Vistron Dam a/k/a Pro Corp Dam Inspection Leedsi
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TABLE OF CONTENTS
PREFACE
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I. DESCRIPTION OF PROJECT
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1.1 General
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1.2 Project Description
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1.3 Engineering Data
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II. VISUAL INSPECTION
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2.1 General
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2.2 Operation and Maintenance
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2.3 ' Hydraulic/Hydrologic Evaluation
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III. ASSESSMENTS, RECOMMENDATIONS AND REMEDIAL MEASURES,.
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3.1 Assessments
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3.2 Recommendations
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3.3 Remedial Measures
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3.4 Cost for Recommended Repairs
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REFERENCES
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APPENDIX A - Drawings
APPENDIX B - Photograph Location Plan and Photographs
APPENDIX C - Hydrologic Data and Computations
APPENDIX D - Visual Inspection Checklist
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I. DESCRIPTION OF PROJECT
1.1 General
A. Authority
The Massachusetts Department of Environmental Management (DEM) contracted
Haley & Aldrich, Inc. to perform inspections and develop reports for a number of
dams within the Commonwealth of Massachusetts. The inspection report for the
Vistron Dam was conducted in accordance with that contract and also under the
Authority of Chapter 253, Sections 44-50 of the Massachusetts General Law.
B. Purpose of Work
The purpose of this investigation is to inspect and evaluate the present condition of
the dam and appurtenant structures. More specifically, it is to compare the existing
structural and hydraulic conditions of the dam to the conditions reported during
previous inspections, and to re-evaluate hazard and size classifications as they relate
to present Massachusetts 302 CMR 10.00 Dam Safety Rules and Regulations. DEM
will use this report to determine which owners have undertaken remedial action since
the last inspection and to determine if conditions have worsened since the last,.
inspection.
C. Scope
The investigation is divided into four parts: 1) obtain and review readily available
reports, investigations, and data pertaining to the dam and appurtenant structures;
2) perform a visual inspection of the site; 3) evaluate the status, and need for an
emergency action plan for the site; 4) prepare and submit a final report presenting
the evaluation of the retention structure, including recommendations, remedial actions
and associated costs.
1.2 Project Description
A. Location
The dam is located on the Mill River in the Town of Northampton, Massachusetts, as
shown in the Locus Plan, Appendix A, Figure 1. The coordinates of the dam are
42°19.8' north latitude and 72°40.6' west longitude.
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B.
C.
D.
E.
Ownership and Purpose of the Dam
The Vistron Dam was formerly used for power generation, however, all but the
intake portion of the power canal has been filled. The dam was then used as a source
of industrial cooling water by the Vistron Corporation. Currently, according to the
Northampton Board of Public Works, Vistron Dam is owned by the Massachusetts
Electric Company. The owner's name and address are given below:
Massachusetts Electric Company
25 Research Drive
Westborough, MA 01581
The current use of the dam is unknown.
Description of the Dam and Appurtenances
The dam is a run-of-the river stone masonry structure, 195 ft long, 24 ft high with an
8-ft wide crest. The dam includes a 16 ft high, 140 ft long cut stone masonry
spillway, which extends from a bedrock outcrop on the right abutment to a 24 ft high
stone masonry wall located on the left side. The stone masonry wall extends 55 ft
from the spillway to the left abutment. A masonry training wall also extends
approximately 500 ft downstream from the left side of the spillway.
An approximately 10 ft by 14 ft wooden building is present immediately upstream of
the dam on the left side. The building was formerly used to control inflow into the
former power canal which has since been filled, except for a small portion at the
entrance. The unfilled portion houses two 60 HP vertical shaft pumps which
formerly conveyed cooling water to the nearby mills.
The outlet works consist of a 2 ft by 3 ft sluice located near the center of the
spillway.
Descriptions of the facility are based in part on information contained in previous
inspection reports (refer to References 1 through 4). A general layout of the dam is
shown on the plan view, Appendix A, Figure 2.
Normal Operational Procedure
There is no established routine for the operation of the dam.
DEM Size Classification
Storage volume at the top of the spillway is estimated to be approximately
235 acre-ft. The dam has a maximum structural height of 24 ft (16 ft at spillway).
Based on this information and according to the criteria in 302 CMR 10.00, the dam is
classified as an INTERMEDIATE dam.
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F. DEM Hazard Classification
The Bliss Street bridge is located downstream of the dam. The bridge opening is
obstructed by sediment and tree growth and does not have the capacity to pass the
flood wave in the event of a dam breach. A major breach under these conditions
could cause appreciable downstream property damage and possible loss of life should
the bridge crossing at Bliss Street be obstructed. Approximately 6 homes would be
flooded if the river left its banks in the Bliss Street area. Based on the criteria in 302
CMR 10.00, the dam is classified as a SIGNIFICANT hazard.
1.3 Engineering Data
A. Design and Construction Records
There is no information on design and construction of the dam.
B. Drainage Area
The drainage area for the dam is approximately 52 square miles.
C. Reservoir Area
The reservoir has a surface area of about 5 acres at normal pool level. The
topography of the area is characterized by rolling and mountainous terrain. The area
around the pond is developed and the banks appear stable.
D. Storage
The normal pool storage capacity is approximately 15 acre-ft and the maximum
impoundment capacity is approximately 235 acre-ft.
E. Elevation
All elevations are based on the National Geodetic Vertical Datum (NVGD). The
elevation of the top of the spillway is El. 231. The elevation of the top of the dam is
El. 239.3
F. Post-Construction Changes
There is no information on post-construction changes.
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C1 II. VISUAL INSPECTION
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2.1 General
On 20 March 1998, Haley & Aldrich, Inc. completed a visual inspection of the Vistron Dam.
Based on that inspection, the dam was found to generally be in fair condition, although, a
number of conditions were observed that warrant attention. The following paragraphs
present a description of the conditions observed during the inspection. In addition, refer to
the photographs and checklist form included in Appendices B and D, respectively, for
additional comments.
n A. Dam/Spillway
` The Vistron Dam is a run of the river, stone masonry structure approximately 195 ft
long and 24 ft high, with a crest width of approximately 8 ft. Bedrock was exposed
at the right abutment. A stone masonry wall extends 55 ft from the spillway to the
left abutment. There were a considerable number of trees and brush growing out of
the joints and from the crest of the masonry wall. The approach channel to the
dam/spillway appeared to be silted.
At the time of the inspection the pool level was approximately 10 inches above :the
spillway crest. The water flow obscured the upstream and downstream dam faces.
Several large logs were present immediately downstream of the spillway and leaning
against the spillway. As previously reported (the 1980 Phase I inspection report) the
8 to 10 foot deep plunge pool downstream of the spillway could not be observed
because of the flow over the spillway.
B. Appurtenant Structures
A masonry wall forms the left training wall of the spillway. An approximately 8 ft
l long section of the stone masonry training wall located approximately 75 feet
u downstream of the spillway crest and above the level of the adjacent mill parking
area is missing (see Photo 6 in Appendix B). In addition, trees and brush were
observed growing out of the joints and from the top of the wall.
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Two approximately 12-inch diameter holes were observed immediately adjacent to
the left and right sides of the wooden building on the left abutment (see Figure 2 in
Appendix A). These holes appeared to represent soil erosion into the pump chamber.
No mechanism was observed for controlling the sluice gate outlet. The 1980 Phase I
~j safety inspection report indicated that the sluice gate was operable but not used
because of the potential of clogging from debris which could prevent proper closure.
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C. Evaluation of Observations
This assessment of the Vistron Dam is based on a review of the referenced previous
inspection reports (Ref. 1, 2, 3 and 4) and the visual inspection of 20 March 1998.
Information developed for this evaluation is generally considered adequate to assess
the current conditions at the dam. The only exception being the significance of the
reported plunge pool downstream of the spillway.
The following problems were identified during the inspection:
❑ The brush and trees growing out of the joints and from the tops of the
masonry walls.
❑ An 8-foot long section of the masonry training wall downstream of the
spillway has fallen away.
❑ Lack of controlling mechanism for the sluice gate outlet.
❑ Erosion holes adjacent to the wooden building housing the pump chamber.
❑ Several logs present downstream of and leaning against the spillway..
❑ Potential instability of the side slopes of the plunge pool adjacent to the
spillway.
2.2 Operation and Maintenance
A. General
Attempts were made to contact the owner, the Massachusetts Electric Co., regarding
the operation and maintenance of the dam. However, representatives of the owner
were not available for comment. It is therefore assumed that no written operational
procedures exist for the Vistron Dam and no known periodic maintenance is
undertaken at the dam.
B. Emergency Action Plan
There is no known written Emergency Action Plan for the dam.
C. Evaluation of Operation and Maintenance
The operation of the dam appears inadequate. No formal emergency plan exists to
alert downstream residents in case of an emergency. An Emergency Action Plan
should be developed and implemented to alert plant personnel, officials and residents
in case of an emergency. The plan should be filed with local officials.
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A systematic maintenance plan should also be developed and technical inspections
held on a regular basis.
2.3 Hydraulic/Hydrologic Evaluation
Based on the DEM size and hazard classification system, the test flood for the Vistron Dam is
the 100-year storm. The hydraulic conditions of the dam were evaluated using the 100-year
storm. The 1980 Phase I inspection report estimated the 100-year storm at 10,500 cfs based
on a 52 square mile drainage area.
The analysis from 1980 concluded that the spillway could discharge the 100-year storm
outflow without overtopping the dam. The calculations contained in the 1980 Phase I report
were reviewed and are considered to be applicable. For reference, copies of these
calculations are included in Appendix C.
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III. ASSESSMENTS, RECOMMENDATIONS AND REMEDIAL MEASURES
3.1 Assessments
The inspection of the Vistron Dam on 20 March 1998 resulted in the finding that the
structure is generally in fair condition. The principal exception is the unknown condition of
the plunge pool reported in the 1980 Phase I inspection, and its potential impact on the
stability of the Vistron Dam.
3.2 Recommendations
It is recommended that the studies and repairs/maintenance items described in the following
section be made by the owner.
3.3 Remedial Measures
The remedial measures described below are broken into two categories. The first category
will require the owner to hire a qualified engineer to conduct certain studies and evaluations
and prepare documents to implement the remedial measures. The second category-can if
desired, be undertaken by the owner without the assistance of an engineer. This work may
require state, local or government permits that should be investigated prior to starting-work.
Remedial measures requiring assistance from a qualified engineer:
❑ The depth and configuration of the plunge pool should be probed and
documented to determine whether it has deepened since 1980, and whether
undermining of the dam is occurring.
❑ Establish a periodic inspection program.
❑ Establish and implement an operation and maintenance plan for the dam.
❑ Establish an Emergency Action Plan.
Remedial measures that can be undertaken by the owner:
❑ Replace the missing section of the downstream retaining wall.
❑ Repoint the masonry training walls adjacent to the dam.
❑ Repair the erosion holes adjacent to the wooden building covering the pump
chamber.
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o- Clear debris from the spillway area and remove the brush and trees from the
stone masonry walls and the spillway crest.
❑ Confirm the operational condition of the low level sluice gate mechanism.
❑ Repoint the masonry walls.
3.4 Cost for Recommended Repairs
The costs given below are broken into the same categories used for the remedial measures
indicated above. Please note that these costs, including estimated labor and material costs,
are based on limited investigations and are provided for general information only. Actual
costs will vary.
Remedial measures requiring assistance from a qualified engineer:
REMEDIAL MEASURE
Probe and document plunge pool
Perform periodic technical inspection
Develop Operations and Maintenance Plan
Develop Emergency Action Plan
Subtotal
Engineering and Construction Contingencies (20%)
Total
APPROXIMATE COST
$1,000
$2,500
$2,000
$4,500
$10,000
$2,000
$12,000
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Remedial measures that can be undertaken by the owner:
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REMEDIAL MEASURE
APPROXIMATE COST
Repair erosion holes
$500
Replace masonry training wall
$2,000
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Repoint masonry walls
$8,000
Check operation of low level outlet gate
$500
Clear debris, trees and brush
$1,000
Subtotal
$12,000
Contingencies (20
$2,400
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Total
$14,400
Total estimated cost for Vistron Dam is approximately $26,400.
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REFERENCES
1. "Inspection Report - Dams and Reservoirs," R. C. Salls, P.E., 10 September 1974.
2. Letter from Executive Office of Environmental Affairs, Department of
Environmental Quality Engineering, Division of Waterways to Prophylactic Brush
Co., dated 8 March 1977, and attached "Inspection Report - Dams and Reservoirs,"
Harold T. Shumway, 22 September 1976.
3. Department of the Army, New England Division, Corps of Engineers, "Phase I
Inspection Report, National Dam Inspection Program," prepared by Robert G.
Brown Associates, dated June 1980.
4. Letter from Executive Office of Environmental Affairs, Department of
Environmental Management to Vistron Corporation, dated 9 November 1989, and
attached "Dam Inspection Checklist, Massachusetts Department of Environmental
Management, Division of Dam Safety," Jerzy Pietrzak, dated 29 June 1989.
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SITE COORDINATES 42'19'48■N 72'40'38■W
DEW DAM INSPECTIONS
VISTRON DAM
MASSACHUSETTS
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1. LOOKING DOWNSTREAM FROM THE LEFT BANK OF THE IMPOUNE
NOTE HEAVY TREE GROWTH AT THE TOP OF THE MASONRY BLOCK
ON THE DOWNSTREAM LEFT SIDE.
2. LOOKING DOWNSTREAM AT THE PUMP CHAMBER INTAKE STRUM
U ON THE LEFT SIDE.
MENT.
WALL
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3. LOOKING ACROSS THE RIVER AT THE LEFT SIDE MASONRY TRAINING
WALL, DOWNSTREAM OF THE DAM.
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4. LOOKING ACROSS THE RIVER AT THE LEFT SIDE MASONRY TRAINING
r WALL, DOWNSTREAM OF THE DAM.
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VISTRON DAM, NORTHAMPTON, MA (FILE NO. 12070-009) APPENDIX D-PG 8
-
DAM SAFETY INFORMATION SHEET
prepared by Haley & Aldrich, Inc.
for
Massachusetts Department of Environmental Management
Office of Dam Safety
Vistron Dam
Description:
National ID No:
MA00759
State ID No:
2-8-214-6
Name of Dam:
Vistron Dam
Name of Impoundment:
Mill River
River / Stream Name:
Mill River
Owner:
Name:
Massachusetts Electric Company
Address:
25 Research Drive, Westborough MA 01581
Telephone No.:
(508) 389-2000
Type of Ownership:
Private
Contact Person/
I Name:
Massachusetts Electric Company
Caretaker:
Address:
25 Research Drive, Westborough MA 01581
Telephone No:
(508) 389-2000
Site Information:
Hazard Classification:
Significant
Size Classification:
Intermediate
Type of Dam:
Run-of-River; Stone masonry gravity
Purpose of Dam:
Formerly industrial cooling water, current use unknown
Structural Height:
24 ft
Hydraulic Height:
16 ft
Crest Length:
195 ft
Drainage Area:
52 sq. miles
Normal Impoundment:
15 acre-ft
Maximum Impoundment:
235 acre-ft
Year Completed:
1880
Spillway Information:
Type:
Stone masonry, ungated
Width: 1
140 ft
Capacity:
10500 cfs
Page 1 of 2
~l
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Location:
jj
r~1
DAM SAFETY INFORMATION SHEET
prepared by Haley & Aldrich, Inc.
for
Massachusetts Department of Environmental Management
Office of Dam Safety
Vistron Dam
Latitude: 42°19'48"
Longitude: 72°40'36"
Town: Northampton
USGS Quadrangle: Easthampton
r~
Inspection Information:
I
Inspection Condition:
Fair
Last Inspection Date:
20 March 1998
Consultant:
Haley & Aldrich, Inc.
Army Phase 1:
Yes
DEM Phase 1:
No
Evaluation Information:
i
VI
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Type of Design:
3
E7
Low Level Outlet Condition:
1
E2
Level of Maintenance:
2
E8
Spillway Discharge Capacity:
5
E3
Emergency Action Plan:
2
E9
General Condition:
4
E4
Condition of Embankment:
N/A
E10
Estimated Repair Cost:
$26,400
E5
Condition of Concrete:
3
E11 '
Roadway:
No
E6
Low Level Outlet Capacity:
1
E12
Bridge:
No
FA12070\009\FINAL\DAMSAFE. W PF
Page 2 of 2