provided below.
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. Description Total Costs
.
Mobilization $ 50,000
. ' Clear & Grub $ 45,000
. Traffic Control $ -
. Bypass Pumping $ 62,000
15" Gravity $ 486,000
. 18" Gravity $ 264,000
. 21" Gravity $ -
. 18" Gravity Jacked $ 40,000
CIPP Remaining Sewer $ 64,000
. Storm water Outlet $ 150,000
. Connect to existinq MH $ 3,500
. Lateral Connections $ 22,000
6 ft diameter MH.Std 10 ft deep $ 51,000
. MH Extra Depth $ -
. CI 1 Rip Rap $ 1,800,000
. Sod $ -
Other Stabilization $ 160,000
. CI 5 100 100% Crushed (path) $ 48,000
. Bituminous (path) $ 43,695
. Seeding $ -
Rock Removal $ 57,750
. Fill $ 12,500
. Select Granular (trench) $ 33,600
. Curb and Gutter , $ -
Sub-total $ 3,393,045
. Continqencies (25%) $ 848,261
. Total Project Cost $ 4,241,306
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. City of Shako pee 11
. West River Interceptor - Phase III
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. Table 1. Alternative Improvements Analysis
. Section Alternati ve Cost Advantages Disadvantages
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. A Construct Initial 2,700-feet of Interceptor In New $1,199,713 1. the potential for improved access for maintenance and l. the construction of a new trench would require significant quantities of rock removal
. Trench operations 2. extra fill would be required to provide sufficient cover for portions of the interceptor pipe
. 2. minimal bypass pumping during construction. 3. extra fill in the floodway would trigger a DNR permit
. 4. there are limited locations to which the interceptor could be relocated
. 5. moderate amount of clearing and grubbing and utility coordination would be required
e 6. erosion control would be required to stabilize the area
. ,
. Construct Initial 2,700-feet of Interceptor in Adjacent $ 965,963 l. the elimination of rock removal during construction l. utilizing the existing trench does not in itself improve access to the interceptor
. Trench 2. sufficient cover exists above the proposed pipe 2. interceptor would remain in a less than ideal location
. elevation, no fill would be required 3. moderate amount of clearing and grubbing and utility coordination would be required
. 4. erosion control would be required to stabilize the area
.
. B Construct Final 1,300 -feet of Interceptor Along $3,275,344 l. Moves interceptor further away from river l. Rock removal during construction along River
. Minnesota River 2. Access improvements along river 2. Difficult
. 3. Utilizes existing trench for much of the alignment 3. Funding through COE in question - potentially no funding available
. 4. Riverbank stabilization (potentially with COE funding
. assistance)
. Construct Final 1,300 -feet of Interceptor Along Levee $1,877,400 l. Interceptor pipe would be located away from river - l. Significant rock removal during construction
. Drive eliminated potential risk 2. Deep sewer along Levee Drive - difficult to access and maintain
. ~. Riverbank stabilization would not be required to protect 3. Risks to existing structures associated with rock removal/blasting along Levee Drive
. infrastructure 4. Probable inconvenience to area residents and businesses during construction
. S. Lowest cost if COE funding is unavailable for other
. alternative
. ~. Improvements along Levee Drive could be achieved in
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project package
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. FIGURES
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. City of Shakopee
. West River Interceptor - Phase III
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. Eden Henne in County
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. Carver Coun
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. Project Area
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. Shakopee
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. Scott County I
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. PROJECT AREA J11lI Bonestroo
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c:::::t:J Rosene
. SHAKOPEE, MINNESOTA ~ .Anderlik &
. .. 'Associates
INTERCEPTOR FEASIBILITY STUDY Engineers & Architects
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Figure 1 July 2006
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ST4, 19+06 PL ACE SPILLWAY
~ 41 SO, Y OS, HAND PLACED RIP- RAP
. - - /1- ,: TONS RANDOM RIP-RAP
LIN. FT. IS"C,M, PIPE CULVERT
. 1-(<' STA, p> + "'0 PLACE SPILLWAY
I.S'O ?: Sc..YDS, HAr;D PLACED'RIP-RAP
. NORTH 12. TONS RANDOM RIP-RAP
II '~ /' "' 16 -I.IN. FT. IS" C, M. PIPE CULVERT
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.. ATTACHMENTS
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([I City of Shakopee
. West River Interceptor - Phase III
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. Geotechnical Boring Logs
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. City of Shakopee
. West River Interceptor - Phase III
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I AMERICAN
I ENGINEERING SUBSURFACE BORING LOG
JESTING, INC.
fiB NO; 01-02982 LOG OF BORING NO. 1 (p.l ofl)
"CT: River Interceptor, West ofTH 101; Shako pee, MN
SURFACE ELEVATION: GEOLOGY N MC SAMPLE REC FIELD&LABORATORYTESTS
MATERIAL DESCRIPTION TYPE IN. we DEN LL PL fr#20
28M 885
FILL, mixture of clayey sand and silty sand, a FILL ~ -:;;
little organic clay with gravel, trace roots 14 M S3 2 .. '
.' &1 ,,('
11 M S38 <..i'-.,t\
\,\,
\J' i) (\
, \-,
I'
WEATHERED DOLOSTONE, light brown, SHAKOPEE
moist, very dense [Textural Classification: FORMATION 50/.5 M 5S 3
Gravel with sand and silt GP
END OF BORING ~ REFUSAL TO HSA @
7.4'
DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO
SAMPLED CASING CAVE-IN DRlLUNG WATER
3.25" HSA DATE TIME DEPTH DEPTH DEPTH FLUID LEVEL LEVEL THEATTACHED
5/25/06 12:20 I 1.4 None 7.4 NODe SHEETS FOR AN
} EXPLANATION OF
BTED: 5/25/06 TERMINOLOGY ON
La: S8 Ri: 69 lHIS LOG
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. Il AMERICAN
. 1 ENGINEERING SUBSURFACE BORING LOG
. TESTING, INC.
:. AET JOB NO: 01-02982 LOG OF BORING NO. 2 (p.l of 1)
'. PROJECT: River Interceptor. West ofTH 101; ShakolJee, MN
. DEPTII SURFACE El.EVATlON: GEOLOGY SAMPLE REC FIELD & LABORATORY TESTS
. IN N Me TYPE IN.
FEET MATERIAL DESCRIPTION WC DEN LL PL 0-#20
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. I - 25 M X S8 ]4
. 2- FILL, gravelly silty sand, trace roots, brown and
. black 27 M X 58 13
3 -
. 4 - f1
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FILL, mixture of sandy lean clay and silty sand fILL
. 5- with gravel, brown and dark brown 25 M X SS 17
. 6-
. 7- FILL, mostly dolostone gravel with silty sand,
light brown M IX
. 8- 29 S8 7
. 9 f1
. jJ
. 10 - LEAN CLA Y WITH SAND, pieces of light TOPSOIL OR 32 MIX 55 13
brown dolostone, black, hard eCL) (may be fill) FILL
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12 ....
. 13- 22 M X S5 16
. LEAN CLAY, a little gravel, brownish gray and FINE fi
gray mottled, very stiff to stiff, laminations of ALLUVIUM
. 14 - silty sand (CL) t!
. 15 - 9 M X S8 16
. 16 END OF BORING
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. DEPTH: DRILLING METIIOD WATER LEVEL MEASUREMENTS NOTE: REFER TO
SAMPLED CASING CAVE-IN DRILLING WATER
I) 0-14W 3.25" HSA DATE TIME DEPTH DEPTH DEPTII FLUID LEVEL LEVEL THE A TI ACHED
, 5/25/06 1:20 16.0 None 16.0 None SHEETS FOR AN
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EXPLANATION OF
. COMPLETED: 5/25/06 i TERMINOLOGY ON
. ' ' nus LOG
DR:SG LG: sa Rig: 69
. 06/04
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. 11 AMERICAN
. l ENGINEERING SUBSURFACE BORING LOG
. _ lESTING, INC.
. AEI JOB NO: 01-02982 LOG Of BORING NO, 3 (p. 1 of 1)
. PROJECT: River Interceptor. West ofTH 101; Shakopee. MN
. DEPlH SURFACE ELEVATION: GEOLOGY SAMPLE REC FIELD & LABORATORY TESTS
IN N MC
. FEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL ~20
. FILL. mostly silty sand, trace roots, black FILL M X
. 1 - 18 55 12
. 2- -
M IX
. 3- 42 55 4
. 4- 11
FILL OR tl
. FILL, mostly dolostone gravel with silty sand, COLLUVIUM
5- brown and light gray (may he colluvium) M X
. 22 55 3
. 6- E
. 7 -
. 8- 13 M X 58 3
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. 9 -
. 10 - 64/.5 M X 55 3
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. 12
. 13- LEAN CLAY, trace shells, gray, firm (CL) 7 M X 55 13
FINE
. ALLUVIUM fl
14 - fJ
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15 - MX
. FATCLA Y, a little gravel, black, firm (CH) 6 S5 '10
. 16 END OF BORING
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. DEPTH: DRILLING METIIOD WATER LEVEL MEASUREMENTS NOTE: REFER TO
. DATE TIME SAMPLED CASING CA VB-IN! DRILLING WATER THE A 1T ACHED
. 0-14W 3.25" HSA DEPTII DEPTH DEP1'H FLUID LEVEL LEVEL
5/25/06 2:20 16.0 None 16.0 None SHEETS FOR AN
.. EXPLANA nON OF
.. COMPLETED: 5125/06 TERMINOLOGY ON
Q DR: SG LO: SB Rig: 69 I THIS LOG
. 06104
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. I) AMERICAN
. A ENGINEERING SUBSURFACE BORING LOG
. TESTING, INC.
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. AET lOB NO: 01-02982 LOG OF BORING NO. 4 (p.1 of 1)
. PROJECf: River Interceptor, West ofTH 101; Shakopee, MN
. DEPTH SURFACE ELEV AnON: GEOLOGY SAMPLE REC FIELD &. LABORATORY TESTS
. IN N MC TYPE
FEET MATERIAL DESCRIPTION IN. WC DEN LL PL Wl20
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. 1 5S 7
. 2 LEAN CLA Y WITH SAND, trace roots, shells
. 3 and wood, black, firm (CUOL) (may be fill) 5S 14
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. 5 SS 8
. 6
. 7
. 8 LEAN eLA Y, trace roots, gray eeL) S8 12
. 9
. CLAYEY SAND, brown, soft (SC)
. to APPARENT WEATHERED DOLOSTONE SS 10
END OF BORING - REFUSAL TO HSA @
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. DEP1H: DRILLING METHOD W A 'fER LEVEL MEASUREMENTS NOTE: REFER TO
SAMPLED CASING CAVE-IN DRILLING WATER
. f}..10.4' 3.25" HSA DATE TIME DEPTH DEPTH DEPTH FLUID LEVEL LEVEL THE ATrACHED
.. 5/26/06 9:35 10.4 10.4 None 9.6 SHEETS FOR AN
EXPLANA nON OF
. COMPLETED: 5/26/06 TERMINOLOGY ON
. DR: SG LG: SB Ri: 69 THIS LOG
.. 06/04
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I) I] AMERICAN
I) I ENGINEERING SUBSURFACE BORING LOG
. JESTING, INC.
. ART JOB NO: 01-02982 LOG OF BORING NO. S (p, 10(n
. PROJECT: River Interceptor~ West orm 101: Shakopee, MN
. DEPTII SURFACE ELEV AnON: GEOLOGY SAMPLE REC FIELD & LABORATORY TESTS
. IN N MC TYPE IN.
FEET MATERIAL DESCRIPTION 0- WC DEN LL PL ...#20
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. 1- M X 58 4
. 3
. 2-
. 3 - 9 M X 88 8
FILL, mixture of clayey sand and sandy lean
. 4- clay, a little gravel, possible cobble at 4', trace
roots, black and dark brown
. 5 - M X
. FILL 8 SS 6
. 6 - 8
. 7 - ...
. 8- 5 M X S8 12
. 9 ~
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10 - FILL, mostly sandy lean clay' with gravel, trace M'X
. roots, brown and dark brown 6 S8 9
. 11- M
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. 12 - WEATHERED DOLOSTONE, light brown. . , SHAKOPEE
. moist, dense {Textural Classification: Gravel FORMATrON 32 M X S8 13
13 - with silty sand (GP)]
. ,L.' ......
END OF BORING - REFUSAL TO HSA @
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. DEPTH: DRILLING METHOD ! WATER LEVEL MEASUREMENTS
. NOTE: REFER TO
DATE TIME SAMPLED CASING CAVE-IN DRILLING WATER THEAITACHED
. 0-13.7' 3.25" HSA DEPTIf DEPTH DEPTH FLUID LEVEL LEVEL
5/26/06 10:35 13.5 None 13.4 None SHEETS FOR AN
. EXPLANATION OF
. COMPLETED: 5126/06 TERMINOLOGY ON
. DR: SG I..G:SB Rig: 69 nns LOG
.. 06/04
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. Il AMERICAN
. 1 . . ENGINEERING SUBSURFACE BORING LOG
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. TESTING, INC.
. AET JOB NO: 01-02982 LOG OF BORING NO. 6 (p.l of 1)
. PROJECT: River Interceptor, West ofTH 101; Shakopee.:MN
. DEPlH SURFACE ELEV A nON: GEOLOGY SAMPLE REC FIEL.D & LABORATORY TESTS
IN N MC
FEET MA TERrAL DESCRIPTION TYPE IN. we' DEN LL PL 0.#20
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. I - FILL, mixture of silty sand and lean clay with FILL 9 M 58 13
. gravel, possible cobbles, pieces of concrete,
trace roots, dark brown
2- -
. WEATHERED DOLOSTONE, light brown, ~ SHAKOPEE * M IX 58 8
. 3 - \:noist, very dense [TextUral Classification: F ON
Gravellv sand with silt (SP-SM11 !
. END OF BORING - REFUSAL TO HSA @
. 3.3'
*41.5 + 18/.5 + 501.3
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. DEPTH: DRILLING lvIETHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO
. DATE TIME SAMPLED CASING CA VB-IN DRILLING WATER THE AlTACHED
0-3.3' 3.25" HSA DEPTII DEPTH DEPTH FLillD LEVEL LEVEL
8 5/26/06 10:55 3.3 None 3.3 None SHEETS FOR AN
. EXPLANATION OF
0 COMPLETED: 5/26106 TERMINOLOGY ON
. DR:SG LG:SB Rill:: 69 TInS LOG
06/04
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. 11 AMERICAN
. l' ENGINEERING SUBSURFACE BORING LOG
. TESTING, INC.
. AET JOB NO: 01-02982 LOG OF BORING NO. 1 (po 1 of 1)
. PROJECT; River Interceptor. West ofTH 101; Shako pee. MN
. DEPTH SURFACE ELEV AnON: GEOLOGY SAMPLE ROC FIELD & LABORATORY TESTS
IN N MC TYPE IN. we DEN LL PL ~o-#20
. FEET MA lERlAL DESCRIPTION
. i\rILL, mixture of clayey sand and silty sand, a r f-- M I~
little aravel. brown and dark brown
. 1 7 SS 13
. 2- FrLL, mixture of clayey sand and sandy silt, ~
trace gravel and glass, pieces of brick, black M X
. 3 - 15 58 8
. 4 F1LL H
. Loi
5 - X
. FILL, mixture of silty sand, a little silt and 5 M SS 13
. 6'::' gravel. trace roots, black and brown ~
. 7- ~
. 8- 8 MX S8 IS
. M
9
. 10 M X
. CLAYEY SAND, trace roots, black to dark TOPSOIL 8 S5 15
brown, firm (SC)
. 11- M
. 12 ... t1 "" t
\~ATHERED DOLOSTONE, light brown, f ..
. ! .SHAKOPEE
moiSt, very dense FORMATION
END OF BORING. REFUSAL TO HSA @
. 12.1'
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0 DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO
0 DATE TlME SAMPLED CASING CA VB-IN DRILLING WATER THE ATIACHED
. 0-12' 3.25" HSA DEPTH DEPTII DEPTII FLUID LEVEL LEVEL
5/26/06 11:45 12.1 None 12.1 None SHEETS FOR AN
,
. EXPLANATION OF
. COMPLETED: 5/26/06 TERMINOLOGY ON
0 DR:SG La: SB Rig: 69 THIS LOG
. 06/04
.
.
.
.
. ~ AMFJUCAN
1 ENGINEERING
. SUBSURFACE BORING LOG
. _ TESTING, INC.
. AETJOB NO: 01-02982 LOG OF BORING NO. S (P. 1 of 1)
. PROJECT: River Interceptor~ West ofTH 101; Shako pee. MN
. DEPTH SURFACE ELEVATION: GEOLOGY SAMPLE REC FIELD & LABORATORY TESTS
. IN N Me TYPE IN.
FEET MATERIAL DESCRIPTION WC DEN LL PL (,-#20
. I\;ILL, mostly clayey sand, trace roots, black and FILL
dark brown I' ' M X
. I - 7 58 IS
. 2- SILTY SAND, fine grained, grayish brown. " " COARSE r--
. moist, loose (8M) (may be fill) , ,: " ALLUVIUM 6 M X SS 4
3- ',:' OR FILL
. 4- ' - 8
. ' .
,
S- '". . X S8
. . - 2 W 14
6 - - ,
. SAI'lD WITH SILT, fme grained, gray, .' : COARSE
waterbearing, very loose (SP.SM) : _ ALLUVIUM 11
. 1- 00. . 1.0
',' -YX
. 8 - 4 SS 14
, '
- .
. 9- R
. lr~ d
10 W IX
. SANDY SILT, grayish brown, wet, very loose I S8 14
(ML)
. I I - , FINE ~
. ALLUVIUM
12 - J.i
LEAN CLAY, gray, soft, laminations of wet silt MfWX
I) 13- and silty sand (eL) 3 58 18
I) 14 fl
I) SILTY SAND, fine grained, gray, wet, very :' ': COARSE t!
. 15 - loose (SM) , :- '. ALLUVIUM 2 wX 58 18
- -
. 16 END OF BORING
.
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.
.
. DEP1H: DRILLING METHOD WATER LEVEL MEASUREMENTS
. NOTE: REFER TO
DATE TIME SAMPLED CASING CAVE-IN DRILLING WATER TIlE ATTACHED
. o..14W 3.25" HSA DEPm DEPTH DEPTH FLUID LEVEL LEVEL
5/25/06 3:00 6.0 4.5 4.5 None SHEETS FOR AN
0 SJ2S/06 3:15 13.5 12.0 13.5 8.0 EXPLANATION OF
.' COMPLETED: 5/25/06 5/26/06 8:00 16.0 14.5 10.5 8.5 TERMINOLOGY ON
. DR:SG LG: SB Rig: 69 TInS LOG
. 06104
.
.
.
.
. I] AMERICAN
. I . ENGINEERING SUBSURFACE BORING LOG
.
_ TESTING, INC.
.
. AET JOB NO: 01-02982 LOG OF BORING NO. 9 (p. 1 of n
. PROJECT: River Interceptor. West ofTH 101; Shakopee. MN
. DEPTH SURFACE ELEVATION: GEOLOGY SAMPLE REC FIELD at LABORATORY TESTS
IN N MC
FEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL V....#20
.
. 1- 1 M X SS 18
. FILL, mixture ofIean clay and sandy silt, trace FILL
2- roots, black and grayish brown ~
. 6 M X SS 4
. 3 -
11
. 4
. L' 0!1
.....
. ' ,
5 . L' 2 W X\ S8
15
. SILTY SAND, fine grained, grayish brown, wet,
6 - very loose, lenses of silt and lean clay (SM) f!
. 7 - ' " 'COARSE tl
.' ALLUVIUM
. . , Y-X
4 SS 14
. 8-
. , h
. 9
".' " ....
. 10 - SAND WITH SILT, fine grained, gray, . . f X
waterbearing, very loose, laminations of silt 2 w S8 16
. (SP-8M) .' ..c-
11- . '
. "
l~ - ~
. SILT WITH SAND, grayish brown, wet, very 2 W IX S8 18
. 13 - loose, laminations of silty sand (ML/CL)
FINE ~
. 14 , ALLUVIUM
. 15 - LEAN CLAY, trace roots, dark gray, very soft, W :X
eCL) 1 S8 18
. 16
. END OF BORING
..
.
.. ,
0
.
.
. DEPTH: DRILLING ME1HOD WATER LEVEL MEASUREMENTS NOTE: REFER TO
. DATE TIME 1 SAMPLED CASlNG CAVE-IN DRILLING WATER THE ATTACHED
O-14W 3.25" HSA DEPTH DEPTH DEPTH FLUID LEVEL LEVEL
(I) 5126106 1:05 6.0 4.5 6.0 None SHEETS FOR AN
. 5/26/06 1:10 11.0 9.5 9.5 8.0 EXPLANATION OF
. COMPLETED: 5126106 ! 5126/06 1:20 16.0 14.5 14.2 12.9 TERMINOLOGY ON
. DR: SG LG: SB Rig: 69 j 5126106 1:45 16.0 None 13.8 12.4 TIllS LOG
06/04
.
.'
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. IJ AMERICAN
. l ENGINEERING SUBSURFACE BORING LOG
. JESTING, INC.
. AET JOB NO: 01 ~02982 LOG OF BORING NO. 10 (p. 1 of 1)
. PROSECT: River Interceptort West ofTH 101; Shakopee. MN
. DEPTIl SURFACE ELEVATION: GEOLOGY SAMPLE REC FIELD & LABORATORY TESTS
. IN N MC TYPE IN. we DEN LL PL 0-#20l
FEET MATERIAL DESCRIPTION
. M X
. 1 - 4 SS 8
. 2-
. 3- 7 M X SS 4
FILL, mostly silty sand, a little gravel, brick and FILL
. 4 - clinkers, black, a little brown ~
. .u
. 5 - 11 M X SS 10
,
. 6.,.- fi
. 1 - t!
. 8- 10 M X 58 10
. 9 -
. 10 - WEATHERED DOLOSTONE, light brown, ~ SHAKOPEE* 50/.5 M S8 3
. "\ moist, velY dense [Textural Classification: I *FORtvfATIO I
LGravel with silty sand (GP)l
. END OF BORING - REFUSAL TO HSA @
10'
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0 DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO
DATE TIME SAMPLED CASING CA VB-IN DRILLING WATER
. O.9W 3.25" flSA DEPTI! DEPTIl DEPTI! FLUID LEVEL LEVEL THE A TIACHED
5126/06 12:30 10.0 None 10.0 None SHEETS FOR AN
. EXPLANATION OF
. COMPLETED: 5/26/06 TERMINOLOGY ON
. DR: SG LG: 58 Ril!: 69 TIllS LOG
. 06104
. -- "-- ,-,
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. Il AMERICAN
. 1 ENGINEERING SUBSURFACE BORING LOG
. TESTING, INC.
. AET JOB NO: 01-02982 LOO OF BORING NO. 11 (p.1 of 1)
. PROJECT: River Interceptor~ West ofTH 101; Shakopee. MN
. DEPTII SURFACE ELEVATION: GEOLOGY SAMPLE REC FIELD & LABORATORY TESTS
IN N MC
FEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL Wl20
.
. FILL. mostly sandy silt. trace roots, black ,
L - 8 M ~ S8 8
.
2- fo-
. FILL, mixture of gravel, clayey sand and silty FILL
sand, brown and dark brown 11 MIX S8 4
. 3-
. M
4- .l1
. ' , .Ld
5 - 13 M X S8 9 ,
. ORA VELL Y SILTY SAND, brown, moist, ' ,. : COARSE
6- medium dense, lenses oflean clay (SM) (may be ." : ALLUVIUM ~
. fill) . : ,: ORFILL
7- ''I- '
. ,j: , 501.3 M 'X 5S 4
. 3 WEATHERED DOLOSTONE, light brown. ;:, SHAKOPEE
moist, very dense [Textural Classification: ,..' FORMATION
. 9- Gravel with silty sand (OP)] ;t
'7'"
. END OF BORING - REFUSAL TOHSA @
9.5'
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0 DEPTIl: DRILLING METIlOD WATER LEVEL MEASUREMENTS NOTE: REFER TO
. DATE TIME SAMPLED CASING CA VE.IN DRILLING WATER 1HE ATTACHED
0-9.4' 3.25" HSA DEPTII DEPlH DEPTH FLUID LEVEL LEVEL
. 5/26/06 11:20 8.0 None 9.4 None SHEETS FOR AN
. EXPLANATION OF
. ~g~~TED: 5/26/06 TEIUvlINOLOGY ON
. DR: SG LG: SB Rig: 69 I TIHS LOG
:
06/04
.
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. Il AMERICAN
. 1 ENGINEERING SUBSURFACE BORING LOG
. resTING, INC.
. AET JOB NO: 01-02982 LOG OF BORING NO. 12, (P. 1 of 1)
. PROJECT: River Interceptor. West ofTH 101; Shakopee. MN
. DEPTH SURFACE ELEVATION: GEOLOGY SAMPLE REC FIELD & LABORATORY TESTS
IN N Me
. FEET MATERIAL DESCRIPTION TYPE IN. we DEN LL PL ~...fl20
. FILL, mostly silty sand, a little gravel, trace
. I - roots, black FILL 8 M X SS 8
. 2- FILL, mixture of silty sand and clayey sand, a r-
I\little eravel trace roots brown and black / @o COLLUVIUM
. ORA VEL WITH SILTY SAND, apparent - OR HIGHLY 57 M X SS 8
3 - - WEA TIIERE[
cobbles, brown, moist, very dense (OP) -
"'"" SHAKOPEE fi
. ~
4 - FORMATION
.. END OF BORING - REFUSAL TO HSA @ 4'
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. DEPTII: DRILLING METHOD WA1ER LEVEL MEASUREMENTS
. NOTE: REFER TO
DATE TIME SAMPLED CASING CA VB-IN DRILLING WATER urn ATTACHED
. 0-4' 3.25" USA DEPTH DEPTH DEPTH FLUID LEVEL LEVEL
5/24/06 3.5 4.0 4.0 None SHEETS FOR AN
. EXPLANATION OF
. ~O~LETED: 5/24/06 TE&\fiNOLOGY ON
. DR: SS La: SB Rig,: 69 TInS LOG
.. 06/04
.
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..
.
. I] AMERICAN
.
. ~ ENGINEERING SUBSURFACE BORING LOG
_ TESTING, INC.
.
. AET JOB NO: 01-02982 LOG OF BOroNG NO" 13 (p.l of 1)
. PROJECT: River Interceptor. West ofTH 101; Shakopee. MN
. DEPTH SURFACE ELEV AnON: GEOLOGY SAMPLE REC FIELD & LABORATORY TESTS
IN N MC
FEET MA TERrAL DESCRJPTION TYPE IN. WC DEN LL PL 0-#20
.
I. t - 6 M X 55 16
. FILL, mixture oflean clay, sandy silt and silty FILL
2 sand, possible cobbles, trace roots, black and :-
. gray M X
27 5S 13
. 3-
J1
. ,
4- " ,.!1
GRAVELLY SIL TV SAND, brown, moist, ' HIGHLY
. ' WEA THERE[ kl
5 - medium dense, lenses of clayey sand (SM) " SHAKOPEE 17 M X S8 6
. FORMA nON
6-
. ' ,
, .
. 7 WEATHERED DOLOSTONE, light brovm, ry. SHAKOPEE 50/.5 M S5 4
moist, very hard [Textural Classification: Silty I?j' FORMATION
. g- !\sand with e.ravel (SMH J
END OF BORING - REFUSAL TO HSA @
- 8.0'
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. DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO
. DATE TIME SAlvIPLED CASING CA VB-IN DRILLING WATER THE ATIACHED
0.8' 3.251. USA DEPTH DEPTH DEPTH FWID LEVEL LEVEL
. 5/24/06 6.0 8.0 8.0 None SHEETS FOR AN
. EXPLANATION OF
. ~8fWt'kBD: 5/24/06 TBRMlNOLOGY ON
. DR: SS La: SB Rig: 69 THIS LOG
. 06104
.
.
.
. 11 AMERICAN
. '. , ENGINEERING SUBSURFACE BORING LOG
.
TESTING. INC.
.
. AET 10B NO: 01-02982 LOG OF BORING NO. 14 (P. t ofl)
. PROJECT: River Interceptor, West ofTH 101; Sbakopee, MN
. DEPrn SURFACE ELEVATION: GEOLOGY SAMPLE REC FIELD It LABORATORY TESTS
IN N MC
FEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL Wt20
.
. I FILL, mostly gravelly silty sand, trace roolS, 14 M X S8 7
black
. 2 l-
. FfLL MIX
FILL, mostly lean clay with sand. a little gravel, 14 SS 5
. 3 - black
. 4 .1-1
,
. 5- ' . "
WEATHERED DOLOSTONE, light brown, SHAKOPEE 42 M X SS 8
. 6- moist, dense to very dense (Textural . , FORMATION R
. Classification: Gravel with silty sand (GP)] '7'
7 - :"<:>, U
""~
. :..<'" '" M X SS 12
"'~
. 8 - , ~;,<
END OF BORING. REFUSAL TO HSA @
. 8.3'
. >10 121.5 + 33/,5 + SO/.4
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ft DEPTH: DRILLrNO MErnOO WATER LEVEL MEASUREMENTS NOTE: REFER TO
. DATE TIME SAMPLED CASING CA VE.IN DR.ll.LING WATER THE ATTACHED
0-8.3' 3.25" HSA DEP1H OEPTII DEPTH FLUID LEVEL LEVEL
- 5125/06 10:20 8.0 None 8.3 None SHEETS FOR AN
. EXPLANATION OF
. gg~aTED: 5125106 TERMINOLOGY ON
. DR:SG LO: SB Rig: 69 TIllS LOG
06104
..
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.
e I] AMERICAN
. 1 ENGINEERING SUBSURFACE BORING LOG
. TESTING, INC.
. 01-02982 15 (u. 1 of 1)
. AET JOB NO: LOG OF BORING NO.
"
. PROJECT: River Interceptor. West ofTH 101; Shakopee. MN
DEPTH FIELD & LABORATORY TESTS
. IN SURFACE ELEVATION: GEOLOGY N Me SAMPLE REC
FEET MATERIAL DESCRIPTION TYPE IN. WC DEN LL PL i{'-#20
. FILL, mostly silty sand with gravel, apparent
. 1- cobbles, trace roots, black M OS
. 2 FILL, mixture of lean clay and sandy lean clay, FILL
. M OS
)- trace roots, brown
. M OS
. 4 "\ ;lLL, mixture of sand with silt and lean clay M
OS
with sand. a little srrsvel lillht brown I
. END OF BORING - Refusal to lIA at 4.S'
. ,
. Note; Other attempts obstructed at more shallow
depths. also, limestone outcrops noted
. 15'S of boring.
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. DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFERTO
., DATE TIME SAMPLED CASING CA VE.IN DRILLING WATER THE ATTACHED
0-4 Yz' Hand AUl!er DEPTH DEPTH DEPTH FLUID LBVEL LEVEL
- 5/30/06 9:30 4.5 None SHEETS FOR AN
. EXPLANA nON OF
I!CJ~[~c[ TERMINOLOGY ON
. COMPLETED: 5/30/06
DR: SG tG: SB Rig: HA THIS LOG
. 06104
.
..
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.
· Il AMERICAN
. l ENGINEERING SUBSURFACE BORING LOG
. TESTING, INC.
. AET JOB NO: 01.02982 LOG OF BORING NO. 16 (p. 1 of 1)
. PROJECT: River Interceptor, West ofTH 101; Shakopee, MN
. D1tTH SURFACE ELEVATION: GEOLOGY N MC SAMPLE REC FIELD8cLABORATORYTESTS
. FEET MATERIAL DESCRIPTION TYPE IN. we DEN LL PL Vo..#20
. FILL, mostly silty sand with gravel, apparent FILL
cobbles, trace roots, dark brown to black M DS
. I -
. END OF BORING- Refusal to HA at 1.5'
. Note: Fourth attempt. Others obstructed at more
. shallow depth.
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. DEPTH: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO
SAMPLED CASING CAVE.IN DRILLING WATER
A (}"I~ Hand Aueer DATE TIME DEPTH DEPTH DEPTH FLUIDLEVEL LEVEL THEAITACHED
1UJ' 5130/06 10:00 1.5 None SHEETS FOR AN
. EXPLANATION OF
. COMPLETED: 5/30/06 TERMINOLOGY ON
. DR: SG LO: . SB Rig: HA THIS LOG
.. 06/04
.
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. rJ AMEIDCAN
.
. 1 ENGINEERING SUBSURFACE BORING LOG
. _ TESTING~ INC.
. AET lOB NO: 01-02982 LOG OF BORING NO. 17 (p.l of 1)
. PROJECT: River Interceptor, West ofTH 101; Shakopee, MN
. DEPTH SURFACE ELEVATION: GEOLOGY SAIvlPLE REC FIELD & LABORATORY TESTS
IN N Me
. FEET MATERIAL DESCRIPTION TYPE IN. we DEN LL PL W#20
. , - FILL, mixture of gravel andsiIty sand, trace 17 M X S8 10
. roots and glass, possible cobbles, black and
brown '
. 2 -
FILL, mostly clayey sand, trace roots, dark 5 M X 58 3
. 3 - brown and brown
R ,
. 4
FILL 14
. 5- 4 M X S8 8
. FILL, mixture of clayey sand and sand with silt,
6- a little gravel, brown ~
.
7- ,
. MIX ,
. 8- 3 S8 5
. 9 ti
{1
. J.d
10 ORA VELL Y SAND WiTH SILT, apparent : COARSE 21 M X S8 6
. cobbles, flne to medium grained, brown and : ALLUVIUM
11 grayish brown, moist, medium dense, lenses of , , ~
. clayey sand (SP-8M)
. 12 WEATHERED DOLOSTONE, light brown, SHAKOPEE u
~: 50/.4 M X S8 4
moist, very dense [Textural Classification: FORMATION
. 13- t\Gravellv silty sand (SM)l I
. END OF BORING - REFUSAL TO HSA@
13'
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0
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0 I
. DEPTIi: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO
. DATE TIME SAMPLED eASING eAVE-IN DRILLING WATER THE ATI ACHED
- 0-13' 3.25" HSA DEPlH DEPTII DEPTH FLUID LEVEL LEVEL
5/24/06 12.0 13.0 13.0 None SHEETS FORAN
. EXPLANA nON OF
. COMPLETED: 5/24/06 TERMINOLOGY ON
. DR: SS LG: SB Rig: 69 nnSLOG
. 06/04
.
.
.
. ~ AMERICAN
. :& ENGINEERING SUBSURFACE BORING LOG
. TESTING, INC.
. , , 18 (p.l of 1)
AET JOB NO: 01-02982 LOG OF BORING NO.
. PROJECT: River Interceptor. West ofTH 101; Shakopee, MN
. DEPTH SURFACEELEVAUON; GEOLOGY SAMPLE REC F[ELD & LABORATORY TESTS
. IN N MC TYPE IN. we DEN LL PL '1.-#20
FEET MATERIAL DESCRIPTION
. FILL, mostly sandy silt, a little gravel, trace X
. J - roots and clinkers, dark brown 28 M 5S 13
. 2 - -
. 3 FILL. mixture of gravel and silty sand, brown , FILL 32 M IX SS 10
. 4-
. FILL, mostly silty sand with gravel, black and ...
. 5 - brown 50/.3 M X 55 3
END OF BORING. REFUSAL TO HSA@
. 5.4'
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..
. DEPTII: DRILLING METHOD WATER LEVEL MEASUREMENTS NOTE: REFER TO
SAMPLED CASING CAVE-IN DRILLING WATER
. 0-5.4' 3.25" HSA DATE TIME DEPTH DEPTH DEPTH FLUID LEVEL LEVEL mE ATTACHED
. 5/24/06 S.3 5.4 5.3 None SHEETS FOR AN
EXPLANATION OF
. COMPLETED: 5124106 TERMINOLOGY ON
. DR: S8 W; S8 Rig: 69 i THlS LOG
. 06104
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. ACOE Section 14 Information
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. City of Shakopee
It West River Interceptor - Phase III
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I. Emergency Bank Protection I
Ie - Section 14 I
ie What the Cor s Can Do I
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:e Procedures followed for Section 14 projects are designed to expedite implementation. The time
.
required from initiation of a study to award of a construction contract should not exceed 12
'. months,
'. Section 14 covers only protection of important and essential public facilities which serve the
I. general public. In addition to major highway systems of national importance, eligible highways
'. may also include principal highways, streets and roads of special and significant importance to
the local community. Examples are arterial streets, important access routes to other communities
I. and adjacent settlements as well as roads designated as primary farm to market roads.
. Privately owned riverfront and privately owned facilities are not eligible for protection under the
. Section 14 authority. Erosion protection is not eligible under Section 14, if the problem is caused
by the design or operation of the facility itself or by inadequate drainage or lack of reasonable
Ie maintenance. Repair of the facility itself is also excluded under Section 14.
'.
I. A bank protection project must be designed to be an effective and successful operation, Each I
project constructed must be economically justified and the maximum federal expenditure per
. project is limited to $1,000,000. If the project cost exceeds the $1 million federal cost limit, the
. difference must be provided by local cash contribution. Studies are accomplished at full federal I
expense up to $40,000, and the remainder is cost shared. Projects are cost shared. Non-federal
'. interests are required to contribute a minimum of 35 percent of the project costs, of which at least I
. 5 percent of the total cost must be contributed in cash, I
. Local Res onsibilities I
I. Local sponsorship for a Section 14 project must be provided by a state, local agency or Indian
. Tribe empowered with sufficient legal and financial authority to comply fully with all required local I
. cooperation and participation. The local sponsoring agency must agree to:
I
.
I
I. 1. Provide without cost to the United States all lands, easements and rights-of-way I
necessary for construction of the project.
. 2, Accomplish without cost to the United States all required alterations and relocations in I
. sewer, water supply, drainage and other utility facilities.
3, Hold and save the United States free from damages due to the construction works, not
'. including damages during construction, operation and maintenance that are due to the I
,. fault or negligence of the United States or its contractors.
4. Maintain the project after completion. I
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. 5. Assume full responsibility for all project costs in excess of the federal cost limit of $1
million or to satisfy local cost sharing requirements.
0 6. Provide a cash contribution for project costs in proportion to any special benefits to non-
. public property.
7. Contribute a minimum of 35 percent up-front financing for construction. At least5 percent
. of the total cost must be a cash contribution.
. Sample Resolution
.
0 Be it resolved that the (City Council, Tribal Council, County Board of Commissioners, etc.)
requests the U.S. Army Corps of Engineers to conduct studies to determine the feasibility of
0 developing an emergency streambank or shoreline protection project at (location) under the
. authority provided by Section 14 of the 1946 Flood Control Act, as amended.
. The (City Council, etc.) acknowledges that it is aware of the Section 14 local responsibilities and
. that the (City, etc.) has the ability to proceed within 12 months if it is found feasible and advisable
to develop a streambank or shoreline protection project at (location). The (City Council, etc.)
. further acknowledges that it would be required, before construction commences, to enter into a
. contractual agreement to provide such local cooperation as may be prescribed by the Secretary
of the Army.
. The (Clerk, Secretary, etc.) of the (City Council, Tribal Council, etc.) shall be, and is hereby,
0 directed to transmit three copies of this resolution to the District Engineer, St. Paul District, U.S.
. Army Corps of Engineers, 190 5th Street East, St. Paul, Minnesota 55101-1638.
.. Signed (Mayor, Chairman, etc.)
. Date (Date)
. Point of Contact: (Name, Title, Address, Phone Number)
.
. How to Re uest a Stud
. An investigation under Section 14 may be initiated after receipt of a formal request from the
. prospective sponsoring agency. An example of an acceptable resolution is given above. This
0 request and any further inquiries concerning an emergency bank protection project should be
made directly to:
. St. Paul District, Corps of Engineers
. Project Management Branch
. St. Paul, Minnesota 55101-1638
. Contact Person:
. (Listed at the bottom of this page)
. District internet page: www.mvp.usace.army.mil
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. Alternative Improvements - Costing Sheets
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. City of Shakopee
. West River Interceptor - Phase III
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. Section A - Existing Trench
. Basic System
.. Description Units Qty Unit Total
. Cost($) Cost($)
. Mobilization LS 1 25,000 25,000
Clear & Grub LS 1 25,000 25,000
. Traffic Control LS - - -
. Bypass Pumping LS ' 1 50,000 50,000
15" Gravity LF 2,700 180 486,000
. 18" Gravity LF - 200 -
. 21" Gravity LF - 220 -
. Stormwater Outlet EA - 25,000 -
Connect to existing MH LS 1 1,500 1,500
. Lateral Connections EA 8 2,000 16,000
. 6 ft dia MH Std 10ft deep LS 12 3,000 36,000
MH Extra Depth LF -, , 250 -
. CI 1 Rip Rap TN - 200 -
. Sod SY - 3.5 -
Other Stabilization LS 1 50,000 50,000
. CI 5 100 100% Crushed (path) TN 2,000 12 24,000
. Bituminous (path) TN 666 45 29,970
Seeding AC - 3,000 -
. Rock Removal SY - 50 -
. Fill SY 250 50 12,500
. Select Granular (trench) TN 2,400 7 16,800
Curb and Gutter LF - 40 -
. ,
. Sub-total 772,770
. Contingencies 25% 193,193
. Total Project Cost 965,963
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.
. Section A - New Trench
. Basic System
.
Description Units Qty Unit Total
. Cost($) Cost($)
. Mobilization LS 1 25,000 25,000
Clear & Grub LS 1 25,000 25,000
. Traffic Control LS - 20,000 -
. Bypass PumpinCl LS 1 12,000 12,000
. 15" Gravity LF 2,700 180 486,000
18" Gravity LF - 200 -
. 21" Gravity LF - 220 -
. Stormwater Outlet EA - 25,000 -
Connect to existing MH LS 1 1,500 1,500
. Lateral Connections EA 8 2,000 16,000
. 6 ft dia MH Std 10ft deep LS 12 3,000 36,000
MH Extra Depth LF - 250 -
. CI 1 Rip Rap TN - 200 -
. Sod SY - 3.5 -
Other Stabilization LS 1 50,000.0 50,000
. CI 5 100 100% Crushed (path) TN 2,000 12 24,000
. Bituminous (path) TN 666 45 29,970
. SeedinQ AC - 3,000 -
Rock Removal CY 2,100 50 105,000
. Fill CY 2,650 50 132,500
. Select Granular (trench) TN 2,400 7 16,800
Curb and Gutter LF - 40 -
.
. Sub-total 959,770
. Contingencies 25% 239,943
. Total Project Cost 1,199,713
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.
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.
.
.
. Section B - River Improvement
. Costs
. Description Units Qty Unit Total
. Cost{$) Cost{$)
. Mobilization LS 1 25,000 25,000
Clear & Grub LS 1 20,000 20,000
. Traffic Control LS - 20,000 -
. Bypass Pumping LS 1 12,000 12,000
15" Gravity LF - 180 -
. 18" Gravity LF 1,200 220 264,000
. 21" Gravity LF - 300 -
18" Gravity Jacked LF 100 400 40,000
. CIPP Remainino Sewer LF 400 160 64,000
I) Stormwater Outlet EA 6 25,000 150,000
Connect to existing MH LS 1 2,000 2,000
. Lateral Connections EA 3 2,000 6,000
. 6 ft dia MH Std 10ft deep LS 5 3,000 15,000
. MH Extra Depth LF - 250 -
cr 1 Rip Rap TN 9,000 200 1,800,000
. Sod SY - 3.5 -
. Other Stabilization LS 1 110,000.0 110,000
CI 5 100 100% Crushed (path) TN 2,000 12 24,000
. Bituminous (path) TN 305 45 13,725
. Seedino AC - 3,000 -
Rock Removal CY 1,155 50 57,750
. Fill CY - 50 -
. Select Granular (trench) TN 2,400 , 7 16,800
. Curb and Gutter LF - 40 -
. Sub-total 2,620,275
. Continoencies 25% 655,069
.
. Total Project Cost 3,275,344
.
..
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0
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.
Q
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.
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.
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.
.
. Section B - Levee Drive Improvement
. Costs
. Description Units Qty Unit Total
. Cost($) Cost($)
Mobilization LS 1 25,000 25,000
. Clear & Grub LS 1 20,000 20,000
. Traffic Control LS 1 20,000 20,000
Bypass Pumping LS 1 12,000 12,000
. 15" Gravity LF - 180 -
. 18" Gravity LF 1,300 250 325,000
. 21" Gravity LF - 280 -
18" Gravity Jacked LF - 750 -
. CIPP Remaining Sewer LF 400 160 64,000
. Stormwater Outlet EA 6 40,000 240,000
Connect to existing MH LS 1 1,500 1,500
. Lateral Connections EA 3 2,000 6,000
. 6 ft dia MH Std 10ft deep LS 5 4,000 20,000
MH Extra Depth LF 70 250 17,500
. CI1 Rip Rap TN 100 200 20,000
. Sod SY 300 3.5 1,050
Other Stabilization LS 1 100,000.0 100,000
. CI 5 100 100% Crushed (path and road) TN 650 12 7,800
. Bituminous (path and road) TN' 963 45 43,335
Seeding AC - 3,000 -
. Rock Removal CY 9,750 55 536,250
. Fill CY - 50 -
. Select Granular (trench) TN 1,555 7 10,885
Curb and Gutter LF 800 40 32,000
.
Sub-total , 1,502,320
.
e Contingencies 25% 375,580
. Total Project Cost 1 ,877 ,900
.
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< .
CEMVP-EC-D 12 January 2006
MEMORANDUM FOR: RECORD
SUBJECT: Potential Section 14 Project- Shakopee, MN
1. On 11 January 2006, Joe Mose, Stu DobberpuhI, and Jeff Stanek (all from the Corps of Engineers)
visited Shakopee, MN, at the request of the city, to investigate bank erosion caused by the Minnesota River.
This erosion is threatening a wastewater sewer line located in the riverbank. Two city representatives met
us at the site, James Henderson and David Rutt. Everyone met with Assistant City Engineer Jeff Weyandt
in city hall after the site visit.
2. The area of concern starts at the upstream (west) end of the Section 14 project constructed in 2001 and
continues for roughly 1800 feet upstream. In comparison, the length of riprap for the completed Section 14
project is only 320 feet.
3. The area of concern was inspected prior to construction of the Section 14 project, but was determined to
be a low risk for failure due to erosion. The current inspection found that the riverbank has been eroded
severely in the time since that initial inspection, and that the wastewater sewer line is now at risk. Mr.
Henderson produced a drawing showing an alignment of the sewer line overlaying an aerial photo from
1999. This drawing showed that the bank has eroded substantially in the last 7 years. The progression of
the erosion is not surprising since the flow of the Minnesota River is aimed right at the upstream end of the
critical 1800 feet reach that is on the outside of a sharp bend. After the centerline of the flow is directed to
the bank, the higher velocities are then concentrated along the shoreline adjacent to the entire length of the
1800 feet reach between Manholes RD25-RD20 (1800 feet distance).
4. The slopes on the riverbank seem to be on the order of Iv on 2h on average. For most of the 1800 feet
length, the sewer line is within a few feet of the top of the bank, meaning any additional erosion on the
bank will put the sewer line in jeopardy. The riverbank does have trees and other types of vegetation on it,
however, this vegetation will not prevent additional erosion from occurring. Many of the trees on the bank
are being undermined and will most likely fall into the river, exposing the riverbank to erosion even more.
5. Mr. Henderson estimated that the capacity of the sewer line is about 3600 gpm (5.2 MGD). Normal
flow is about 1200 gpm (1.7 MGD). Peak discharge from a local malting plant can add another 1.6 MGD
into the system. The consequence of a failure of the sanitary sewer is that raw sewage on the order of 1.7
to 5,2 MGD could flow into the Minnesota River causing major environmental impacts.
6. Since failure of the bank due to erosion would likely result from future flood events, it is not possible to
predict exactly when there could be a major problem if no action is taken. It could occur next spring or
several years from now. It is also likely that failure would not occur until the level of the Minnesota River
is above or near the elevation of the sanitary sewer. At that time it would be difficult to monitor and make
repairs needed to prevent failure of the sanitary sewer.
7. It is recommended that a monitoring plan be established, and that measures be considered for erosion
protection of the sanitary sewer. The monitoring plan should consider acquiring surveyed cross-sections at
critical locations. The cross-sections should be referenced to monwnents or landmarks such as manholes
so that the exact location can be determined in the future for locating sections at the same exact location.
8. A possible long-term solution to the erosion problem is to place riprap to the top of the intermediate
bank, or high enough so that the top elevation of the pipe is protected. Because of the length of the area,
the cost of armoring the entire bank could be quite high. A preliminary estimate based on an inflation-
adjusted cost per lineal foot of the previously completed Section 14 project results in a cost of about $1000
per lineal foot. Over a distance of 1800 feet, the cost would be about $1.8 million.
.-....---J
I
I 9. City representatives indicated that they might also attempt to move the sewer line landward to gain a
few more feet of protection. There is rock at or very near the ground surface landward of the sewer line.
which would limit the distance the sewer line could be moved landward. The presence of rock would make
I excavation for any relocation project difficult and expensive. If the sewer line were to be moved to the
extreme top of the riverbank. construction of a lift station would be necessary. which would also be
I expensive, Even if the sewer line is moved a few feet landward, some type of erosion protection will be
needed on the riverbank.
10. Joe Mose informed the city representatives about the Section 14 program. including the S 1 million
~ federal spending limit. The city was infonned that there are currently no federal funds to start this project,
and they were encouraged to contact their congressional representatives to gain their support for funding of j
I this project.
I Photos
I I
I I
I
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> \. I .:.--l.:_ "~..' tf..: t r
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Typical view of riverbank, looking upstream. Notice the bench in the riverbank that is currently a state
snowmobile trail. The sewer line runs along the right side of the bench, at the top of the portion of the bank I
sloping to the river. Side slopes on the lower bank seemed to be about I v on 2h.
I I
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------. _ - -.----------r--- ._-~-- <----<- ----.------_..~--- ----- -..-- ------!
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View of sewer line manhole located at the top of the bank. There is only I to 2 feet of distance between the
manhole and the top of the bank here.
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Another sewer manhole that is within a few feet from the top of the bank.
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I Another sewer manhole that is within a few feet from the top of the bank. I
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Manhole RD25. This would be the upstream limit for any erosion protection project.
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View of the bench on the left and access to the area from the extreme top of the riverbank on the right.
Access to the site is good. This was taken looking downstream, with the river left of the photo.
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-----
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Storm water pipes are located in a few areas along the 1800 ft length of riverbank. Flow is concentrated to
a few areas on the extreme top of the bank and then sent overland to pipes that go underneath the
snowmobile trail.
--
, Page I ofS
.' ,
Roushar, Thomas A
.....~---~~---..._._---------.-~-~--------------_._-~------~-
From: ACEC's Last Word [ACECLastWord@Targetware.com]
Sent: Friday, July 21,20062:11 PM
To: ACEC's Last Word
Subject: ACEC's Last Word
"----,,., tast~Word
ACEC
A..\.G:jlx:,\...~ Cut.:;.;'c;!.. OF Cc)'];l,?'.\''''U:_\
NA).IED BTi-:5T \VEEKLY EU:CTROi',;:C NE\VSLETTER By ,-i.s:.XX"[,{]70N T;*:;"'7);';
-
Vol. XXVII, Number 28 ACEC Scores Big Win As Senate Approves
July 21, 2006 $12 Billion Water Resources Development Act
1015 15th Street, NW
8th Floor
Washington, DC 20005-2605 The Senate this week cleared ACEC-backed
202-347-7474 i legislation that will authorize nearly $12 billion in
Fax 202-898-0068 Corps of Engineers projects throughout the
WWW.acec.org country.
E-mail acec@acec.org
Alan D. Crockett, Director, PR The Water Resources Development Act
Ann Brandstadter, authorizes new federal funding for flood control,
Editor/Designer navigation and environmental restoration
projects.
Passage represents a major accomplishment
for the Council, as the legislation was stalled in
the Senate for several years. ACEC and its
"citizen" lobbyists campaigned for passage of Stephen Scott calls it a "major
WRDA during Hill visits at the Annual step forward"
ACEC Means Convention in May.
Business House and Senate leaders have indicated that they will work quickly
towards a final compromise bill before Congress recesses in the fall.
,--.. JOB BOARD The Senate WRDA bill will go a long way in addressing the $58 billion
ACEC backlog of Corps' projects resulting from the delay in getting the legislation
approved. The last WRDA bill was enacted in 2000, and since WRDA
Over 400 Jobs legislation is traditionally passed every two years, the current WRDA
Posted on ACEe reauthorization is four years overdue. .'
Job Soard Among the high-profile projects that are included in the Senate bill are
Summary of Most Recently funding for navigation and flood control improvements along the Upper
Posted Resumes: Mississippi River system and flood control improvements for Gulf Coast
areas damaged by Hurricane Katrina.
Civil Engineers-1,629 The Senate-passed bill also includes language offered by Senators John
Structural Engineers-741
Construction Professionals- McCain (R-AZ) and Russell Feingold (D-WI) that imposes additional
731 oversight in the Corps' project approval process, The provision requires
Environmental Engineers- prqjects costing more than $40 million to undergo a review by "an
473 independent panel of experts" prior to going forward,
7/24/2006
Page 2 ofS
"
Transportation Engineers- ACEC is concer~ed that a~dition,al.oversi~ht requiren:entson ~he Corps
458 may unnecessanly delay high pnonty projects, and will work with House
and Senate conferees to ensure that the final language facilitates rather
L F. "H I W t d" than delays projects.
ast Ive e p an e
Open Positions: "This is a major step forward," said Stephen Scott of Fuller, Mossbarger,
.. Scott and May Engineers in Kentucky. "ACEC members have worked to
Deslg~ Engmeer- secure passage of this important legislation, and we're beginning to see
Lake City, FL the light at the end of the tunneL"
University Assistant in
Engineering-
Gainesville, FL R I Cf S' "b"l" Th ~ OfF II
Sr;Geotechnh::at'Engin~er~ea.Osto '. ustamal Ity, ,a rO.CUS ",.a ,,,", ,
Charlotte, NC ,,',' Conference Town Hall Debate
Sr. Environmental
Compliance Specialist- Is the engineering industry truly committed to
Syracuse, NY delivering sustainable infrastructure? Are
St~uctural PE- owners really prepared to pay the increased
Arlington TX t ~ . bl ~ 'I't' ?
' cos lor sustalna e laCl1 les.
View These an~ Other These crucial issues will be the focus of debate
Resumes b~ Postmg a Job during a Town Hall meeting at the upcoming
on ACEC s Jo~ Board ACEC Fall Conference: The National
www.acec.org/Jobbank Conference on the Built Environment,
September 18-21 at the elegant Charleston
Post A Job On The Place Hotel in historic Charleston, S,C.
ACEC Job Board And The Conference is co-sponsored by the
View More Than 2,800 American Association of State Highwayand Judith Nitsch,
Resumes' Transportation Officials (AASHTO); the National Town Hall Moderator
. Association of Clean Water Agencies (NACWA);
, ., . and the National Association of State Facilities Administrators (NASFA).
AdvertIse upcoming Job openings The event brings together both owners and practitioners to address
between now and Labor ~ay and markets and issues in transportation, water, buildings, industrial process,
save 10 percent on AC~C s Job business management, and project delivery.
Board at www,acec.oxg/Jobpank,
. Titled: Sustainable Building and Infrastructure: Are Owners Prepared To
Just key SUMME~ In the box that Pay The Premium?, the Town Hall Meeting will be held at 4 p.m. Tuesday,
requests a promotIonal code. September 19, Judith Nitsch, of Judith Nitsch Engineering in Boston, will
moderate the debate which features Holly Stallworth of the Environmental
To find out how you can save 25 Protection Agency; Pat Dady, of Opus Corp., a national developer: and
percent (or place a banner ad), Kim Hasken, of the U.S, Green Building Council.
contact Patrick Brookover,
pbrookover@acec.org or call Discussions will address federal, state and local government plans to
202-682-4341. adopt meaningful sustainable standards, what is driving the push for
sustainability, and how apparent cost increases of sustainable design add
A CEC __ long-term value to a project.
Other Conference highlights include: an address on "How High Can We
Here's The Scoop Go" by Leslie Robertson, who designed some of the world's most famous
skyscrapers including the World Trade Center; a political wrap-up by John
Kasich, the popular FOX TV host and former Congressman; professional
Let the ACEC Bookstore treat business forums, southern-themed social events, and exciting ACEe/PAC
you to ice cream! activities.
T~day through .".,....,.,.'...,.'..,..,",.,......,'...,..,..,.,.....,...,..,.,...,,','.,.,...,.', Early bird discounts are available until August 25. Click here to register
Fnday, July 28,...,.,... online and save an additional 5 percent.
2006, make a pre-......',..
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7/24/2006
Page 3 of5
. .'
shipping purchase
of $50 or more, and receive a gift
certificate to your favorite ice
cream store.
'"","-,""",>,""'-'
Choose from Baskin-Robbins,
Ben & Jerry's or Dairy Queen
(only one gift certificate will be Metro Washington Lobbies Congress On Health
sent per order).
Care, Infrastructure Funding
Hurry! This offer expires Friday,
July 28, 2006:~/ic.k. onttle ice
.' cream corie orVisit the ACEC
Bookstore today at
http://store,acec,org!
From left to right: ACEC Government Affairs Vice President Steve Hall. Rep.
James Moran (O-VA). ACEC/MW President Philios Angelides. and Bob
Henchbarger, Michael Baker, Jr, Inc,
A delegation from ACEC/Metro Washington visited House members from
Maryland, Virginia and the District of Columbia this week to advocate
issues critical to the engineering industry.
Passage of Small Business Health Plan legislation was a major focus for
ACEC/Metro Washington firm executives who were briefed at ACEC
headquarters before heading to Capitol Hill. The Senate is expected to
vote this week on S. 1955, legislation-which will make it easier for
businesses large and small to access affordable health insurance through
their national trade associations,
Metro Washington leaders also urged lawmakers to take action on a
potential shortfall in the Highway Trust Fund that could imperil future
funding allocations to the states.
In addition, the group advocated more federal investment in water and
wastewater infrastructure, including consideration of a dedicated revenue
source to fund water projects:
"This kind of grassroots involvement is critical to achieving the industry's
advocacy agenda," said Philios Angelides, president of ACEC/Metro
Washington. "We had a number of good visits, and I really believe that we
made a difference,"
House Transportation & Infrastructure Committee
Approves Brownfields Reauthorization
7/24/2006
Page 4 of5
J"
The House Transportation and Infrastructure Committee cleared
legislation this week to extend federal funding for so-called "brownfieJds"
redevelopment.
The Brownfields Revitalization and Environmental Restoration Act,
authorizes $200 million per year through F.Y. 2012 for a grant program
administered by the Environmental Protection Agency (EPA).
The committee also adopted a green buildings amendment offered by
Rep, Allyson Schwartz (D-PA) that will allow the EPA to use green
building<?~:msiderations when approving brownfi~lcl~grants.
- .- ::-"i,~-'.,;;:.,;:,:,,-,:,.-., . '
__~'L~~>:i'?~y.~<:"'_.'::~;;~",,ili,,_ ., _'_,.'",,,,,,,,,---'_
.....,._.__.___... .......M__..._...
ACEC has actively supported the federal brownfields program since its
inception, The program provides critical funding to assist cities and local
governments in returning properties damaged by hazardous waste to
commercially viable use, The full House may attempt to take up the bill
prior to the August recess.
---~ rt~~o'0it{ii_~~~~i~~4~
ACEC ''!\1ifii1'I'' ~w1'U. JU,G~" ';',.0.,. '. ,.' , ", "l', "., .'., '~~.. Jlf~I\!~
Mark Your Calendars Now for the Fall '06 Business
of Design Consulting
October 25-28 Las Vegas, NV
Plan now to attend this flagship program for the engineering firm of the
21st century. This intensive four-day workshop offers up-and-coming
design firm leaders the chance to explore eight different areas for
improved management and leadership skills,
Click here for more information and to register,
Upcoming Online Seminars
July 25: Creative Strategies for Controlling Health Insurance Costs
Henry J. Kruse, Envision Healthcare
Click here for more information and to register.
July 26: From Entrepreneur to Sustainable Company: Where Theory
and Practice Meet
Lou Ann Frederic, Half & Foreman, Inc.
Click here for more information and to register.
August 9: Get in Shape! roday's Fitness Plan for Your Presentations
Joanne G. Linowes, Linowes Executive Development International
Click here for more information and to register,
August 23: Top 10 Business Trends from ACEC's 2006/ndustry
Survey
Paul Haglund, Greeley and Hanson; Jiff Holcomb, ACEC
7/24/2006
, Page 5 of5
. ..: .
Click here for more information and to register.
August 30: Design and Delivery: Using Technology for Better
Teamwork
Jonathan Knowles, Autodesk, Inc,
C1ic:k here for more information and to register,
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