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Hockanum Report - Existing Conditions
Hockanum Flood Pumping Station 33 Hockanum Road DRAFT Hockanum Flood Pumping Station Evaluation Prepared For: Department of Public Works Northampton, Massachusetts October 1, 2018 Table of Contents Tighe&Bond i Executive Summary Section 1 Introduction Section 2 Existing Conditions Assessment 2.1 Hydrologic and Hydraulic Analysis ................................................... 2-1 2.1.1 Previous Interior Drainage Studies ........................................ 2-1 2.2 Pumping Station and Flood Wall Settlement Evaluation ...................... 2-9 2.2.1 Existing Subsurface Conditions ............................................. 2-9 2.2.2 Seepage Analysis Using Groundwater Modeling Software ........ 2-10 2.2.3 Global Stability Analysis .................................................... 2-11 2.3 Architectural/Structural ............................................................... 2-12 2.3.1 Building Exterior ............................................................... 2-12 2.3.2 Building Interior ............................................................... 2-14 2.3.3 Counterfort Flood Walls ..................................................... 2-16 2.3.4 Intake Structure ............................................................... 2-18 2.4 Underground Fuel Storage Tanks .................................................. 2-18 2.5 Mechanical Equipment ................................................................. 2-20 2.5.1 Gasoline and Diesel Engines ............................................... 2-21 2.5.2 Right-Angle Drives ............................................................ 2-23 2.5.3 Propeller Pumps ............................................................... 2-24 2.5.4 Dry Pit Centrifugal Pump ................................................... 2-25 2.5.5 Sluice Gates and Gate Valves ............................................. 2-25 2.5.6 Discharge Flap Valves ....................................................... 2-26 2.5.7 Inlet Screen ..................................................................... 2-26 2.6 Fire Protection ........................................................................... 2-27 2.7 Plumbing ................................................................................... 2-27 2.8 Electrical ................................................................................... 2-28 2.8.1 Other Electrical Equipment Assessed ................................... 2-30 2.8.2 Electrical Code Violations ................................................... 2-31 2.8.3 Additional Electrical Issues/Concerns ................................... 2-32 2.9 Heating, Ventilation, and Air Conditioning (HVAC) ........................... 2-33 2.10 Hazardous Building Materials Assessment (HBMA) ........................... 2-33 2.10.1 Asbestos Survey ............................................................... 2-34 2.10.2 Lead Based Paint Survey ................................................... 2-34 2.10.3 Hazardous Materials/Components ....................................... 2-35 2.10.4 Polychlorinated Biphenyls (PCBs) in Building Materials ........... 2-35 Section 3 Alternative 1 - Maintain Existing Pump Station Section 4 Alternative 2 - Refurbish Existing Pumping Station Table of Contents Tighe&Bond ii Section 5 Alternative 3 - Replace Existing Pumping Station Section 6 Recommendations Appendix A Hydrologic and Hydraulic Analysis Supplemental Data Appendix B Flood Wall Seepage/Stability Supplemental Data Appendix C Structural Photos Appendix D Mechanical Support Data/Reports Appendix E ELM Infrared and Electrical Analyses Report Appendix E HBMA Data J:\N\N0936 Northampton DPW\017 Hockanum Flood PS Evaluation\Report_Evaluation\Hockanum Report.docx Tighe&Bond Hockanum Road Flood Pumping Station Evaluation 1-1 Section 1 Introduction The City of Northampton owns and operates a large (approximately 200 mgd) flood control pumping station at 33 Hockanum Road on the same property as the City’s Wastewater Treatment Facility. The Hockanum Road Flood Control Pumping Station (pumping station) was built in 1940 by the United States Army Corps of Engineers (USACE). The purpose of the pumping station is to maintain the upstream Mill River water elevation during periods where the Connecticut River water elevation is high and would flood low lying areas of Northampton. The pumping station is integral to the City’s levee system and they work in combination with each other. The levee holds back rising Connecticut River waters, and the pumping station maintains flows from the Mill River by pumping through the levee to the Connecticut River. Hockanum Flood Pumping Station Location Section 1 Introduction Tighe&Bond Hockanum Road Flood Pumping Station Evaluation 1-2 Because the pumping station is approaching 79 years of age and recognizing that the station is a critical piece of infrastructure that protects a large amount of infrastructure, and human life, the City is interested in completing a comprehensive evaluation of the facility to determine its current condition and need for upgrades/replacement to maintain its level of service for flood control for the City in the future . This evaluation includes an in-depth look at the following aspects that relate to the pumping station: • Mechanical/Pumping • Hydrology and Hydraulics • Structural/Architectural • Geotechnical • Electrical • HVAC/Plumbing • Fire Protection • Hazardous Building Materials • Underground Storage Tanks • Code Compliance Section 2 of this report focuses on evaluating the existing condition of the pumping station, while later Sections discuss various refurbishment and replacement options. Lastly, Section 6 provides recommendations to the City for upgrades/replacement that are in-line with the City’s long-term goals for the operability and reliability of the pumping station. Hockanum Flood Pumping Station Tighe&Bond Hockanum Road Flood Pumping Station Evaluation 2-1 Section 2 Existing Conditions Assessment This Section provides a detailed summary of the existing condition of the pumping station, and its status in terms of functionality. A narrative is also provided about the hydrologic and hydraulic characteristics of the contributing watershed and an associated design flow review, as well as a seepage/stability analysis of the integral flood wall. 2.1 Hydrologic and Hydraulic Analysis Tighe & Bond performed a hydrologic and hydraulic (H+H) analysis to predict the quantity of surface runoff anticipated to flow to the pumping station. This analysis defines the interior drainage flow rate to be used as a basis for pumping station design. The methods, assumptions, and results of this analysis are provided below. 2.1.1 Previous Interior Drainage Studies The previous interior drainage evaluations of the pumping station were performed by the USACE and are described in the 1940 report titled “Analysis of Design Northampton Pumping Station Item N.4-Contract” and the 1983 report “Hydrological Review and Analysis of Interior Drainage Facilities”. The 1940 report indicated that the pumping station was originally designed for the 10-year frequency storm event using the Rational Method for a 770-acre drainage area split into fully developed commercial, fully developed residential, and partially developed residential land use ca tegories. The Rational Method assumed that peak storm intensity is constant for a period equal to the time of concentration of the watershed and is typically conservative for larger watersheds. The study calculated a peak of 400 cubic feet per second (cfs) into the pond previously located upstream of the pumping station. The design station capacity was computed to be 300 cfs due to a 100 cfs peak flow reduction at the pond . The pond was removed during the construction of the Northampton WWTP. The 1983 USACE report was completed after the WWTP was constructed and estimated runoff using peak discharge frequencies from small gaged streams in the region assuming a drainage area of 700 acres. The report does not explain why the drainage area decreased from the original study; however, it is anticipated that it is due to improved data availability, and/or changes to the storm water system that occurred between 1940 to 1983. This study concluded that the 10-year frequency storm event would not exceed 200 cfs. The report recommended that the pump capacity be reduced to, at most, 80% of the original design capacity of 300 cfs, resulting in a reduced design capacity of 250 cfs. 2.1.1.1 Previously Developed HEC HMS Models A rainfall runoff analysis was performed for a portion of the pumping station drainage area as part of the “Stormwater and Flood Control System Assessment and Utility Plan ” prepared by CDM in 2012. The analysis included a HEC-HMS model for the Bridge Street area and another HEC-HMS model for the King Street and Market Street areas. The study used the Natural Resources Conservation Service (NRCS) Curve Number methodology to calculate infiltration rate based on soil and land cover type. The time and concentration were calculated using Figure 15.2– “Velocities for Upland Method of Estimating Tc” from the previous version of the SCS National Engineering Handbook (1972) assuming shallow concentrated flow for all flow paths and minimum time for concentration of 15 minutes. Section 2 Existing Conditions Assessment Tighe&Bond Hockanum Road Flood Pumping Station Evaluation 2-2 The 2012 study used the Muskingum methodology for routing outflow from sub - catchments. The method accounts for traveling time but does not account for storage or pipe capacity. The 2012 CDM HEC-HMS model was not calibrated and did not calculate the flow to the pumping station. The City provided Tighe & Bond with the HEC-HMS models developed as part of the 2012 modeling study. 2.1.1.2 HEC-HMS Model Development The hydrologic model for this project was developed using HEC-HMS 4.2.1 to compute the design flow to the pumping station. Tighe & Bond created the HEC-HMS model for the pumping station by first updating the previous hydrologic and hydraulic modeling performed in 2012, and then adding areas that were not included in the previous modeling effort. The City provided Tighe & Bond with the two HEC -HMS models created during the 2012 modeling study located within the pumping station drainage area . These two models have been combined into a single model. Figure 2-1 (included in Appendix A) shows the 36 sub-catchments included in the 2012 HEC-HMS models. The drainage areas for the sub-catchments were updated in HEC-HMS to match the current sub-catchment GIS data. The City requested that Tighe & Bond remove components of the 2012 HEC -HMS models based on field reconnaissance performed by the City since the original study was performed. These changes included: • Removing two sub-catchments from the King Street/Market Street HEC-HMS model that were both located outside of pumping station drainage area. • Removing the “North Street Diversion” that the City discovered did not exist. The reach routing approach was modified from the Muskingum routing methodology to the Modified Puls routing methodology so that the pipe capacity and storage could be accounted for. Modified Puls routing uses a discharge-storage relationship to characterize the transport of water in a channel of pipe reach and utilizes a cascading reservoir approach to approximate rising and falling flood -wave characteristics beyond a simple storage-discharge rating curve. The majority of the routing reaches from the 2 012 study represented storm drain pipes, so a methodology was developed to create storage discharge relationships using Manning’s equation. For circular pipes, the data inputs simplify to the pipe length, slope, diameter, and pipe material (to estimate Man ning’s roughness coefficient). Table A-1 and Table A-2 in Appendix A provide a summary of the routing reach geometry for the updated reaches. The storage within a pipe changes with the depth of flow so the established relationships of depth versus full depth and flow versus full flow shown in Table A-3 in Appendix A was used to create the discharge storage curve. The locations of the routing reaches were not shown in the 2012 CDM Report and were therefore estimated using storm drain GIS data available from the City, and data available in the 2012 report. Figure 2-1 (included in Appendix A) shows the approximate locations of the routing reaches used in the 2012 study that were used to recalculate the reach length. The pipe invert elevations were determined using Appendix C of the 2012 report, while the pipe diameters and pipe material were available in both Appendix C of the report and the storm drain GIS data provided by the City. It was assumed that flow could rise one foot above each pipe crown before ponding occurred upstream in the system. The orifice equation was used to estimate pressure flow when the water surface elevation exceeded the pipe crown. The 24-hour precipitation for the 10-year frequency storm event was estimated using the National Oceanic and Atmospheric Admiration (NOAA) Atlas 14 -point precipitation frequency tool, replacing the outdated Northeast Regional Climate Center (NRCC) values Section 2 Existing Conditions Assessment Tighe&Bond Hockanum Road Flood Pumping Station Evaluation 2-3 used in the 2012 study. The 24-hour precipitation depth for a 10-year frequency storm is estimated to be 4.92 inches at the pumping station. The rainfall synthetic storm rainfall distribution was also updated from the SCS Type II synthetic storm to the NRCC Type C 24-hour synthetic storm. The City provided Tighe & Bond with sub-catchments areas to be used for the portions of the flood control pumping station drainage area that were not included in the previous HEC-HMS studies. Figure 2-1 (included in Appendix A) shows the 15 sub-catchments that were added to HEC-HMS as part of this 2018 hydrologic and hydraulic analysis. A single sub-catchment was added to the Williams Street B rook drainage area, and 14 sub- catchments were added to the Old Mill River Channel drainage area. The total drainage area upstream of the pumping station is approximately 940-acres. Parameters for the new sub-catchments were developed using information from GIS mapping, soil characteristics, watershed characteristics, and ground cover types within the study area. The new sub - catchments are primarily composed of urban areas. The time of concentration was determined using National Engineering Handbook Part 630 Figure 15-4 and Table 15-3. Flow paths were estimated in GIS using MassGIS LiDAR data and were split based on changes in land use. The flow path length, slope, and land cover type were used to estimate the time of concentration. This methodology is consi stent with the methods used for the 2012 CDM models so that a consistent calibration method could be used for the new sub-catchments and the original sub-catchments included in the 2012 study. The travel time within storm drain pipes was included in the ti me of concentration calculations using an assumed average velocity. Table A-4 in Appendix A provides the computed hydrologic characteristics for the new sub-catchments prior to calibration, and Tables A-5 through A-9 in Appendix A show the computed time of concentrations. Three routing reaches and three storage areas were added to the HEC -HMS model to convey flow from the sub-catchments downstream as shown in Figure 2-1 (included in Appendix A). The routing reaches were developed using Modified Puls routin g following the methodology used to update the CDM routing reaches. The pipe length, slope, diameter, and pipe material required to develop the storage-discharge relationship for the routing reaches were acquired from GIS data and data provided by the City . Table A-10 and Table A-11 in Appendix A summarize the geometry for the reach and storage areas added to the HEC-HMS model as part of this study. The Old Mill River was modeled as three separate storage areas that are located upstream of the Pleasant Street culvert, upstream of the 96-inch WWTP driveway culvert, and upstream of the 96-inch culvert downstream of the WWTP. Stage-storage curves for each storage area were developed using MassGIS LiDAR data. Outflow for each storage area was modeled dynamically within HEC-HMS as a culvert and road top. The geometry of the three culverts were provided by the City and are summarized in Table A-11 in Appendix A. The 96-inch culvert downstream of the WWTP (upstream of flood pumping station) is partially blocked by a pipe that crosses perpendicularly through the top of culvert. The flow capacity of the culvert is limited by this blockage, and the full flow cross sectional flow area was estimated to be approximately equivalent to that of an 80 -inch diameter culvert flowing full. An 80-inch culvert was therefore used in HEC-HMS to represent the partially blocked 96-inch culvert located downstream of the WWTP. Flow through the Old Mill River is anticipated to be limited by tailwater during significant rainfall events. Tailwater rating curves were developed for the Old Mill River using HydroCAD to provide realistic hydraulic response through the Pleasant Street Culvert and the WWTP Driveway Culvert. The 2012 HEC-HMS models for King Street, Market Street, Section 2 Existing Conditions Assessment Tighe&Bond Hockanum Road Flood Pumping Station Evaluation 2-4 and Williams Street originally ended at the Old Mill River and were updated in this study so that they flow directly into the appropriate storage areas as shown in Figure 2-1 (included in Appendix A). 2.1.1.3 Flow Monitoring and Model Calibration EST Associates, Inc. (EST) performed continuous flow monitoring at two locations with in the study area from May 31, 2018 to June 28, 2018. The flow monitoring locations are shown on Figure 2-1 (included in Appendix A) at the 96-inch WWTP driveway culvert and at the 32-inch pipe that drains the Williams Street storm drain system to the Old Mill River. The report from EST is also included in Appendix A. The National Weather Service (NWS) monitoring station ID NHMM3 is located at the pumping station. This station measures rainfall every 15 -minutes; however, the data is only recorded on the NOAA server for seven days before being deleted. Tighe & Bond downloaded the rainfall data weekly during the EST flow monitoring period to provide continuous rainfall data for model calibration. During a storm event on June 4, 2018 approximately 1.2-inches of rainfall fell over approximately 8-hours. This rainfall depth and duration equates to less than a 1 -year frequency storm event. Figure 2-2 shows the rainfall hyetograph for the June 4, 2018 rainfall event and shows that there was initially a generally ste ady increase in rainfall intensity, followed by a steady decrease in rainfall intensity. Rainfall was also observed during two thunder storm events later in the month where the rainfall intensity was observed to increase rapidly, stop, and then start again with total rainfall depths of 0.6- inches or less. The curve number infiltration methodology does not represent short duration high intensity storm events well nor is it well suited for small rainfall depths, so these storms were not considered for model calibration. The Curve Number methodology considers the ground conditions prior to a precipitation event using the Antecedent Runoff Condition (ARC). Based on light precipitation and moderate temperatures in late May, the Antecedent Runoff Condition (ARC) i s considered to be average conditions (class II), as the conditions would not be considered excessively dry (class I), or excessively wet (class III). The ARC class II CN was therefore used as a starting point for calibration. Section 2 Existing Conditions Assessment Tighe&Bond Hockanum Road Flood Pumping Station Evaluation 2-5 Figure 2-2 Rainfall measured at the National Weather Service (NWS) Station NHMM3 at the Hockanum Road Flood Control Pumping Station during June 4, 2018 rainfall event The rainfall data and observed flow rates were input into HEC-HMS for the June 4, 2018 storm event. The model was manually calibrated by comparing the modeled peak flow rates and runoff volumes with the observed flow rates at the 96 -inch culvert and the 32-inch storm drain pipe. The Curve Numbers were decreased by 26% for the sub-catchments upstream of the 96-inch culvert, the Curve Numbers were decreased by 31% for the sub-catchments upstream of the 32-inch storm drain pipe, and the lag times were decreased by 10% for all sub-catchments. A baseflow of 4.5 cfs was added upstream of the 96-inch culvert to better represent observed conditions. The uncalibrated model showed significant storage of runoff with a slow release upstream of the 32-inch storm drain pipe that was caused by a wetland modeled as a storage area upstream. This slow release was not observed by the monitoring data, so the stage-discharge table was modified to better represent observed flow conditions. This modification included increasing the starting water surface elevation and increasing the minimum flow rate through the wetland. The draft updates to the NRCS National Engineering Handbook Part 630 Chapter 10 and several academic papers1 have recommended the initial abstraction be calculated as 0.05 or less of the Potential Maximum Retention After Runoff Beings (S), compared to 0.2 of S recommended in United States Department of Agriculture (USDA) Technical Reference 55 (TR-55) dated 1986, and the current NEH Part 630 Chapter 10 (the initial abstraction calculations have not been updated since 1964). The parameter “S” is a function of the 1 Woodward, Donald E., et al. "Runoff curve number method: examination of the initial abstraction ratio." World water & environmental resources congress 2003. 2003. Jiang, Ruiyun. "Investigation of Runoff Curve Number Initial Abstraction Ratio." (2001). Mishra, S. K., M. K. Jain, and V. P. Singh. "Evaluation of the SCS -CN-based model incorporating antecedent moisture." Water resources management 18.6 (2004): 567-589. 0 0.05 0.1 0.15 0.2 6/3/2018 6/4/2018 6/5/2018 6/6/2018Precipitation Measured at NWS Station NHMM3 (inch) Section 2 Existing Conditions Assessment Tighe&Bond Hockanum Road Flood Pumping Station Evaluation 2-6 Curve Number, and the uncalibrated model used an initial abstraction equal to 0.2 of S. During model calibration the initial abstraction was modified by reducing the fraction of S using the original (non-calibrated) Curve Number between 0.05 and 0.2. The calibrated model had an initial abstraction computed as a ratio of 0.05 of S for the 96 -inch culvert, and a ratio of 0.09 of S for the 32-inch storm drain pipe. Table A-12 in Appendix A shows the lag time, curve number, and initial abstraction for each sub-catchment prior to and following model calibration. Figure 2-3 and 2-4 show the calibrated model flow rates, uncalibrated model flow rates, and the observed flow rates at the 96-inch culvert and the 32-inch storm drain pipe, respectively. The observed flow rates at the 32-inch storm drain pipe shows multiple rapid drops in flow rate followed by rapid increases that are indicative of a flow restriction due to backwater from downstream. The calibrated model peak flow rates are within +/- 1.5 cfs of observed flow rates, compared with +/- 40 cfs prior to calibration. Figure 2-3 Observed and modeled flow rates at the Waste Water Treatment Plant driveway 96-inch culvert during June 4, 2018 storm event 0 20 40 60 80 100 120 6/4/18 0:00 6/4/18 6:00 6/4/18 12:00 6/4/18 18:00 6/5/18 0:00Flow (cubic feet per second)Uncalibrated Model Results Observed Flow Calibrated Model Results Section 2 Existing Conditions Assessment Tighe&Bond Hockanum Road Flood Pumping Station Evaluation 2-7 Figure 2-4 Observed and modeled flow rates at the 32-inch storm drain pipe downstream of the Waste Water Treatment Plant driveway during June 4, 2018 storm event 2.1.1.4 Results The calibrated HEC-HMS model was analyzed using the above described hydrologic and hydraulic values and methodology. The anticipated runoff to the pumping station caused by 10-year frequency 24-hour storm event is 350 cfs. Table 2-1 summarizes the computed 10-year frequency storm peak flows and design peak flows from this study with previous interior drainage studies at the pumping station. The proposed 10-year frequency storm event value of 350 cfs falls between the values computed from previous studies but is larger than the current design value. The drainage areas used for previous hydrologic analyses were up to 25-percent less than the current drainage area. An area weighted peak flow was calculated to provide an approximation for what the flow rate would be if the current drainage area was used for the previous studies. The computed 10-year frequency 24-hour peak storm flow of 350 cfs falls within the range of the area weighted 10-year frequency peak storm flows and design flows from the previous studies. 0 10 20 30 40 50 60 6/4/18 0:00 6/4/18 6:00 6/4/18 12:00 6/4/18 18:00 6/5/18 0:00Flow (cubic feet per second)Uncalibrated Model Results Observed Flow Calibrated Model Results Section 2 Existing Conditions Assessment Tighe&Bond Hockanum Road Flood Pumping Station Evaluation 2-8 TABLE 2-1 Interior Drainage Study Results Summary for Hockanum Road Flood Control Pumping Station Hydrologic Study Computed 10-Year Frequency Storm Peak Flow (cfs) Design Peak Flow (cfs) Calculated Drainage Area (acres) Drainage Area Weighted 10-Year Frequency Storm Peak Flow Drainage Area Weighted Design Peak Flow (cfs) 2018 (current study) 350 350 940 350 350 1983¹ (previous study) 200² 250² 700 270 340 1940³ (original study) 4004 3004 770 490 370 ¹ U.S. Army Corps of Engineers “Hydrologic Review and Analysis of Interior Drainage Facilities” (1983). ² The peak flow to the pumping station caused by a 10-year frequency storm event was computed to be 200 cfs, but to avoid reducing the design flow by more than 80% from t he original study a design flow of 250 cfs was used. ³ U.S. Army Corps of Engineers “Analysis of Design Northampton Pumping Station Item N.4-Contract” (1940). 4 The peak flow to the pumping station caused by a 10-year frequency storm event was originally computed to be 300 cfs due to a reduction of 100 cfs at the retention pond; however, this pond was removed as part of construction for the Waste Water Treatment Facility. When designing flow capacity for interior drainage, the p robable coincidence of intense local runoff during high river stage must be considered. The Northampton Flood Control System Levee is designed for the 100-year storm event occurring at the Connecticut River; however, it is unlikely that a storm event that produces a 100-year peak storm flow at the Connecticut River would also cause a 100-year peak flow for the interior drainage area simultaneously. Tighe & Bond recommends that the 10-year frequency storm event be used as the design flow rate for the Hockanum Road Flood Control Pumping Station, although the design flow rate will be increased to 350 cfs, from the current design value of 250 cfs. This increase is consistent with the increased drainage area to the pumping station since previous studies. 2.1.1.5 Conclusion An H+H analysis was performed for the pumping station using HEC -HMS, with model parameters calibrated using measured flow rates at two locations. The results of this analysis indicate that a 24-hour 10-year frequency storm event would produce approximately 350 cfs of runoff at the pumping station. This predicted flow rate is hi gher than design flow rates computed as part as previous studies; however, the increase is consistent with the increase in drainage area since the previous studies were performed. Section 2 Existing Conditions Assessment Tighe&Bond Hockanum Road Flood Pumping Station Evaluation 2-9 2.2 Pumping Station and Flood Wall Settlement Evaluation 2.2.1 Existing Subsurface Conditions Based on a review of subsurface exploration information (test boring stick logs) provided in USACE Record Drawings, the flood wall consists of an approximately 322-foot-long reinforced concrete, inverted T-shape flood wall bearing on an approximately 10 -foot- thick layer of native sands and gravels, overlying an approximately 100 -foot-thick layer of varved clay. Tighe & Bond contacted the USACE New England District’s Levee Safety Program to request more detailed test boring logs. USACE indicated that more detailed test boring logs were not available. Record Drawings show steel sheeting driven through the native sands and gravels and embedded approximately 3 feet into the varved clay layer beneath the flood wall on the riverside. One cross-section was taken through the flood wall south of the pumping station for the purposes of preparing stability and seepage analyses. Appendix B includes a figure depicting the location of this cross section. Its location was chosen based on our opinion of criticality being that is located at the interface of the flood wall and building, and at a location where bank slopes are steeper. The section was developed based on USACE Record Drawings and information provided in the USACE Analysis of Design Reports for the Northampton levee and pumping station. 2-2 presents the soil parameters used for the global stability and seepage analyses. TABLE 2-2 Soil Parameters for Stability and Seepage Analysis Material Total Unit Weight (lb/ft3) Cohesion (lb/ft2) Internal Friction Angle (Degrees) Permeability (cm/s) Concrete1 150 -- -- 1x10-10 Native Sands and Gravels 120 0 32 5x10-4 Native Varved Silt and Clay 105 500 26 1x10-6/1x10-7 Compacted Backfill 120 0 32 3x10-5 Random Backfill 120 0 32 5x10-4 Steel Sheeting1 490 -- -- 2x10-7 1Concrete and Steel Sheeting modeled with infinite strength Soil strength and permeability properties of the Native Sands and Gravels, Compacted Backfill, and Random Backfill were based on typical properties of compacted fill presented in the Naval Facilities (NAVFAC) Engineering Command Design Manual 7.02 (1986) and engineering judgement. Soil strength properties of the Native Varved Silt and Clay (i.e. Connecticut Valley Varved Clay) were conservatively estimated based on our experience with similar glaciolacustrine deposits in the area. Anisotropic permeability properties o f the Native Varved Silt and Clay were based on data published in “Geology and Engineering Properties of Connecticut Valley Varved Clay” by DeGroot and Lutenegger (2002). Permeability properties of the concrete flood wall were based on an estimated value for mature, good quality concrete, presented in the Portland Cement Association Publication Section 2 Existing Conditions Assessment Tighe&Bond Hockanum Road Flood Pumping Station Evaluation 2-10 #C890870 “Permeability of Concrete” (1988). Permeability properties of the Steel Sheeting was estimated using recommendations for computing equivalent permeability of sheeting presented in “Hydraulic Resistance of Steel Sheet Pile Joints” by Sellmeijer, Cools, Decker, and Post (1995). 2.2.2 Seepage Analysis Using Groundwater Modeling Software A seepage analysis was performed on a section of the floodwall south of the pumping station, using the finite element groundwater modeling capabilities of Slide 7.0 by RocScience. The analyses were performed assuming steady state seepage for riverside flood elevations of the design flood (El. 127.0 feet) and top of the wall (El. 130.0 feet) with a landside flood elevation of El. 109.0 feet, which corresponds to the 10-year return period design flood event for the pumping station. Design flood and wall elevations were taken from the USACE Analysis of Design and Record Drawings. The predicted phreatic surface for both scenarios drops sharply across the flood wall/ cutoff sheeting and exits the land side embankment at approximate elevation 109 feet. The calculated discharge rates for both flood scenarios are small, less than 1 cubic foot per day per foot of floodwall, which corresponds to less than 2 gallons per minute (gpm) of total seepage beneath the wall. Most of the seepage is predicted to occur through the sheet pile wall and native sands and gravels. The hydraulic exit gradient along the landside of the flood wall and the total volume of seepage flow through the embankment and foundation soils for the two flood conditions are presented in Table 2-3 below. Graphical outputs are included in Appendix B. TABLE 2-3 Seepage Analysis Results Table Item Hydraulic Exit Gradient at Landside Embankment Seepage Volume (gal/min per linear foot of embankment) Total Seepage Volume (gal/min) Design Flood <0.1 4.3x10-3 1.4 Top of Wall Flood <0.1 5.0x10-3 1.6 The U.S. Army Corps of Engineers (USACE) ETL 1110 -2-569 Design Guidance for Levee Underseepage recommends exit gradients of less than 0.5 to limit the potential for sand boils, with a critical gradient of 0.8. , The factor of safety against sand boils, calculated by dividing the critical gradient by the predicted hydraulic gradient, is greater than 8 for both flood conditions analyzed. USACE ETL 1110-2-569 does not require remediation of the landside berm when there is no history of seepage distress and c omputed exit gradients are less than 0.5. Conclusions Seepage appears to be generally manageable with the systems that are in place. There have not been observations of significant seepage reported at the flood wall or pump station, and evidence of significant seepage or piping was not observed during Tighe & Bond’s site visit. Based on the results of the seepage analysis, additional measures to cut off or collect seepage do not appear to be necessary at this time; h owever, it is Section 2 Existing Conditions Assessment Tighe&Bond Hockanum Road Flood Pumping Station Evaluation 2-11 recommended that flood wall be monitored during flood events for any changes in seepage flow. 2.2.3 Global Stability Analysis A stability analysis was performed according to the requirements presented in the USACE EM 1110-2-1902 Slope Stability manual. The guidelines provide minimum factors of safety for stability under specific loading conditions. The stability analysis was completed for three conditions: • Steady State – Assumes that the river elevation, in this case at the normal and design flood elevations, remains at that elevation for a sufficient amount of time for seepage to reach equilibrium. • Rapid Drawdown – Evaluates the stability of the flood wall while the landside flood elevation decreases from the design flood elevation to the normal water elevation as a result of discharge pumping. It was assumed that rapid drawdown on the riverside of the flood wall is unlikely, as the Connecticut River is likely to crest and fall over a long period of time such that pore water pressures would dissipate as the river elevation falls. • Seismic – Examines the stability of the flood wall during an earthquake event. Design flood elevation is not considered during this analysis as it is recognized that the probability of a flood and earthquake event occurring at the same time is extremely low. The Slide model was used to perform the global stability model utilizing the Spencer Method, which is considered a rigorous method since it satisfies both force and moment equilibrium. The analysis evaluated non-circular failure planes using an auto-refine search and optimization of the critical surface. These features help to estimate the minimum factor of safety by manipulating the failure surface geometry to its more critical state. The model was used to analyze the loading conditions listed above and to determine the factor of safety against a global failure. The seismic loading was determined using the United States Geological Survey (USGS) Seismic Design Data Sets website, which provides seismic design criteria that is derived from the 2008 USGS Hazard Data . Using the website, the peak ground acceleration (PGA) was estimated to be 0.081g. Results Table 2-4 below presents the results of Tighe & Bond’s stability analysis and compares them to the minimum recommended factors of safety (F.S.) as presented in the USACE references. Graphical output illustrating the failure planes is included in Appendix B. TABLE 2-4 Existing Conditions Stability Results Table Condition Recommended Calculated Steady State Normal 1.5 2.1 Steady State Seismic >1.0 1.2 Steady State Design Flood 1.5 2.4 Rapid Drawdown 1.3 2.2 Section 2 Existing Conditions Assessment Tighe&Bond Hockanum Road Flood Pumping Station Evaluation 2-12 Conclusions As shown in the Existing Conditions Stability Results Table above, the existing embankment configuration exceeds the recommended factors of safety under the applicable loading conditions evaluated. Therefore, modifications to improve the global stability of the flood walls are not necessary to meet current USACE design guidelines. 2.3 Architectural/Structural The pumping station was constructed in 1940 and is approximately 77-feet long x 34-feet wide, and 24-feet tall above grade. The engine room is located on the ground floor of the facility. The engines are used to power three 48-inch submersible propeller pumps located in the wet well below the engine room floor. In addition, the concrete intake and gravity outlet conduits are also located beneath the engine room floor. The boiler room and jockey pump room are located on the south end of this facility beneath the engine room floor. The building structure consists of a reinforced concrete mat foundation laid approximately 18-feet below grade. Reinforced concrete foundation walls extend up to grade on the north, south, and west sides of the building. The reinforced concrete foundation wall on the river (east) side of the building is also a flood wall and extends up from the foundation mat to 15-feet above the ground floor slab. Structural steel columns support the structural steel roof framing and concrete roof slab. The building walls consist of multi-wythe brick masonry. The walls on the north, south, and west sides of the building extend from the ground floor to the roof. The brick masonry on the east (river) side of the building extends from the top of the flood wall to the roof. We have included several record drawings in Appendix C which depict the building layout. The following is list of existing conditions observations of the architectural and structural aspects of the facility. The photos referenced throughout this list are included in Appendix C. 2.3.1 Building Exterior Brick Masonry: The exterior masonry is generally in fair to good condition and the mortar joints are in fair condition. There are several locations where the mortar is missing, or excessively deteriorated. • There is cracking in the brick masonry facade on the west elevation, at the south - west corner of the building (see Photo 1). The brick masonry should be repaired to prevent further deterioration of the wall. • There is cracking in the brick masonry facade on the north elevation, at the north- west corner of the building (see Photo 2). The brick masonry should be repaired to prevent moisture infiltration and further deterioration of the wall. • There are cracks in the cast stone architectural accent strip located in the south facade of the building (see Photo 3). The crack should be monitored annually to keep track of deterioration. In addition, the crack should be routed out and sealed with an elastomeric joint sealant. The joint sealant can be “dusted” with the stone masonry particles routed from the crack to match the color of the sealant with the color of the adjacent stone masonry. • Mortar joints in the cast stone architectural accent strip located around the perimeter of building facade are missing mortar in several locations. We recommend the joints be repointed to prevent further deterioration. Section 2 Existing Conditions Assessment Tighe&Bond Hockanum Road Flood Pumping Station Evaluation 2-13 • There is minor corrosion on the steel lintels above the doors, louvers, and glass block windows around the perimeter of the building. We recommend the lintels be surface prepped and painted to prevent further deterioration of the lintels. • The concrete landing at the base of the exterior stair located on the south side of the building is cracked. We recommend repairing the concrete landing. • There is deteriorated concrete at the top of the walls for the handhole located adjacent to the foundation wall on the south sid e of the building. We recommend that the concrete be repaired to prevent further deterioration to the structure (see Photo 4). • The three cast stone through wall roof scuppers located in the east masonry wall are severely deteriorated (see Photo 5). We recommend repairing or replacing the cast stone scuppers to match existing. • The bricks have significant deterioration at the chimney located above the roof elevation, on the south end of the building (see Photo 6). We recommend that the chimney be repaired or demolished down to the roof slab if it is no longer required. • Minor corrosion and peeling paint exists on the louvers located below the glass block on the west side of the building (see Photo 7). We recommend the louvers be painted to prevent further deterioration. Windows: The pumping station does not have standard window units. Instead, the station uses glass block units to infill openings in the masonry walls. The station has glass block in-fills on the north, south, and west building elevations. They are in fair to good condition. Several of the glass blocks have been replaced and appear to be a different style than the original glass blocks as they do not match (see Photos 8, 9, and 10). • The joint sealant around the perimeter of the glass block openings is deteriorated. We recommend that the joint sealant be removed and replaced with new joint sealant. Doors: The pumping station has hollow metal doors located on the north and south sides of the building. The direction of door swing is into the station . The calculated occupant load for the station is less than 50, therefore the doors are allowed by code to open inward. It is not clear if the doors are original. • The man door on the south side of the building is in fair condition. Corrosion is visible on the door and frame (see Photo 11). We recommend that the door and frame be removed and replaced with a new insulated hollow metal door and frame. • The double door on the north side of the building is in fair condition. Some minor corrosion is visible on the frame (see Photo 12). The double doors are in better condition than the single man-door. We recommend that the door and frame be painted to prevent further deterioration. • The caulking around the door frames is in fair condition. The caulking should be removed and replaced to provide a watertight building envelope. Section 2 Existing Conditions Assessment Tighe&Bond Hockanum Road Flood Pumping Station Evaluation 2-14 • The door hardware is old and in fair to poor condition. The hardware on the man door consists of a mortise lock, lever handles and an interior surface mounted deadbolt. The hardware on the double door consists of a mortise lock, push/pull handles, thumb latch on the active leaf, and flush bolts on the inactive leaf. The weather-stripping installed on both the man door and the double door appears to be in good condition. We recommend that the doo r hardware be replaced on both the man door and double door. Roofing System: The roof system for the pumping station is an ethylene propylene diene monomer (EPDM) rubber roof and was reportedly replaced approximately 10 years ago. • Three holes in the existing EPDM roofing were made for the purpose of sampling for hazardous materials. The sample holes were patched by a roofing contractor immediately after the sampling was completed. • The roofing appears to be in good condition. There was no evidence of leaks. EPDM roofs have a life expectancy of between 25 and 30 years. • The City of Northampton operates an ultrasonic level gauge to monitor river elevation that is maintained from the roof of the pumping station. The river gauge is mounted to a pole that is attached to the east side of the building and extends approximately five feet above the roof (see Photo 13). Currently, there are no safety measures in place along the edge of the building to protect someone from falling from the roof while maintaining the equi pment. We recommend installing railing, a tie-off point for connection to a harness that personnel should wear while maintaining the gauge, and modifying the gauge so that it swings to within the parapet for easier maintenance. 2.3.2 Building Interior The building interior floors, walls, and ceilings are in fair to good condition. There was no evidence of severe deterioration or distress of any of the major building structural elements. Engine Room: • Paint is peeling off the interior side of the exterior brick walls located on the north, south, and west walls of the engine room (see Photo 14). It appears that water infiltrated the brick masonry walls causing the paint to peel. The water infiltration may have been eliminated when the new roof was installed. We recommend further investigation and monitoring of the masonry walls to determine if the water infiltration has been eliminated. Water infiltration wi ll contribute to the deterioration the brick masonry walls. • The floor slab is in good condition with no significant cracking. • Paint on the floor slab is worn and generally in fair condition. Peeling paint exists in several locations on the floor (see Photo 15). • The east wall of the facility is a concrete flood wall that is integral to the building. The concrete wall is in good condition. There are several uniformly spaced cracks along the wall which have been filled with caulking and do not appear to be getting Section 2 Existing Conditions Assessment Tighe&Bond Hockanum Road Flood Pumping Station Evaluation 2-15 worse (see Photo 16). We recommend that the cracks be monitored for any signs of movement or further deterioration. • The ceiling of the engine room is the underside of the roof slab for the building and consists of concrete encased steel roof beams and a 6-inch thick roof slab. There is no evidence of deterioration or overstress such as spalling or cracked concrete. The underside of the roof slab does not appear to be painted and appears to be in good condition. Table 2-5 below includes recommendations for painting within the pumping station. TABLE 2-5 Painting Recommendations Table Room Floor Walls Ceiling Remarks Engine Room ✓ ✓ Paint brick walls only Lower Pump Room ✓ ✓ Boiler Room ✓ ✓ Wet Well • The engine room has a bridge crane that spans east to west and travels north and south along the length of the engine room. The bridge crane bridge beam is labeled 10-tons on the north side of the crane. There is a 2-ton hoist attached to the bridge crane hook. The bridge crane is fully operational and is in good condition . The flood station staff indicated that this bridge crane is periodically load tested. Lower Pump Room: • Approximately ½-inch of water was observed on the floor of the pump room (see Photo 17). There was no evidence of water infiltrating through cracks in the walls or the floor. The pumping station operator stated that the water was from condensation and not ground water infiltration. • A concrete support located under the discharge gate valve appears to be partially demolished (see photo 18). Reinforcing steel is exposed and corroding. We recommend determining if a pipe support is required beneath the valve. Reconstruct the support if required, otherwise demolish the remainder of the support and repair the floor slab. • The steel stairs extending down into the lower pump room are deteriorated (see Photo 19). It appears the deterioration of the stairs is related to the standing water on the floor. We recommend replacing the stairs and landings with aluminum or fiberglass reinforced plastic (FRP) stairs and landings. Boiler Room: • Approximately ½-inches of water were observed on the floor of the boiler room (see Photo 20). There was no evidence of water infiltrating through cracks in the walls or the floor. The pumping station operator stated that the water was from condensation and not ground water infiltration. Section 2 Existing Conditions Assessment Tighe&Bond Hockanum Road Flood Pumping Station Evaluation 2-16 • The steel stairs extending down into the boiler pump room are deteriorated. We recommend replacing the stairs and landings with aluminum or fiberglass reinforced plastic (FRP) stairs and landings. Wet Well and Inlet Conduit: • The wet well is located on the north end of the pumping station beneath the pump engines and right-angle drives. The wet well consists of cast-in-place concrete walls, a base mat, and concrete beams and floor slab supporting the equipment on the floor above. The concrete wall surfaces and underside of the engine room floor are generally in good condition. Minor spalling was observed on the underside of the engine room floor slab above the wet well sump (see Photo 21). Due to silt build-up on the floor of the wet well, the concrete floor surfaces couldn’t be visually examined. We recommend that the si lt be removed from the wet well so the concrete floor can be examined. • Concrete stairs located on the north end of the engine room provide access down into the wet well (see Photo 22). The concrete stair appears to be in good condition. A steel pipe rail is located on only one side (the open side) of the wet well stair and consists of a top rail and mid rail. The top rail is 3½-feet above the tread. The top rail starts 42-inches above the floor of the wet well, follows the slope of the stair, and terminates at the underside of the engine room floor slab. The pipe rail is in fair condition. 2.3.3 Counterfort Flood Walls Reinforced concrete flood walls are located on the north and south sides of the pumping station. The flood wall on the south side of the pumping station is approximately 98-feet long. The south flood wall extends southerly from the east wall of the pumping station and ties into the adjacent earthen levee. The flood wall on the north side of the pumping station is approximately 75-feet long. The north flood wall extends northerly from the east wall of the pumping station and ties into the adjacent earthen levee. The flood walls are counterfort type walls and are approximately 29-feet tall and 18-inches wide at the top. South Counterfort Flood Wall: • Spider cracking was observed on the top of the wall (see Photo 23). We recommend sealing the cracks to prevent water infiltration and deterioration of the wall. • Efflorescence was observed on the land side of the wall (see Photo 24). Efflorescence is a crystalline deposit of salts that form when water is present in concrete or masonry that has a white or greyish tint and consists of salt deposits left behind when water evaporates. The efflorescence is most likely caused by water infiltration through the cracks located along the top of the wall. We recommend eliminating water infiltration into t he wall by sealing the cracks in the top of the wall and applying a protective coating to the wall surfaces. Counterfort Flood Wall Section 2 Existing Conditions Assessment Tighe&Bond Hockanum Road Flood Pumping Station Evaluation 2-17 • The vertical construction joints located on the landside of the wall are missing joint sealant (see Photo 25). We recommend installing backer rod and joint sealant to prevent water infiltration and deterioration of the concrete. • There is a misalignment of the horizontal rustication strip on either side of the vertical construction joint located on the land side of the wall of approximately 2 inches (see Photo 26). The misalignment indicates a small amount of differential settlement between the wall sections. We recommend monitoring the section of wall for continued movement. • The concrete surfaces of the wall were sounded at random locations on both the river and land sides of the wall. We listened for “hollow” sounding concrete which typically indicates that the concrete has delaminated from the reinforcing steel. No areas were discovered that sounded “hollow” on the land side of the wall. Several areas on the counterforts were found that sounded “hollow” on the river side of the wall. We recommend that the hollow sounding concrete be removed, and the surfaces be repaired with polymer modified concrete. • Graffiti was observed on the flood wall and counterfort surfaces located on the river side of the wall (see Photo 27). We recommend removing the graffiti. • Efflorescence was observed on the river side of the wall and the counterforts (see photo 28). As previously stated, the efflorescence is most likely c aused by water infiltration through the cracks located along the top of the wall. We recommend eliminating water infiltration into the wall by sealing the cracks in the top of the wall and applying a protective coating to the wall surfaces. North Counterfort Flood Wall • Spider cracking was observed in the top of the wall. We recommend sealing the cracks to prevent water infiltration and deterioration of the wall. • One of the horizontal construction joints located on the top of the wall was slightly misaligned (see Photo 29). The misalignment could indicate differential settlement between the wall sections. We recommend monitoring the section of wall for continued movement. • The concrete surfaces of the wall were sounded at random locations on both the river and land sides of the wall. We listened for “hollow” sounding concrete which typically indicates that the concrete has delaminated from the reinforcing steel. No areas were discovered that sounded “hollow” on either side of the wall. • Graffiti was observed on the flood wall and counterfort surfaces located on the river side of the wall (see Photo 30). We recommend removing the graffiti. • Minor efflorescence was observed on the river side of the wall and the counterforts. We recommend eliminating water infiltrati on into the wall by sealing the cracks in the top of the wall and applying a protective coating to the wall surfaces. Section 2 Existing Conditions Assessment Tighe&Bond Hockanum Road Flood Pumping Station Evaluation 2-18 2.3.4 Intake Structure The Reinforced concrete intake structure is located on the west side of the pumping station. The Intake structure consists of a bar rack and sluice gate structure located at the entrance to the intake conduit (see Photo 31). • The steel pipe rail around the sluice gate structure and steel access ladder has visible corrosion (see Photo 32). We recommend preparing the steel surfaces and painting the guard rail and ladder with an epoxy paint. • The steel floor plate on the sluice gate structure is also corroded (see Photo 33). We recommend preparing the steel surfaces and painting the floor plate with an epoxy paint. • A minor crack and concrete spall were observed at the northeas t corner of the sluice gate structure (see Photo 34). We recommend that the concrete be repaired to prevent further deterioration to the structure. • Efflorescence was observed on the wing wall located adjacent to the bar rack on the south side of the intake structure (see Photo 35). The efflorescence is most likely caused by water infiltration through cracks located along the top of the wing wall. We recommend eliminating water infiltration into the wall by sealing the cracks in the top of the wall and applying a protective coating to the wing wall surfaces. 2.4 Underground Fuel Storage Tanks Two underground storage tanks (USTs) are currently located at the Hockanum Flood Pumping Station. These tanks are not the original tanks that were constructed with the facility in 1940 and were installed in 1988. They are located outside the south entrance of the station. Tighe & Bond has been providing UST compliance services to the City for numerous years to meet the requirements of 310 CMR 80.00. These services include Class A and B UST Operator services and Third-Party Inspections. The existing UST system details are detailed below. • 3,000-gallon gasoline UST o Stores fuel for the gasoline engine-driven pumps and generator at the flood control pumping station o Installed 9/1/1988 o Tank is constructed of double-walled steel. ▪ The MassDEP Data Management System (DMS) and previous Third- Party Inspection Reports identify the tank as being constructed of fiberglass. However, our review of photographs provided by the Ci ty 3000 Gallon UST's (at the time of installation) Section 2 Existing Conditions Assessment Tighe&Bond Hockanum Road Flood Pumping Station Evaluation 2-19 indicate that the tank is likely constructed of steel. Recent cathodic protection tests and the current interstitial leak sensor support the conclusion that the tank is constructed of steel. o Tank leak detection is continuous interstitial monitoring. o The piping is constructed of double-walled flexible composite piping and appears to be upgraded from the original piping. o The piping is not protected by a leak detection sensor. The MassDEP DMS states that the piping is installed as a European Suction system. Piping check valves are located in the piping sump, indicating that the installation is not consistent with European Suction requirements; therefore this is not the proper designation for this system. o Tank overfill protection is provided by an automatic shutoff valve o Spill prevention is provided by a three gallon spill bucket. • 3,000-gallon diesel fuel UST o Stores fuel for the diesel engine-driven pump at the flood control pumping station o Installed 9/1/1988 o Tank is constructed of double-walled steel. ▪ The MassDEP Data DMS identifies the tank as being constructed of fiberglass. However, our review of photographs provided by the City indicate that the tank is likely constructed of steel. Recent cathodic protection tests and the current interstitial leak sensor support the conclusion that the tank is constructed of steel. o Tank leak detection is continuous interstitial monitoring. o The piping is constructed of single-wall steel. o The piping is not protected by a leak detection sensor and requires periodic tightness testing. o Tank overfill protection is provided by an automatic shutoff valve o Spill prevention is provided by a three gallon spill bucket. Our understanding of the UST systems detailed above is based on the UST compliance services we provide to the City, periodic site visits, and observations and discussions with City personnel who are knowledgeable about the UST systems, and the information within the MassDEP DMS, as well as record drawings for the Flood Pumping Station. The industry standard for UST system life expectancy is 30 years. Based on available records the two 3,000-gallon steel tanks are 30 years old and are operating correctly. However, UST system reliability is significantly compromised with age. To increase reliability and reduce the potential for a release of petroleum to the environment, we recommend that the City replace these tanks or take them out of service. We recommend that the City maintain compliance with 310 CMR 80.00 until the tank systems are replaced or taken out of Section 2 Existing Conditions Assessment Tighe&Bond Hockanum Road Flood Pumping Station Evaluation 2-20 service; including Class A/B and C operator services, maintenance of the leak detection systems, maintenance of the cathodic protection systems, Stage I Vapor recovery testing (gasoline UST) and Third-Party Inspections. 2.5 Mechanical Equipment Much of the mechanical equipment located within the pumpi ng station is original to its construction. The station consists of the following equipment: • One diesel powered engine • Two gasoline powered engines • One electric powered pump motor • Three right angle drives • Three vertical turbine (propeller) pumps • One wet well dry pit centrifugal pump • One electric sump pump in the wet well • Three 48-inch gate valves • Three 48-inch flap valves • Two 16-inch gate valves • One 16-inch flap valve • Two sluice gates • One wet well influent screen During low flow periods, the pumping station operates by allowing gravity fed flow through the bypass channel. When the Connecticut River water level rises, the bypass channel is isolated by closing the discharge sluice gate. The wet well sluice gate is then opened allowing flow to be pumped through the pumping station to the Connecticut River. The pumping station utilizes a 16- inch dry pit centrifugal pump as a “jockey” pump to handle moderate flows. This pump is rated for 6,000 gallons per minute (gpm) at 24-feet of total dynamic head (tdh). At periods of higher flows, the pumping station will utilize its 48-inch propeller pumps. Each of these pumps are rated for 50,000 gpm at 20.5-feet of tdh. The following observations of the mechanical equipment were noted by Tighe & Bond and New England Pump and Valve during a site visit on July 27, 2018. Additionally, the observation report from New England Pump and Valve is included in Appendix D. Engines and Right-Angle Drives 16-inch Jockey Pump Section 2 Existing Conditions Assessment Tighe&Bond Hockanum Road Flood Pumping Station Evaluation 2-21 2.5.1 Gasoline and Diesel Engines The flood station still utilizes two Sterling Viking II, 425 horsepower ga soline fueled engines. These two engines are original to the station. Although they appear to be in fair physical condition, they are considered to be less than adequate in terms of operability and reliability for several reasons. Their age, antiquated technology (ignition system/cooling system), and the need for a skilled operator to run them are all variables which make reliable operation difficult. In addition, during a test run observed, the number 1 engine had significant backfiring and sputtering after initially starting. Starting the engine also was difficult. Operators indicated that once fully warmed up, the engines smooth out and run better. In order to start these engines, operators need to turn the potable cooling water on, prime the engine, and maintain the throttle to have a successful start. Having potable water as the cooling source is not only environmentally hazardous as it discharges warm water to the river, should an operator forget to turn the cooling water flow on before starting the engine, engine failure would likely occur. In fact, this is why engine #3 was replaced with the diesel unit in 1988. Another concern with the potable cooling water is that the station is relying on having continuous potable water service. Should a water main break onsite or there be another instance of loss of potable water, the station cannot cool the engines, and therefore cannot operate. There is a valve that was original to the station that made it possible to switch cooling water sources from potable to river water. It was reported that this valve was either disabled or is inoperable. Regardless, this should not be put back into services as current building code would not allow this situation (warm water discharge to the river). It is likely that spare parts for these engines are unavailable off the shelf and would need to be custom machined if possible at a significant expense. Although these engines are operating currently, we do not recommend that they remain in service for many more years. 1 of 2 425 HP Gasoline Engines Section 2 Existing Conditions Assessment Tighe&Bond Hockanum Road Flood Pumping Station Evaluation 2-22 As noted previously, the #1 engine was replaced with a Caterpillar Diesel unit in 1988. This engine is 359 horsepower and has a gear reduction drive and clutch prior to the right- angle drive to match the original RPM of that the vertical turbine pumps ran at with the original gasoline engine. This engine is in excellent physical condition, runs very well based on a test run performed, and is of similar technology of newer di esel engines. This engine includes a block heater to aid in quick winter time startups. It also is cooled by potable water. Parts are available for this engine and it can be serviced and stay in service for many more years. Tighe & Bond took oil samples from all three engines and sent them to Blackstone Laboratories for oil analysis testing. This type of test is typically performed to determine the remaining usable life of oil that is in service but can also provide useful information that can be indicative of overall internal engine condition. Four tests were performed on each of the three samples (one for each engine) as follows: • Spectral Exam – This establishes the levels of metals, silicon, and additives present in the oil. It also checks for the presence of coolant in the oil. • Viscosity – This determines the viscosity grade of the oil. • Insolubles – This quantifies the percentage of solids present in the oil. • Flashpoint – This determines the temperature at which the vapors from the oil will ignite. When the flashpoint is lower than it should be, the presence of fuel is likely. 359 HP Caterpillar Diesel Engine Section 2 Existing Conditions Assessment Tighe&Bond Hockanum Road Flood Pumping Station Evaluation 2-23 The engine oil analysis reports for each engine are included in Appendix D. These reports include some narrative describing the results, a list of elements and properties for the oil, and test results as well as typical ranges for comparison. All three oil samples indicate that the oil can remain in service, and that there is nothing alarming in terms of questionable internal engine condition. The following provides additio nal information regarding each element listed in these reports and what engine internals they typically come from: • Aluminum – Pump vanes, pistons, valves, and contamination • Chromium – Ball and roller bearings, and hydraulic rams • Iron – Any steel part including rotating shafts, valves, and contamination • Copper – Brass or bronze parts, bushings, valves, oil coolers • Lead – Friction bearings, solder, component in bronze wear (copper) • Tin – Bearings, bronze or brass components, anti -wear coatings • Molybdenum – Anti-wear additive, grease additive • Nickel – Trace elements in steel alloys • Manganese – Grease additive • Silver – Trace element, rarely found • Titanium – Trace element, rarely found • Potassium – Common oil additive, also shows coolant contamination • Boron – Occasional oil additive, also shows coolant contamination • Silicon – Abrasive dirt, sealers, gaskets, and anti -foam additive • Sodium – Contamination from coolants and other sources • Calcium – Common oil additive • Magnesium – Common oil additive • Phosphorus – Common oil additive • Zinc – Anti-wear additive, component of brass (with copper) • Barium – Oil additive, common to synthetic oils 2.5.2 Right-Angle Drives The pumping station utilizes three Philadelphia Gear Works right-angle drives which direct horizontal rotational power to vertical rotational power which turn the vertical turbine pumps. These right-angle drives are original to the station and are rated at 475 Horsepower. Each drive has a pressure oiling system that is operated by a belt that attaches to a pulley on the driveshaft. Although there are several seals that are leaking, and some leaks in the oiling unit, these drives are in exceptional condition. During our observation Right-Angle Drive Nameplate Section 2 Existing Conditions Assessment Tighe&Bond Hockanum Road Flood Pumping Station Evaluation 2-24 visit, the inspection plate was removed from the #1 drive, and the “setup paint” on the gears was still intact. This is indicative of relatively lower overall hours and minimal gear wear. Based on discussions with the representative from New England Pump & Valve Company who attended the existing conditions observation visit, these drives can be fully re-built if needed in the future. In addition, a more reliable oiling system can be installed that does not rely on belts and pulleys. 2.5.3 Propeller Pumps The station has three Worthington Pump and Machinery Corporation propeller pumps which are original to the station. They were originally designed using a combined 300 cfs as the design flow rate. Tighe & Bond and New England Pump and Valve performed a visual inspection of all visible aspects of these pumps, as well as an internal inspection of Pump #1 (entering from the discharge pipe). The pumps appear to be in average condition for their age and amount of use. Pump #3 which is powered by the diesel engine, was able to be rotated by hand freely once the clutch was disengaged. Moving a piece of equipment of this size manually implies that bearings are likely in good condition. The exterior of the pumps as observed in the wet well are in fair condition. There is surface rust and what appears to be limited section loss. The interior of Pump #1 showed more corrosion than the outside housings. There is a significant amount of section loss (up to ¼” in some areas). The impellers are bronze and in overall good condition. The leading edges of the impeller has dings likely from debris. Pump #3 was also observed to have a partially broken swirl vane. Lastly, it is apparent that the pump housing is a custom fabricated piece, with several pieces of steel that are welded into place to reduce flow losses, and to accommodate the pump internals. It is assumed that the interior of the other two pumps are in similar condition but were not accessible to inspect. Overall, the major components of the pumps are in working condition. Automatic Oiling System Right-Angle Drive #2 Pump #1 Bronze Impeller Pump #1 Interior Corrosion Section 2 Existing Conditions Assessment Tighe&Bond Hockanum Road Flood Pumping Station Evaluation 2-25 2.5.4 Dry Pit Centrifugal Pump For low flows, the pumping station has a dry pit centrifugal pump made by Worthington Pump and Machinery Company. It is a 16-inch pump that is powered by a 50 horsepower electric motor, and i s capable of pumping at a rate of 6,000 gpm (13.36 cfs) and is original to the station. An operator from the City indicated the motor and pump operate reasonably well but are very old. Significant corrosion and leaks from the packing box were observed. Based on the hydraulic elevation of this pump, it often experiences wet and then dry conditions as the river elevation rises and falls. We did not not observed the interior of the pump, but expect that a similar amount of corrosion could be inside this pump as observed in Pump #1. 2.5.5 Sluice Gates and Gate Valves There are five main valves which control this station. Three gate valves exist on the 48-inch discharge piping from the main pumps, as well as the gravity channel inlet and outlet sluice gates made by Chapman Valve Company that are original to the pumping station. The valves are constructed of heavy duty cast iron with bronze seating surface inserts. The three 48-inch gate valves reportedly stay open most of the time, however are exercised frequently (several times/year) to maintain their operation. When inside the Pump #1 discharge pipe, the internal guides and seating surfaces were observed. Both had significant corrosion but appeared to be in good condition overall. The sluice gates were able to be observed in their closed positions. Minimal leakage was observed, and their lead screws, and guide rails were observed to be in good condition. Significant corrosion was observed on some of the hardware near the bottoms of the sluice rails. Worthington Dry Pit Pump 48-inch gate valve internals Inlet Sluice Gate Leak Section 2 Existing Conditions Assessment Tighe&Bond Hockanum Road Flood Pumping Station Evaluation 2-26 2.5.6 Discharge Flap Valves On each discharge pipe of both the main 48-inch diameter pumps and the 16-inch diameter jockey pump, there exists backflow flap valves made by Chapman Valve Company, (4 total). These valves are robust and made from cast iron with bronze seats for the sealing surface. The larger flap valves are in good condition with minimal corrosion. The far right flap valve for Pump #1 in the adjacent photo was propped open during a site visit, so the bronze seat was visually inspected and appeared to be in good condition. Additionally, when performing a test run on this pump, the valve was observed to open and close as designed. On the far left in the adjacent photo, the 16-inch flap valve is partially submerged. Due to the more frequent water exposure, this valve had more corrosion than the others, and is in fair to good condition. Pump station staff indicate that all the valves function properly. 2.5.7 Inlet Screen A steel inlet screen is situated upstream of the gravity fl ow channel and sluice gate which, when the sluice gate is open, allows flow into the wet well. This screen, although currently operable, is in poor condition. The steel has significant section loss due to corrosion to the point that several members are no longer continuous. The hand operated winches appeared to be in good condition and operate well according to pump station staff . Steel Pump Station Inlet Screen 1 Discharge Flap Valves Section 2 Existing Conditions Assessment Tighe&Bond Hockanum Road Flood Pumping Station Evaluation 2-27 2.6 Fire Protection The two gasoline driven pump engines and generator are protected by fire extinguishing equipment that is original to the station. There are four carbon dioxide gas tanks located on the south wall of the pumping station, which manifold together and connect to a release valve station. The system is entirely manually operated from this valve station. Each gasoline driven piece of equipment has its own release valve. Piping from the valves is routed down through the floor and distributed through the wet well up to each pump engine and the generator. The piping is then distributed to four nozzles surrounding each piece of equipment. The piping, valves, and nozzles are all original and there is minimal observed surface rusting or corrosion of the system in the engine room. The condition of the pipe interiors or the pipe within the wet well could not be determined during the site visit. The original carbon dioxide tanks were replaced, and have been maintained, serviced, and tested since their replacement. 2.7 Plumbing The pumping station has domestic water, sanitary sewer, and natural gas services. The domestic water and sanitary sewer systems are original. The domestic water service is a 1½-inch copper pipe that enters the pumping station through the north wall in the lowe r level boiler room. The domestic water is metered and protected by a backflow preventer. Both devices are housed in the lower level boiler room at the water service entrance. Water is distributed throughout the pumping station to various plumbing fixtures such as a water closet and lavatory on the engine room level. There are multiple internal hose bib connections on each level and one exterior hose bib connection. The domestic water connects to the engine cooling systems for the engines and generator. These cooling systems are protected by an inline pressure reducing valve. The domestic water also connects to the steam boiler for makeup water. This system has been shut off at the valve since the steam boiler is no longer functional. Hot water is generat ed by an Ariston mini tank electric water heater and only provides hot water to the lavatory. Fire Protection CO2 Cylinders Fire Protection Valve Manifold Section 2 Existing Conditions Assessment Tighe&Bond Hockanum Road Flood Pumping Station Evaluation 2-28 An emergency pump for the engine cooling system is housed in the lower level boiler room. This system has been disconnected from the cooling water distribution sy stem as it is believed the pump is no longer functional. The supply for the emergency water pump system is piped to the exterior through the south side of the pumping station and draws water from the levee side of the pumping station (river water). The sanitary sewer service is a 4-inch cast iron pipe that exits the pumping station through the west wall in the lower level. The water closet and lavatory are the only items connected to the sanitary sewer. This system is vented through the roof by a 4-inch vent pipe. A submersible sump pump is located in the wet well and the discharge is through a hose which connects to a through wall pipe on the upper level . The sump pump pumps remaining water from the wet well to the river after the main pumps shut down. The natural gas meter is located on the west exterior wall of the pumping station. An unpainted 1¼-inch carbon steel pipe routes up the exterior of the west wall and penetrates the wall entering the pumping station. There is no natural gas regulator. The natural gas system is distributed throughout the pumping station and is connected to two gas fired unit heaters; one heater is located on the west wall and the other is on the east wall. The 1¼-inch pipe penetrates the west wall near the unit heater. A 1-inch pipe branch connects the unit heater to the 1¼-inch service. The pipe reduces from 1¼-inches to 1-inch and is routed to the north wall, along the north wall, and connects to the unit heater on the east wall. It is assumed the gas system in the pumping s tation is a low-pressure system, less than 7-inches water column since there is no regulator present at the building. 2.8 Electrical The electrical distribution system at the pumping station is a 240V, 3 phases, 3 wire system comprised mostly of original equipment installed when the station was first built in 1940. Power at the station is currently supplied by the three-pole mounted, 25KVA (kilo-volt-amp) utility transformers on a nearby pole located across the driveway from the station. The power enters the pumping station via a main disconnect switch and utility meter housed in the basement (in the old boiler room). It is then distributed to the various station equipment loads throughout the switchboard on the ground floor. The switchboard is original to the pumping station. Switchboard/Motor Control Center Section 2 Existing Conditions Assessment Tighe&Bond Hockanum Road Flood Pumping Station Evaluation 2-29 A 93.8 KVA gasoline generator provides backup power to the switchboard if needed. The pumping station power can be switched from utility to generator using the main utility and main generator circuit breakers located in this switchboard. The gasoline generator is original to the pumping station. When the switchboard was originally installed, it appears there were two utility power sources (services), one for lighting and another for other loads. In the switchboard, there is a manual transfer switch dedicated to lighting, allowing the lighting power to be transferred from utility to generator independently from the main pumping stations power. Years after the pumping station was built, additional electrical distribution equipment was installed in the basement. We believe this equipment was added to modify how power was either distributed to or supplied into the station. However, the purpose or r esult of this modification is unclear. We speculate based on the labels, that the pumping station either provided power to or demanded power from a building at the WWTP at one point. This might be the case because there is a manual transfer switch labeled “Treatment Plant Main Switch” located in the station basement, which appears to allow the selection of one of the two power sources. One source is labeled “GEN” (generator) while the other is labeled “Power Co”. The purpose of this switch is unclear and its current functionality is indeterminate. There are two small panelboards on the side of the switchboard, that appear to be 1980’s vintage. One of the panelboards is 120V, single phase and the other is 240V, 3 phase, according to the nameplates. Panelboards that contain only 120V, single phase power are very uncommon. We believe the 120V single phase panelboard was mislabeled and likely contains 12-/240B single phase power. The original electrical service equipment is a safety hazard, especially since the floor in the old boiler room appears to be consistently covered with water. Conduit on the ground floor is in good physical condition. Conduit in the basement level is in fair condition. Conduit on the front of th e building exterior for the exterior lighting is in poor condition. Gasoline Generator Electric Service Gear in Boiler Room Section 2 Existing Conditions Assessment Tighe&Bond Hockanum Road Flood Pumping Station Evaluation 2-30 In addition to our review of the existing electrical infrastructure at the facility, Tighe & Bond contracted with Elm Electrical to have additional testing and investigations completed on the motor control center (MCC). Elm performed the following tasks: • Infrared Scanning – this identifies potential overloaded circuits and other resistance problems • Electrical testing to evaluate voltage, amperage, and power factor • Evaluated condition and capacity • Performed cleaning and preventative tasks (tightening lugs etc.) • Compared nameplate capacity versus load conditions As a result of this work, Elm determined that all major components of the MCC are in good, operable condition. The equipment is very old however, and Tighe & Bond has identified some safety and code issues described below. See the ELM testing report in Appendix E. 2.8.1 Other Electrical Equipment Assessed Lighting: Lighting in the pumping station is old and inefficient. The lighting on the ground floor is mounted high above the floor and is difficult to access. Switches and Receptacles: Light/toggle switches and receptacles throughout the station are generally in fair condition but are old. One toggle switch and the associated enclosure (located in the North-East corner on the ground floor) is in poor condition. Sump Pump Electrical: The sump pump is equipped with a newer wall mounted motor starter, which is in good condition. Gate actuator electrical: The electrical equipment for the gate actuators is integral to the actuators and is original to the station. This equipment is old, obsolete, and finding suitable replacement parts is likely infeasible. Security: The station has a security system consisting of a door contact on the man door and a motion sensor. It is our understanding that this system works and activates an audible alarm. Door Bell: The station has a doorbell connected to a large bell in the building. Phone System: The station has a telephone system connected to a bell and red light mounted above the stairs to the lower l evel. Fuel monitoring: There is a fuel monitoring system, which monitors fuel level in the gasoline and diesel tanks; this system is operational but is also old. Section 2 Existing Conditions Assessment Tighe&Bond Hockanum Road Flood Pumping Station Evaluation 2-31 2.8.2 Electrical Code Violations • The electric pump motor on the ground floor is wide open without safety shielding. Live electrical parts are exposed and easily accessible (as well as rotating parts of the motor). This poses a life safety hazard. • The generator alternator is wide open without safety shielding. Live electrical parts are exposed and easily accessible. This poses a life safety hazard. Section 2 Existing Conditions Assessment Tighe&Bond Hockanum Road Flood Pumping Station Evaluation 2-32 • There is a resistor bank located high on the wall behind the switchboard that has no enclosure. Live electrical parts are exposed and poses a life safety hazard. • Emergency lighting: There are insufficient quantity of emergency lighting units in the station to meet code requirement. • Exit Signs: There are no illuminated exit signs in the station, which are required by code. • There are no GFCI (ground fault circuit interrupter) receptacles in the basement, which poses a safety hazard especially since the basement floor is covered with water. Code requires receptacles in below-grade and wet locations to be GFCI type. 2.8.3 Additional Electrical Issues/Concerns ▪ The electrical distribution equipment located in the basement is susceptible to flooding. This critical equipment should be placed above grade if possible. ▪ The office in the pumping station has a power circuit that feeds the lighting, miscellaneous power, and heating equipment. This circuit is overloaded as the circuit breaker feeding it trips at times when the heater is operating. ▪ There is no electrical surge protection in the station. Operators indicated that surges have not caused problems in the past, but it should be noted that newer electrical equipment is more sensitive and susceptible to being damaged by surges. ▪ The backup cooling water pump is not operational and is currently disconnected. When it was last connected, the motor made a humming sound, but did not rotate. This indicates power is reaching the motor, but either the motor or pump is seized. Section 2 Existing Conditions Assessment Tighe&Bond Hockanum Road Flood Pumping Station Evaluation 2-33 2.9 Heating, Ventilation, and Air Conditioning (HVAC) The pumping station is heated by two Modine, 200 MBH (Thousand BTU per Hour) gas fired unit heaters located in the engine room. According to the staff, the unit heaters are approximately 8-10 years old. Both unit heaters are in good condition and controlled by individual Honeywell thermostats. There is also a plug-in electrical space heater present in the enclosed office. However, there is no heat in the below grade boiler room or the mixed flow pump room. According to the staff, the office, lavatory, below grade boiler room, and mixed flow pump room can get cold at times. There is an abandoned HB Smith steam boiler housed in the boiler room and abandoned steam piping in the pumping station. We recommend that the abandoned boiler and piping be removed from this facility. The engine room is ventilated with a small roof mounted exhaust fan and controlled with a wall mounted on/off switch. The fan is operational but appears to be original and in poor condition. A gravity backdraft damper is located at the inlet of the fan. Ov er time, the backdraft dampers may not fully close thus allowing heat to escape during the winter. The fan appears to be drastically undersized to adequately ventilate the space. The two 48-inch x 14-inch intake air louvers that would otherwise allow outsi de air to enter the engine room when the exhaust fan is running are sealed from the inside. According to the staff, the engine room can get very hot in the summer, especially when the engines are in operation. The wet well is ventilated with an exhaust fan mounted on a pad in the engine room. The fan is operational but appears to be original and in poor condition. The wet well exhaust fan discharges to a wall louver adjacent to the fan. An intake duct travels from a gooseneck on the roof down to the wet well to allow outside air to enter the wet well. The office/lavatory room is ventilated with a ceiling mounted lavatory exhaust fan, located in the office space. It appears the fan discharges to the engine room and not the outdoors. The fan was not operational during our site visit. We recommend replacing ventilation fans with ones appropriately sized for the various spaces for which they ventilation. 2.10 Hazardous Building Materials Assessment (HBMA) Tighe & Bond performed a pre-demolition Hazardous Building Materials Survey to provide the City with information about what this facility may contain regarding hazardous materials. This information will be useful when scoping potential future demolition, upgrades, or building replacement work. The following sections describe the HBMA work completed and the subsequent results. Natural Gas Unit Heater Section 2 Existing Conditions Assessment Tighe&Bond Hockanum Road Flood Pumping Station Evaluation 2-34 2.10.1 Asbestos Survey An asbestos assessment was performed throughout accessible interior and exterior areas of the pumping station. Bulk samples of suspect regulated asbestos containing materials (RACM) were collected from each homogenous group of materials in general accordance with standards described in the Environmental Protection Agency (EPA) Asbestos Hazard and Emergency Response Act (AHERA) Regulations. A minimum of three samples of each suspect homogenous group of materials are typically collected (contingent upon quality) to confirm or deny the presence of asbestos content in the materials. The suspect RACM is considered negative for asbestos only when the results of all samples indicate no asbestos detected above the Massachusetts Department of Environmental Protection (MassDEP). Threshold of 1% or greater asbestos content. Following collection, bulk samples were submitted to ProScience Analytical Services (PAS) of Woburn, Massachusetts for analysis via polarized light microscopy (PLM) with dispersion staining in accordance with the EPA/600/R-93/116 method. PLM analysis is effective but occasionally provides false positive results with certain non-friable and roofing materials. One sample of roofing cement reported trace asbestos in the sample therefore the same sample was subject to more statistically reliable transmission electron microscopy (TEM) analysis in accordance with the New York State Transmission Electron Microscope Method for Identifying and Quantifying Asbestos in Non-Friable Organically Bound Bulk Samples. The results of TEM testing confirmed the absence of asbestos content from the roofing material. Material locations sample numbers, quantities and specific comments relative to materials observed are displayed in Appendix F Asbestos Inventory. The PAS asbestos laboratory report is included in Appendix F. The asbestos containing materials found throughout the structure must be removed by licensed asbestos contractors prior to any activity that has the potential to render these materials friable. We also recommend the following general requirements: 1. If extensive renovation or demolition is planned, subsequent asbestos inspection is necessary in those areas that were concealed or require selective demolition to access. Examples of those areas include, but not limited too; foundation mastics, weep flashing, weatherproofing behind building façade. 2. A standardized Scope of Work/Specification should be established for the removal of asbestos containing materials at the pumping station. We recommend that the specification be developed by a licensed asbestos designer and it should address such important issues as regulatory requirements, insurance requirements, notification procedures, air sampling requirements and other pertinent abatement information. Any employees who may work in this structure should be notified that asbestos containing materials are present and to not disturb them without proper training. 2.10.2 Lead Based Paint Survey The Occupational Safety and Health Administrations (OSHA) 1926.62 Lead in Construction regulations require worker protection and the use of certain work practices if lead paint is disturbed during a renovation. The lead paint must also be handled in accordance with the Environment Protection Agency’s Renovation, Repair and Painting Program, as well as other State and Federal regulations. Section 2 Existing Conditions Assessment Tighe&Bond Hockanum Road Flood Pumping Station Evaluation 2-35 Paint samples were collected from representative paint systems associated with the pumping station and were submitted to PAS for analysis using the SW846 -7420/3051 method. A summary of those test results, and the PAS laboratory Report are presented in Appendix E. The Federal Department of Housing and Urban Development (HUD) defines lead containing paint as those that contain greater than 0.5% lead by weight in the paint mixture. The test results in Appendix E reported that two of the four samples contain exceedances of the 0.5% lead by weight threshold in the samples analyzed. Please note that paint can also contain other hazardous constituents such as cadmium, chromium, mercury, PCBs, etc. which were not evaluated as part of Tighe & Bond’s scope of work for this survey. In summary, when planning for a renovation or demolition, it shall be assumed that all painted finishes contain lead paint and other contaminates , and all contractors shall protect their workers accordingly. Given the extensive amount of painted construction material waste that could be generated during a renovation or demolition, we recommend that a Toxicity Characteristic Leaching Procedure (TCLP) Testing be performed of anticipated waste streams prior to contractor bidding/sel ection to determine if the lead is in exceedance of the 5.0 milligrams/liter (mg/L) TCLP threshold. If TCLP lead above the regulatory threshold is discovered, it is likely that the contractor will need to manage the identified waste stream(s) as a hazardous waste. TCLP sampling requires selective demolition of many painted components throughout the building and therefore should be scheduled for collection once the building plans are known. 2.10.3 Hazardous Materials/Components Tighe & Bond performed a visual inspection of building equipment and materials that could contain hazardous components and have the potential for disturbance during a renovation or demolition project. A summary of those observed materials is presented in Appendix E, Hazardous Material Results Table. Most the inspected materials are considered a universal waste; however, they should be removed / recycled or disposed of by trained personnel prior to disturbance. Sampling and analyses of suspect hazardous materials were not performed as part of this scope of services. 2.10.4 Polychlorinated Biphenyls (PCBs) in Building Materials PCBs in building materials have received extensive attention over recent years by environmental regulators, consultants, and contractors, and PCBs are increasingly being identified in buildings that may undergo demolition or renovation. Buildings/structures that were constructed (or renovated) between the 1950s and the late 1970s have a greater potential to contain PCBs in certain building materials. It is important to note that EPA regulations which govern the Toxic Substance Control Act (TSCA) requirements including PCBs and PCB Bulk Product Wastes, do not require sampling for PCBs prior to building demolition or renovation. Therefore, there is no current regulatory requirement to sampl e for PCBs (local, State or Federal). Section 2 Existing Conditions Assessment Tighe&Bond Hockanum Road Flood Pumping Station Evaluation 2-36 Regardless of the regulatory sampling requirements, many waste/recycling receiving facilities may request PCB sampling to be performed. If it is suspected that PCBs could be present, it is important to also mitigate potential human health and safety risk t o renovation/demolition contractors and owners’ potential liability associated with the proper recycling/disposal of certain generated renovation/demolition waste materials. Based on Tighe & Bond’s research and site observations, the building appears to be original construction and has not undergone any significant renovation activities since. Our field observations suggest there may be a presence of suspect PCBs in the form of window / door frame caulking and interior paint. Although the building was constructed when PCB in building material use was uncommon, we recommend that if a renovation or demolition is planned for the building in the future, suspect PCB building materials management is performed. There are several different best management practices to consider; however, each are predicated upon whether a building is being renovated or demolished. These decisions help determine which PCB management practice would be most effective. In summary, if planning for a renovation or demolition, we recommend including PCB management as part of the project design. Although this initial HBMA was comprehensive, it was limited to accessible areas of the structure and shall therefore not be considered as a project design for hazardous material abatement. If renovation or demolition of the building are planned, supplemental hazardous material investigation will be necessary. Tighe&Bond 3-1 Section 3 Alternative 1 - Maintain Existing Pump Station Tighe&Bond 4-1 Section 4 Alternative 2 - Refurbish Existing Pumping Station Tighe&Bond 5-1 Section 5 Alternative 3 - Replace Existing Pumping Station Tighe&Bond 6-1 Section 6 Recommendations Tighe&Bond 6-1 Appendix A Hydrologic and Hydraulic Analysis Supplemental Data Se rvice La yer Cred its: USGS, MassGIS Storage_01(US_Pleasant_St) Storage_02(US WWTF Driveway) Storage_03(DS_WWTF) M2 M1 E D A S X V W T U P R QK L JM G F I H N O C B 2 3 4 65 7 9 8 11 10 1 Fairgrounds M13 M3 M8 M4 M5 M11 M9 M7 M12 M6 M10 M14 Venturers Williams Reach 6 (32")Ki ng 54"WilliamsReach 4 (24")WilliamsReach 1 (18")King 54"/66" A (54") King54"/66"B (66")Ki ng 4 8 "Market 48"King 36"Brook Woodmond RdT r u m b u l l 2 4 "Ki ng 48"/54"Williams Reach 2 (18")Ma r k e t 6 0 " K ing 60"/66" B (66")Market 82"King 60"/66" A (60")Brook Rail TrailMarket 72" M ark et 1 8 "/2 1 "Williams Reach 5 (24")Mar ket44"/48"(48") W illia m s R each 3 (24") §¨¦91 NORTHAMPTON HADLEY BridgeStreetD a m o n Road W e s t S tre e tElmStreet SouthStreetNor t h Ki ng St r eet ConzStreet R u s s e l l S t r e e t Ramp-Rt9To Rt91 S bKing St r eet Ramp-Rt5(MountTomRd)ToR t91 S bPleasantSt r eet Mount Tom RoadProspect Street StateStreetO ldSouthStreetM a i n S t r e e t B r i d g e R oad F i n n S t r e e t Ra mp-Rt 9 1 NbTo R t 9 Interstate 91 UV10UV66 UV9 UV5 O ld M ill_R 2 _(2 4 ")O l d M i l l _R 3 _(3 6 ")OldMill_R1_(12-18")J:\N\N0936 Northampton DPW\017 Hockanum Flood PS Evaluation\Drawings _Figures\GIS\MXD_For_GIS\HockanumFloodPS_Portrait_MA_10_2.mxd [Exported By: EMDrake, 10/1/2018, 3:04:07 PM]N-0936 Tig he&Bond Engineers | Environmental Specialists L E G END Based on MassGIS Color Orthophotography (2013).October 2018¹0 400 800 Fe et 1:4,800 FIGURE 3.1Summary of HEC-HMS ModelComponents for Hockanum RoadFlood Pum p Station Depart men t of Public WorksCity of NorthamptonNorthampton, Massachusetts ^_ #*Flow M onitor ing Location Culvert (mo deled w ithin storage area) Pipe (m odeled as reach) Appr oxima te Location of CDM RoutingReaches HEC-HMS Storage Area Town Bo undary Sub-Catc hm ents Added in 2018 Study Old Mill River Channel Williams Street Brook Sub-Catc hm ents Included in 2012Study King Street Brook Market Stre et Brook Old Mill River Channel Williams Street Brook Hockanum RoadFlood Pump Station M7 Catchm ent Label A-1 Table A-1 HEC-HMS Junction to CDM Pipe Capacity Table with Invert Elevations from CDM Smith 2012 Report Entitiled "Stormwater and Flood Control System Assessment and Utility Plan" Current HEC_HMS Junction ID CDM Table ID Invert Elevation Junction-A Junct. A 116.42 Junction-B Junct. B 114.84 Junction-C Junct. C 114.7 Wetland Wetland 109.3 Junction-E Junct.E 107.1 Junction-F Junc. F 101.78 Calibration Point #2 32" Pipe OUT-57 101.64 KS-A NOT INCLUDED 138.7 (from LiDAR data) J-4 NOT INCLUDED 130.5 (from LiDAR data) J-5 MH-1980 122 J-6 MH-1410 116.44 J-8 MH-1291 140.09 KS-N MH-291a 120.65 J-1 Junction E 129.8 J-2 Junction G 126.2 J-3 Junction I 123.66 J-7 Junction J 120.35 J-9A MH-1162 119.34 J-9B MH-1154 117.02 J-10A MH-2490 116.37 J-10B MH-1420 107.6 J-11 MH-1822 114.37 J-12 OUT-62 105.71 J-13 MH-2441 109.36 J-14 MH-553A 107.81 J-15 OUT-77 101.5 A-2 Table A-2 HEC-HMS Reach Summary for Routing Reaches from CDM Model (previously Muskingum, now Modified Puls) Reach Name Pipe Material Pipe Diameter (inch) Hydraulic Length (feet) Slope (ft/ft) HEC-HMS Upstream Junction ID HEC-HMS Downstream Junction ID Williams Reach 1 (18") Vitrified Clay 18 568 0.003 Junction-A Junction-B Williams Reach 2 (18") Vitrified Clay 18 834 0.000 Junction-B Junction-C Williams Reach 3 (24") Vitrified Clay 24 2,203 0.002 Junction-C Wetland Williams Reach 4 (24") Vitrified Clay 24 451 0.005 Wetland Junction-E Williams Reach 5 (24") Vitrified Clay 24 1,578 0.003 Junction-E Junction-F Williams Reach 6 (32") Concrete 32 171 0.001 Junction-F Calibration Point #2 32" Pipe Brook Rail Trail Channel N/A¹ 977 0.008 KS-A J-4 Brook Woodmond Rd B (60") Brick 60 691 0.001 J-4 J-5 Market 48" Concrete 48 657 0.008 J-5 J-6 Market 44"/48" (44") Brick 44 1,613 0.001 J-6 J-11 Market 18"/21" Concrete 18 1,357 0.005 KS-N J-11 King 36" Concrete 36 673 0.005 J-1 J-2 King 48" Concrete 48 624 0.004 J-2 J-3 King 48"/54" Concrete 48 755 0.004 J-3 J-7 Trumbull 24" Concrete 24 711 0.028 J-8 J-7 King 54" Concrete 54 240 0.004 J-7 J-9A King 54"/66" A (54") Concrete 54 592 0.004 J-9A J-9B King 54"/66" B (66") Concrete 66 593 0.001 J-9B J-10A King 60"/66" A (60") Concrete 60 968 0.009 J-10A J-10B King 60"/66" B (66") Concrete 66 854 0.002 J-10B J-12 Market 72" Stone 72 1,000 0.005 J-11 J-13 Market 82" Brick 82 895 0.002 J-13 J-14 Market 60" Concrete 60 840 0.008 J-14 J-15 ¹The Brook Rail Trail channel was assumed to be a 5 foot wide trapezoidal channel with 3:1 side slopes. A-3 Table A-3 Circular Channel Ratios used for Modified Puls channel routing from Table 19.3 Circular Channel Ratios (varying n) of Lindeburg, Michael R. Civil engineering reference manual for the PE exam. 2015. Depth versus depth flowing full Flow versus flow flowing full Velocity versus velocity flowing full d/D Q/Q FULL v/v FULL 0 0 0 0.1 0.02 0.31 0.2 0.07 0.48 0.3 0.14 0.61 0.4 0.26 0.71 0.5 0.41 0.8 0.6 0.56 0.88 0.7 0.72 0.95 0.8 0.87 1.01 0.9 0.99 1.04 1 1 1 A-4 Table A-4 Calculated sub-catchment characteristics prior to calibration for areas added as part of 2018 study Sub-Catchment Area (Acres) Curve Number Time of Concentration (minutes) Lag Time (minutes) M1 13.8 66.6 15.0 9.0 M2 10.6 77.6 15.0 9.0 M3 18.1 76.2 17.5 10.5 M4 21.2 72.1 15.0 9.0 M5 31.1 74.4 26.5 15.9 M6 18.5 69.4 15.0 9.0 M7 41.1 76.6 46.1 27.6 M8 13.7 92.7 15.0 9.0 M9 16.7 92.2 15.0 9.0 M10 13.6 86.7 15.0 9.0 M11 12.8 93.3 15.0 9.0 M12 7.4 77.3 15.0 9.0 M13 12.6 69.1 15.0 9.0 M14 12.1 85.4 15.0 9.0 Venturers 89.1 73.4 249.8 149.9 A-5 Table A-5 Summary of Shallow Concentrated Flow Travel Time Estimates for New Sub-Catchments using Velocity Method (first) Sub- Catchment ID Shallow Concentrated Flow #1 Parameters T 1 (minutes) Upstream Elevation (NAVD88) Downstream Elevation (NAVD88) Length Slope Landuse (Figure 15-4 of NEH) Velocity (ft/s) M1 132.2 113.1 1047.3 0.0 Residential 2.2 8.0 M2 123.9 112.9 69.4 0.2 Woodland 2.0 0.6 M3 150.5 113.3 541.6 0.1 Woodland 1.3 6.8 M4 161.1 150.3 422.3 0.0 Paved 3.2 2.2 M5 159.9 158.0 299.9 0.0 Residential 1.3 3.9 M6 171.1 165.5 253.8 0.0 Residential 2.4 1.8 M7 137.6 118.3 312.3 0.1 Woodland 1.3 4.2 M8 177.3 171.3 208.7 0.0 Residential 2.7 1.3 M9 192.5 187.6 477.6 0.0 Institutional (Grass) 1.6 4.9 M10 138.4 125.3 231.3 0.1 Residential 3.8 1.0 M11 154.1 148.3 302.7 0.0 Paved 2.8 1.8 M12 118.4 117.8 305.2 0.0 Residential 0.7 6.8 M13 126.4 104.7 597.6 0.0 Paved 3.9 2.6 M14 115.6 114.2 503.4 0.0 Paved 1.1 7.9 Venturers 121.1 114.1 3900.1 0.0 Cultivated Straight Row Crops 0.4 175.1 A-6 Table A-6 Summary of Shallow Concentrated Flow Travel Time Estimates for New Sub-Catchments using Velocity Method (second) Sub- Catchment ID Shallow Concentrated Flow #2 Parameters T 2 (minutes) Upstream Elevation (NAVD88) Downstream Elevation (NAVD88) Length Slope Landuse (Figure 15-4 of NEH) Velocity (ft/s) M1 113.1 - - - M2 112.9 110.5 198.5 0.0 Grassed Waterway (Unpaved) 1.8 1.9 M3 113.3 112.1 493.1 0.0 Paved 1.0 8.4 M4 150.3 114.3 103.8 0.3 Woodland 3.0 0.6 M5 158.0 114.9 454.1 0.1 Woodland 1.5 4.9 M6 165.5 165.0 98.7 0.0 Paved 1.4 1.2 M7 118.3 118.1 662.2 0.0 Grassed Waterway (Unpaved) 0.3 40.4 M8 171.3 - - - M9 187.6 - - - M10 125.3 121.2 204.7 0.0 Paved 2.9 1.2 M11 148.3 - - - M12 117.8 - - - M13 104.7 - - - M14 114.2 - - - Venturers 114.1 111.5 1103.6 0.0 Woodland 0.2 74.7 A-7 Table A-7 Summary of Shallow Concentrated Flow Travel Time Estimates for New Sub-Catchments using Velocity Method (third) Sub- Catchment ID Shallow Concentrated Flow #2 Parameters T 2 (minutes) Upstream Elevation (NAVD88) Downstream Elevation (NAVD88) Length Slope Landuse (Figure 15-4 of NEH) Velocity (ft/s) M1 - - - M2 110.5 110.4 94.8 0.0 Short-grass Pasture 0.2 9.8 M3 - - - M4 - - - M5 114.9 114.8 204.3 0.0 Short-grass Pasture 0.2 15.7 M6 - - - M7 - - - M8 - - - M9 - - - M10 - - - M11 - - - M12 - - - M13 - - - M14 - - - Venturers - - - A-8 Table A-8 Summary of Pipe Travel Time Estimates for New Sub-catchments Sub-Catchment ID Pipe T 4 (minutes) Length (feet) Velocity (ft/s) M1 416.2 7.0 1.0 M2 103.9 7.0 0.2 M3 944.2 7.0 2.2 M4 1268.8 7.0 3.0 M5 829.3 7.0 2.0 M6 1855.7 7.0 4.4 M7 624.8 7.0 1.5 M8 989.3 7.0 2.4 M9 1467.7 7.0 3.5 M10 1206.8 7.0 2.9 M11 1140.8 7.0 2.7 M12 755.5 7.0 1.8 M13 - - M14 368.3 7.0 0.9 Venturers - - A-9 Table A-9 Summary of Time of Concentration Estimates for New Sub-catchments using Velocity Method Sub-Catchment ID T 1(Minutes ) T 2(Minutes ) T 3(Minutes) T 4(Minutes ) Time of Concentration (minutes) Time of Concentration with Minimum (Minutes)¹ M1 8.0 - - 1.0 9.0 15.0 M2 0.6 1.9 9.8 0.2 12.5 15.0 M3 6.8 8.4 -2.2 17.5 17.5 M4 2.2 0.6 -3.0 5.8 15.0 M5 3.9 4.9 15.7 2.0 26.5 26.5 M6 1.8 1.2 -4.4 7.3 15.0 M7 4.2 40.4 -1.5 46.1 46.1 M8 1.3 - - 2.4 3.6 15.0 M9 4.9 - - 3.5 8.4 15.0 M10 1.0 1.2 -2.9 5.1 15.0 M11 1.8 - - 2.7 4.5 15.0 M12 6.8 - - 1.8 8.6 15.0 M13 2.6 - - - 2.6 15.0 M14 7.9 - - 0.9 8.8 15.0 Venturers 175.1 74.7 - - 249.8 249.8 ¹A minimum time of concentration of 15 minutes was used to be consistent with parameters computed for the 2012 study. Table A-10 HEC-HMS Junctions added to HEC-HMS model as part of 2018 Study Current HEC_HMS Junction ID Invert Elevation (NAVD88) JOM_01 110.79 JOM_02 107.66 JOM_03 106.30 JOM_04 103.34 JOM_04 103.34 A-10 Table A-11 HEC-HMS Reaches and Storage Areas added to HEC-HMS model as part of 2018 Study Reach Name Pipe Material Pipe Diameter (inch) Hydraulic Length (feet) Slope (ft/ft) HEC-HMS Upstream Junction ID HEC-HMS Downstream Junction ID Modeling Methodology OldMill_R1_(12-18") Concrete 12 1,080 0.003 JOM_01 JOM_02 Reach: Modified Puls OldMill_R2_(24") Concrete 24 465 0.003 JOM_02 JOM_03 Reach: Modified Puls OldMill_R3_(36") Concrete 36 700 0.004 JOM_03 JOM_04 Reach: Modified Puls Storage_01_(US_Pleasant_St) Concrete 60 540 0.006 N/A N/A Storage Area: Culvert Storage_02_(US WWTF Driveway) Concrete 96 65 0.015 N/A N/A Storage Area: Culvert Storage_03_(DS_WWTF) Concrete 96 (80)¹ 25.3 0.017 N/A N/A Storage Area: Culvert ¹A pipe passing perpendicularly through the top of the 96-inch culvert causing a reduction in flow area. The culvert has a full flow equivalent area of an 80-inch culvert, which is used in HEC-HMS to represent the culvert. Table A-12 HEC-HMS sub-catchment parameters prior to and following calibration Sub- Catchment ID Calibration Group¹ Non- calibrated Lag Time (minutes) Time of Concentration (minutes) Non- calibrated Curve Number Initial Abstraction (inch) Calibrated Lag Time (minutes) Calibrated Initial Abstraction (inch) Calibrated Curve Number FG1 32-inch 12 20.0 72 0.78 10.8 0.35 49.7 FG2 32-inch 12 20.0 80 0.50 10.8 0.23 55.2 FG3 32-inch 12 20.0 73 0.74 10.8 0.33 50.4 FG4 32-inch 12 20.0 70 0.86 10.8 0.39 48.3 FG5 32-inch 15 25.0 74 0.70 13.5 0.32 51.1 FG6 32-inch 9 15.0 79 0.53 8.1 0.24 54.5 KS-A 96-inch 20.6 34.3 78 0.56 18.5 0.14 58.0 KS-B 96-inch 16 26.7 75 0.67 14.4 0.17 55.7 A-11 Sub- Catchment ID Calibration Group¹ Non- calibrated Lag Time (minutes) Time of Concentration (minutes) Non- calibrated Curve Number Initial Abstraction (inch) Calibrated Lag Time (minutes) Calibrated Initial Abstraction (inch) Calibrated Curve Number KS-C 96-inch 9 15.0 83 0.41 8.1 0.10 61.7 KS-D 96-inch 18.3 30.5 92 0.17 16.5 0.04 68.4 KS-E 96-inch 11.4 19.0 95 0.11 10.3 0.03 70.6 KS-F 96-inch 9 15.0 83 0.41 8.1 0.10 61.7 KS-G 96-inch 9 15.0 87 0.30 8.1 0.07 64.6 KS-H 96-inch 9 15.0 89 0.25 8.1 0.06 66.1 KS-I 96-inch 9 15.0 92 0.17 8.1 0.04 68.4 KS-J 96-inch 9 15.0 89 0.25 8.1 0.06 66.1 KS-K 96-inch 9 15.0 88 0.27 8.1 0.07 65.4 KS-L 96-inch 9 15.0 85 0.35 8.1 0.09 63.2 KS-M 96-inch 9 15.0 84 0.38 8.1 0.10 62.4 KS-N 96-inch 15.6 26.0 82 0.44 14.0 0.11 60.9 KS-O 96-inch 11.3 18.8 89 0.25 10.2 0.06 66.1 KS-P 96-inch 12 20.0 90 0.22 10.8 0.06 66.9 KS-Q 96-inch 9 15.0 94 0.13 8.1 0.03 69.8 KS-R 96-inch 9 15.0 96 0.08 8.1 0.02 71.3 KS-S 96-inch 9.6 16.0 89 0.25 8.6 0.06 66.1 KS-T 96-inch 9 15.0 97 0.06 8.1 0.02 72.1 KS-U 96-inch 9 15.0 95 0.11 8.1 0.03 70.6 KS-V 96-inch 9 15.0 96 0.08 8.1 0.02 71.3 KS-W 96-inch 9 15.0 90 0.22 8.1 0.06 66.9 KS-X 96-inch 9 15.0 85 0.35 8.1 0.09 63.2 M01 96-inch 9 15.0 66.6 1.00 8.1 0.25 49.5 M02 96-inch 9 15.0 77.6 0.58 8.1 0.14 57.7 M03 96-inch 10.5 17.5 76.2 0.62 9.5 0.16 56.6 M04 96-inch 9 15.0 72.1 0.77 8.1 0.19 53.6 M05 96-inch 15.9 26.5 74.4 0.69 14.3 0.17 55.3 M06 96-inch 9 15.0 69.4 0.88 8.1 0.22 51.6 A-12 Sub- Catchment ID Calibration Group¹ Non- calibrated Lag Time (minutes) Time of Concentration (minutes) Non- calibrated Curve Number Initial Abstraction (inch) Calibrated Lag Time (minutes) Calibrated Initial Abstraction (inch) Calibrated Curve Number M07 96-inch 27.6 46.0 76.6 0.61 24.8 0.15 56.9 M08 96-inch 9 15.0 92.7 0.16 8.1 0.04 68.9 M09 96-inch 9 15.0 92.2 0.17 8.1 0.04 68.5 M10 96-inch 9 15.0 86.7 0.31 8.1 0.08 64.4 M11 96-inch 9 15.0 93.3 0.14 8.1 0.04 69.3 M12 96-inch 9 15.0 77.3 0.59 8.1 0.15 57.4 M13 96-inch 9 15.0 69.1 0.89 8.1 0.22 51.3 M14 96-inch 9 15.0 85.4 0.34 8.1 0.09 63.5 Venturers 32-inch 149.9 249.8 73.4 0.72 134.9 0.33 50.6 1 32-inch 12 20.0 70 0.86 10.8 0.39 48.3 10 32-inch 9 15.0 74 0.70 8.1 0.32 51.1 11 32-inch 9 15.0 70 0.86 8.1 0.39 48.3 2 32-inch 12 20.0 84 0.38 10.8 0.17 58.0 3 32-inch 9 15.0 66 1.03 8.1 0.46 45.5 4 32-inch 9 15.0 85 0.35 8.1 0.16 58.7 5 32-inch 18 30.0 80 0.50 16.2 0.23 55.2 6 32-inch 15 25.0 66 1.03 13.5 0.46 45.5 7 32-inch 9 15.0 82 0.44 8.1 0.20 56.6 8 32-inch 18 30.0 69 0.90 16.2 0.40 47.6 9 32-inch 9 15.0 83 0.41 8.1 0.18 57.3 ¹The sub-catchment Curve Numbers, lag time, and initial abstraction were calibrated based on flow monitoring at the 96-inch Waste Water Treatment Facility (WWTF) driveway culvert, and the 32-inch storm drain pipe that outfalls downstream of the 96-inch driveway culvert. Tighe&Bond 6-1 Appendix B Flood Wall Seepage/Stability Supplemental Data Material NameColorUnit Weight(lbs/Ō3)Strength TypeCohesion(psf)Phi(deg)Drained /UndrainedCu (psf)Drained /UndrainedC/Cu RaƟoDrained /UndrainedPhi (deg)Concrete150Infinite strengthNaƟve Sands and Gravels120Mohr‐Coulomb032NaƟve Varved Silts and Clays105Drained‐Undrained500026Compacted Backfill120Mohr‐Coulomb032Random Backfill120Mohr‐Coulomb032Steel SheeƟng490Infinite strengthMaterial NameColorKS (cm/s)K2/K1K1 Angle(deg)Concrete1e‐01010NaƟve Sands and Gravels0.000510NaƟve Varved Silts and Clays1e‐0060.10Compacted Backfill3e‐00510Random Backfill0.000510Steel SheeƟng2e‐00710160140120100806040-60-40-20020406080100120140160180200Analysis DescriptionFigure 1 - Flood Wall Cross Section and Material PropertiesCompanyTighe & Bond, Inc.Scale1:200Drawn ByZ. BaumFile NameHockanum Flood Wall - Seepage.slmdDate8/28/18ProjectHockanum Pump Station - Northampton, MASLIDE 7.031 109 109 109 109 109 109 109 109 109?????????????????????????????? 127 127 127 127 127 127 127 127 127 127 127 127 127 127 127 127 127 127 127 127 127 127 127 127 127 127 127 127 127 127 127 127 127 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 127 127 127 127 127 127 127 127 127 127 127 127 127 127 127 127 127 127 127 127 127 127 127 127 127 127 127 127 127 127 127 127?????????????????????????????? 109 109 109 109 109 109 109 109 109 109 0.81818 ft3/d 0.015434 ft3/d 2.8101e-005 ft3/dTotal Head[ft]10811011211411611812012212412612816014012010080604020-60-40-20020406080100120140160180200Analysis DescriptionFigure 2 - Flood Wall Seepage Analysis - Design Flood ConditionCompanyTighe & Bond, Inc.Scale1:200Drawn ByZ. BaumFile NameHockanum Flood Wall - Seepage.slmdDate8/28/18ProjectHockanum Pump Station - Northampton, MASLIDEINTERPRET 7.031 109 109 109 109 109 109 109 109 109?????????????????????????????? 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 109 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130??????????????????????????????? 109 109 109 109 109 109 109 109 109 0.95185 ft3/d 0.017976 ft3/d 3.2791e-005 ft3/dTotal Head[ft]10811011211411611812012212412612813016014012010080604020-60-40-20020406080100120140160180200Analysis DescriptionFigure 3 - Flood Wall Seepage Analysis - Top of Wall Flood ConditionCompanyTighe & Bond, Inc.Scale1:200Drawn ByZ. BaumFile NameHockanum Flood Wall - Seepage.slmdDate8/28/18ProjectHockanum Pump Station - Northampton, MASLIDEINTERPRET 7.031 2.12.1WW2.12.1Safety Factor2.02.02.12.12.22.22.32.32.32.42.42.52.5+200180160140120100806040-80-60-40-20020406080100120140160180200220240Analysis DescriptionFigure 4 - Flood Wall Stability Analysis - Normal River ElevationCompanyTighe & Bond, Inc.Scale1:250Drawn ByZ. BaumFile NameHockanum Flood Wall.slmdDate8/28/18ProjectHockanum Pump Station - Northampton, MASLIDEINTERPRET 7.031 1.21.2WW1.21.2 0.081Safety Factor1.01.11.21.31.31.41.51.61.71.81.81.92.0+200180160140120100806040-80-60-40-20020406080100120140160180200220240Analysis DescriptionFigure 5 - Flood Wall Stability Analysis - Normal River Elevation (Seismic)CompanyTighe & Bond, Inc.Scale1:250Drawn ByZ. BaumFile NameHockanum Flood Wall.slmdDate8/28/18ProjectHockanum Pump Station - Northampton, MASLIDEINTERPRET 7.031 2.42.4WW2.42.4Safety Factor2.32.42.42.52.52.62.62.72.82.82.92.93.0+200180160140120100806040-80-60-40-20020406080100120140160180200220240Analysis DescriptionFigure 6 - Flood Wall Stability Analysis - Design FloodCompanyTighe & Bond, Inc.Scale1:250Drawn ByZ. BaumFile NameHockanum Flood Wall.slmdDate8/28/18ProjectHockanum Pump Station - Northampton, MASLIDEINTERPRET 7.031 2.22.2W (Initial)W (Final)2.22.2Safety Factor2.02.12.22.32.32.42.52.62.72.82.82.93.0+200180160140120100806040-80-60-40-20020406080100120140160180200220240Analysis DescriptionFigure 7 - Flood Wall Stability Analysis - Rapid DrawdownCompanyTighe & Bond, Inc.Scale1:250Drawn ByZ. BaumFile NameHockanum Flood Wall.slmdDate8/28/18ProjectHockanum Pump Station - Northampton, MASLIDEINTERPRET 7.031 Tighe&Bond 6-1 Appendix C Structural Photos Photo 1 Photo 2 Photo 3 Photo 4 Photo 5 Photo 6 Photo 7 Photo 8 Photo 9 Photo 10 Photo 11 Photo 12 Photo 13 Photo 14 Photo 15 Photo 16 Photo 17 Photo 18 Photo 19 Photo 20 Photo 21 Photo 22 Photo 23 Photo 24 Photo 25 Photo 26 Photo 27 Photo 28 Photo 29 Photo 30 Photo 31 Photo 32 Photo 33 Photo 34 Photo 35 Tighe&Bond 6-1 Appendix D Mechanical Support Data/Reports New England Pump & Valve Company 36 Industrial Park Road Office 860.739.2200 Niantic, CT 06357 nepv.com Fax 860.739.2270 “We Build Better Than New” July 18, 2018 Tighe & Bond 53 Southampton Road Westfield, MA Hockanum Pump Station Condition Assessment In conjunction with and assistance from Tighe and Bond personnel, NEPV completed a detailed walkthrough and inspection of the Hockanum Pump Station major components on June 27, 2018. We appreciate the opportunity to provide the following system assessment and recommendations. Gas and diesel engines: Condition: The original gasoline powered motors are in working but poor condition. The newer diesel powered motor appears to be in much better condition. Recommendations: - Replace the gas powered engines to match the newer diesel engine and speed reducer. - A performance evaluation on the diesel engine should be completed by a CAT engine technician. - A diesel output speed reducer is required to match the input speed mandated by the existing drive gear ratio and pump operating speed. The latest diesel engines may operate at a different speed range, due to emissions requirements, than the existing diesel engine. This should be investigated early in the design process to ensure an appropriate reducer is available. - Replace the engine to drive couplings. Right angle drives: Condition: The right angle drives appear to be in very good condition. An access cover on one unit was removed to complete a visual inspection of the accessible gears, bearings and oil. All drives were noted to have leaking oil seals at the input shaft side. Recommendations: - The drives should have a complete overhaul including: o Disassembly, clean and inspect at offsite facility New England Pump & Valve 860.739.2200 www.nepv.com 2 o Strip and epoxy paint all exterior surfaces o Replace all bearings, seals and gaskets o Shop performance test Vertical turbine pumps: Condition: Overall the VTPs are in average condition for their age with all major components in working condition. - Impeller and bowl: Impeller is high quality bronze in good condition with leading edge debris strike dings. Bowl and suction bell are heavy cast iron with surface rust and moderate pitting. One bowl interior stationary swirl vane was partially broken. - Discharge elbow: The discharge elbow is a fabricated steel assembly that had extensive interior corrosion but no apparent rust through to the wetwell side. Recommendations: - The VTP should have a complete overhaul including: o Disassembly, clean and inspect at offsite facility o Sandblast and epoxy paint all interior and exterior surfaces. o Potential replacement of the fabricated discharge elbow section below the top plate o Shaft replacement with 416 stainless steel. o Shaft and bowl bronze journal bearings replacement o Impeller refurbishment, protective coating, and dynamic balance o Shaft packing box mechanical oiler replacement with solenoid controlled dripper. o Replace all wetwell assembly hardware with 304 stainless steel including new grease lines o While the VTP can be replaced, that would likely require the right angle drive to also be replaced, due to the one piece design of the discharge elbow, top plate, and drive mount. Not recommended. Wet well dry pit centrifugal pump: Condition: Overall the pump was in poor condition with significant corrosion and leakoff from the packing box. It is a well built, quality design and likely fitted with a bronze impeller. The motor was reported to be operational but is very old. New England Pump & Valve 860.739.2200 www.nepv.com 3 Recommendations: The pump can likely be replaced in kind with no modifications to the suction or discharge piping. Alternately the pump could be completely overhauled including: o Disassembly, clean and inspect at offsite facility o Sandblast and epoxy paint all exterior surfaces. Ceramic epoxy coating on all interior surfaces. o Shaft replacement with 416 stainless steel. o New journal and thrust bearings, seals, and gaskets. o Impeller refurbishment, protective coating, and dynamic balance. o Packing box restoration including sleeving with stainless steel and new glands. A mechanical seal could be fitted in place of packing – a split design is recommended versus one piece to ease future repair or replacement. Mechanical seals prevent shaft wear damage from packing and offer 2-3% energy savings o Shop hydrostatic test. o Driveshaft overhaul including joint replacement and dynamic balancing. o Motor replacement with high efficiency VFD rating. This should provide at least a 10% increase in electrical efficiency. Sluice gate valves and actuators: Condition: Valves: The sluice and gate valves appear to be in good condition including lead screws, seating surfaces, and guide rails. They are of heavy cast iron design with bronze seating surface inserts. The bottoms of the sluice rails had some hardware with significant corrosion. The marsh side sluice gate had minor leakby at the bottom edges and the other sluices were not fully accessible due to water level. Actuators: All of the electrical actuators are in poor condition and an antiquated electro-mechanical design that can be relatively easily replaced with new. Recommendations: - The sluice gates could be restored in place including: o Well pump down to allow complete back side inspection including leakby. o Replacement of some side rail nuts that have badly corroded o Cleaning and greasing of the side slide guide rails o Consideration for sand blasting and epoxy painting of the gate and the below water level side rails. - Replace all actuators with new. New England Pump & Valve 860.739.2200 www.nepv.com 4 Flap valves: Condition: The VTP large flap valves appear to be in good condition including heavy cast iron design with bronze seating surface inserts. It was not possible to inspect the hinge pins but operationally they worked well. The smaller flap valves in the wet well were in poor condition due to constant water exposure. Recommendations: - The VTP flap valves do not appear to need any work beyond lubrication of the hinge pins. - The smaller wetwell flap valves are very likely not worth restoring and should be replaced with new stainless steel design valves. Influent screen: Condition: The influent screen is in poor condition with significant corrosion. The hand crank operator mechanism is in good condition, simple and effective. Recommendations: - Replace the screen with 304 stainless steel bolted or welded design. Note: This survey was a detailed site inspection but did not constitute a 100% equipment evaluation due to the scope of the tasking and plant operational limitations. Thank you for the opportunity to support you on this project. Sincerely, Jeff Armstrong President (o) 860.739.2200 (c) 203.448.8642 jarmstrong@nepv.com CT PE # 0018745 New England Pump & Valve 860.739.2200 www.nepv.com 5 Newer CAT diesel engine with speed reducer and Falk style coupling under guard New England Pump & Valve 860.739.2200 www.nepv.com 6 Gearbox nameplate and interior view of pinion gears and bearing – note original Dykem marking blue still on gear New England Pump & Valve 860.739.2200 www.nepv.com 7 Vertical turbine pump (VTP) nameplate and discharge elbow connection to discharge pipe and gate valve New England Pump & Valve 860.739.2200 www.nepv.com 8 Pump (u) top plate with welded upper discharge elbow and grease line (l) lower elbow with bolted bowl section and grease line to bowl journal bearing New England Pump & Valve 860.739.2200 www.nepv.com 9 Pump bowl assembly and suction bell New England Pump & Valve 860.739.2200 www.nepv.com 10 Pump (u) top view through fabricated discharge elbow into bowl assembly and fixed swirl vanes (l) upward view showing impeller and a broken swirl vane New England Pump & Valve 860.739.2200 www.nepv.com 11 Upward view showing the impeller and shaft nut – note dings on leading edges New England Pump & Valve 860.739.2200 www.nepv.com 12 Wetwell pump and nameplate New England Pump & Valve 860.739.2200 www.nepv.com 13 Wetwell pump packing box New England Pump & Valve 860.739.2200 www.nepv.com 14 VTP discharge gate valve actuator and valve internal guide rail with surface rust New England Pump & Valve 860.739.2200 www.nepv.com 15 VTP discharge flap valve opened for inspection access New England Pump & Valve 860.739.2200 www.nepv.com 16 Station river side sluice gate side rail and actuator screw New England Pump & Valve 860.739.2200 www.nepv.com 17 Wetwell interior flap valve New England Pump & Valve 860.739.2200 www.nepv.com 18 Station marsh side screen and sluice gate New England Pump & Valve 860.739.2200 www.nepv.com 19 Station marsh side sluice gate rail and minor interior leak-by at base UNIT CLIENT COMMENTS ELEMENTS IN PARTS PER MILLION PROPERTIES CC: Visa 6 2 0 6 7 1 0 0 0 0 0 0 3 5 1 42 1445 1186 1297 0 1 9 28 4 6 1 32 1 3 0 0 4 43 9 48 1215 333 706 808 3 2 0 0 7 1 0 0 0 1 0 1186 5 3 42 1445 0 1 0 1297 ZACH: We aren't sure how to classify these engines, but nothing looks amiss from what we can see. Metals are low, suggesting the oil hasn't been in place very long, and nothing looks like trouble. The oil is in fine condition as well. The viscosity is in the 40W -range, as expected, and we found no harmful contaminants to worry about. #1 GAS K34878 (413) 572-3279 Gasoline (Unleaded) 40W 0 qts 7/10/2018 WESTFIELD, MA 01085 zpchornyak@tighebond.com 1 20/32 Gasoline Engine OIL REPORT UNIT ID: LAB NUMBER: REPORT DATE: PAYMENT: CODE: MAKE/MODEL: FUEL TYPE: ADDITIONAL INFO: OIL TYPE & GRADE: OIL USE INTERVAL: TIGHE 3 BOND 53 SOUTHAMPTON ROAD ZACH CHORNYAK PHONE: FAX: ALT PHONE: EMAIL: CLIENT ID: 127818 MANGANESE Sample Date ALUMINUM CHROMIUM IRON COPPER LEAD TIN MOLYBDENUM NICKEL SILVER TITANIUM POTASSIUM BORON SILICON SODIUM CALCIUM MAGNESIUM PHOSPHORUS ZINC BARIUM MI/HR on Oil MI/HR on Unit UNIVERSAL AVERAGES UNIT / LOCATION AVERAGES Make Up Oil Added Values Should Be* 6/27/2018 1940 Viking II 425HP Fuel % 65-80 0.0 >375 15.12 420 <0.5 0.0 0.0 0.2 0.0 <2.0 <0.6 11.6-15.8 78.4 cSt Viscosity @ 100°C SUS Viscosity @ 210° Flashpoint in °F Antifreeze % Water % Insolubles % TBN TAN ISO Code * THIS COLUMN APPLIES ONLY TO THE CURRENT SAMPLE 416 E. PETTIT AVE. FORT WAYNE, IN 46806 (260) 744-2380 www.blackstone-labs.com LIABILITY LIMITED TO COST OF ANALYSIS ©COPYRIGHT BLACKSTONE LABORATORIES 2018 UNIT CLIENT COMMENTS ELEMENTS IN PARTS PER MILLION PROPERTIES CC: Visa 5 2 0 3 5 2 0 0 0 0 0 0 3 7 3 33 1538 1263 1375 1 1 9 28 4 6 1 32 1 3 0 0 4 43 9 48 1215 333 706 808 3 2 1 0 6 2 0 0 0 2 0 1225 6 3 38 1492 0 1 0 1336 ZACH: This #2 motor is also looking pretty good in analysis. Metals are generally reading low and they're also pretty close to what we saw from the #1. Engines that see the same kind of use should wear about the same, so when their metals match up like this it's a good sign that neither has developed a serious issue. The oil's physical properties checked out fine. Its viscosity is in spec for a 40W and no harmful contamination was found. This oil can remain in place. #2 MOTOR K35294 (413) 572-3279 Gasoline (Unleaded) 40W 0 qts 7/11/2018 WESTFIELD, MA 01085 zpchornyak@tighebond.com 0 20/32 Gasoline Engine OIL REPORT UNIT ID: LAB NUMBER: REPORT DATE: PAYMENT: CODE: MAKE/MODEL: FUEL TYPE: ADDITIONAL INFO: OIL TYPE & GRADE: OIL USE INTERVAL: TIGHE 3 BOND 53 SOUTHAMPTON ROAD ZACH CHORNYAK PHONE: FAX: ALT PHONE: EMAIL: CLIENT ID: 127818 MANGANESE Sample Date ALUMINUM CHROMIUM IRON COPPER LEAD TIN MOLYBDENUM NICKEL SILVER TITANIUM POTASSIUM BORON SILICON SODIUM CALCIUM MAGNESIUM PHOSPHORUS ZINC BARIUM MI/HR on Oil MI/HR on Unit UNIVERSAL AVERAGES UNIT / LOCATION AVERAGES Make Up Oil Added Values Should Be* 6/27/2018 1940 Viking II, 425HP Fuel % 65-80 0.0 >375 14.85 425 <0.5 0.0 0.0 0.3 0.0 <2.0 <0.6 11.6-15.8 77.3 cSt Viscosity @ 100°C SUS Viscosity @ 210° Flashpoint in °F Antifreeze % Water % Insolubles % TBN TAN ISO Code * THIS COLUMN APPLIES ONLY TO THE CURRENT SAMPLE 416 E. PETTIT AVE. FORT WAYNE, IN 46806 (260) 744-2380 www.blackstone-labs.com LIABILITY LIMITED TO COST OF ANALYSIS ©COPYRIGHT BLACKSTONE LABORATORIES 2018 UNIT CLIENT COMMENTS ELEMENTS IN PARTS PER MILLION PROPERTIES CC: Visa 5 3 0 5 5 2 0 1 0 1 0 0 181 11 5 3107 499 1257 1338 0 1 4 23 9 2 1 28 0 0 0 1 2 91 10 6 2222 321 1069 1249 0 3 0 0 5 2 0 0 1 5 0 1257 11 181 3107 499 1 7 0 1338 ZACH: From what we can see, this Cat is in pretty good shape. Averages for a Cat diesel show typical wear after about 265 hours or about 7,600 miles on the oil. Based on how low metals are in comparison, we'd say this oil hasn't been in place very long. That's just fine -- these low levels don't point to any trouble at oil-sharing components like poor wear. The viscosity was a bit thick for 15W/40 and a trace of fuel is present, but we don't consider either of those findings overly problematic. This oil can see more use. #3 ENG K34877 (413) 572-3279 Diesel Mobil Delvac Super 1300 15W/40 0 qts 7/10/2018 WESTFIELD, MA 01085 zpchornyak@tighebond.com 7 20/32 Cat Hours OIL REPORT UNIT ID: LAB NUMBER: REPORT DATE: PAYMENT: CODE: MAKE/MODEL: FUEL TYPE: ADDITIONAL INFO: OIL TYPE & GRADE: OIL USE INTERVAL: TIGHE 3 BOND 53 SOUTHAMPTON ROAD ZACH CHORNYAK PHONE: FAX: ALT PHONE: EMAIL: CLIENT ID: 127818 MANGANESE Sample Date ALUMINUM CHROMIUM IRON COPPER LEAD TIN MOLYBDENUM NICKEL SILVER TITANIUM POTASSIUM BORON SILICON SODIUM CALCIUM MAGNESIUM PHOSPHORUS ZINC BARIUM MI/HR on Oil MI/HR on Unit UNIVERSAL AVERAGES UNIT / LOCATION AVERAGES Make Up Oil Added Values Should Be* 6/27/2018 1987 450HP Fuel % 68-78 <0.1 >415 15.43 415 TR 0.0 0.0 0.2 0.0 <2.0 <0.6 12.4-15.3 79.6 cSt Viscosity @ 100°C SUS Viscosity @ 210° Flashpoint in °F Antifreeze % Water % Insolubles % TBN TAN ISO Code * THIS COLUMN APPLIES ONLY TO THE CURRENT SAMPLE 416 E. PETTIT AVE. FORT WAYNE, IN 46806 (260) 744-2380 www.blackstone-labs.com LIABILITY LIMITED TO COST OF ANALYSIS ©COPYRIGHT BLACKSTONE LABORATORIES 2018 Tighe&Bond 6-1 Appendix E ELM Infrared and Electrical Analyses Report Electrical System Analysis June 2018 Tighe & Bond 53 Southampton Road, STD61325666TR-06/18-01 Westfield, MA 01085 July 19, 2018 Tighe & Bond 53 Southampton Road Westfield, MA 01085 REFERENCE: Electrical System Analysis Report of Your Facility Located at: 53 Southampton Road, Westfield, MA 01085 Dear Zachariah Chornyak, Thank you for the confidence you have placed in Elm Electrical, Inc. by authorizing us to conduct TEGG Service Electrical Preventive Maintenance on the vital electrical distribution system in your facility. This TEGG Service Program is your lowest-cost alternative for minimizing both the risk of electrical hazards and unscheduled power interruptions within your facility, as well as extending the life of your equipment. This report communicates our findings while conducting an analysis of your electrical distribution systems in conjunction with performing our preventive maintenance tasks. The following applicable tasks were performed on all components, wiring, and connections within your electrical distribution system that was scheduled for this visit. 1. Conducted infrared scanning and recorded all abnormal conditions. 2. Comprehensive electrical testing and evaluated voltage, amperage, and power factor. 3. Evaluated the condition and capacity of your distribution system which is in good condition considering the age of the equipment and it being over the expected life span. 4. Conducted infrared scanning and recorded all abnormal conditions. 5. Performed house cleaning preventive tasks, including cleaning. 6. Compare nameplate capacity verses actual load conditions. 7. Cleaned the interior of all electrical components. Due to your critical dependence on the electrical distribution system, we highly recommend that similar maintenance and analysis be performed on a regularly scheduled basis. Each time Predictive/Preventive Maintenance is performed at your facility we will provide you with an updated report and software. Thank you for the privilege of serving you! Thank you, Matthew York TEGG Service General Manager ELECTRICAL CONTRACTORS Elm Electrical, Inc. 68 Union Street, Westfield, MA 01085 VOICE: 413.568.0905 FAX/DATA: 413.562.0407 MA LIC# A-17024 CT LIC# E1-125482 VT LIC# EM-3803 NH LIC#M610627 As your TEGG Service Contractor we will provide you uncompromising, professional Customer Service. If you ever have any questions or are not completely satisfied, please use the contacts below so that we may better service your needs. Christopher Gaylor DES Project Manager cgaylor@elmelec.com….……………413-883-6596 Primary Point Contact Andrew Freniere DES Project Manager .......................... 413-219-0037 afreniere@elmelec.com Matthew York TEGG Service General Manager….….413-348-9312 myork@elmelec.com Brian Palazzi Service Manager………………..…….413-348-9307 bpalazzi@elmelec.com Shaina Benard Operations Coordinator……...….…… 413-485-4109 sbenard@elmelec.com Elm Electrical, Inc. Office… ................................................ 413-568-0905 Thank you for the opportunity to work with your company, Matthew York Matthew York TEGG Service General Manager Priority Emergency Service Elm Electrical Inc. offers 24/7 Emergency Service for our clients 413-568-0905 Elm Electrical Office (after hours answering service) Elm employs an after hour answering service. A live operator will answer your call and dispatch the on call service technician. To use this service: 1. Call the main number (413-568-0905) 2. When prompted, dial three to reach the after-hours operator. 3. The operator will ask a series of questions, please answer as many as possible to ensure prompt service. a. Your Name b. Company Name c. Company Address d. Best number for call back e. Machine / equipment with problem f. Description of the problem 4. The operator will contact the on call service technician and have the technician call you back. a. If the on call technician is not reachable after three attempts (20 min) the operator will try alternate Elm Employees beginning with Brian Palazzi. If you are not successful reaching someone thru the above procedure in a timely manner please use the following phone numbers from top to bottom Brian Palazzi Cell…….….413-348-9307 Matthew York Cell………413-348-9312 Thank you, Brian J Palazzi Brian Palazzi Service Manager CONFIRMATION OF FACILITY ELECTRICAL DISTRIBUTION SYSTEM PREVENTIVE MAINTENANCE This confirmation is to be completed by the authorized TEGG Service Contractor and presented to the customer for file, presentation to existing or prospective insurance carrier or accrediting association, etc. for rating/evaluation considerations. Customer Name: Tighe & Bond Facility Address: 53 Southampton Road Westfield, Massachusetts 01085 This is to confirm that a TEGG Service Electrical Preventive Maintenance Program is in place for the facility listed above. Should you have any questions regarding the services provided, please feel free to contact the TEGG Service Contractor shown below. □ Main entrance switchgear; and/or □ electrical distribution system; and/or □ (other) preventive maintenance performed under the maintenance service contract: □ Yes □ No A. Effective date of service contract: B. Service contract includes the following: (1) Energized System Visual and Mechanical Inspection: □ Yes □ No (2) Energized System Testing: □ Yes □ No (3) Energized System Preventive Maintenance: □ Yes □ No (4) Infrared Thermal Scanning: □ Yes □ No (5) “Walk Through” Evaluation: □ Yes □ No (6) De-Energized System Testing: □ Yes □ No (7) De-Energized System Preventive Maintenance: □ Yes □ No (8) Harmonics Testing: □ Yes □ No (9) Computerized Maintenance Scheduling: □ Yes □ No (10) Priority Emergency Response: □ Yes □ No (11) Other: □ Yes □ No Authorized TEGG Service Contractor: Elm Electrical, Inc. Name 68 Union Street Address Westfield, MA 01085 (413) 568-0905 City, State, Zip Phone Tina Romano / Electrical Services Specialist Company Representative’s Name/Title Signature Date TGO-003A (Rev. 6/7/93) 1992 TEGG Corporation Original: Customer Copy: TEGG Service Contractor Certificate of Electrical Distribution System Preventive Maintenance This is to certify that the following facility Tighe & Bond Westfield, Massachusetts is protected under the terms of a TEGG® Service Electrical Preventive Maintenance Program effective 6/19/2018 Elm Electrical, Inc. Authorized TEGG® Service Contractor General Manager TGO-003B © 1992 TEGG (Rev. 2014) 1 Equipment Item Problem Count Summary Equipment Inventory with Images 2 Equipment Inventory 3 Infrared Thermographic Inspection Infrared Inspection Report Sheet 4 Equipment Item Problems Report 5 Surge Suppression Summary 6 Forms 7 EDS Component Report Index Elm Electrical, Inc. 68 Union Street Westfield, MA 01085 Page 1 of 1 Location Within Facility Equipment Item Problem Count Summary Agreement: STD61325666TR-06/18-01 Site Name: Tighe & Bond Site Visit Dates: Jun 19, 2018 - Jul 6, 2018 Site Visit Status: Incomplete Equip Tag ID Equipment Item Description / Equipment Type Problem Count Flood Pumping Station Northampton Ma. 9000 Motor Control Center (Section 1 of 3) / Motor Control Center (Per vertical section) 9001 Motor Control Center (Section 2 of 3) / Motor Control Center (Per vertical section) 9002 Motor Control Center (Section 3 of 3) / Motor Control Center (Per vertical section) 9003 Incoming Line / MCC: Molded Case Breakers > 400A 9004 Generator Breaker / MCC: Molded Case Breakers > 400A 9005 Breaker 16 IN. Pump Motor / MCC: Molded Case Breakers > 400A 9006 Emergency Cooling Water Pump Motor / MCC: Molded Case Breakers > 400A 9007 Battery Charger Input / MCC: Molded Case Breakers > 400A 9008 Battery Charger Output / MCC: Molded Case Breakers > 400A 9009 NO. 3 Gate Value Motor / MCC: Molded Case Breakers > 400A 9010 NO. 2 Gate Value Motor / MCC: Molded Case Breakers > 400A 9011 NO. 1 Gate Valve Motor / MCC: Molded Case Breakers > 400A 9012 NO. 1 Sluice Gate Motor / MCC: Molded Case Breakers > 400A 9013 Flood Lights / MCC: Molded Case Breakers > 400A 9014 Lighting Tranformer Primary / MCC: Molded Case Breakers > 400A 9015 Lighting Panel / MCC: Molded Case Breakers > 400A 9016 NO.2 Sluice Gate Motor / MCC: Molded Case Breakers > 400A 9017 Sump Pump Motor / MCC: Molded Case Breakers > 400A 9018 Generator #4 / Generators 251kW -500Kw (Electrical Only) Elm Electrical, Inc. 68 Union Street Westfield, MA 01085 Tighe & Bond - STD61325666TR-06/18-01 Equipment Inventory - Short Form with Images Jul 18, 2018 Page 1 of 10 Flood Pumping Station Northampton Ma. Tag ID: 9000 - Motor Control Center (Section 1 of 3) Equipment Type: Motor Control Center (Per vertical section) Serial #: Manufacturer: Westinghouse Model: ? Tag ID: 9001 - Motor Control Center (Section 2 of 3) Equipment Type: Motor Control Center (Per vertical section) Serial #: Manufacturer: Westinghouse Model: ? Elm Electrical, Inc. 68 Union Street Westfield, MA 01085 Tighe & Bond - STD61325666TR-06/18-01 Equipment Inventory - Short Form with Images Jul 18, 2018 Page 2 of 10 Flood Pumping Station Northampton Ma. Tag ID: 9002 - Motor Control Center (Section 3 of 3) Equipment Type: Motor Control Center (Per vertical section) Serial #: Manufacturer: Westinghouse Model: ? Tag ID: 9003 - Incoming Line Equipment Type: MCC: Molded Case Breakers > 400A Serial #: 2-S.O.2IY976 Manufacturer: Westinghouse Model: DK-20 Elm Electrical, Inc. 68 Union Street Westfield, MA 01085 Tighe & Bond - STD61325666TR-06/18-01 Equipment Inventory - Short Form with Images Jul 18, 2018 Page 3 of 10 Flood Pumping Station Northampton Ma. Tag ID: 9004 - Generator Breaker Equipment Type: MCC: Molded Case Breakers > 400A Serial #: 2-S.O.2IY977 Manufacturer: Westinghouse Model: DK-20 Tag ID: 9005 - Breaker 16 IN. Pump Motor Equipment Type: MCC: Molded Case Breakers > 400A Serial #: Manufacturer: Westinghouse Model: U/O Elm Electrical, Inc. 68 Union Street Westfield, MA 01085 Tighe & Bond - STD61325666TR-06/18-01 Equipment Inventory - Short Form with Images Jul 18, 2018 Page 4 of 10 Flood Pumping Station Northampton Ma. Tag ID: 9006 - Emergency Cooling Water Pump Motor Equipment Type: MCC: Molded Case Breakers > 400A Serial #: Manufacturer: Westinghouse Model: DK-20 Tag ID: 9007 - Battery Charger Input Equipment Type: MCC: Molded Case Breakers > 400A Serial #: Manufacturer: Westinghouse Model: TR201543380 Elm Electrical, Inc. 68 Union Street Westfield, MA 01085 Tighe & Bond - STD61325666TR-06/18-01 Equipment Inventory - Short Form with Images Jul 18, 2018 Page 5 of 10 Flood Pumping Station Northampton Ma. Tag ID: 9008 - Battery Charger Output Equipment Type: MCC: Molded Case Breakers > 400A Serial #: Manufacturer: Westinghouse Model: 545336A Tag ID: 9009 - NO. 3 Gate Value Motor Equipment Type: MCC: Molded Case Breakers > 400A Serial #: Manufacturer: Westinghouse Model: TR201545392 Elm Electrical, Inc. 68 Union Street Westfield, MA 01085 Tighe & Bond - STD61325666TR-06/18-01 Equipment Inventory - Short Form with Images Jul 18, 2018 Page 6 of 10 Flood Pumping Station Northampton Ma. Tag ID: 9010 - NO. 2 Gate Value Motor Equipment Type: MCC: Molded Case Breakers > 400A Serial #: Manufacturer: Westinghouse Model: TR201545392 Tag ID: 9011 - NO. 1 Gate Valve Motor Equipment Type: MCC: Molded Case Breakers > 400A Serial #: Manufacturer: Westinghouse Model: TR201545392 Elm Electrical, Inc. 68 Union Street Westfield, MA 01085 Tighe & Bond - STD61325666TR-06/18-01 Equipment Inventory - Short Form with Images Jul 18, 2018 Page 7 of 10 Flood Pumping Station Northampton Ma. Tag ID: 9012 - NO. 1 Sluice Gate Motor Equipment Type: MCC: Molded Case Breakers > 400A Serial #: Manufacturer: Westinghouse Model: TR102S545392 Tag ID: 9013 - Flood Lights Equipment Type: MCC: Molded Case Breakers > 400A Serial #: Manufacturer: Westinghouse Model: TR102545380 Elm Electrical, Inc. 68 Union Street Westfield, MA 01085 Tighe & Bond - STD61325666TR-06/18-01 Equipment Inventory - Short Form with Images Jul 18, 2018 Page 8 of 10 Flood Pumping Station Northampton Ma. Tag ID: 9014 - Lighting Tranformer Primary Equipment Type: MCC: Molded Case Breakers > 400A Serial #: Manufacturer: Westinghouse Model: TR102545384 Tag ID: 9015 - Lighting Panel Equipment Type: MCC: Molded Case Breakers > 400A Serial #: Manufacturer: Westinghouse Model: TR102545340 Elm Electrical, Inc. 68 Union Street Westfield, MA 01085 Tighe & Bond - STD61325666TR-06/18-01 Equipment Inventory - Short Form with Images Jul 18, 2018 Page 9 of 10 Flood Pumping Station Northampton Ma. Tag ID: 9016 - NO.2 Sluice Gate Motor Equipment Type: MCC: Molded Case Breakers > 400A Serial #: Manufacturer: Westinghouse Model: U/O Tag ID: 9017 - Sump Pump Motor Equipment Type: MCC: Molded Case Breakers > 400A Serial #: Manufacturer: Westinghouse Model: DK-20 Elm Electrical, Inc. 68 Union Street Westfield, MA 01085 Tighe & Bond - STD61325666TR-06/18-01 Equipment Inventory - Short Form with Images Jul 18, 2018 Page 10 of 10 Flood Pumping Station Northampton Ma. Tag ID: 9018 - Generator #4 Equipment Type: Generators 251kW -500Kw (Electrical Only) Serial #: 1S85W730 Manufacturer: Westinghouse Model: AC Generator Thursday July 19 10:22:13 EDT 2018 Equipment Inventory Elm Electrical, Inc. Agreement: STD61325666TR-06/18-01 Site Name: Tighe & Bond Equipment Location: Flood Pumping Station Northampton Ma. Page 1 of 19 Tag ID: Serial #: Mfg: 9000 Westinghouse Item Desc: Motor Control Center (Section 1 of 3) Equip Type: Motor Control Center (Per vertical section) Model: ? Specifications Value Unit Working Voltage 240 Volts Current Rating 250 Amps Number of Sections (a of b) 1 of 3 Sections Main Lugs Only (Yes/No) No Unitless Number of Cells 3 Total Cells Voltage Class 240 Volts Application: Safety Notes: No Nameplate Equipment Variables Thursday July 19 10:22:13 EDT 2018 Equipment Inventory Elm Electrical, Inc. Agreement: STD61325666TR-06/18-01 Site Name: Tighe & Bond Equipment Location: Flood Pumping Station Northampton Ma. Page 2 of 19 Tag ID: Serial #: Mfg: 9001 Westinghouse Item Desc: Motor Control Center (Section 2 of 3) Equip Type: Motor Control Center (Per vertical section) Model: ? Specifications Value Unit Working Voltage 240 Volts Current Rating 250 Amps Number of Sections (a of b) 1 of 3 Sections Main Lugs Only (Yes/No) No Unitless Number of Cells 3 Total Cells Voltage Class 240 Volts Application: Safety Notes: No Nameplate Equipment Variables Thursday July 19 10:22:13 EDT 2018 Equipment Inventory Elm Electrical, Inc. Agreement: STD61325666TR-06/18-01 Site Name: Tighe & Bond Equipment Location: Flood Pumping Station Northampton Ma. Page 3 of 19 Tag ID: Serial #: Mfg: 9002 Westinghouse Item Desc: Motor Control Center (Section 3 of 3) Equip Type: Motor Control Center (Per vertical section) Model: ? Specifications Value Unit Working Voltage 240 Volts Current Rating 250 Amps Number of Sections (a of b) 1 of 3 Sections Main Lugs Only (Yes/No) No Unitless Number of Cells 3 Total Cells Voltage Class 240 Volts Application: Safety Notes: No Nameplate Equipment Variables Thursday July 19 10:22:13 EDT 2018 Equipment Inventory Elm Electrical, Inc. Agreement: STD61325666TR-06/18-01 Site Name: Tighe & Bond Equipment Location: Flood Pumping Station Northampton Ma. Page 4 of 19 Tag ID: 9003 Item Desc: Incoming Line Serial #: 2-S.O.2IY976 Equip Type: MCC: Molded Case Breakers > 400A Mfg: Westinghouse Model: DK-20 Application: Safety Notes: Equipment Variables Volts Model # Amps Amps Amps Poles Unitless Unitless Unitless 240 DK-20 600 600 250 3 WestingHouse 150% 1 1/2"X1/4" Bus / Cu Working Voltage Breaker Type Current Rating Breaker Frame Rating Plug Trip Rating Number of Poles Trip Unit Manufacturer Trip Unit Setting Load Side Phase Conductor Size / Type / Al-Cu Unit Value Specifications Thursday July 19 10:22:13 EDT 2018 Equipment Inventory Elm Electrical, Inc. Agreement: STD61325666TR-06/18-01 Site Name: Tighe & Bond Equipment Location: Flood Pumping Station Northampton Ma. Page 5 of 19 Tag ID: 9004 Item Desc: Generator Breaker Serial #: 2-S.O.2IY977 Equip Type: MCC: Molded Case Breakers > 400A Mfg: Westinghouse Model: DK-20 Application: Safety Notes: Equipment Variables Volts Model # Amps Amps Amps Poles Unitless Unitless Unitless 240 DK-20 600 600 250 3 WestingHouse 125% 1 1/2"X1/4" Bus / Cu Working Voltage Breaker Type Current Rating Breaker Frame Rating Plug Trip Rating Number of Poles Trip Unit Manufacturer Trip Unit Setting Load Side Phase Conductor Size / Type / Al-Cu Unit Value Specifications Thursday July 19 10:22:13 EDT 2018 Equipment Inventory Elm Electrical, Inc. Agreement: STD61325666TR-06/18-01 Site Name: Tighe & Bond Equipment Location: Flood Pumping Station Northampton Ma. Page 6 of 19 Tag ID: 9005 Item Desc: Breaker 16 IN. Pump Motor Serial #: Equip Type: MCC: Molded Case Breakers > 400A Mfg: Westinghouse Model: U/O Application: Safety Notes: No Nameplate Equipment Variables Volts Amps Amps Poles 240 225 225 3 Working Voltage Current Rating Breaker Frame Rating Number of Poles Unit Value Specifications Thursday July 19 10:22:13 EDT 2018 Equipment Inventory Elm Electrical, Inc. Agreement: STD61325666TR-06/18-01 Site Name: Tighe & Bond Equipment Location: Flood Pumping Station Northampton Ma. Page 7 of 19 Tag ID: Serial #: Mfg: 9006 Westinghouse Item Desc: Emergency Cooling Water Pump Motor Equip Type: MCC: Molded Case Breakers > 400A Model: DK-20 Specifications Value Unit Working Voltage 240 Volts Breaker Type DK-20 Model # Current Rating 600 Amps Breaker Frame Rating 600 Amps Plug Trip Rating 15 Amps Number of Poles 3 Poles Trip Unit Manufacturer WestingHouse Unitless Trip Unit Setting 150% Unitless Load Side Phase Conductor Size / Type / Al-Cu 12 AWG/THHN/Cu Unitless Application: Safety Notes: Equipment Variables Thursday July 19 10:22:13 EDT 2018 Equipment Inventory Elm Electrical, Inc. Agreement: STD61325666TR-06/18-01 Site Name: Tighe & Bond Equipment Location: Flood Pumping Station Northampton Ma. Page 8 of 19 Tag ID: 9007 Item Desc: Battery Charger Input Serial #: Equip Type: MCC: Molded Case Breakers > 400A Mfg: Westinghouse Model: TR201543380 Specifications Value Unit Working Voltage 240 Volts Breaker Type AB Model # Current Rating 15 Amps Breaker Frame Rating 15 Amps Number of Poles 2 Poles Load Side Phase Conductor Size / Type / Al-Cu 12 AWG/THHN/Cu Unitless Application: Safety Notes: Equipment Variables Thursday July 19 10:22:13 EDT 2018 Equipment Inventory Elm Electrical, Inc. Agreement: STD61325666TR-06/18-01 Site Name: Tighe & Bond Equipment Location: Flood Pumping Station Northampton Ma. Page 9 of 19 Tag ID: 9008 Item Desc: Battery Charger Output Serial #: Equip Type: MCC: Molded Case Breakers > 400A Mfg: Westinghouse Model: 545336A Application: Safety Notes: Equipment Variables Volts Model # Amps Amps Poles Unitless 240 AB 35 35 2 10 AWG/THHN/Cu Working Voltage Breaker Type Current Rating Breaker Frame Rating Number of Poles Load Side Phase Conductor Size / Type / Al-Cu Unit Value Specifications Thursday July 19 10:22:13 EDT 2018 Equipment Inventory Elm Electrical, Inc. Agreement: STD61325666TR-06/18-01 Site Name: Tighe & Bond Equipment Location: Flood Pumping Station Northampton Ma. Page 10 of 19 Tag ID: 9009 Item Desc: NO. 3 Gate Value Motor Serial #: Equip Type: MCC: Molded Case Breakers > 400A Mfg: Westinghouse Model: TR201545392 Specifications Value Unit Working Voltage 240 Volts Breaker Type AB Model # Current Rating 35 Amps Breaker Frame Rating 35 Amps Number of Poles 3 Poles Load Side Phase Conductor Size / Type / Al-Cu 10 AWG/THHN/Cu Unitless Application: Safety Notes: Equipment Variables Thursday July 19 10:22:13 EDT 2018 Equipment Inventory Elm Electrical, Inc. Agreement: STD61325666TR-06/18-01 Site Name: Tighe & Bond Equipment Location: Flood Pumping Station Northampton Ma. Page 11 of 19 Tag ID: 9010 Item Desc: NO. 2 Gate Value Motor Serial #: Equip Type: MCC: Molded Case Breakers > 400A Mfg: Westinghouse Model: TR201545392 Specifications Value Unit Working Voltage 240 Volts Breaker Type AB Model # Current Rating 35 Amps Breaker Frame Rating 35 Amps Number of Poles 3 Poles Load Side Phase Conductor Size / Type / Al-Cu 10 AWG/THHN/Cu Unitless Application: Safety Notes: Equipment Variables Thursday July 19 10:22:13 EDT 2018 Equipment Inventory Elm Electrical, Inc. Agreement: STD61325666TR-06/18-01 Site Name: Tighe & Bond Equipment Location: Flood Pumping Station Northampton Ma. Page 12 of 19 Tag ID: 9011 Item Desc: NO. 1 Gate Valve Motor Serial #: Equip Type: MCC: Molded Case Breakers > 400A Mfg: Westinghouse Model: TR201545392 Specifications Value Unit Working Voltage 240 Volts Breaker Type AB Model # Current Rating 35 Amps Breaker Frame Rating 35 Amps Number of Poles 3 Poles Load Side Phase Conductor Size / Type / Al-Cu 10 AWG/THHN/Cu Unitless Application: Safety Notes: Equipment Variables Thursday July 19 10:22:13 EDT 2018 Equipment Inventory Elm Electrical, Inc. Agreement: STD61325666TR-06/18-01 Site Name: Tighe & Bond Equipment Location: Flood Pumping Station Northampton Ma. Page 13 of 19 Tag ID: 9012 Item Desc: NO. 1 Sluice Gate Motor Serial #: Equip Type: MCC: Molded Case Breakers > 400A Mfg: Westinghouse Model: TR102S545392 Application: Safety Notes: Equipment Variables Volts Model # Amps Amps Poles Unitless 240 AB 35 35 3 10 AWG/THHN/Cu Working Voltage Breaker Type Current Rating Breaker Frame Rating Number of Poles Load Side Phase Conductor Size / Type / Al-Cu Unit Value Specifications Thursday July 19 10:22:13 EDT 2018 Equipment Inventory Elm Electrical, Inc. Agreement: STD61325666TR-06/18-01 Site Name: Tighe & Bond Equipment Location: Flood Pumping Station Northampton Ma. Page 14 of 19 Tag ID: 9013 Item Desc: Flood Lights Serial #: Equip Type: MCC: Molded Case Breakers > 400A Mfg: Westinghouse Model: TR102545380 Specifications Value Unit Working Voltage 240 Volts Breaker Type AB Model # Current Rating 15 Amps Breaker Frame Rating 15 Amps Number of Poles 2 Poles Load Side Phase Conductor Size / Type / Al-Cu 12 AWG/THHN/Cu Unitless Application: Safety Notes: Equipment Variables Thursday July 19 10:22:13 EDT 2018 Equipment Inventory Elm Electrical, Inc. Agreement: STD61325666TR-06/18-01 Site Name: Tighe & Bond Equipment Location: Flood Pumping Station Northampton Ma. Page 15 of 19 Tag ID: 9014 Item Desc: Lighting Tranformer Primary Serial #: Equip Type: MCC: Molded Case Breakers > 400A Mfg: Westinghouse Model: TR102545384 Specifications Value Unit Working Voltage 240 Volts Breaker Type AB Model # Current Rating 50 Amps Breaker Frame Rating 50 Amps Number of Poles 2 Poles Load Side Phase Conductor Size / Type / Al-Cu 6 AWG/THHN/Cu Unitless Application: Safety Notes: Equipment Variables Thursday July 19 10:22:13 EDT 2018 Equipment Inventory Elm Electrical, Inc. Agreement: STD61325666TR-06/18-01 Site Name: Tighe & Bond Equipment Location: Flood Pumping Station Northampton Ma. Page 16 of 19 Tag ID: 9015 Item Desc: Lighting Panel Serial #: Equip Type: MCC: Molded Case Breakers > 400A Mfg: Westinghouse Model: TR102545340 Specifications Value Unit Working Voltage 120 Volts Breaker Type AB Model # Current Rating 100 Amps Breaker Frame Rating 100 Amps Number of Poles 2 Poles Load Side Phase Conductor Size / Type / Al-Cu 2 AWG/THHN/Cu Unitless Application: Safety Notes: Equipment Variables Thursday July 19 10:22:13 EDT 2018 Equipment Inventory Elm Electrical, Inc. Agreement: STD61325666TR-06/18-01 Site Name: Tighe & Bond Equipment Location: Flood Pumping Station Northampton Ma. Page 17 of 19 Tag ID: 9016 Item Desc: NO.2 Sluice Gate Motor Serial #: Equip Type: MCC: Molded Case Breakers > 400A Mfg: Westinghouse Model: U/O Application: Safety Notes: Equipment Variables Volts Model # Amps Amps Poles 240 AB 35 35 3 Working Voltage Breaker Type Current Rating Breaker Frame Rating Number of Poles Unit Value Specifications Thursday July 19 10:22:13 EDT 2018 Equipment Inventory Elm Electrical, Inc. Agreement: STD61325666TR-06/18-01 Site Name: Tighe & Bond Equipment Location: Flood Pumping Station Northampton Ma. Page 18 of 19 Tag ID: 9017 Item Desc: Sump Pump Motor Serial #: Equip Type: MCC: Molded Case Breakers > 400A Mfg: Westinghouse Model: DK-20 Application: Safety Notes: Equipment Variables Working Voltage Breaker Type Current Rating Breaker Frame Rating Plug Trip Rating Number of Poles Trip Unit Manufacturer Trip Unit Setting Load Side Phase Conductor Size / Type / Al-Cu 240 DK-20 600 600 250 3 WestingHouse 150% 1 1/2"X1/4" Bus / Cu Volts Model # Amps Amps Amps Poles Unitless Unitless Unitless Specifications Value Unit Thursday July 19 10:22:13 EDT 2018 Equipment Inventory Elm Electrical, Inc. Agreement: STD61325666TR-06/18-01 Site Name: Tighe & Bond Equipment Location: Flood Pumping Station Northampton Ma. Page 19 of 19 Tag ID: 9018 Item Desc: Generator #4 Serial #: 1S85W730 Equip Type: Generators 251kW-500Kw (Electrical Only) Mfg: Westinghouse Model: AC Generator Specifications Working Voltage Value 120/240 Unit Volts KVA (Continuous) 93.8 KVA Frequency 60 Hertz RPM 1200 RPM Current Rating 226 Amps Generator Output Breaker Type DK-20 Model # Power Factor 80 PF Cooling Means (Air / Liquid) Liquid Unitless Number of Phases 3 Phase Application: Safety Notes: Equipment Variables The Thermographic Electrical Inspection The intent of the Thermographic Electrical Inspection is to assist in detecting potential equipment failure by measuring abnormal temperature signatures of Electrical Distribution System Components.By evaluating the operating condition of these components, potential failures can be located and problem severity determined as part of a structured ongoing maintenance program. This will provide your organization with a predictive and proactive risk management program where outages and repairs of your electrical system can be avoided. Background All objects around us including ourselves are constantly emitting thermal radiation (heat). This technique for making energy visible is called Infrared Thermography. The t hermal image captured by the thermographic camera allows for meaningful interpretation. Data it contains is digitally stored and computer processed for further analysis. This information is stored for future reference and trend analysis. Report Format Any thermal anomalies are presented on a report page as a thermal image and a digital photograph of the electrical component. To best determine the severity of a problem direct temperature measurement of the equipment and the temperature differential of the f aulty components are provided. Interpreting the Results Thermographic inspections should be performed under normal equipment load conditions. When equipment can be measured under normal operating conditions the following information can be used as a guide for the action to be taken. Operating Temperature Electrical distribution system components are designed to operate within certain temperature parameters. When electrical distribution system components continually operate in excess of those parameters their life is shortened directly proportional to the amount of excess temperature. Temperature Differential Areas of electrical components operating at higher temperatures than that of adjacent areas, comparisons to ambient air temperatures, and enclosures of electrical apparatus are typically an indication of a problem with the higher temperature part. For every problem, components are always inspected for physical damage to determine if the component should be replaced rather than repaired. An inspection should be made after a problem has been repaired to ensure it has been properly corrected. As a guide to determining the severity of a problem we recommend for any of the three classifications of infrared testing on electrical components. It should be n oted that these temperature criteria's are employed in conjunction with other analysis procedures and tools in the interest of accurately identifying problem areas: INFRARED THERMOGRAPHIC INSPECTION SIMILAR COMPARISONS - Components/Conductors that have equal or near equal loading Problem Level Temperature Differential Description Alert 7.2°F-14.4°F 4.1°C-8°C First Stage. Monitor and repair during next scheduled maintenance. Severe 14.5°F-27°F 8.1°C-15°C Second Stage. Should be repaired before scheduled maintenance. Critical >27°F >15°C Acute Stage. Should be repaired immediately! References: NFPA - 70B Standard, NETA, and EPRI AMBIENT COMPARISONS - Components/Conductors with no other items of similar load and ambient air is used as a reference Problem Level Temperature Differential Description Alert 18.2°F-36°F 10.1°C-20°C First Stage. Monitor and repair during next scheduled maintenance. Severe 36.1°F-72°F 20.1°C-40°C Second Stage. Should be repaired before scheduled maintenance. Critical >72°F 40°C Acute Stage. Should be repaired immediately! References: NFPA - 70B Standard, NETA, and EPRI INDIRECT COMPARISONS - Temperature observed across enclosed, electrical compartments and liquid/oil filled electrical items Problem Level Temperature Differential Description Alert 2°F-5.4°F 1.1°C-3°C First Stage. Monitor and repair during next scheduled maintenance. Severe 5.6°F-9°F 3.1°C-5°C Second Stage. Should be repaired before scheduled maintenance. Critical 9°F >5°C Acute Stage. Should be repaired immediately! References: NFPA - 70B Standard, NETA, and EPRI The above criteria provide standardized guidelines when determining if a thermal anomaly warrants further investigation based on temperature difference. Other factors such as ambient temperature, environmental conditions, criticality of the equipment, and electrical analysis tests must be considered. Elm Electrical, Inc. 68 Union Street Westfield, MA 01085 Tighe & Bond - STD61325666TR-06/18-01 SUMMARY PAGE Page # Equipment Type Location Problem Ref/Amb. Diff. Page 2 Alert Severe Critical The infrared survey that has been conducted onsite shows that’s there is no equipment that should be in concern. Elm Electrical, Inc. Thursday July 19 10:55:07 Ins. = Installed Rec. = Recommended Page 1 of 1 68 Union Street Westfield MA, 01086 Arc Flash Labeling Summary Customer: Tighe & Bond Agreement No.: STD61325666TR-06/18 -01 Site: Tighe & Bond Location: Flood Pumping Station Northampton Ma. Tag ID Customer Identification Ins. Rec. 9000 Motor Control Center (Section 1 of 3) 9001 Motor Control Center (Section 2 of 3) 9002 Motor Control Center (Section 3 of 3) 9003 Incoming Line 9004 Generator Breaker 9005 Breaker 16 IN. Pump Motor 9006 Emergency Cooling Water Pump Motor 9007 Battery Charger Input 9008 Battery Charger Output 9009 NO. 3 Gate Value Motor 9010 NO. 2 Gate Value Motor 9011 NO. 1 Gate Valve Motor 9012 NO. 1 Sluice Gate Motor 9013 Flood Lights 9014 Lighting Tranformer Primary 9015 Lighting Panel 9016 NO.2 Sluice Gate Motor 9017 Sump Pump Motor 9018 Generator #4 Elm Electrical, Inc. Thursday July 19 10:54:38 Ins. = Installed Rec. = Recommended Page 1 of 1 68 Union Street Westfield MA, 01086 Infrared Windows Summary Customer: Tighe & Bond Agreement No.: STD61325666TR-06/18 -01 Site: Tighe & Bond Location: Flood Pumping Station Northampton Ma. Tag ID Customer Identification Ins. Rec. 9000 Motor Control Center (Section 1 of 3) 9001 Motor Control Center (Section 2 of 3) 9002 Motor Control Center (Section 3 of 3) 9003 Incoming Line 9004 Generator Breaker 9005 Breaker 16 IN. Pump Motor 9006 Emergency Cooling Water Pump Motor 9007 Battery Charger Input 9008 Battery Charger Output 9009 NO. 3 Gate Value Motor 9010 NO. 2 Gate Value Motor 9011 NO. 1 Gate Valve Motor 9012 NO. 1 Sluice Gate Motor 9013 Flood Lights 9014 Lighting Tranformer Primary 9015 Lighting Panel 9016 NO.2 Sluice Gate Motor 9017 Sump Pump Motor 9018 Generator #4 Elm Electrical, Inc. Thursday July 19 10:54:04 Ins. = Installed Rec. = Recommended Page 1 of 1 68 Union Street Westfield MA, 01086 Surge Suppression Summary Customer: Tighe & Bond Agreement No.: STD61325666TR-06/18 -01 Site: Tighe & Bond Location: Flood Pumping Station Northampton Ma. Tag ID Customer Identification Ins. Rec. 9000 Motor Control Center (Section 1 of 3) 9001 Motor Control Center (Section 2 of 3) 9002 Motor Control Center (Section 3 of 3) 9003 Incoming Line 9004 Generator Breaker 9005 Breaker 16 IN. Pump Motor 9006 Emergency Cooling Water Pump Motor 9007 Battery Charger Input 9008 Battery Charger Output 9009 NO. 3 Gate Value Motor 9010 NO. 2 Gate Value Motor 9011 NO. 1 Gate Valve Motor 9012 NO. 1 Sluice Gate Motor 9013 Flood Lights 9014 Lighting Tranformer Primary 9015 Lighting Panel 9016 NO.2 Sluice Gate Motor 9017 Sump Pump Motor 9018 Generator #4 ELM ELECTRICAL INC. 68 UNION ST. WESTFIELD MA 01085 (413)568-0905 24 Hour Service Bus Connection Resistance Test Report CUSTOMER DATA CUSTOMER: Northampton Waste Water DATE: 6/20/18 LOCATION: 33 Hockanum Road TESTED BY: Joshua Lynch CUSTOMER ID: AMPACITY: VOLTAGE: TEMP: HUMIDITY: Meg Ohm Readings As Found/As Left Micro Ohm Readings As Found/As Left Time: Test Voltage A‐G B‐G C‐G A‐B B‐C C‐A ‐ ‐ Phase: Test Setting: Entire Horizontal Sec. 1 Horiz. to Vert. Sec. 2 Horiz. to Vert. Sec. 3 Horiz. to Vert. 0:30 1 kV ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ A 10A 24.3 1:00 1 kV 30.7 M 31.7 M 32.1 M ‐ ‐ ‐ ‐ ‐ B 10A 25.6 C 10A 23.7 N 10A ‐ ‐ ‐ ‐ G 10A ‐ ‐ ‐ ‐ Notes: After going over the test results, the busing in the gear is in good working condition. ELM ELECTRICAL INC. 68 UNION ST. WESTFIELD MA 01085 (413)568-0905 24 Hour Service MOLDED CASE BREAKER TEST REPORT CUSTOMER DATA CUSTOMER: Northampton Waste Water DATE: 6/20/18 LOCATION: 33 Hockanum Road TESTED BY: Joshua Lynch CUSTOMER ID: AMPACITY: VOLTAGE: 120/240 TEMP: HUMIDITY: Breaker Number: Breaker Catalog Number: Breaker Information Contact Resistance (Ω) Megger Open Pole 1kV@1min Remarks: Mfr. Frame Rating Plug Ratin Type A B C A B C 9939 DK‐20 Air Circuit Breaker WestingHouse 600 250 DK‐20 1.2440 m 480.1 u 704.9u 9940 DK‐20 Air Circuit Breaker WestingHouse 600 250 DK‐20 U/O U/O U/O Cant close without generator being on 9941 U/O WestingHouse ? 225 ? 1.5622m 1.1521m 632.4u 9942 DK‐20 Air Circuit Breaker WestingHouse 600 15 DK‐20 83.4m 15.85m 93.76m 9943 TR201543380 WestingHouse 15 15 AB 21.303m 16.952m N/A 9944 545336A WestingHouse 35 35 AB U/O U/O N/A 12 VDC on circuit 9945 TR201545392 WestingHouse 35 35 AB 12.66m 9.68m 33.23m 9946 TR201545392 WestingHouse 35 35 AB 22.37m 4.59m 10.90m 9947 TR201545392 WestingHouse 35 35 AB 29.53m 7.97m 18.58m Notes: After going over the test results, the circuit breakers in the gear is in good working condition. ELM ELECTRICAL INC. 68 UNION ST. WESTFIELD MA 01085 (413)568-0905 24 Hour Service MOLDED CASE BREAKER TEST REPORT CUSTOMER DATA CUSTOMER: Northampton Waste Water DATE: 6/20/18 LOCATION: 33 Hockanum Road TESTED BY: Joshua Lynch CUSTOMER ID: AMPACITY: VOLTAGE: 120/240 TEMP: HUMIDITY: Breaker Number: Breaker Catalog Number: Breaker Information Contact Resistance Megger Open Pole 1kV@1min Remarks: Mfr. Frame Rating Plug Rating Type A B C A B C 9948 TR102S545392 Westinghouse 35 35 AB 14.3m 10.32m 6.82m 9949 TR102545380 Westinghouse 15 15 AB 13.83m 22.7m N/A 9950 TR102545384 Westinghouse 50 50 AB 9.39m 8.15m N/A 9951 TR102545340 Westinghouse 100 100 AB 2.211m 10.184m N/A 9952 U/O Westinghouse 35 35 AB 29.53m 20.24m 11.78m 9953 DK‐20 Air Circuit Breaker Westinghouse 600 15 DK‐20 80.68m 5.78m 69.73m Notes: After going over the test results, the circuit breakers in the gear is in good working condition. Transformer Insulation Resistance Test Test Unit/ Model Number: Megger S1‐1568 Date: 6/20/2018 Time High to Low :15 723 M :30 764 M :45 766 M 1:00 764 M 2:00 745 M 3:00 727 M 4:00 711 M 5:00 699 M 6:00 687 M 7:00 677 M 8:00 666 M 9:00 657 M 10:00 649 M DAR 1.00 PI 0.85 Notes: After going over the test results, the transformer inside gear is in good working condition. Elm Electrical, Inc. 68 Union Street Westfield, MA 01085 EDS Component Problem Summary Tighe & Bond STD61325666TR-06/18-01 Tag ID Customer Identification Date Category Problem Description The survey that has been conducted onsite shows that’s there is no equipment that should be in concern. Review Date: Customer Representative TEGG Service Representative Zachariah P Chornyak Project Manager, 53 Southampton Road STD61325666TR-06/18-01 Priority Code: Critical Severe Alert -- Immediate attention required! -- Attention Required within the next 30-90 days! -- Needs attention as time permits! TGO-119 (03/25/10) Page 1 of 1 ©2010 TEGG Corporation It's What We Do... Section 6 Recommendations Tighe&Bond 6-2 Appendix F HBMA Data Asbestos Inventory TableCity of Northampton, MAHockanum Flood Pump Station - Northampton, MASample # Material LocationApproximate QuantityResult CommentA-01, A-02, A-03Pitch/Asphaltic Roofing CementFlood StationRoof2,000 SF Non-ACMRoofing system comprises rubber membrane, 3/4" foam board insulation, felt paper, pitch/cement, cinder ash layer, all installed on top of concrete substrate.A-04, A-05, A-06 Cinder Ash LayerFlood StationRoof2,000 SF Non-ACMRoofing system comprises rubber membrane, 3/4" foam board insulation, felt paper, pitch/cement, cinder ash layer, all installed on top of concrete substrate.A-07, A-08, A-09Foam Board Insulation PaperFlood StationRoof2,000 SF Non-ACMRoofing system comprises rubber membrane, 3/4" foam board insulation, felt paper, pitch/cement, cinder ash layer, all installed on top of concrete substrate.A-10, A-11 Felt PaperFlood StationRoof2,000 SF Non-ACMRoofing system comprises rubber membrane, 3/4" foam board insulation, felt paper, pitch/cement, cinder ash layer, all installed on top of concrete substrate.A-12, A-13, A-14 Flashing/Seam AdhesiveFlood StationRoof-Non-ACMRoofing system comprises rubber membrane, 3/4" foam board insulation, felt paper, pitch/cement, cinder ash layer, all installed on top of concrete substrate. Flashing/seam adhesive observed at rubber membrane seams and roof penetrations (e.g., vents, chimneys, etc.)A-15, A-16, A-17 CaulkingFlood StationExterior - Windows (glass block type)400 LF(10 Windows)Non-ACMLocated between the glass block windows and the brick façade. Applied to the two sides and top of window, no caulking observed between the window and window sill. Window sizes are approximately 17'x6', 10'x9' and 13'x5'.Should be considered a suspect PCB containing material.A-18, A-19 CaulkingFlood StationExterior - Vents30 LF(3 Vents)ACMLocated between the metal vents and brick façade. Should be considered a suspect PCB containing material.A-20, A-21 Caulking (red)Flood StationExterior - Doors50 LF(2 Doors)Non-ACMLocated between the door frames and brick façade. Should be considered a suspect PCB containing material. Asbestos Inventory TableCity of Northampton, MAHockanum Flood Pump Station - Northampton, MASample # Material LocationApproximate QuantityResult CommentA-22, A-23 Caulking (black)Flood StationExterior - Glass block windows50 LF(8 Windows)Non-ACMObserved at the bottom of the windows, between the glass block window mortar and the concrete window sill. Should be considered a suspect PCB containing material.A-24, A-25, A-26, A-27TSI - Pipe and fitting InsulationFlood StationMain level and basement375 LF3.0 CY DebrisACMTSI was observed insulating 1"-2" diameter piping. TSI debris from previous pipe removal was observed on top of the bathroom mezzanine. Contaminated materials such as fiberglass insulation should be removed as an ACM. A-28, A-29Segment packing/filler materialFlood StationBasement, HB Smith Boiler-Non-ACMMaterial observed between the internal segments. HB Smith boiler approximately 3'x4'x4' in size.A-30, A-31 Coating/sealantFlood StationBasement, HB Smith Boiler-Non-ACMMaterial observed applied on the internal fins. HB Smith boiler approximately 3'x4'x4' in size.Not SampledRope gaskets, packings, fillingsFlood StationBasement, HB Smith Boiler-APIt is assumed that the boiler may contain other gaskets, packing and/or fillings which where not accessible at the time of the survey.A-32, A-33, A-34 CaulkingFlood StationInterior - Glass block windows400 LF(10 Windows)ACMLocated between the glass block windows and the brick façade. Applied to the two sides and top of window, no caulking observed between the window and window sill. Window sizes are approximately 17'x6', 10'x9' and 13'x5'.Should be considered a suspect PCB containing material.A-35, A-36 GasketFlood StationViking Engines60 Gaskets(3 Engines)Non-ACM Various sized gaskets at flanges and plate openings on the engines. Asbestos Inventory TableCity of Northampton, MAHockanum Flood Pump Station - Northampton, MASample # Material LocationApproximate QuantityResult CommentA-37, A-38 TSI - Muffler insulationFlood StationViking Engine14 LF0.5 CY DebrisACMTSI was observed on 4" piping. Pipe runs vertically 7' to 20' off the ground. TSI associated with the middle engine. TSI debris appeared to be on the adjacent window and floor. It is recommended debris be abated by a State licensed abatement contractor.A-39, A-40 TSI - Muffler wrapFlood StationViking Engine14 LF Non-ACM Remove as ACM along with the muffler TSI.A-41, A-42 TSI - Pipe InsulationFlood StationViking Engine2 SF Non-ACM Observed at middle engine, between a flange and muffler.A-43, A-44, A-45 BrickFlood StationExterior, building facade-Non-ACMExterior façade comprises brick and mortar. Depending on the final design plan for the structure (renovation or demolition) additional destructive investigation may be warranted to determine if any further ACMs are present beneath the brick façade.A-46, A-47, A-49 Brick MortarFlood StationExterior, building facade-Non-ACMExterior façade comprises brick and mortar. Depending on the final design plan for the structure (renovation or demolition) additional destructive investigation may be warranted to determine if any further ACMs are present beneath the brick façade.LEGEND: Survey Completed By:ACM = Asbestos Containing MaterialC,200 SFSF = Square FeetA,200 SFLF = Linear FeetJason HaywardLF = Linear FeetCT = CountTighe & Bond - 446 Main Street, Worcester, MA - 508.471.9614AP = Assumed PositiveCY = Cubic YardTSI = Thermal System InsulationMADLS # AI073502 City of Northampton, MAHockanum Flood Pump Station - Northampton, MALocation Waste Type Container Type Volume of Contents Quantity CommentsFlood Station BuildingCO2 / monoammonium phosphate / ammonium sulfateFire extinguishers 10-20 Pounds 2 Dry chemical fire extinguishers.Flood Station Building Mercury Ampule - 1 Mercury ampules associated with thermostats.Flood Station Building Lead source Batteries - 1 Batteries associated with the emergency light units.Flood Station Building Mercury Fluorescent light tubes - 10Fluorescent light tubes 4' in size and in place within light fixtures throughout area.Flood Station Building PCB Ballast - 5Associated with in place florescent light tubes described above.Flood Station Building Oil, Fuel Engines 5 Gallons 3 Oils and remnant fuels associated with engines.Flood Station Building Oil, Fuel Generator 5 gallons 1 Oils and remnant fuels associated with generator.Flood Station Building Lead source Batteries 0.25 Gallons 8 Batteries associated with the generator and engines.Hazardous Materials InventoryPage 1 of 1 Sample # Material LocationApproximate QuantityResult (% by weight)CommentLBP-01 Green Paint Exterior - Doors, vents NA 2.9 The green paint tested above the regulatory reporting limits. Painted surfaces containing any level of lead shall not be subjected to renovation and/or demolition activities that have potential to create airborne lead levels that exceed the OSHA action limit of 30 micrograms per cubic meter. If renovation actions have potential to expose a worker above the threshold and a negative exposure assessment is not conducted, contractor shall wear personal protective equipment (e.g. respirators and tyvek suits) until the negative exposure assessment is completed. Clean all work areas in accordance with applicable OSHA Lead in Construction regulations and the Environmental Protection Agency’s Renovate, Repair and PaintingProgram requirements. Waste containing lead should be subject to TCLP testing. LBP-02 White Paint Interior - Walls, misc. equipment, piping NA 0.12 The white paint tested below the regulatory reporting limits. However, painted surfaces containing any level of lead shall not be subjected to renovation and/or demolition activities that have potential to create airborne lead levels that exceed the OSHA action limit of 30 micrograms per cubic meter. If renovation actions have potential to expose a worker above the threshold and a negative exposure assessment is not conducted, contractor shall wear personal protective equipment (e.g. respirators and tyvek suits) until the negative exposure assessment is completed. Clean all work areas in accordance with applicable OSHA Lead in Construction regulations and the Environmental Protection Agency’s Renovate, Repair and PaintingProgram requirements. Waste containing lead should be subject to TCLP testing. LBP-03 Grey Paint Interior - Floor, walls, misc. equipment, pipingNA 0.15 The grey paint tested below the regulatory reporting limits. However, painted surfaces containing any level of lead shall not be subjected to renovation and/or demolition activities that have potential to create airborne lead levels that exceed the OSHA action limit of 30 micrograms per cubic meter. If renovation actions have potential to expose a worker above the threshold and a negative exposure assessment is not conducted, contractor shall wear personal protective equipment (e.g. respirators and tyvek suits) until the negative exposure assessment is completed. Clean all work areas in accordance with applicable OSHA Lead in Construction regulations and the Environmental Protection Agency’s Renovate, Repair and PaintingProgram requirements. Waste containing lead should be subject to TCLP testing. LBP-04 Green Paint Interior - Equipment (e.g., engines, generator, motors, etc.)NA 2.05 The green paint tested above the regulatory reporting limits. Painted surfaces containing any level of lead shall not be subjected to renovation and/or demolition activities that have potential to create airborne lead levels that exceed the OSHA action limit of 30 micrograms per cubic meter. If renovation actions have potential to expose a worker above the threshold and a negative exposure assessment is not conducted, contractor shall wear personal protective equipment (e.g. respirators and tyvek suits) until the negative exposure assessment is completed. Clean all work areas in accordance with applicable OSHA Lead in Construction regulations and the Environmental Protection Agency’s Renovate, Repair and PaintingProgram requirements. Waste containing lead should be subject to TCLP testing. LEGENDNA = NOT APPLICABLEFEDERAL REGULATORY LIMIT IS 0.5% LEAD BY WEIGHT<RL = LESS THAN REPORTING LIMITmg/Kg = MILLIGRAM PER KILOGRAMLead Based Paint Inventory Hockanum Street Flood Pump Station - Northampton, MACity of Northampton, MA Sample # Material LocationApproximate QuantityResult (% by weight)CommentLead Based Paint Inventory Hockanum Street Flood Pump Station - Northampton, MACity of Northampton, MA