malcolm pirnie inc - final design report · the ll and ltr sites were licensed from 1969 until...
TRANSCRIPT
MAUDOUV4KRNIE
FINAL DESIGNREPORT
Lemberger Transport &Recycling Site Closure
Preparedfor:
Lemberger Site Remediation Group
Submitted By:
MALCOLMPIRNIE
Environmental Engineers, Scientists & Planners5500 Wayzata BoulevardMinneapolis, Minnesota 55416-1262
October 6, 19952049-007-940
LEMBERGER TRANSPORT & RECYCLING SITE CLOSURE SYSTEM
FINAL DESIGN REPORT
TABLE OF CONTENTSPage
1.0 INTRODUCTION AND BACKGROUND .................................... 1-11.1 Introduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-11.2 B a c k g r o u n d . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-21.3 Purpose and Contents of the Final Design R e p o r t . . . . . . . . . . . . . . . . . . . . . . . . . 1-3
2.0 SITE DESCRIPTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-12.1 Topography . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-12.2 Regional Geology . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-12.3 Hydrogedogy . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-22.4 Summary of the Nature and Extent of Contamination . . . . . . . . . . . . . . . . . . . . . . 2-32.5 Previous RD/RA Activities . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-4
2.5.1 Phase 1 Site Activities . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-42.5.2 Phase 2 Drum Excavation and Removal . . . . . . . . . . . . . . . . . . . . . . . . . 2-52.5.3 Phase 3 Predesign Activities . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-52.5.4 Operable Unit 1 Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-6
3.0 LANDFILL CLOSURE DESIGN COMPONENTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-13.1 Introduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-13.2 Purpose of Closure System . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-13.3 Construction of the Cover System . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-23.4 Components of the Cover System . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-2
3.4.1 Grading Layer . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-23.4.2 Gas Control and Foundation Layer . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-33.4.3 Lower Geotextile Layer . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-43.4.4 Clay Barrier Layer . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-43.4.5 Geomembrane Liner . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-63.4.6 Drainage Layer . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-103.4.7 Upper Geotextile Layer . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-113.4.8 Cover L a y e r . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-123.4.9 Topsoil Layer . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-123.4.10 Vegetation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-13
3.5 Storm Water Management and Erosion Control . . . . . . . . . . . . . . . . . . . . . . . . . 3-133.5.1 G e n e r a l . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-133.5.2 Diversion Swales . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-153.5.3 Downchutes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-153.5.4 Energy Dissipators . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-163.5.5 Sedimentation Basin . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-16
3.6 Stability Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-173.6.1 Analytical Methodology . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-173.6.2 Cover Configuration . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-183.6.3 Analytical Results . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-18
3.6.3.1 Soils . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-183.6.3.2 Geosynthetics . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-19
3.7 Landfill Gas Venting System . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-203.8 Well A b a n d o n m e n t . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-20
2049-007-940
TABLE OF CONTENTS (Con't)
__________________________________________________Page
4.0 REQUIRED PERMITS, LICENSES, AND APPROVALS . . . . . . . . . . . . . . . . . . . . . . . . 4-1
5.0 COST ESTIMATE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-1
6.0 CONSTRUCTION SCHEDULE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-1
7.0 HEALTH AND SAFETY PLAN . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-1
LIST OF TABLESTable FollowingNo. Description_______________________________________Page
2-1 Summary of Previous Investigations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-3
2-2 Number of Drums Removed by Anomaly Area . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-5
3-1 Properties of HDPE Liner Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-6
3-2 Drainage Structure Design Data . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-15
3-3 Minimum Soil Strength Requirements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-19
5-1 Final Construction Cost Estimate . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-1
5-2 Operation and Maintenance Final Cost Estimates . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-1
LIST OF FIGURES
Figure FollowingNo. Description_______________________________________Page
1-1 Site Location Map . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-1
2-1 Anomaly Locations Where Drums Were Found . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-5
2-2 Anomaly Locations Where Cylinders Were Found . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-5
6-1 Final Project Schedule . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-1
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LIST OF APPENDICES
Appcndii___Description__________________
A Volume, Drainage, and Riprap Calculations
B Cover Stability Analysis Calculations
C Oversight Health and Safety Plan
D Final Design Drawings (Under Separate Cover)
E Final Technical Specifications (Under Separate Cover)
2049-007-940 iii
1.0 INTRODUCTION AND BACKGROUND
1.1 INTRODUCTION
The Lemberger Transport and Recycling (LTR) site is an inactive landfill which accepted
industrial waste and operated in conjunction with a landfill directly to the north called the LembergerLandfill, Inc. (LL). Both sites, shown on Figure 1 -1, are on the National Priorities List.
The United Stated Environmental Protection Agency (USEPA) has, administratively, divided
remedial activities associated with the LTR Site and the LL site into two operable units. Operable Unit1 includes source control at the LL site and a treatment system for contaminated ground water associatedwith both the LL site and the LTR Site. Operable Unit 2 addresses source control at the LTR Site.
An Administrative Order by Consent (AOC), addressing source control activities at the LTRSite, was executed on July 15,1993. The AOC requires the Lemberger Site Remediation Group (LSRG)
to conduct certain remedial activities pursuant to Section 106 of the Comprehensive EnvironmentalResponse, Compensation and Liability Act (CERCLA) of 1980, as amended, 42 U.S.C. Section 9606(a).
The AOC divides LTR remedial activities into three phases:• Phase 1 - Conduct boundary and geophysical survey, and construct a fence
around the site.
• Phase 2 - Excavate and remove buried drums.
• Phase 3 - Treat "hot spots" and soils adjacent to the drums recovered in Phase2 with soil vapor extraction (SVE) and close the site.
Phase 1 activities were completed during the Fall of 1993. Phase 2 activities were started inNovember of 1993 and completed in November 1994. The results of Phase 2 drum removal activitiesare discussed in the Phase 2 Report for Drum Excavation and Removal dated July 18,1994. Phase 3predesign activities have been completed and are presented in the Phase 3 Predesign Report. Phase 3activities included several predesign activities including a soil vapor survey and a soil vapor extraction
pilot study. The soil vapor survey identified areas of elevated vapor concentrations at the site with thehighest concentrations occurring in the central portion of the site which corresponded to areas to where
buried drums were found and removed Based upon the results of the SVE pilot study, it was concluded
that SVE was not a feasible remediation technology due to the soils at the site not being of sufficientpermeability to allow adequate air flow through the geologic structure. Based on the conclusions of thepredesign activities, it was decided that a solid waste composite cover will be designed and constructed
2049-007-930 1-1
TOWN OF FRANKLINWISCONSIN
LembergerSites
SUNNY SLOPE RD.
T SAN RD. .WHITELflW
LEMBERGERLANDFILL
LEMBERGERTRANSPORTRECYCLING
MA1COUAPIRNIE
LEMBERGER SUPERFUND SITESSITE LOCATION MAP I FIGURE
1-1
at the site, in accordance with NR 504 Wis. Adm. Code. The Phase 2 and 3 reports are listed in thefollowing subsection as Reference Documents and are discussed in Section 2 of this report.
The Lemberger Transport & Recycling Site Closure System Final Design Report is composedof the following sections:
• Section 1.0 - Introduction and Background• Section 2.0 - Site Description
• Section 3.0 - Landfill Closure Design Components
• Section 4.0 - Required Permits, Licenses and Approvals
• Section 5.0 - Cost Estimate• Section 6.0 • Construction Schedule• Section 7.0 - Health and Safety Plan
1.2 BACKGROUND
The LTR Site is located southwest of the intersection of Hempton Lake Road and Sunny SlopeRoad in Manitowoc County, Wisconsin, in the northeast quarter of Section 34, Township 20 North,
Range 22 East The size of the LTR Site, as defined during Phase 1 remedial activities, is approximately49 acres, with an estimated 16 acres of the LTR Site used for industrial waste disposal.
In 1969 the Wisconsin Department of Natural Resources (WDNR) issued a license for thenearby LL site as a sanitary landfill. The LTR Site operated under the same license issued by the WDNR
for the LL site and accepted industrial waste which was diverted from the LL site and other landfills.The LL and LTR Sites were licensed from 1969 until 1976, when WDNR did not renew the landfill
license.LTR Site records indicate that between 1969 and 1977 industrial wastes, including drums and
a variety of liquids, sludges and slurries, were deposited into trenches at the site. Records of waste types
and quantities were maintained, although no records were kept regarding the types of waste depositedin specific trenches.
In September 1984, the LTR Site was added to the National Priorities List (NPL) and the
USEPA became the lead regulatory agency.
Additional site background information is detailed in the following documents:• Reference Document 1: Final Remedial Investigation (RI) Report, January, 1991.
• Reference Document 2: LTR Site Source Control Operable Unit, Remedial
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Investigation Technical Memorandum (RTTM), dated October, 1992.• Reference Document 3: Administrative Order by Consent for Source Control Activities,
executed by the USEPA on July 15,1993.• Reference Document 4: Phase 2 Report for Drum Excavation and Removal, July 18,
1994.
• Reference Document 5: Phase 3 Predesign Report, February 17,1995.
13 PURPOSE AND CONTENTS OF THE FINAL DESIGN REPORT
The purpose of the Final Design Report is to present the details for the Phase 3 remedial action.
The design of the Phase 3 remedial action was initially structured to have two main components: the soilvapor extraction system and a landfill cap. As discussed in the Phase 3 Predesign Report, SVE is not
a viable remedial technology at this site. Without SVE the USEPA has required construction of a
composite cap meeting the requirements of NR 504.07, Wis. Adm. Code.
The Final Design Report includes the following items:
• Design Criteria;
• Construction specifications prepared in accordance with Construction SpecificationsInstitute format;
• Engineering drawings identifying existing Site conditions and an illustration of thework to be constructed.
• Cost Estimate;
• Construction Schedule;
• and Health and Safety Plan.
The Final Design Report incorporates comments from the USEPA regarding the Prefinal DesignReport.
2049-007-930 1-3
2.0 SITE DESCRIPTION
2.1 TOPOGRAPHY
The topography of the LTR is characterized by west-northwest sloping terrain, which is
relatively flat on the west side of the site and has steeper slopes to the east. The rolling to hilly terrainis characterized by glacial deposits and variable bedrock topography. The LTR Site is in the Branch
River drainage basin which lies less than one mile to the northwest of LTR. Elevations range from 870
feet in the northeast to 852 feet on the west portion of the site. Slopes to the east range from 2 to 10percent, and slopes of 0.1 to 3 percent exist to the west. A drainage ditch with flow directed westward
along Sunny Slope Road borders the site to the north.
2.2 REGIONAL GEOLOGY
The study area is underlain by a bedrock of dolomitic limestone, the Niagara Limestone, over
which lies a buried glacio-fluvial valley. Bedding trends (slopes) northwest with a bedrock ridgeculminating at the southeast corner of the site. The southeastern wall of the glacial valley rises to meetthe bedrock ridge at the east and south edges of the area. The valley has been filled with glacial deposits.
Most of the glacial sediments fill the broad, flat bedrock valley and are more or less flat lying. Along
the valley wall, however, where the bedrock forms the topographic ridge line, the sediments follow theslope of the wall and in some cases pinch out at the higher elevations. This is particularly evident at thearea immediately south of the LTR Site.
The lowermost unit of interest to this project is the uppermost 30 to 80 feet of the NiagaraLimestone. This is the deepest unit exhibiting contaminants in the ground water. Overlying thelimestone are an outwash sand and gravel unit (the LGU), a clay till unit (the cohesive unit or CU), andlocally a unit of combined glacio-lacustrine and glacio-fluvial deposits (the UGU).
The UGU is medium to well-graded, loose to medium-dense and consists of sand to gravel sizedgrains. The thickness of the UGU varies over the LTR Site from non-existent in the southeast, wherebedrock elevation is high, to 11 feet in the west-northwest, where bedrock is well below the surface.
The CU is firm to hard and composed of particles ranging from clay to silt-size. This glacio-lacustrine deposit is randomly interbedded with coarse-sand to gravel erratics. The thickness of the CU
2049-007-930 2-1
varies over the LTR Site from 10 feet along the northern boundary to 2 feet at the southern border, whereit exists as a thin layer over the raised bedrock.
The LGU is well-graded, dense to very-dense and is composed of sand to gravel sized grainswith minor interbedded silts and clays. The lower LGU contains cobble to boulder-sized fragments ofweathered bedrock, which increase in volume with depth and proximity to the bedrock surface. Thethickness of the LGU varies across the LTR Site from not encountered over the bedrock ridge in thesouth, to 16 feet in the northwest portion where bedrock is low.
The Silurian-age Niagara Formation comprises the bedrock which underlies the unconsolidatedPleistocene deposits. It is a thick to massively-bedded, dolomitic fossilifcrous-limestone. Solutioncavities containing precipitate calcite are common throughout the unit. It ranges in thickness across theLTR Site from 2.5 feet in the southeast corner to 30 feet in the northwest corner.
2J HYDROGEOLOGY
Two aquifers are found in the study area. The regional aquifer, known locally as the LowerGroundwater System (LGS) consists of the bedrock and the overlying sand and gravel unit (the LGU).A perched aquifer locally occurs in the UGU, in the northern portion of the LTR Site. The regionalaquifer occurs beneath the entire study area.
Ground water elevation contours from 1990 show ground water flow is from the divide, whichruns along the ridge line in the east and south, toward the Branch River in the northwest. Because of theL-shaped configuration of the ridge and its orientation with respect to the river, the direction of groundwater flow varies locally depending upon the location within the study area. Generally, flow directionlies between westward and northward.
The water table in the regional aquifer is found in the limestone bedrock beneath the ridge linesin the east and south. As the bedrock slopes downward away from the ridge to the northwest, the glacialsediments occur at lower and lower elevations until the water table is found within the LGU. Still fartherfrom the ridge, the top of the LGU slopes further downward, with the result that the water table is foundin the overlying clay till (the CU). This results in a transition from unconfined to confined conditionsacross the study area, from the southeast to northwest.
Because of these widely varying conditions, the pattern of ground water flow is complex. Mostof the recharge occurs along the ridge line, where the layer of relatively impermeable clay till is thethinnest, or absent. This mounds the water table beneath the ridge, forming the ground water divide.
2049-007-930 2-2
Lateral flow is then towards the river. However, in the vicinity of the bedrock ridge, ground water flowslaterally from the bedrock into the LGU. Even though vertical gradients are generally downward in theLGU and bedrock, the unusual geometry of the LGU proximal to the bedrock face along the ridge in the
southeastern portion of the study area results in recharge to the LGU from the bedrock along the edgeof the ridge line, south and east of the LTR Site.
The perched aquifer occurs in the UGU and occurs in the southern portion of the LTR Site. Theaquifer is drained by two wetlands along its western margin; therefore, flow is from the northern, easternand southern portions of the aquifer towards the western margin.
There appears to be little, if any, vertical communication with the regional aquifer. Water levelsin the two aquifers differ by 30 to 40 feet There is an unsaturated zone of as much as seven feet of sand
and gravel at the top of the LGU. There is potential for some movement along fractures in the till, butfractures identified in boring samples were limited to the upper portion of the till, and did not penetrate
the full thickness of the unit. In any event, there is insufficient ground water flux through the till tosaturate the upper portion of the LGU. There is no evidence of a mounding effect that would be
indicative of recharge from the UGU to the LGU. Consequently, vertical flow between the aquifersappears negligible.
2.4 SUMMARY OF THE NATURE AND EXTENT OF CONTAMINATION
Numerous investigation reports have been prepared for the LL and LTR Sites, addressing thenature and extent of contamination and its potential impact to the surrounding area. A list of the
Lemberger LL and LTR Site reports, authors, and submittal dates is included in Table 2-1. Results ofprevious investigations at the LTR Site are discussed in Reference Documents 1 thru 5, as identified inthe Section 1 of this Report. Results of the LTR Site Source Control Operable Unit, RemedialInvestigation Technical Memorandum (RITM) - Reference Document 2 are summarized below.
The RITM subsurface investigation of test pits and test borings identified fill soils (silt, sand,day and gravel) intermixed with varying amounts of roots, wood, concrete, brick fragments, scrap metal,and, at some locations, a black tar-like substance with a burnt wood/charcoal odor. The investigationshowed that potential sources of contamination existed at most of the test pit and test boring locations.
Test pit and test boring fill material samples were collected during the LTR investigation for analyses.Results from the test pit sample analyses indicated the presence of volatile and semi-volatile organiccompounds. A number of pesticides were identified from the pcsticides/PCB analyses.
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TABLE 2-1SUMMARY OF PREVIOUS INVESTIGATIONS AND REPORTS
LEMBERGER TRANSPORT AND RECYCLING, INC. SITE
INVESTIGATION OR REPORT
Preliminary In-Field Conditions Analysis ofthe Closed Transport Recycling Inc Land-fill, Manitowoc County, WI
Environmental Investigation Report,Closed Transport Recycling Inc. Landfill,Manitowoc County, WI
Preliminary Remedial InvestigationFranklin Township, Manitowoc County,WI
Ongoing Investigation of ContaminatedPrivate Wells, Franklin Township, WI
Report of Investigation, Well Pollution byLandfills Located in Franklin Township,WI
Work Plan for Remedial Investiga-tion/Feasibility Study at die LembergerTransport and North Landfill Sites,Manitowoc County, WI
Final Remedial Investigation Report forLemberger Landfill, Inc. Site andLemberger Transportation and Recycling,Inc. Site
Lemberger Transport and Recycling, Inc.Site Source Control Operable Unit Re-medial Investigation Technical Memoran-dum
Geophysical Survey Results at the Lemb-erger Transport and Recycling Site
PREPARED BY
Residuals Management Technology, Inc.
Foth & Van Dyke and Associates Inc.for Lemberger Landfills, Inc.
Soils Exploration Company for WDNR
Wisconsin Department of Natural Re-sources
Ayres Associates, Inc. for Radosivich,Mozinski, Mozinski & Cashman
Residuals Management Technology, Inc.for USEPA, Region V
B & V Waste Science & TechnologyCorporation for USEPA, Region V
B & V Waste Science & TechnologyCorporation for USEPA, Region V
Geosphere Midwest, Inc.
DATE
August 1981
May 15, 1982
September 12, 1985
December 1984 topresent
March 1986
September 1986
January 18, 1991
October, 1992
October, 1993
Source for Early Reports: Final Remedial Investigation Report, January 18, 1991.
Subsurface soil samples were also collected and submitted for chemical analyses during the
R1TM subsurface investigation at the LTR Site. Nine inorganic compounds were detected atconcentrations exceeding established background levels. Calcium and magnesium were mostconsistently encountered and lead was detected at the highest concentrations above background, ranging
from 15 to 119 mg/kg. Concentrations generally varied from less than two times to ten times the
background levels.In addition to the fill material and soil samples collected during the RITM investigation, a liquid
sample was collected for analysis from one of two drums excavated from the LTR Site. Analytical
results from the drum sample indicated the following levels of volatile organics and metals: 49,000 partsper million (ppm) 4-methyl-2-pentanone, 23,000 ppm 2-butanone, 280,000 ppm toluene, 22,000 ppmethylbenzene, and 140,000 ppm total xylene; and 120 ppm lead, 4.5 ppm chromium, 4 ppm barium, and27 ppm zinc. The contents of the sampled drum had a flash point of 54 degrees Fahrenheit and a pH ofapproximately 4.5. Based on the results of previous investigative findings, the USEPA determined that
an actual or threatened release of hazardous substances from the LTR Site may present an imminent andsubstantial endangerment to public health, welfare or the environment.
2JS PREVIOUS RD/RA ACTIVITIES
2.5.1 Phase 1 Site ActivitiesThe Phase 1 Site Activities at the LTR Site included a site boundary survey, a geophysical
survey and fence construction. A site boundary survey of the LTR Site was conducted as part of thePhase 1 remedial action activities, before initiation of the geophysical survey and construction of aperimeter fence. The site boundary survey was based on results from the RI and verified in the field byrepresentatives of the USEPA and WDNR. Representatives from the USEPA and WDNR were presenton-site during the survey to verify and approve the location of comer stakes by the surveyor. This surveywas conducted to define the boundaries of the LTR Site for future remedial action activities.
The LTR Site (defined during the Site Boundary Survey) was surveyed with a Geonics EM-31DL electromagnetic instrument Readings were taken digitally at 2.5 foot intervals along lines spaced10 feet apart The close spacing is necessary to identify anomalies caused by objects the size of a singleburied 55-gallon drum. A 100 by 100 foot grid was surveyed and marked prior to the survey. Additionalflagging at 20 foot intervals in one direction was placed at the start of the survey. Data point locations
were interpolated in the field using the grid stakes and flags. Data interpretation was presented in a
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report prepared by the geophysical subcontractor, Geosphere Midwest and a map of subsurfaceconductivity anomalies was prepared from the data collected during the survey.
A fence was constructed along the entire length of the LTR Site boundary (defined during thesite boundary survey). The fence around the LTR Site consists of a minimum 6-foot-high chain link.The fence includes one 12-foot wide double swing gate with appropriate locking mechanism alongSunny Slope Road Warning signs were posted at 200 foot intervals along the fence and at the gate. Thewarning signs advise that the area is hazardous due to the presence of chemicals in soil and ground waterwhich may pose a risk to public health through direct contact or ingestion. The signs also provide atelephone number to call for further information.
2.5.2 Phase 2 Drum Excavation and RemovalThe objective of the Phase 2 work at the LTR Site was to excavate, classify, and properly
dispose of drums and the associated hazardous materials within the drums. Westinghouse RemediationServices (WRS) was contracted by the LSRG to perform the Phase 2 activities. These activities includedexploratory trenching, excavating drums, sampling and analysis of drum contents, and transportationand disposal of drums and their contents. Malcolm Pirnie provided oversight during the excavation,classification and disposal activities on behalf of the LSRG. The findings and conclusions for Phase 2activities are presented in the Phase 2 Report for Drum Excavation and Removal, dated July 18,1994.
WRS conducted exploratory trenching at the LTR Site between December 3 and December 15,1993. Excavation and staging of drums was initiated December 13,1993; all Phase 2 activities werecompleted by November 5, 1994, except for the transportation and disposal of approximately 16compressed gas (valved) cylinders found during the investigation. Approximately 1,380 drums, 99compressed gas cylinders, and 180 small laboratory reagent containers were excavated during the Phase2 activities. Figures 2-1 and 2-2 indicate the areas at the LTR Site where drums and cylinders wereexcavated, respectively. Table 2-2 lists the number of drums recovered from individual anomalies.
2.5.3 Phase 3 Predesign ActivitiesThe Phase 3 Predesign Activities included conducting a soil vapor survey and a soil vapor
extraction pilot study. The work plan for the predesign activities was conditionally approved by USEPAon October 17,1994. The soil vapor survey and soil vapor extraction pilot study were completed bycarry November, 1994. The results of the soil vapor survey and the pilot study demonstrated that SVEis not a viable remedial technology for the LTR Site. The results of these activities have been completed
and are detailed in the Phase 3 Predesign Report dated February 17,1995.
2049-007-930 2-5
•«• MOO MOO MOO tMO t«00 (IL ' ' ' '"™* MOO
I I•
•i r ^ '"y, 1;/I e> ™
! tA "" |-
~5 ,*••" !-*> ***" j-f a* v* t:
H *fc \I Jl-
r M «*i ev* ^7te* •> 2
-1 f •" ,,f !fi »» 5I-;. T r -:1 I
I !1 1400 MOO MOO WOO tWO f4« |«QO MOO1 1 I 1 1 1 I 1 1 1 1 1 1 1 1 1 ._ J 1 _l I 1 I 1 1 1 1 1 1 , J1 Grid tasting (feet)
SOURCE: Geo6pher« MWweel. Inc. 'Geophysical Survey Results * °" *ur n <rv* p<"-t*/uwn«an*the Umbe<0er Tr«nspod end RecycHng Site. October 1993.
MAIGDLM ANOMALY LOCATIONS WHERE DRUMS WERE FOUND FIGURE 2-1PiRNIE LTRSITE
•400 MOO IMO"11000
I
I
0 -
O
I
1400I I
MOO tooo tm1 i i i i——I—I——I——I——L
1*00• I • ' I I I ' •
I Grid Eastinc (feet)
SOURCE: G*o«phtftMldw««.lnc. 'Geophysical SurvtyResuRstfIho L4>mb«xo«f Transport and RacycHng Sflo. Oclob«r 1993.
Contour M(crv«l
PIRNIEANOMALY LOCATIONS WHERE CYLINDERS WERE FOUND
LTR SITE FIGURE 2-2
TABLE 2-2NUMBER OF DRUMS REMOVED BY ANOMALY AREA
Area
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
No. ofDrums
*
NT
1
1
1
*
*
*
NT
23
*
0
3
*
•
0
•
1
*
NT
Area
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
No. ofDrums
i l l
NT
9
3
1
1
*
NT
*
*
*
*
*
1
•
*
•
*
*
*
Area
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
No. ofDrums
*
0
*
*
*
•
*
NT
NT
*
21
1
NT
14
8
NT
1
•
1
1
Area
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
77
78
79
80
No. ofDrums
1
12
1
*
NT
16
NT
NT
42
NT
NT
•
NT
NT
NT
NT
47
3
•
*
Area
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
96
97
98
99
100
No. ofDrums
**
NT
NT
NT
74
79
NT
57
NT
NT
215
200
8
13
NT
94
NT
NT
NT
Area
101
102
103
104
105
106
107
108
109
110
111
112
113
114
115
116
117
118
119
120
No. ofDrums
i*
*
NT
1
26
*
*
NT
67
»
•
145
•
NT
1
2
*
*
•
Area
121
122
123
124
125
126
127
128
129
130
131
132
133
134
No. ofDrums
4
NT
»
*
4
*
•
NT
60
*
*
4
•
»
"Drums" are overpack drums with: 1. One 55 gallon or 35 gallon buried drum, or; 2. Several small containers or crushed empty drums within.NT- Anomaly area not trenched due to its size being equal to or less than 10 feet in diameter (see Final Phase 2 Work Plan, Section 2.3.4 1).* - Anomaly area trenched but no buried drums found.1, 125, 1 and 99 gas cylinders were found in anomaly areas 31, 33, 45, and 93, respectively.
2.5.4 Operable Unit 1 ConstructionRemedial action activities are being implemented which include the collection and treatment of
contaminated groundwater from the vicinity of both die LL and LTR Sites. There will be some disposalof wastes at LTR before closure activities at the LTR Site commence resulting from other remedialactivities being conducted for the Operable Unit 1 Source Control. Certain of the OU1 remedial action
activities which specifically involve the LTR Site. They include the following:
1. Collection Trench - This trench and associated sump is designed as part of the groundwater treatment system for OU1 to collect shallow groundwater through a perforatedpipe buried in an interception trench for conveyance to a groundwater treatment facilitybeing built south of LL. The trench extends 7 to 11 feet below ground surface and will
be located 20 feet south of the north-side LTR fence. It will run east-west from 100
feet west of Monitoring Well RM-7S to 700 feet east of Well RM-7S for a total length
of 800 feet The trench will be backfilled with crushed stone 3 to 4 feet below ground
surface and then with clay to the surface. [Note: This design is subject to change based
on new subsurface information.]
2. Thin Spreading of Investigation Derived Wastes at LTR - During earlier work by
others, free liquids were pumped, to the extent possible, from 99 drums that were
stored within the fenced Investigative Waste Storage Area in the southeast corner of
LL. The contents of these drums are primarily investigation derived waste and somemiscellaneous debris such as wood and personal protective equipment from previous
activities at the Sites. Drums containing soils and boring cuttings that may still retainsome liquids will be transported to LTR, where any free water will be dewatered on an
earthen dewatering pad underlain by a 40 mil HOPE liner. Following dewatering, thecontents of the dewatered drums and the contents of drums not containing free liquids
will be thin-spread on the LTR Site. Drill corings and sample jars and their contents
also located in the fenced area at LL will be disposed by transporting them and thin-spreading on the LTR Site in designated areas. These materials will immediately be
covered with a minimum of six inches of select fill by the OU1 Contractor. The
designated disposal areas will be marked in the field. Placement of the grading layer
component of the cover will be conducted so as not to excavate or expose the above-
2049-007-930 2-6
described wastes. Once the grading layer is placed, no disturbance of the those wastesis expected
Material excavated from the ground water collection trench will be stored on the LTRSite and covered with plastic and sampled for hazardous constituents in order todetermine appropriate disposal alternatives. If not considered hazardous, the material
will be immediately thin spread on the LTR Site. If considered hazardous, the materialwill be left stockpiled with the plastic covers with surface run-on controls in-place. Thematerial will be thin spread later on the LTR Site during construction of the gradinglayer of the LTR cover. Any saturated spoils removed from the trench would likewisecontain listed hazardous waste. The saturated spoils will be dewatered at a dewatering
pad constructed at LTR and then added to the stockpile with the unsaturated materialsexcavated from the trench. Also to be disposed of at the LTR Site are the componentsof the dewatering pad which will include the 40 mil HOPE and its base of sand andcoarse aggregate. Water from the dewatering operations at LTR will be disposed of bythe OU1 construction contractor.
3. Installation of Extraction and Monitoring Wells - The remedial action associated withOU1 also includes the installation of extraction and monitoring wells at the LTR Site.Extraction Well EW-1D will be located in the northwestern portion of the LTR Site.
This is near the major source of contaminants to the regional aquifer, and its purposeis to remove the most heavily contaminated groundwater and provide source control.Located near Well EW-1D are several observation wells including OW-101A, OW-101B, RM-7XD, RM-7D, and RM-7S. These wells are not located where the cover
will be constructed. There are several existing monitoring wells which are locatedwithin the area to be covered or very close where construction may affect them. Theseinclude RM-2091D, RM-303D, RM-304D, RM-305D, RM-306D, OW-2B, OW-4,OW-5, OW-6, OW-7, and OW-8. The construction contractor will be required to
protect the wells from construction activities and to raise those within the area to becovered so that they protrude through the new cover for continued use.
2049-007-930 2-7
3.0 LANDFILL CLOSURE DESIGN COMPONENTS
3.1 INTRODUCTION
This section of the report discusses the design features required to close the LTR Site and
represents the Final Design based upon existing site information. The design features discussed in thissection are structural regrading, final cover structure and placement, stability, final cover vegetation,
storm water management and erosion control, and a landfill gas venting system. The closure design willbe constructed in compliance with NR 504.07, Wis. Adm. Code. The final grading plan, cross-section
and details of the closure system are provided in the Final Design Drawings.The capping of the landfill will be accomplished by first performing regrading of the landfill to
attain a minimum slope of two percent and to provide a stable base for subsequent cover components.The cover structure will include a 24 inch composite clay and geomembrane cap with gas control,drainage and cover layers for protection. The cover structure will be uniform throughout the site, withslopes ranging between 2 to 6 percent, however at the perimeter of the landfill the slopes increase to
approximately 33%. The individual components of the closure system are discussed in subsequentparagraphs. They are listed in order from the bottom to the ground surface.
3.2 PURPOSE OF THE CLOSURE SYSTEM
The purpose of final cover placement is to minimize surface water infiltration to ground water,
control surface water runoff, control landfill gas and odors, and support vegetative cover. The reductionof surface water infiltration will reduce the quantity of leachate generated. The cover for the LTR Site
will achieve these objectives by the placement of a capping system which combines several different soil
layers and a synthetic geomembrane designed to: 1) support vegetation and landscaping; 2) protect thecomposite barrier layer from physical damage; 3) protect the barrier layer from frost damage; 4) controlsurface water runoff and protect the upper layers of the cover system from erosion; 5) restrict surface
water from entering the waste mass (thereby reducing leachate generation); and, 6) control venting of
landfill gases.
2049-007-930 3-1
3.3 CONSTRUCTION OF THE CLOSURE SYSTEM
The general procedures for construction of the final cover and capping system is included in this
section. The individual components of the cover are then described in the following sections.
• The contractor will regrade existing cover soils and place general fill as subgradematerial as necessary to achieve the design grades of the cover subgrade.
• The contractor will place the 12 inch gas control and foundation layer along with gasvents and the lower geotextile filter fabric as required to reach the intermediate gradingcontours as close as practical with the least amount of excavation possible.
• The contractor will place and compact the 24 inch thick clay barrier layer above thelower geotextile filter fabric.
• The contractor will place the synthetic geomernbrane liner on the surface of the claybarrier layer and install the gas vent risers, as required.
• The contractor will place the 12 inch thick drainage layer and then the upper geotextilefilter fabric as required.
• The contractor will place 30 inches of general fill as cover soil above the uppergeotextile filter fabric.
• The contractor will spread six inches of topsoil followed by the vegetative cover andseeding.
• The contractor will shape the final grades as necessary to conform to requirements ofthe Contract Documents and provide required drainage structures.
• The contractor will seed and vegetate the cap surface.
Quality assurance and quality control procedures will be followed during the construction, asdescribed in the Technical Specifications and the approved Final Construction Quality Assurance Planprepared by Malcolm Pimie. Data from the construction contractor's proposed clay borrow source willbe provided to the USEPA and WDNR in the form of a clay borrow source report meeting therequirements of s. NR 512.18, Wise. Adm. Code for review and approval after construction bids arereceived and prior to notice-to-proceed.
3.4 COMPONENTS OF THE COVER SYSTEM
3.4.1 Grading Layer
The existing landfill cover consists of silty, sandy, clay materials that were imported from a
2049-007-930 3-2
local borrow site. The present cover of the landfill has been significantly disturbed by trenching anddrum removal activities which were conducted in late 1993 through spring 1994. Existing covervegetation consists mainly of native grass species with barren areas throughout the landfill. Slopes of
the present landfill vary between less than 1 percent in the southwest comer of the landfill to S percentin the northeast corner. The existing landfill cover has no planned erosion control devices such as
diversion swales or downchutes, therefore any runoff and sediment from the landfill arrives unchecked
to a wet area located at the northwest comer of the site. Existing topsoil, if any, is of poor quality andwill not be removed and stored for later use as topsoil described in Section 3.4.9.
The Final Design Drawings and Technical Specifications, bound separately, detail the modifica-
tions to the existing grades. The primary purpose of the grading layer is to reshape the surface of thelandfill to the contours shown on the subgrade plan (Drawing CD-2) while providing a minimum of 6
inches of clean, imported general fill over the entire landfill surface. In most locations, the thickness ofgeneral rill will exceed the minimum of 6 inches in order for the desired contours to be attained. In areaswhere the presently existing surface elevations equal or exceed the desired grading plan elevations(shown as "Proposed Cut Areas" on Drawing CD-2), the present surface will be cut at least 6 inchesallowing a minimum of 6 inches of general fill to be placed in order to meet the desired elevation.
The contractor will be allowed to use soil from cut areas including topsoil as fill for areasrequiring fill (shown as "Proposed Fill Areas" on Drawing CD-2) in order to assist in meeting the
grading plan contours. However, a minimum of 6 inches of the imported general fill will still be required
above this relocated material to provide cover and to meet the grading plan contour elevations.Reshaping of the landfill surface will result in a minimum slope of 2 percent and a maximum
of 6 percent except for the side slopes. The new side slopes are designed to be between 20 and 33percent, to follow the existing ground as close as possible, and to minimize earth work. Approximately
51,000 cubic yards of imported fill will be required to attain the desired slopes and contours.Calculations deriving this volume are given in Appendix A. The grading layer will form the base forthe 12 inch thick gas control and foundation layer. The top of the gas control and foundation layer will
form the contours of the intermediate grading plan (Drawing CD-3) over which the clay layer will beplaced
3.4.2 Gas Control and Foundation LayerThis layer is designed to allow conveyance of gases which may include volatile organics to the
gas venting system with subsequent emission to the atmosphere. It will be placed immediately above
2049-007-930 3-3
the grading layer in 12 inch (after compaction) lifts. The gas control and foundation layer will consistof 12 inches of sand with a minimum coefficient of permeability of 1 x 10'3 cm/sec and be obtained from
an off-site source. This material will be classified as SP based on the Unified Soil Classification System
with no individual particle size being greater than 1/2 inch. The percent fines, particles less than 0.0074
mm, will be less than 10% by weight of the total weight. The soil for the gas control layer shall becompacted to not less than 95% of the maximum index density in accordance with ASTM D 4253 (1991
Edition). The contractor will be required to perform in-place density testing to determine the degree ofcompaction. A minimum of 5 density and moisture tests using a nuclear densitometer shall be performedper acre per lift of completed layer to verify in-place density.
3.4.3 Lower Geotextile Layer
A layer of geotextile filter fabric will be used to separate the clay barrier layer from theunderlying gas control and foundation layer. The primary purpose of this fabric is to provide physicalseparation of clay particles and the soil of the gas control and foundation layer. Separation will berequired to prevent clogging of the intersticial pathways in the gas control layer, thereby allowing the free
flow of gases through that layer. Geotextile filter fabric shall be needle punched, non-wovenpolypropylene fabric composed of filaments formed into a stable network such that the filaments retaintheir relative position. The fabric shall be inert to biological degradation and naturally encounteredchemicals, alkalies, and acids. Average minimum values for the filter fabric's apparent opening sizeshall be 0.3 mm and a typical thickness of 55 mils. The contractor will be required to prevent damage
to the underlying gas control layer during placement of the fabric. In addition, the contractor will be
required to not expose the fabric to precipitation and construction traffic prior to its installation and to
place the fabric on a smooth, dry surface. Fabric will be overlapped by 12 inches with overlaps orientedin the direction of earth filling.
3.4.4 Gay Barrier LayerTwenty-four inches thick of clay barrier will be placed above the lower geotextile layer. The
clay will have a classification of CL or CH soil based on Unified Soil Classification System and havea maximum recompacted permeability of 1 x 10"7 cm/sec. The permeability test results will include anassessment of whether the field construction procedures specified are able to achieve the specifiedpermeability. The Plasticity Index will in no case be less than 12% on average for all samples or lessthan 10% for individual samples for clay placed as part of the final cover construction and documented
2049-007-930 3^1
in accordance with NR 516, Wis. Adm. Code. The Liquid Limit will in no case be less than 25% onaverage for all samples and less than 20% for individual samples for clay placed as part of the final coverconstruction and documented in accordance with NR 516, Wis. Adm. Code.
Clay to be used will have a clay content of 25% by weight or better and a minimum of 50% byweight shall pass the No. 200 sieve. The contractor will be required to secure the clay from an off-sitelocation. At the borrow source, testing will be employed to confirm that the clay material complies with
minimum requirements. Ten test pits or borings for the first 5 or less acres and one test pit or boring for
each additional one or less acre shall be excavated or drilled on a uniform grid pattern across eachproposed borrow source to document the depth, lateral extent and uniformity of acceptable material.Logs identifying the geologic origin, testing results, USCS classification and a visual description of eachmajor soil unit encountered shall be maintained. A minimum of 2 representative samples from each testpit or boring shall be collected and tested in soils testing laboratory for grain size distribution to the0.002 millimeter particle size and for Atterberg limits. A minimum of 5 representative samples for the
first 10 or less acres and one additional sample for each additional 5 or less acres shall be tested for the
relationship of water content to dry density using the modified or standard Proctor method. A minimum
of 20% of the samples used to develop the Proctor curves will be used to evaluate the relationshipbetween compaction and hydraulic conductivity by testing the sample corresponding to each pointestablished on the chosen Proctor curves for hydraulic conductivity.
The degree of in-place compaction of the clay barrier layer will be determined by having thecontractor conduct a minimum of 5 density and moisture tests using a nuclear densitometer on a 100-footgrid pattern per acre per lift of completed clay barrier layer. The soil shall be compacted to not less than90% of the Modified Proctor maximum density or as needed to meet the permeability requirement of 1
x 10'7 cm/sec.One moisture-density curve shall be developed for every 5,000 cubic yards or less of clay placed.
At least 5 points shall be established on each curve. A representative sample for every 5,000 cubic yards
or less of clay placed shall be analyzed for grain size distribution through the .002 millimeter particlesize and for Atterberg limits. The contractor will be required to perform 1 additional moisture contenttest per acre of the previous lift before placement of additional lifts. If evidence of desiccation (drying)
cracks is noted, the affected area shall be scarified to the depth of the cracks, moistened to specifiedmoisture content, recomputed and retested to meet all requirements of the specifications.
A minimum of one undisturbed sample for each acre or less for each lift of clay placement shallbe retrieved and analyzed by the contractor's testing laboratory for Atterberg limits, grain size
2049-007-930 3-5
distribution through the 0.002 millimeter particle size, moisture content and dry density. Laboratoryhydraulic conductivity tests using the falling head method shall be performed on every third undisturbedsample. The maximum allowable in-place soil permeability for the barrier layer shall be 1 x 10'7 cm/sec.
The clay barrier layer will be constructed in segments so that all work on each segment iscomplete by the end of the construction season. The contractor will be required to protect the completed
and approved clay from freezing, erosion, and desiccation. The first lift of the clay barrier layer will beconstructed in a 9 inch maximum (before compaction) lift. The rest of the clay barrier shall be
constructed in a 6 inch maximum (after compaction) lifts, for a total minimum thickness of 24 inches.
The top inch of each completed and approved lift shall also be scarified prior to placement of successivelayers. The compaction equipment shall be a sheepsfoot type compactor to compact the lifts of the claybarrier layer to not less than 90 percent of the modified proctor maximum density as determined by theModified Proctor Compaction Test, ASTM D 1557. Material shall be mixed and spread in a mannerto assure uniform lift thickness after placement. The contractor will be required to construct finished
elevations for each layer of the cover system true to within a tolerance of zero inches to plus 2 inches of
final design thickness. The moisture content of materials utilized in the clay barrier layer shall bemaintained at or above the optimum moisture content during placement. When necessary, moisture willbe added using approved sprinkling equipment. The placement or compaction of clay material will notbe permitted during rainfall. Construction of the clay barrier layer will be conducted in such manner thata minimum of rain water will be retained thereon. Compacted material that is damaged by washing shall
be replaced by the contractor in an acceptable manner.
3.4.5 Geomembrane Layer
A high density polyethylene liner will be placed immediately above the clay barrier layer. The
clay barrier layer and the overlying HDPE geomembrane liner will be the key components of thecomposite cover for the LTR closure system. The flexible polyethylene membrane liner will bemanufactured from pure resins supplied by only one manufacturer such as Gulf HD9642 or Phillips TR
400 Resin having a density of 0.940 g/cm3. Materials used to manufacture the polyethylene liner willbe formulated from appropriate polymers and compounding ingredients to form a polyethylene sheetmaterial meeting all requirements for use as a liner for a waste landfill. Material that is capable of beingbonded to itself by thermal bonding will be used The liner will be manufactured to the minimum design
thickness of 60 mils. For the LTR closure system, extruded sheets will be at least 10 feet in width.
Table 3-1 provides certain physical properties required for the polyethylene material used for the LTRSite.
2049-007-930 3-6
TABLE 3-1PROPERTIES OF HOPE LINER MATERIAL
PROPERTY
1. Thickness
2. Specific Gravity Method A
3. Melt Flow Rate Condition E
4. Low Temperature Brittleness
5. Coefficient of LinearThermal Expansion
6. Water Absorption
7. Shore D Hardness
8. Tear Resistance Tie C
9. Percentage Elongation at Yield
10. Percentage Elongation at Break
11. Tensile Strength at Yield
12. Modulus of Elasticity
13. Tensile Strength at BreakWidth
14. Carbon Black Content
TEST METHOD
ASTM D 1593
ASTMD792
ASTM D 1238
ASTM D 746 Procedure B
ASTM D 696
ASTM D 570
ASTM D 2240
ASTM D 1004
ASTM D 638*
ASTM D 638*
ASTM D 638*
ASTM D 688
ASTM D 638*
ASTM D 1248
VALUE
60
0.94
0.3-0.2
-112
2.0xlO'4
0.10
65
45
13
700
240
1.1
75
2Min.3 Max.
UNITS
mils minimum
g/cm3
g/lOMin
oF
oC-i
max. % wt change
Shore D
Ib. min
%
%
Ibs/inch width
psi
Ibs/inch
%%
2049-007-930
TABLE 3-1PROPERTIES OF HOPE LINER MATERIAL
PROPERTY TEST METHOD VALUE UNITS
15. Dimensional Stability %change, each direction,212 °F, 1 hr. ASTMD1204 ±2 % change
16. Resistance to Soil BurialASTM D 3083 (as modified inNSF Standard 54 Appendix A)
Max. change inorignial value Value
a. Tensile Strength YieldASTM D 3083 (as modified inNSF Standard 54 Appendix A) 10±
b. Tensile Strength atBreak
ASTM D 3083 (as modified inNSF Standard 54 Appendix A) 10±
c. Elongation at YieldASTM D 3083 (as modified inNSF Standard 54 Appendix A) 10±
d. Elongation at BreakASTM D 3083 (as modified inNSF Standard 54 Appendix A) 10±
e. Modulus of ElasticityASTM D 3083 (as modified inNSF Standard 54 Appendix A) 10±
17. Environmental Stress CrackASTM D 1693 (as modified inNSF Standard 54 Appendix A) 1500 Min. hours
FIELD SEAM REQUIREMENTS
1. Bonded Seam Strength ASTM D 3083Film Tear Bond
and 120 Ibs/inch min.
2. Peel Adhesion ASTM D 413Film Tear Bond
and 78 Ibs/inch min.
2049-007-930
Prior to laying the geomembrane liner, the contractor will be required to prepare the linersubgrade (clay barrier layer) so that it is a smooth surface free of stones, organic matter, irregularities,protrusions, loose soil, and any abrupt changes in grade that could damage the liner. In addition, the claybarrier layer will be free of desiccation cracking prior to liner installation. Prior to placement of
polyethylene liner, the liner subgrade will be inspected and approved for placement of the liner by thecontractor's liner installer or liner manufacturer who will document in writing the acceptability of thesurface for installation of the liner.
Placement of the liner sheets will be preplanned and shown on a layout plan provided toMalcolm Pirnie in advance for review and approval. The contractor will be required to minimize thelength of field seaming which will be shown on the layout plan. Placement of polyethylene liner sheets
will result in a good fit in all comers and grade changes, without bridging. Excessive slack will beavoided to minimize rippling of the liner during placement of overlying soil. The amount ofpolyethylene liner unrolled and laid each day will be limited to the amount of liner that the contractor or
liner installer can properly seam during a one day operation.The contractor or liner installer will be required to prevent damage to the polyethylene liner or
underlying clay barrier layer by handling, wheeled or tracked vehicle traffic, leakage of hydrocarbons,or other means. A minimum of 12 inches of soil material will be provided between low pressure dozersand the polyethylene liner when spreading soil material. Any traffic by wheeled vehicles will be confinedto ramps of soil material at least 3 feet thick to prevent damage to the polyethylene liner.
A thermal fusion process will be utilized as the primary method of producing seams. Anextrusion fillet process will be used on patches, cross seams, or other areas where double seam thermal
fusion is impractical. Thermal fusion-welding apparatus to be used will be automated vehicular-mounteddevices producing a double seam with an enclosed space (hot wedge dual track). The seaming apparatus
will be equipped with gauges giving temperatures and pressures. The contractor or liner installer will
log ambient, seaming apparatus, and polyethylene liner surface temperatures as well as seamingapparatus pressures.
For the extrusion fillet process, welding apparatus will be equipped with gauges giving the
temperature in the apparatus and at the nozzle. The contractor or liner installer will providedocumentation regarding the polyethylene liner extrudate to Malcolm Pirnie and will certify extrudatetemperatures, ambient temperatures, and polyethylene liner surface temperatures at appropriate intervals.The extruder will be purged prior to beginning a seam until all heat degraded extrudate has been removed
from the barrel
2049-007-930 3-7
Seaming will extend to the outside edge of panels to be placed in the anchor trench. As required,a firm substrate will be provided by using a flat board, a conveyor belt, or similar hard surface directly
under the seam overlap to achieve proper support. Fishmouths or wrinkles at the seam overlaps will be
cut along the ridge of the wrinkle in order to achieve a flat overlap. The cut fishmouths or wrinkles willbe seamed and any portion where the overlap is inadequate will then be patched with an oval or round
patch of the same polyethylene liner material extending a minimum of six (6) inches beyond the cut inall directions. The liner installer will take samples from start and stop of each seam weld. Each sample
will be tested in peel and shear. All seams that fail will be reconstructed.The contractor or liner installer will make test seams on fragment pieces of polyethylene liner
to verify that seaming conditions are adequate. Such test seams will be made at the beginning of eachseaming period, at Malcolm Pirnie's discretion, and at least once every 4 hours, for each seaming
apparatus used that day. Also, each seamer will make at least 1 test seam each day. Test seam sampleswill be at least 2 feet long by 1 foot wide with the seam centered lengthwise. Two adjoining specimens,each 1 inch wide, will be cut from the test seam sample by the contractor or liner installer. Thesespecimens will be tested in the field by hand or tensiometer, and will not fail in the seam. If a test seamfails, the entire operation will be repeated If the second test seam fails, the seaming apparatus or seamerwill not be accepted and will not be used for seaming until the deficiencies are corrected and 2
consecutive, successful, frill test seams are achieved. Malcolm Pirnie will observe all test seamprocedures. The remainder of the successful test seam samples will be assigned a number and marked
accordingly by the contractor or liner installer, who will also log the date, hour, ambient temperature,
number of seaming unit, name of seamer, and pass or fail description. One sample will be labeled andsubmitted to Malcolm Pirnie to verify field test results by an independent laboratory. The contractor or
liner installer will be required to conduct both destructive and non-destructive testing as part of the fieldquality assurance program. A minimum of one sample per 500 feet of seam will be cut from the installed
polyethylene liner. Random specimens will then be cut from the sample. The specimens will then betested using the tests described above. The resulting hole will be patched by the contractor or linerinstaller with an oval-shaped piece of sheet material and thermally seamed in accordance with themanufacturer's directions. A log will be maintained by the contractor or liner installer for the purpose
of recording all test results. All destructive samples must pass the peel and shear tests. If a sample failsdestructive testing, the seam will be reconstructed between the location of the next acceptable sample;or the welding path will be retraced to an intermediate location at least 10 feet from the location of the
sample which failed the test, and a second sample taken for an additional field test. If this second testsample passes, the seam will then be then reconstructed between the location of the second test and the
2049-007-930 3-8
original sampled location. If the second sample fails, this process must be repeated. For nondestructive
testing of seams the contractor or liner installer will use the vacuum box testing method or the air
pressure testing method to verify that the test procedures are valid. Nondestructive tests will beperformed by experienced personnel thoroughly familiar with the specified test methods and equipment
to be used and will be performed as the seaming work progresses. Vacuum box testing will be theprimary nondestructive test method on extrusion fillet welds. If it is not possible to test a fillet seam
using a vacuum box tester, air pressure will be utilized as the alternate nondestructive test method. Airpressure testing will be used to test thermal fusion welds.
All seams and non-seam areas of the polyethylene liner will be inspected for identification ofdefects, holes, blisters, undispersed raw materials, and any sign of contamination by foreign matter.Each suspect location, both in seam and non-seam areas, will be non-destructively tested using themethods described, as appropriate. Each location which fails the non-destructive testing will be markedand repaired by the contractor or liner installer. Tears or pinholes will be repaired by seaming orpatching. Blisters, larger holes, undispersed raw materials, and contamination by foreign matter will be
repaired by patches. All seams used in repairing procedures will be approved, extrusion welded seamsand will be subject to the same non-destructive and destructive test procedures as described for all otherseams.
Once installation of the liner is complete, no soil material will be placed over the polyethyleneliner prior to acceptance by Malcolm Pirnie, The polyethylene liner will be completely flat and smooth
with no bubbles or wrinkles immediately prior to covering with soil. If bubbles occur due to heat
expansion of the material, the polyethylene liner will be allowed to cool and smooth itself prior tocovering. The polyethylene liner will be firmly supported on the clay barrier layer prior to covering. Novehicles will be permitted directly on the polyethylene liner.
Following placement of the polyethylene liner, the contractor or liner installer will prepare awritten report of the installation work for submittal to Malcolm Pirnie. The report will include:
1. Complete identification of the polyethylene liner, including, but not limited to,resin type, physical properties and other pertinent data.
2. Complete description of seaming system used, including material, method,temperatures, seam overlap width and cure or aging time.
3. Complete description of field sampling and testing including test equipment
used, location of field tests, copy of field test results, conditioning procedure
prior to destructive seam testing, method of recording loading and determiningaverage load for destructive test methods, and type of failure in tests (i.e.,
2049-007-930 3-9
within the scam, within the sheet material, clamp edge, seam edge).4. "As-Built" drawings showing:
actual layout of liner sheetspanel identification numbersanchor trench details
pipe boot details
dimensions of panelslocation and type of repairs made
location of destructive tests and seams5. Copies of independent laboratory test results of test seams6. Copies of the following information
Affidavit of Compliance certifying that all liner materials furnished
comply with all requirements specified in the Contract Documents.Test Reports of all factory independent testing laboratory and field
quality control test reportsCertification that all laboratory and field testing equipment has beencalibrated and checked for accuracy as recommended by theequipment manufacturer.
The liner manufacturer's warranty
The name, address, and qualifications of the independent testinglaboratory
7. Certified copies of the manufacturer's test results during manufacture of the
liner
8. Manufacturer's information regarding resin quality
9. Written acceptance of liner subgrade by the liner manufacturer or liner installer10. Seaming equipment calibration information11. A certification by the contractor that the installation of the polyethylene liner
was completed in accordance with the terms and conditions of the Contract
Documents.
3.4.6 Drainage Layer
Twelve inches of sand having a minimum permeability of 1 x 10*3 cm/sec will be placed in 12inch (after compaction) lifts immediately above the geomembrane liner to transmit water collected above
2049-007-930 3-10
the liner. The drainage layer sand will be obtained from an off-site source. This material will beclassified as SP based on the Unified Soil Classification System with no individual particle size being
greater than 1/2 inch. The percent fines, particles less than 0.0074 nun, will be less than 10% by weightof the total weight The contractor will be required to perform grain size distribution analysis to the No.200 sieve for each 1,000 cubic yards of material placed and one remolded laboratory hydraulicconductivity test for each 2,500 cubic yards of material placed. The samples will be tested at 95% ofmaximum index density in accordance with ASTM D 4253 (1991 Edition). The moisture content anddensity of each sample will be recorded. The contractor will be required to perform in-place densitytesting to determine the degree of compaction. A minimum of 5 density and moisture tests using a
nuclear densitometer shall be performed per acre per lift of completed layer to verify in-place density.The soil for the drainage layer will be compacted to not less than 95% of the maximum index density.
Also, the contractor's equipment will not be allowed to come into direct contact with or puncture the
geomembrane liner when placing the sand.
3.4.7 Upper Geotextile Layer
A layer of geotextile filter fabric will be used to separate the sand drainage layer and the coversoil layer. The primary purpose of this fabric is to provide physical separation of cover soil particles andthe sand of the drainage layer. Separation will be required to prevent clogging of the intcrsticial
pathways in the drainage layer, thereby allowing the free flow of water through that layer. Geotextile
filter fabric shall be needle punched, non-woven polypropylene fabric composed of filaments formedinto a stable network such that the filaments retain their relative position. The fabric shall be inert tobiological degradation and naturally encountered chemicals, alkalies, and acids. The fabric shall becompatible with both the cover soil layer and the drainage layer to prevent clogging of the drainage layer
or clogging of the geotextile structure and shall have an apparent opening size as measured accordingto ASTM D4751 capable of retaining the cover soil layer fines and prevent clogging of the underlyingdrainage layer due to fines migration out of the upper cover soil layer. The contractor will be requiredto prevent damage to the underlying gas control layer during placement of the fabric. In addition, thecontractor will be required to not expose the fabric to precipitation and construction traffic prior to its
installation and to place the fabric on a smooth, dry surface. Fabric will be overlapped by 12 inches withoverlaps oriented in the direction of earth filling.
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3.4.8 Cover LayerThe cover layer will consist of 30 inches of clean general fill to provide additional rooting depth
for vegetation and to protect the clay barrier layer from damage due to freeze-thaw action. This material
will be natural soil, free from excessive moisture or frost when placed. In addition, the material will be
free of stumps, roots, muck, marl, and stones exceeding 2 inches in greatest dimension. The contractorwill be required to perform grain size distribution analysis to the No.200 sieve for each 5,000 cubic yards
of material placed The moisture content and density of each sample will be recorded. The contractorwill be required to perform in-place density testing to determine the degree of compaction. A minimum
of 5 density and moisture tests using a nuclear densitometer shall be performed per acre per lift ofcompleted layer to verify in-place density. The soil for the cover layer will be compacted to not less than
95% of the Standard Proctor maximum density. Also, the contractor's equipment will not be allowedto come into direct contact with or puncture the underlying upper geotextile filter or damage the drainagelayer when placing the cover soil.
3.4.9 Topsoil LayerSix inches of topsoil after natural settlement and light rolling and capable of supporting
vegetation will be placed over the cover soil layer. Topsoil will be a fertile, friable, natural loam, surfacesoil, capable of sustaining vigorous plant growth, and free of any admixture of subsoil, clods of hardearth, plants or roots, sticks or other extraneous material harmful to plant growth. It will be obtained
off-site from local sources from naturally well-drained sites (excluding bogs or marshes) where topsoiloccurs in depth of not less than 4 inches. Topsoil with a minimum of 5 percent and no more than 20percent by weight of organic matter will be used. The contractor will be required to conduct a soil
analysis by an approved soil testing laboratory stating porosity, the percentages of silt, clay, sand andorganic matter, the pH and the mineral and plant nutrient content of the topsoil.
When placing the topsoil, the contractor will be required to remove stones over 1-1/2-inches inany dimension and sticks, roots, rubbish and other extraneous matter. Loosen subgrade of planting areasto a minimum depth of 4 inches. Limit preparation to areas which will be planted promptly afterpreparation.. Topsoil will not be spread while in a frozen condition or when moisture content is so greatthat excessive compaction will occur nor when so dry that dust will form in the air or that clods will not
break readily.
2049-007-930 3-12
3.4.10 Vegetation
Vegetative cover is a cost effective method to stabilize the surface of the landfill, to minimizethe erosive impact of wind and rain, and to improve the appearance of the site. The erosive impact of
wind is minimized by the developed root structure of the vegetation which acts as an anchor to hold thesoil together. Similarly, the vegetation protects the soil against storm water erosion by decreasing runoffspeeds, retaining water and increasing concentration times. Another benefit of vegetation is that it
improves the aesthetic appearance of the site.Vegetative cover suitable for the environmental conditions existing at the LTR Site will be
created to satisfy the requirements of the Wisconsin Department of Transportation, Standard
Specifications for Road and Bridge Construction, Section 630, Seeding, Prairie Seed Mixture, Item9000X The entire surface of the landfill will be seeded with 61 pounds per acre of seed conforming tothe mix shown. In addition, 45 pounds per acre of oats or rye seed will be sowed over the entire site to
provide quick shade cover, and to minimize the erosive effects described above immediately followingcompletion of construction.
3.5 STORM WATER MANAGEMENT AND EROSION CONTROL
3.5.1 GeneralDrainage control is essential to ensure that site storm water runoff is properly managed. A well
designed drainage plan will both reduce soil erosion from the surface of the landfill and minimize anypotential leachate generation due to storm water infiltration. The final grading plan as indicated in theFinal Design Drawings includes drainage conveyance structures necessary to control storm water runoff,In areas where velocities exceed the maximum acceptable for grassed surfaces, riprap, or erosion controlmatting will be used as the means of swale stabilization.
Overland flow is proposed to be intercepted by a series of grassed diversion swales, lined witherosion control matting where needed and conveyed to one of two erosion control matting lined
downchutes oriented from east to west on the landfill. At the toe of each downchute, riprap structureswill be constructed to protect the downchutes and to decelerate storm water runoff flow beforedischarging into a sedimentation basin to be located along the west side of the site near Sunny SlopeRoad The basin will be used to settle suspended matter. Overflow from the sedimentation basin willdischarge below Sunny Slope Road to the existing wetlands immediately north of the site after losing
most of its suspended sediment.
2049-007-930 3-13
According to NR 504, Wis. Adm. Code, surface water drainage systems must be designed toprotect the final cover system from a storm event equivalent to a rainfall intensity of 24 hour durationand a 10 year return period The methods used to compute these runoff quantities are outlined in UrbanHydrology for Small Watersheds - Technical Release No. 55 (TR-55), prepared by the United States SoilConservation Service. Principal considerations used in this proposed drainage system design aresummarized below.
To ensure adequate operation, the proposed drainage structures have been designed to withstandthe above-mentioned storm event Furthermore, additional capacity has been provided via freeboard for
the drainage structures. The calculations for the drainage structure sizing are provided in Appendix A.A sedimentation basin gabion will allow flow through before liquid levels reach freeboard. The
intent of the sedimentation pond is to store the water for a period of time so that suspended sediment isallowed to settle to the bottom of the pond Therefore, the majority of the sediment is left on the bottomof the pond and only the smallest diameter particles of sediment are left in the water. These panicles will
either pass through the openings in the gabion or will be blocked at the interior of the gabion. Ifsediment does block the openings at the bottom of the gabion, the water must build to a higher level
before it is discharged. This allows for longer storage times within the pond with minimal amounts ofwater that cannot discharge from the pond The gabion is used to allow water to slowly leave thesedimentation pond after the sediment has settled out The gabion, with its small rock, provides a longerpath and smaller cross-sectional flow area for the water. Therefore, water will be contained in the pond
for a longer period of time. This longer time allows for more sediment to settle before the water isdischarged from the sedimentation basin. Sediment removal, as necesssary, will be addressed in theOperation & Maintenance Plan.
Runoff from the slopes of the cover structure will not travel more than 250 feet before beingintercepted by a diversion swale on the sideslopes; therefore, the concentration of sheet flow is prevented
to mitigate the potential for erosion.The need for erosion protection in the drainage channels is determined by the velocity of the
water and the stability of the geometric configuration of the structures. The limiting criteria for thedesign of the channels is three feet per second for grassed swales and eight feet per second for swaleswith erosion control matting. The actual velocity in each of the drainage swales, is less than three feetper second, therefore the swales do not need to be lined with erosion control matting. The methodology
evaluates the stability and the capacity of each swale. The stability analysis is based on the worst casescenario for vegetal retardance (i.e., after mowing, early spring etc.) which would allow for higher
2049-007-930 3-14
velocities in the swales. The capacity analysis evaluates the swales based on the expected vegetalretardance in the field. This analysis yields a more typical flow velocity in the swale.
Erosion control matting will be used in the downchutes to increase the stability of these channelssince the velocities are between three and eight feet per second. At the toe of each downchute where theslope reaches 5:1, a riprap structure will be installed to protect the stability of the downchute, and todissipate the energy and decrease flow velocities before discharging into the sedimentation basin. Table
3-2 is a summary of the drainage structure design data.
3.5.2 Diversion SwalesFollowing the procedures outlined in Urban Hydrology for Small Watersheds - Technical
Release No. 55 (TR 55), prepared by the United States Soil Conservation Service, the diversion swaleshave been designed using Manning's equation for open channel flow. The trapezoid shaped diversion
swales will have a three foot wide bottom, 3:1 sideslopes and will be constructed on compacted generalfill embankments along the slopes of the landfill surface. The diversion swales are locatedapproximately 150 to 250 feet apart horizontally to capture overland flow before the storm water couldform shallow concentrated flow patterns with high velocities which may cause excessive sideslopeerosion.
Information regarding the diversion swales for the landfill is given in Table 3-2. The diversion
swales will be seeded and vegetated only. Downchutes DC-1 and DC-2 with grades of 2 percent eachwill be lined with erosion control matting. The downchutes and swales will utilize a minimum of one
foot of freeboard to introduce an additional factor of safety in the sizing of these structures.The soil embankments, which form the outside face of each swale, will be constructed of
compacted general fill. The surface of this fill will be covered with soil capable of supporting vegetative
growth and seeded along with the remainder of the cover system as detailed in Section 3.4.10 of thisreport.
3.5.3 DownchutesTwo downchutes, DC1 and DC2 are proposed for collecting the runoff from the diversion
swales. They will be constructed of compacted general fill and lined with erosion control matting to
prevent erosion of the underlying cover structure. Details of these downchute structures are provided
on Drawing CD-5.Both downchutes will have velocities under eight feet per second (fps), 5.33 fps in DC 1 and 4.55
fps in DC2, respectively. Peak volumes from the 10 year 24 hour storm events are 17 cfs in DC 1 and
2049-007-930 3-15
TABLE 3-2DRAINAGE STRUCTURE DESIGN DATA
SUMMARY TABLE
STRUCTURE
1. Diversion SwalesSIS2S3S4S5S6S7S8S9S10SllS12
2. Downchutes
DC1DC2
3. PerimeterSedimentation Basin
SLOPE (%)
0.51.10.81.61.11.01.10.90.81.01.11.1
2.02.0
0
CUMULATIVEFLOW RATE (cfs)
334335221221
1710
Overflow Capacity 284,900cf
Peak Flow37 cfs
10 cfs in DC2. To ensure a further level of safety, the 18 inch depth will provide at least 12 inches offreeboard The last 25 feet of both downchutes, where grades reach 20 percent, will be lined with riprap
to protect them from erosion and to dissipate flow and speed.Downchutes DC1 and DC2 will discharge at the toe of the landfill into a riprap apron. The
trapezoidal channel configuration of these downchutes has been selected and sized based upon the peakdischarge from the 24-hour, 10-year storm event.
3.5.4 Energy Dissipators
The energy dissipator riprap aprons will be located al the toe of Downchutes DC 1, DC2, andSwale S1 inside the sedimentation basin. The purpose of these structures is to dissipate the velocity of
the flow from the downchutes before it enters the sedimentation basin. The details of the structures are
provided on the Final Design Drawings.
3.5.5 Sedimentation Basin
The proposed surface water sedimentation basin is an important part of the storm water runoffcontrol system before the surface waters are discharged below Sunny Slope Road to the wetlandimmediately north of the road. The basin will have a runoff storage capacity of approximately 284,900cubic feet at the overflow height of the gabion. This volume is larger than the total runoff from a 10 year24 hour rain storm event, which is calculated to be 144,000 cubic feet. The design storage capacity will
enable the basin to significantly reduce the volume of suspended sediment in the runoff.The perimeter sedimentation basin will receive the storm water runoff from the slopes of the
landfill through the diversion swales and downchutes listed in Table 3-2. Volume calculations are
presented in Appendix A.It should be noted that the rate of infiltration through the base of the sedimentation basin into
the subsurface soils has not been factored into the analysis as a result of the observation during previous
visits to the site indicating that the soils at the lower elevations of the basin locations drain poorly andthat the ground water elevation is approximately 848, three feet below the bottom of the basin.
Therefore, the calculations regarding the capacity of the basin represents a conservative estimate of theability of the sedimentation basin to retain all of the on-site precipitation from the landfill's slopes.
As part of the closure, one rock gabion outlet structure will be installed in the berm of the basin
with invert elevation of 854 feet which is 12 inches below the top of the berm. The approximate locationof the spillway is provided in the Final Design Drawings.
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3.6 STABILITY ANALYSIS
The stability of the LTR Site closure was evaluated based on the proposed final grading planhaving a maximum slope area of approximately 6 percent That slope does not appear to pose anysignificant problems with respect to stability. Stability analyses were, therefore, focused on determining
the minimum strength requirements for the capping materials required to maintain acceptable factors of
safety under dry and saturated conditions. The cap configuration, critical cross section, and the analyticalmethodology used to determine the minimum cap strength requirements are presented below. Cover
stability analysis calculations are included in Appendix B.
3.6.1 Analytical Methodology
The stability of the LTR closure was evaluated using Geoslope computer model version 5.1developed by Geocomp Corporation (1992). The Geoslope computer program performs stabilitycalculations according to the STABL V analytical subroutine developed at Purdue University. STABLsolves slope stability problems by a two-dimensional limiting equilibrium method. The factors of safety
against slope instability are calculated by the Modified Bishop's method for circular shaped failuresurfaces, and the simplified Janbu method of slices when evaluating failure surfaces other than circular
in shape. STABL features a unique random technique which generates potential failure surfaces anddetermines the critical failure surfaces and the corresponding critical factors of safety.
The sliding block analysis, using the Janbu method of slices and modified according to theRankine theory of earth pressure, was used to calculate the factor of safety against failure along thegcomembrane interfaces and within the clay barrier layer. The sliding block generator has the capability
to conduct a concentrated search for the critical failure surface within a well defined weak zone or soilprofile. The factor of safety against shear failure is calculated in general by dividing the cohesional andfrictional resistive forces along the trial failure surface by the driving forces of the overlying soil andwaste material. A factor of safety of 1.0 represents a system at equilibrium, whereas values greater than
1.0 indicate a stable condition. Typically, a factor of safety of 1.3 to 1.5 or greater is considered anacceptable value to characterize short and long term stability, respectively.
Circular failure analyses, using the Modified Bishop method, were used to calculate the factorof safety against rotational slip through the cover soils. The circular shaped failure surface, usingsuccessive short line segments as chords of a circle, is generated by changing direction of each successiveline segment by a randomly selected constant angle. This continues until an intersection of the trialfailure surface and the ground surface occurs. The factor of safety against shear failure is calculated in
2049-007-930 3-17
general by dividing the cohesive and frictional moments (about the center of rotation) by the driving
moments of the overlying soil and waste materials.
3.6.2 Cover ConfigurationThe proposed cover system includes from the ground surface down, a six inch thick topsoil layer
underlain by a 30 inch general fill layer, 12 inch soil drainage layer, a 24 inch composite liner, and a 12inch soil gas control and foundation layer. The composite liner consists of a 24 inch thick clay barrier
layer overlain by a geomembrane liner. The stability analyses were used to determine the minimuminternal shear strength of the general fill, drainage layer, clay barrier, and gas control layer, and theminimum interfacial shear strength at all geosynthetic to soil interfaces within the capping system for
the critical landfill cross section.
The critical cross section used to characterize the stability of the LTR closure was taken fromwest to east along the northern portion of the LTR Site. The cross section was developed to maximizethe diving forces resulting from the maximum elevation difference and the steepest slopes. As a result,
the section is considered to approximate "worst case" conditions and, therefore, was used to characterizethe stability of the landfill closure. The remaining areas of the cover are less critical than this sectionbecause the slopes are shallower with a smaller vertical elevation difference between the toe of slope andthe top of the landfill. Based on this critical cross section, the steepest section of the landfill top area (6percent) was used to model the landfill cap over a 500 foot length. This model represents a conservative
approximation of the cap cross section and, therefore, represents a true worst case representation of thelandfill cover.
3.6 J Analytical Results
The minimum strength required to satisfy the stability criteria and provide a minimum factorof safety of 1.3 and 1.5 under dry and saturated conditions for the LTR closure are presented in thefollowing table for the soils and geosynthetic interfaces, respectively.
3.6J.1 SoilsThe stability analyses were performed for the critical cross section in the dry and saturated
conditions to determine the minimum strength requirements of the cover materials required to achieve
the required short term (saturated) and long term (dry) factors of safety. Saturated conditions weremodelled using full saturation of the 12 inch drainage layer. Based on HELP analyses, the drainage layershould possess a coefficient of permeability equal to or greater than lxlO"2cm/s in order to maintain
2049-007-930 3-18
head levels within the drainage layer. The Technical Specifications require the contractor to submit testdata demonstrating that the drainage material to be provided has the capability to satisfy this criteria.
The minimum strength required within the soils of the final cover required to maintain theminimum factors of safety are as follows:
TABLE 3-3MINIMUM SOIL STRENGTH REQUIREMENTS
Material
Topsoil
General Fill
Clay Barrier
Drainage Soil
Gas Venting Soil
Internal Friction,degrees
25
25
0
25
25
Cohesion, psf
25
0
250
0
0
Based on our experience with regional soils, these strength values are easily achievable.Detailed testing will not be conducted during material placement to demonstrate compliance with thesecriteria. However, the Technical Specifications specify that the contractor submit test data indicatingthat the general fill, drainage sand, and gas venting soil comply with these strength criteria.
3.6.3.2 GeosyntheticsThe factor of safety against sliding in the dry and saturated condition are 1.6 and 1.4,
respectively, when the interface friction angle at all geosynthetic to soil interfaces exceeds 9 degrees.
It is our experience that this interface friction value may be achieved by using PVC geomembrane,
2049-007-930 3-19
It is our experience that this interface friction value may be achieved by using PVC geomembrane,smooth low density polyethylenes, textured HOPE, and potentially smooth HDPE. The TechnicalSpecifications outline the interface friction direct shear testing requirements and the minimum acceptableinterface friction value of 9 degrees. The contractor will be required to submit test results for thematerials proposed for installation prior to construction of the cover that demonstrate the interfacial
strength criteria of 9 degrees is satisfied at all geosynthetic interfaces within the cover according toASTMD5321.
3.7 LANDFILL GAS VENTING
An active gas collection system is not required by the State and a passive landfill gas ventingsystem will be installed on the LTR Site. The gas venting system will consist of 6 inch diameter densityHDPE gas vents and slotted risers with lateral piping and a 12 inch thick gas control and foundationlayer installed below the clay barrier layer. Altogether 36 gas vents have been allocated.
The HDPE gas vents and risers will be constructed as required in the specifications. The gasvents will extend down through the whole depth of the waste to the top of the CU unit or the top of the
bedrock, and two lateral pipes will extend under the cap from each vent for a minimum of 10 feethorizontally in opposite directions. The gas risers will have a goose-neck cap and extend a minimumof four feet from the topsoil to the opening on the goose-neck. A bird screen will prevent the entranceof vectors or debris into the vents. A typical gas venting detail is provided in the Final Design Drawings.
The hydraulic gas venting layer, as described earlier, will consist of 12 inches of sand with apermeability of 1 x 10'3 cm/sec or greater. The lower geotextile layer located between the gas controllayer and clay barrier layer will provide separation of these two layers.
3.8 WELL ABANDONMENT
The six existing OW-Series wells installed in 1982 by Foth and Van Dyke (OW-2B, OW-4,OW-5,OW-6,OW-7 awl OW-8)wm be abawkmcd in accordance with NR 141.25, Wis. Adm. Code.The wells will be abandoned prior to the subgrade preparation of the landfill cap.
2049-007-930 3-20
4.0 REQUIRED PERMITS, LICENSES, AND APPROVALS
Section 121 of the Comprehensive Environmental Response, Compensation, and Liability Act
of 1980 (CERCLA) as amended by the Superfund Amendments and Rcauthorization Act of 1986
(SARA) states that "on-site" actions are not subject to state permits. However, SARA states that theRemedial Action must comply with Applicable or Relevant and Appropriate Requirements (ARARs),or justify a waiver. ARARs for Phase 3 remedial design and construction are presented below:
Description/Title Law, Code, Order or Regulation
Action Specific:
1. Standards for Landfill Cap Design.
2. Standards Wetlands Water Quality
NR 504.07, Wis. Adm. Code.
NR103, Wis. Adm. Code.
AH groundwater issues and appropriate ARARs for groundwater associated with the Lemberger sitesare addressed under the OUI RA. Applicable ARARs for Phase 3 activities at LTR are discussed below.
1. NR 504.07 Wis. Adm. Code; Final Cover System Design. NR 504.07 provides
information on minimum design requirements for the final landfill cover system. NR
504.07 is applicable to landfill cap design and construction activities during Phase 3. TheTechnical Specifications (Appendix E) have been written to require compliance with NR
504.07, Wis. Adm. Code and applicable Federal, State, and local regulations andordinances.
2. NR 103 Wis. Adm. Code; Water Quality Standards for Wetlands. NR 103establishes water quality standards for wetlands. NR 103 is applicable to the Wisconsin
solid waste composite cover construction. The Technical Specifications have been
written to require compliance with NR 103, Wis. Adm. Code and applicable Federal,State, and local regulations and ordinances.
2049-007-930 4-1
Several other appropriate requirements which will be considered during construction include thefollowing:
1. NR 512.18 Wis. Adm. Code; Identification and Characterization of Potential
Borrow Sources. This code requires certain characterization of borrow sources to be
used for providing soil materials for the landfill cover. Testing of soil material for its
suitability in construction of the cover is included in the Technical Specifications. LSRG
is not intending to use an on-site borrow source for materials used to construct the
composite cap. The construction contractor will be responsible for procurement ofmaterials from off-source locations and will therefore be required to comply with these
requirements.
2. NR 514.07 Wis. Adm. Code; Closure Plan. Requirements listed under NR 514.07
have been considered in the development of the closure of the LTR Site. In general, these
include the submittal of engineering plans and a design report.
3. NR 516.05 Wis. Adm. Code; Soil Testing Requirements. This code details soil
testing of soil materials during the construction of a landfill cover. The testingrequirements have been incorporated into the Technical Specifications and will berequired of the construction contractor.
4. NR 516.06 and 516.07 Wis. Adm. Code; Construction of Landfill Areas and
Closure of Landfill Areas. These require that documentation be prepared and submitted
at the end of construction detailing the construction of the landfill cover and appurte-nances. The Construction Quality Assurance Plan for the LTR cover will include a
requirement that a Construction Completion Report consistent with NR 516.06 and
516.07 be prepared at project completion. The report will document that the remedial
action has been properly implemented in accordance with the drawings and specifica-
tions.
2049-007-930 4-2
5.0 FINAL COST ESTIMATE
The Final Cost Estimate for construction of the LTR Site closure is shown in Table 5-1. TheFinal Cost Estimate for the operation and maintenance of the LTR Site after closure is shown in Table5-2.
All costs shown in Tables 5-1 and 5-2 are in 1995 dollars and do not include periodic technicalconsulting or legal costs. The operation and maintenance cost estimate assumes the following:
• Labor would be employed directly by an entity formed by LSRG or by one of the LSRGparties.
• The scope of the cover maintenance program is as defined in the operation andmaintenance plan.
2049-007-930 5-1
TABLE 5-1FINAL CONSTRUCTION COST ESTIMATE
LTR SITE CLOSURE SYSTEMITEM
LTR SITE CLOSURE
MOBILIZATION
SITE PREPARATIONClearing and GrubbingAbandon Wells
COMPOSITE CAP CONSTRUCTIONGeneral Fill for SubgradeGas Control and Foundation LayerLower GeoiexlileClay Barrier LayerGeomenibrane LinerDrainage LayerUpper GeotextileCover LayerTopsoilVegetal ionGas Vents
EROSION CONTROL SYSTEM
SITEWORKGravel RoadwaySoil Stabilization Fabric
SUBTOTAL
CONTRACTOR OVERHEAD, PROFIT AND CONTINGENCY
TOTAL FINAL CONSTRUCTION COST ESTIMATE
QUANTITY
1
16
30,00045,119
134,22090,235
134,21951,784
155,360129,45925,892
32442
1
1,26050,700
(30%)
UNITS
LS
LSEA
CYCYSYCYSYCYSYCYCYACLF
LS
CYSF
UNIT COST
S250.000
$50,000$2.500
$5.00$8.05$0.85$945$7.00$805$0.85$5.00$8.40
$2,100.00$100.00
$80,000
$20.00$0.25
TOTAL COST
$250,000
$50,000$15,000
$150,000$363,208$114,087$852,721$939,533$416,861$132,056$647,295$217,493
$67,410$44,200
$80,000
$25,200$12,675
$4,378,000
$1,313,000
$5,691,000
2049-007-930 10/6/95
TABLE 5-2OPERATION AND MAINTENANCE
FINAL COST ESTIMATELTR SITE CLOSURE SYSTEM
Item 0 1 2Year: 1996 1997 1998
LTR SITE POSTCLOSURE CARE
LABORSite Inspections and Reporting - 13,000 $3,000
SITE MAINTENANCE AND REPAIR CONTRACTSMowing - $3,000 $3,000Cap Repair - $5,000 $5,000
SUBTOTAL $0 $11,000 $11,000
CONTINGENCY (@ 30%) $0 $3,300 $3,300
TOTAL ANNUAL O&M COST EST. $0 $14,000 $14,000
31999
$3,000
$3,000$5,000
$11,000
$3^00
$14,000
4 162000 2012
$3,000 $3,000
$3,000 $3,000$5,000 $5,000
$11,000 $11,000
$3,300 $3,300
$14,000 $14,000
302026
$3,000
$3,000$5,000
$11,000
$3,300
$14,000
Total
$90,000
$90,000$150,000
$330,000
$99,000
$420,000
2049-007-930 9/27/95
6.0 FINAL PROJECT SCHEDULE
The Final Project Schedule for construction of the LTR cover is shown in Figure 6-1. ThescheduJe assumes USEPA approval of the Final Design and Final Construction Quality Assurance Plan
by November 1,1995 and December 1,1995, respectively.
2049-007-930 6-1
ActivityDescription
Contractor's Notice to ProceedMobilizationPreconstruction Inspection andClearing and GrubbingSubgrade PreparationGas Control LayerGas VentsClay Barrier LayerGeomembraneDrainage LayerSedimentation BasinCover LayerTopsoilSeedingPrefinal InspectionPrepare Prefinal InspectionFinal InspectionPrepare RA ImplementationPrepare Final Inspection ReportIssue RA Implementation
Or*Our
0519
281421901621142872161
/O70
earlyStart
01APR96'14APR9615APR9619APR96
r28APR9626MAY9629MAY9602JUN9631AUG9616SEP9623SEP9623SEP9619OCT9626OCT9628OCT9629OCT9604NOV9605NOV9605NOV9614JAN97
carfyFinish
31MAR9618APR9615APR9627APR9625MAY9608JUN9618JUN9630AUG9615SEP9606OCT9606OCT9620OCT9626OCT96270CT9628OCT9603NOV9604NOV9613JAN9711NOV9613JAN97
•y
: : • : • : • • " • • ••• •'•' '" '"' •^wm&w&Kfr: - V = - : '--'- : * " \ 99$ ' : ; - -" -:"-- ' '"' "":~ :'":' '*"*?<*• ••-••«;^ vX::.m®ffi^imi$^m?$- £*£*•APR i - M A Y - - - ' ] -'JUN i . '.ju£.:........l ' AUG 1- :vsEf>1;''::'';^v16cr!'''^*• ;ww A> t* ,tiiW< JET A- -io ,17 ;24 1 M ,1$ a* A A ,12 M.-M ,2 ,» ,16 jwt M $ ,14 JH
ntractor's Notice to Proceed.W MobilizationAj1^ Preconstruction Inspection and M
t;: MTCIearlng and Grubbing
f i
eetlng
rationrol Layer_ —————— ._ ___ - _. — VG&S Vents
•••WGeom
f |
t-'• ' NOV '' " "bCfcJI '"'...^......TjTT •*""'HTrT5a ' A 4 ' Jl ,11 il« «Z9 >« ,» ilVtZ9t<
jyerMnbrane•W Drainage Layer•T Sedimentation Basin
T•••• •W Cover Layer
•TTOpsotlf^V SeedingJTPreflnal Inspection•f Prepare Prefinal Inspectkw& Final Inspection
LTBC 9Mt1tf1
Lembeffler Sites Remediation GroupLTR Construction
Figure 6-1 Final Protect Schedule
,„„„.,.
l*T,i'
iRepor
i
i
7.0 HEALTH AND SAFETY PLAN
LTR Site closure oversight activities by Malcolm Pimie will be conducted in accordance withthe Oversight Health and Safety Plan. The Oversight Health and Safety Plan is included in AppendixC of this document.
The construction contractor will be responsible for developing, implementing and monitoring
a detailed Site Safety Plan for construction activities. The contractor's Site Safety Plan will be required
to detail the means, methods, procedures and activities which will be implemented to minimize oreliminate health and safety hazards resulting from the performance of individual tasks or from theoperation of particular tools or equipment. The Site Safety Plan shall be consistent with all applicable
local, state and federal requirements including but not limited to the OSHA regulations in 29 CFR 1910
and 29 CFR 1926. The requirements of the Site Safety Plan are included in Specification Section
01060, titled Site Safety Plan. In summary, the Site Safety Plan will address the following:
• Facility Description: Facility background information and availability of resources suchas roads, utilities and structures will be provided.
• Personnel: Identification and organization of site specific personnel, their responsibilities,employee training and medical monitoring.
• Safe Work Practices: The contractor will provide detailed construction, installation andfield engineering safe working procedures to be followed for all on-site activities.
• Hazard Assessment: The contractor will address the characteristics, toxicity and potentialrisks associated with the contaminants and physical hazards that may be encountered.
• Site Control and Work Zones: The contractor shall specify project work zones inaccordance with 29 CFR 1910.120 and 29 CFR 1926, subparts C & G. Procedures forsite security to control access to the work zones shall also be described. As a minimum,the area surrounding each hazardous work area will be divided into the following zones:
Exclusion (Hot) ZoneContamination Reduction (Buffer) ZoneSupport (Clean) Zone
• Communication Procedures and Employee Training: The contractor will address the needfor pre-field activities health and safety orientation, safety meetings, health and safetyorientation training and hazard communication.
• Medical Surveillance and Exposure Monitoring: The contractor will describe his/hermedical surveillance and exposure monitoring program for employees engaged inhazardous waste remediation work activities.
2049-007-930 7-1
Personnel Protective Equipment: The contractor will address personnel protectiveequipment to be used on-site. Equipment will be in accordance with USEPA Levels A,B, C and D for each element of the work. The contractor will provide Mine Safety andHealth Administration (MSHA) and National Institute for Occupational Health andSafety (NIOSH) approved air line respirator for Level B work. Data from the airmonitoring program shall be used to determine if an alternative level of protection isappropriate. Procedures for protecting workers against heat stress and/or cold stress willalso be provided.
Air Monitoring: An air monitoring program will be designed to detect and quantify therelease or volatilization of contaminants during landfill closure and ground watertreatment activities. Air monitoring data shall be used to determine appropriate levels ofpersonnel protection and need to enact emergency response plan provisions in the eventof a contaminant release. The type(s) and quantity of air monitoring equipment to beutilized will be stated in the contractor's proposal.
Decontamination: The contractor will describe decontamination procedures to be utilizedin the intended work. Procedures will describe, at a minimum, the decontamination ofprotective clothing, equipment, heavy equipment and machinery, disposal of decontami-nation wastes, and medical emergencies decontamination.
Documentation and Reporting: The contractor shall describe procedures to establish andmaintain adequate records related to project-related injuries or illnesses, accidentinvestigations, reports to insurance carriers or state compensation agencies, records orreports required by regulatory agencies, property or equipment damage, and inspectionsand citations.
Contingency and Emergency Response Plan: The contractor will develop a site-specificEmergency Response and Contingency Plan. This plan will address on-site emergencywarning and notification procedures and personnel injury response plan.
Emergency References, Contacts and Phone Numbers.
2049-007-930 7-2
! •' '•• :~^i'^^M:.^';;Mi^f^i^f;^iaM^^^^,' • ' ': • -.'^-- '\''-?^j.''''^''^'^^^^"0^t^M•• - M ji , , 'U3 •T'iF^"-1 '-''1f:;'Sl 'S^KH'sM
iMii ^E.i k . as^Lis l,lw^ r1 .*
APPENDIX A
Volume, Drainage, andRiprap Calculations
FINAL DESIGN REPORT
LTR Site Closure
Prepared for:
Lemberger Site Remediation Group
Submitted by:
Malcolm Pirnie, Inc.Environmental Engineers, Scientists & Planners5500 Wayzata BoulevardMinneapolis, MN 55416
VOLUME CALCULATIONS
LTR Preftnal DesignCut and Fill Calculations j
Total Area of LTR Boundary and Contour #866 = 2.028,106.85 sq. ft.
Subgrade Contour DataThird Iteration
Contour
841842843844845846847848849850851852853854855856857858859860861862863864865866867868869870871872873874875876877878879880881882883884885
885+
AutocadArea, sq.ft.
621.079,039.70
26.648.3150.434.6669.395.8097,492.10
121,876.97170,960.01222,830.28272,005.15322.113.47103,069.43613,452.17692,080.36774,871.66863,018.84953,204.98
1.038.737.441,127.082.471,211,867.101,292,321.181,365,640.771,436,527.641 .503.941 .92
AutocadArea, sq.ft.
AutocadArea, so.. ft.
TotalAutocad
Area4 so. ft
621 .079.039.70
26.648.3150,434.6669,395.8097,492.10
121,876.97170.960.01222.830.28272,005.15
369,073.24
1 .575,787.911,645,352.79
322,113.47472,142.67
F
i
Contour ! ContourArea. so. ft. Volume, cu. ft.
2.027.485782,019,067.152,001,458.541.977,672.191.958,711,051.930,614.751,906,229.881,857.146.841,805.276.571,756,101.701,705,993.381,555,964.18
613,452.17 1,414,654.68! 692,080.36 1.336.026.49
—————————
—————————
"
38.93 339,570.60301,844.94261,946.77214,198.67167.580.64130,759.62109,840.1197,301.8784,905.7778,440.8771,533.1464,079.7255,482.8547,912.3038,106.0329,764.1719,054.368,209.361.618.69
774,871.66 1,253,235.19
2,027,485.782.023.275.012.010,256.421,989.553.521,968,184.011,944,645.991,918.409.401,881,635.011,831,150.481,780,632.551,730,987.101,630,403441,484,748.951,375.153.251,294,410.18
863.018.84 1,165,088.01 | 1.208.893.77953,204.98 1,074,901.87
1,038,737.44 989,369.411,119,692.231,031,840.18
1,127,082.47 901,024.38 944,852.651.211.867.10 816.239.75 • 858,283.021.292,321.18 ' 735,785.67 775,664.931,365,64077 662.466.08 698.805.271,436,527.641,503,941.921,575,787.911.645,352.79
339,609.53301 ,844.94261 ,946.77214,198.67167,580.64130,759.62109,840.1197.301.87
' 84.905.7778,440.87
; 71,533.14I 64,079.72
55,482.8547,912.3038,106.03
591,579.21 626.688.46524,164.93 557,532.32452,318.94 487,800.82382,754.06 : 417,05274339,60953301,844.94261,946.77214,198.67167,580.64130,759.62109,840.1197,301.8784.905.7778.440.8771,533.1464,079.7255,482.8547,912.3038.106.03
29.764.17 . 29.764.1719.054.36 19,054.368,209.361.618.69
8,209.361,618.69
360,966.86320,541.80281,660.27237,672.69190,413.51148,789.97120,148.00103.507.6991 .033.4681.651.9974,960.4867,772.2759,729.7151.651.3242.9157033,849.3324,211.0613,256.894,491.13
539.56
TOTAL VOLUME, CD. FT. 37,927.801.16
Cut and Fill Calculations !
Total Area of LTR Boundary and 866 Contour - 2,028,106.85 sq. ft.Existing Contour Data
Contour
841842843844845846847846849850851852853854855856857858859860861862863864865866867868869870871872873874875876877878879880881882883884885885+
AutocadArea. so. .ft.
621.077.098.39
20.181.7248,636.0771,589.32
105,265.44146.133.60187,961.62234,899.26283,035.07334,764.62426.345.82717,806.18831.700.76926,821 .50
1.020,798.681.091.605.391,180.157.871 .270.899.341,324.668.851.377.669.391,427,113.741.477,148.371,526.102.751,577,112.461,637.135.33
352.621.74315,384.93270,505.01224,480.16168.337.78130.759.62109.840.1197,301 .8784,905.7778,440.8771,533.1464,079.7255,482.8547,912.3038.106.0329,764.1719.054.368.209.361,618.69
AutocadArea, sq.ft.
11.472.6590,246.00
27.601,770.44
512.2838.93
AutocadArea, sq.ft.
————————
TotalAutocad
Area, sq.ft.
621.077.098.39
20.181.7248,636.0771.589.32
105,265.44146,133.60187.961.62234.89926283.035.07346,237.27516,591.82717,806.18831,700.76926,821 .50
1 ,020,826.261 ,093,375.831,180.157.871 ,270,899.341 ,324,668.851 .377,669.391,427,113.741,477,148.371,526,102.751,577,112.461 ,637,647.61
352.660.67315.384.93270.505.01224,480.16168,337.78130,759.62109,840.1197,301.8784,905.7778,440.8771,533.1464,079.7255,482.8547,912.3038.106.0329,764.1719,054.368,209.361,618.69
ContourArea, sq.ft.
2,027,485.782.021 ,008.462,007.925.131 .979.470.781,956.517.531.922.841.411,881.973.251.840,145.231,793.207.591.745.071.781,681,869.581,511,515.031.310.300.671,196.406.091.101,285.351,007,280.57
934.731.02847,948.98757,207.51703,438.00650,437.46600,993.1 1550,958.48502,004.10450,994.39390,459.24352,660.67315,384.93270,505.01224,480.16168,337.78130,759.62109,840.1197,301.8784,905.7778,440.8771.533.1464.079.7255,482.8547.912.3038.106.0329.764,1719.054.368,209.361,618.69
TOTAL VOLUME, CU. FT.
TOTAL VOLUME NEEDED. CU. FT.TOTAL VOLUME AVAILABLE, CU. FT.
ContourVolume, cu ft.
2,027.485.782.024.246.262.014.463.251,993.681.031,967,983.001,939,655.111,902.370.751.861,020.071.816,625.881,769.085.111,713,373.541,595.934.451,409,710.671,252.921.911,148,517.431 ,053,933.54
970,779.86890,987.74802,150.43730,157.75676,764.76625,552.42575,794.61526,291.52476.271.56420,363.43371,399.63333,849.34292,658.06247,135.19195,736.85149,153.70120,148.00103,507.6991 .033.4681,651.9974,960.4867,772.2759,729.7151,651.3242,915.7033.849.3324,211.0613,256.894,491.13
539.56
36.545,773.20
37,927,801.1636,545,773.20
NET VOLUME NEEDED, CU. FT. 1 ,382.027.95NET VOLUME NEEDED, CU. YD. 51,186
The volumes were calculated using the truncated cone or truncated pyramid formula as given below:I
Volume - h x ( A1 + A2 + SQRT ( A1 x A2))/3
I lh * distance between areas A1 and A2 'h-1ft.
A1 , A2 » contour areas ' '
Prefmal DesignEstimate of Quantities for LTR Cap Construction
Waste Area: 1,167,491 sq.ft.Waste Area + 8 ft. outside of waste area: 1,207,974 sq. ft.Waste Area + 10 ft. outside of waste area: 1,218,158 sq. ft.
All areas were calculated using Autocad.
General Fill for Subgrade: 51,072 cu. yd.(See Spreadsheets for calculations)
Gas Control and Foundation Layer:
= 1,218,158 sq. ft. (Waste Area + 10 ft outside of waste area) x 1 ft thick
- 1,218,158 cu. ft.
= 45,117 cu. yd.
Lower Geotextile Fabric:
= 1,207,974 sq. ft. (Waste Area + 8 ft. outside of waste area)
= 134,220 sq. yd.
Clay Barrier Layer:
= 1,218,158 sq. ft. x 2 f t thick
= 2,436,316 cu. ft.
= 90,234 cu. yd.
Geomembrane Liner:
- 1,207,974 sq.ft.
= 134,219 sq. yd.
Drainage Layer:
= Drainage Layer + Gravel Drain
= 1,218,158 sq. ft. x 1 ft. thick + 6,000 ft. x 30 ft. wide x 1 ft. thick
= 1,398,158 cu. ft.
= 51,784cu. yd.
Cover Layer:
= Cover Layer on Cap + Cover Material to match to existing contours
= 1,218,158 sq. ft. x 2.5 ft thick + 6,000 ft. x 30 ft. wide x 2.5 ft. thick
= 3,495,395 cu. ft.
= 129,459 cu. yd.
Topsoil:
= Topsoil on Cap + Topsoil to match to existing contours
= 1,218,158 sq. ft. x 6 in. thick + 6,000 ft. x 30 ft. wide x 6 in. thick
= 699,079 cu. ft.
= 25,892 cu. yd.
Vegetation:
= 1,218,158 sq. ft. + 6,000 ft x 30 ft. wide
= 1,398,158 sq.ft.
= 32.1 Ac
DRAINAGE CALCULATIONS
TR-55 Tc and Tt THRU SUBAREA COMPUTATION VERSION 1.11
Project LTR PREFINAL DESIGNCounty MANITOWOC StateSubtitle SWALE SI RUNOFF CALCS FOR 5
Flow Type 2 yearrain
Sheet 2 . 5Shallow Concent 'd
Length(ft)
250482.6
Slope(ft/ ft)
.02
.0052
; ^J
WALES ANI
ibarea # 1SurfacecodeEU
User: MAM Date: 05-18-95Checked: Date:) DOWNCHUTES
n Area Wp Velocity Time(sq/ft) (ft) (ft/sec) (hr)
0.3640.115
Time of Concentration = 0.48*
—— Sheet Flow Surface Codes ——A Smooth SurfaceB Fallow (No Res.)C Cultivated < 20 % Res.D Cultivated > 20 % Res.E Grass-Range, Short
F Grass, DenseG Grass, BurmudaH Woods, LightI Woods, Dense
•— Shallow ConcentratedSurface CodesP PavedU Unpaved
TR-55 Tc and Tt THRU SUBAREA COMPUTATION VERSION 1.11
Project LTR PREFINAL DESIGNCounty MANITOWOC StateSubtitle SWALE S2 RUNOFF CALCS FOR i
Flow Type 2 yearrain
Sheet 2 . 5Shallow Concent 'd
Length(ft)
250481.6
Slope(ft/ ft)
.02
.0112
: WISWALES ANI
abarea #1Surfacecode
EU
User: MAM Date: 05-18-95Checked: Date:} DOWNCHUTES
n Area Wp Velocity Time(sq/ft) (ft) (ft/sec) (hr)
0.3640.078
Time of Concentration = 0.44*
—— Sheet Flow Surface Codes ——A Smooth Surface F Grass, DenseB Fallow (No Res.) G Grass, BunnudaC Cultivated < 20 % Res. H Woods, LightD Cultivated > 20 % Res. I Woods, DenseE Grass-Range, Short
•— Shallow ConcentratedSurface CodesP PavedU Unpaved
TR-55 Tc and Tt THRU SUBAHEA COMPUTATION VERSION 1.11
Project LTR PREFINAL DESIGNCounty MANITOWOC StateSubtitle SWALE S3 RUNOFF CALCS FOR 5
_ ___ ____—— e»'
Flow Type 2 yearrain
Sheet 2 . 5Shallow Concent 'd
Length(ft)
135485.5
Ol
Slope(ft/ ft)
.0459
.0082
WISWALES ANI
ibarea #1Surfacecode
EU
User: MAM Date: 05-18-95Checked: Date:) DOWNCHUTES
n Area Wp Velocity Time(sq/ft) (ft) (ft/sec) (hr)
0.1590.092
Time of Concentration = 0.25*
—— Sheet Flow Surface Codes ——A Smooth Surface F Grass, DenseB Fallow (No Res.) G Grass, BurmudaC Cultivated < 20 % Res. H Woods, LightD Cultivated > 20 % Res. I Woods, DenseE Grass-Range, Short
•— Shallow Concentrated•— Surface Codes
P PavedU Unpaved
TR-55 TC and Tt THRU SUBAREA COMPUTATION VERSION 1,11 -
Project LTR PREFINAL DESIGNCounty MANITOWOC StateSubtitle SWALE S4 RUNOFF CALCS FOR i
Flow Type 2 yearrain
Sheet 2 . 5Shallow Concent 'd
Length(ft)
250334.1
Slope(ft/ ft).0200.0162
: WISWALES ANI
ibarea #1Surfacecode
EU
User: MAM Date: 05-18-95Checked: Date:D DOWNCHUTES
n Area Wp Velocity Time(sq/ft) (ft) (ft/sec) (hr)
0.3640.045
Time of Concentration = 0.41*
—— Sheet Flow Surface Codes ——A Smooth Surface F Grass, DenseB Fallow (No Res.) G Grass, BurmudaC Cultivated < 20 % Res. H Woods, LightD Cultivated > 20 % Res. I Woods, DenseE Grass-Range, Short
-— Shallow ConcentratedSurface CodesP PavedU Unpaved
TR-55 Tc and Tt THRU SUBAREA COMPUTATION VERSION 1.11
Project : LTR PREFINAL DESIGNCounty : MANITOWOC State:Subtitle: SWALE S5 RUNOFF CALCS FOR £
___ _ ____.- <?»
Flow Type 2 yearrain
Sheet 2 . 5Shallow Concent fd
Length(ft)
250436.7
Slope(ft/ft).0200.0114
• WISWALES ANI
ibarea #1Surfacecode
EU
User: MAM Date: 05-18-95Checked: Date:D DOWNCHUTES
n Area Wp Velocity Time(sq/ft) (ft) (ft/sec) (hr)
0.3640.070
Time of Concentration = 0.43*
—— Sheet Flow Surface Codes ——A Smooth Surface F Grass, DenseB Fallow (No Res.) G Grass, BurmudaC Cultivated < 20 % Res. H Woods, LightD Cultivated > 20 % Res. I Woods, DenseE Grass-Range, Short
•— Shallow ConcentratedSurface CodesP PavedU Unpaved
TR-55 Tc and Tt THRU SUBAREA COMPUTATION VERSION 1.11
Project LTR PREFINAL DESIGNCounty MANITOWOC StateSubtitle SWALE S6 RUNOFF CALCS FOR I
Flow Type 2 yearrain
Sheet 2 . 5Shallow Concent 'd
Length(ft)
240491.3
Slope(ft/ft)
.0229
.0104
• WIWALES AN!
ibarea #1Surfacecode
EU
User: MAM Date: 05-18-95Checked: Date:
:> DOWNCHUTES
n Area Wp Velocity Time(sq/ft) (ft) (ft/sec) (hr)
0,3340.083
Time of Concentration = 0.42*
—— Sheet Flow Surface Codes ——A Smooth Surface F Grass, DenseB Fallow (No Res.) G Grass, BurmudaC Cultivated < 20 % Res. H Woods, LightD Cultivated > 20 % Res. I Woods, DenseE Grass-Range, Short
•— Shallow ConcentratedSurface CodesP PavedU Unpaved
TR-55 Tc and Tt THRU SUBAREA COMPUTATION VERSION 1.11
Project : LTR PREFINAL DESIGNCounty : MANITOWOC State: WI __Subtitle: SWALE S7 RUNOFF CALCS FOR SWALES AND DOWNCHUTES
User: MAMChecked:
Date: 05-18-95Date:
Flow Type 2 year Length Slope Surfacerain (ft) (ft/ft) code
n Area Wp Velocity Time(sq/ft) (ft) (ft/sec) (hr)
Sheet 2.5 250Shallow Concent*d 295.2
.0200 E
.0112 U0.3640.048
Time of Concentration = 0.41*
—— Sheet Flow Surface Codes ——A Smooth Surface F Grass, DenseB Fallow (No Res.) G Grass, BurmudaC Cultivated < 20 % Res. H Woods, LightD Cultivated > 20 % Res. I Woods, DenseE Grass-Range, Short
•— Shallow ConcentratedSurface CodesP PavedU Unpaved
TR-55 Tc and Tt THRU SUBAREA COMPUTATION VERSION 1.11
Project : LTR PREFINAL DESIGNCounty : MANITOWOC State: WI
User: MAMChecked:
Date: 05-18-95Date:
Subtitle: SWALE S8 RUNOFF CALCS FOR SWALES AND DOWNCHUTES
Flow Type 2 yearrain
Sheet 2 . 5Shallow Concent *d
Length(ft)
250276.4
Slope(ft/ ft)
.0200
.0094
J.1JCI.L CO. tfJ-
Surfacecode
EU
n Area(sq/ft)
Wp(ft)
Velocity(ft/ sec)
Time(hr)
0,3640,049
Time of Concentration - 0.41*
—— Sheet Flow Surface Codes ——A Smooth SurfaceB Fallow (No Res.)C Cultivated < 20 % Res.D Cultivated > 20 % Res.E Grass-Range, Short
F Grass, DenseG Grass, BurmudaH Woods, LightI Woods, Dense
•— Shallow ConcentratedSurface CodesP PavedU Unpaved
TR-55 Tc and Tt THRU SUBAREA COMPUTATION VERSION 1.11
Project : LTR PREFINAL DESIGNCounty : MANITOWOC State: WI
User: MAMChecked:
Date: 05-18-95Date:
Subtitle: SWALE S9 RUNOFF CALCS FOR SWALES AND DOWNCHUTES
Flow Type 2 yearrain
Sheet 2 . 5Shallow Concent 'd
Length(ft)
250180.8
—— • —— 01Slope(ft/ ft).0200.0083
a u cared fj.Surfacecode
EU
n Area(sq/ft)
Wp(ft)
Velocity(ft/ sec)
Time(hr)
0.3640.034
Time of Concentration = 0.40*
—— Sheet Flow Surface Codes ——A Smooth Surface F Grass, DenseB Fallow (No Res.) G Grass, BurmudaC Cultivated < 20 % Res. H Woods, LightD Cultivated > 20 % Res. I Woods, DenseE Grass-Range, Short
•— Shallow ConcentratedSurface CodesP PavedU Unpaved
TR-55 Tc and Tt THRU SUBAREA COMPUTATION VERSION 1.11
Project LTR PREFINAL DESIGNCounty MANITOWOC StateSubtitle SWALE S10 RUNOFF CALCS FOR
Flow Type 2 yearrain
Sheet 2 . 5Shallow Concent 'd
Length(ft)
250400.8
Slope(ft/ ft)
.0200
.0097
! WISWALES Al
ibarea #1Surfacecode
EU
User: MAM Date: 05-18-95Checked : Date :*D DOWNCHUTES
n Area Wp Velocity Time(sq/ft) (ft) (ft/sec) (hr)
0.3640.070
Time of Concentration = 0.43*
—— Sheet Flow Surface Codes ——A Smooth Surface F Grass, DenseB Fallow (No Res.) G Grass, BunnudaC Cultivated < 20 % Res.D Cultivated > 20 % Res.E Grass-Range, Short
H Woods, LightI Woods, Dense
-— Shallow ConcentratedSurface CodesP PavedU Unpaved
TR-55 Tc and Tt THRU SUBAREA COMPUTATION VERSION 1.11
Project LTR PREFINAL DESIGNCounty MANITOWOC StateSubtitle SWALE Sll RUNOFF CALCS FOR
Flow Type 2 yearrain
Sheet 2 . 5Shallow Concent *d
Length(ft)
250255.9
Slope(ft/ft)
.0200
.0113
WISWALES A*
ibarea #1Surfacecode
EU
User: MAM Date: 05-18-95Checked: Date:JD DOWNCHUTES
n Area Wp Velocity Time(sq/ft) (ft) (ft/sec) (hr)
0.3640.041
Time of Concentration = 0.41*
—— Sheet Flow Surface Codes ——A Smooth Surface F Grass, DenseB Fallow (No Res.) G Grass, BurmudaC Cultivated < 20 % Res. H Woods, LightD Cultivated > 20 % Res. I Woods, DenseE Grass-Range, Short
•— Shallow ConcentratedSurface CodesP PavedU Unpaved
TR-55 TC and Tt THRU SUBAREA COMPUTATION VERSION 1.11
Project LTR PREFINAL DESIGNCounty MANITOWOC StateSubtitle SWALE S12 RUNOFF CALCS FOR
Flow Type 2 yearrain
Sheet 2 . 5Shallow Concent 'd
Length(ft)
250188.3
Slope(ft/ ft)
.0210
.0111
WISWALES AI
ibarea #1SurfacecodeEU
User: MAM Date: 05-18-95Checked: Date:*D DOWNCHUTES
n Area Wp Velocity Time(sq/ft) (ft) (ft/sec) (hr)
0.3570.031
Time of Concentration = 0.39*
—— Sheet Flow Surface Codes ——A Smooth Surface F Grass, DenseB Fallow (No Res.) G Grass, BurmudaC Cultivated < 20 % Res.D Cultivated > 20 % Res.E Grass-Range, Short
H Woods, LightI Woods, Dense
-— Shallow ConcentratedSurface CodesP PavedU Unpaved
TR-55 Tc and Tt THRU SUBAREA COMPUTATION VERSION 1.11
Project LTR PREFINAL DESIGNCounty MANITOWOC StateSubtitle BELOW SWALE S4 RUNOFF CALC5
_ __ __ — e^-Fi ow Type
Sheet
2 yearrain
2.5
Length(ft)
245
*jiSlope(ft/ft)
.0200
WI3 FOR SWA1
ibarea # 1Surfacecode
E
User: MAM Date: 05-18-95Checked: Date:^ES AND DOWNCHUTES
n Area Wp Vel oc i ty(sq/ft) (ft) (ft/sec)
Time(hr)
0.358Time of Concentration = 0.36*
—— Sheet Flow Surface Codes ——A Smooth Surface F Grass, DenseB Fallow (No Res.) G Grass, BurmudaC Cultivated < 20 % Res.D Cultivated > 20 % Res.E Grass-Range, Short
H Woods, LightI Woods, Dense
•— Shallow ConcentratedSurface CodesP PavedU Unpaved
TR-55 Tc and Tt THRU SUBAREA COMPUTATION VERSION 1.11
Pro j ectCountySubtitle
LTR PREFINALMANITOWOCBELOW SWALE
Flow Type 2 yearrain
DESIGNState:
S7 RUNOFF CALCS
Length(ft)
Slope(ft/ ft)
WIFOR SWA]
barea #1Surfacecode
User: MAMChecked :JES
n
Date: 05-18-95Date:
AND DOWNCHUTES
Area(sq/ft)
Wp(ft)
Velocity(ft/ sec)
Time(hr)
Sheet 2.5 230 .0200 0.340Time of Concentration = 0.34*
—— Sheet Flow Surface Codes ——A Smooth Surface F Grass, DenseB Fallow (No Res.) G Grass, BurmudaC Cultivated < 20 % Res. H Woods, LightD Cultivated > 20 % Res. I Woods, DenseE Grass-Range, Short
•— Shallow ConcentratedSurface CodesP PavedU Unpaved
TR-55 Tc and Tt THRU SUBAREA COMPUTATION VERSION 1.11
ProjectCountySubtitle
LTR PREFINAL DESIGNMANITOWOC State: WI
User: MAMChecked :
Date: 05-18-95Date:
BELOW SWALE S10 RUNOFF CALCS FOR SWALES AND DOWNCHUTES
#1Flow Type 2 year Length Slope Surface
rain (ft) (ft/ft) coden Area Wp Velocity Time
(sq/ft) (ft) (ft/sec) (hr)
Sheet 2.5 230 .0200 0.340Time of Concentration = 0.34*
—— Sheet Flow Surface Codes ——A Smooth Surface F Grass, DenseB Fallow (No Res.) G Grass, BurmudaC Cultivated < 20 % Res. H Woods, LightD Cultivated > 20 % Res. I Woods, DenseE Grass-Range, Short
•— Shallow ConcentratedSurface CodesP PavedU Unpaved
TR-55 TABULAR DISCHARGE METHOD VERSION 1.11 -
Proj ectCountySubtitle
LTR PREFINAL DESIGNMANITOWOC State: WI
User: MAMChecked:
Date: 05-18-95Date: ______
OWUtJ 0UCLI.C. »,j_ , . — — _ _ , _ _ „ _ _______
SIZE BASIN BASED ON ALL WATER REACHING BASIN AT THE SAME TIME
Total watershed area: 0.036 sq mi Kaj.nj.axj. «-y^———————————————————— Subareas0.036 sq mi Rainfall type: II Frequency: 10 years
Area(sq mi)Rainfall(in)Curve numberRunoff(in)Tc (hrs)
(Used)TimeToOutletla/P
Time Total •(hr) Flow
ALL0.043.879
1.800.410.400.000.14
ALL
11.011.311.611.912.012.112.212.3
12.412.512.612.712.813.013.213.4
13.613.814.014.314.615.015.516.0
16.517.017.518.019.020.022.026.0
11248152837P
3627191411754
43332222
21111110
11248152837P
3627191411754
43332222
21111110
Subarea Contribution to Total Flow (cfs)
p - Peak Flow
LTR Prefinal DesignSedimentation Basin CalculationBased on calculations completed on 5/18/95CN = 79Time of concentration = .41 hours
Time(Hr)
11.011.311.611.912.012.112.212.312.412.512.612.712.813.013.213.413.613.814.014.314.615.015.516.016.517.017.518.019.020.022.026.0
Flow(Cfsj
11248
15283736271914117544333222221111110
Total Volume(Cfi
1,0801,6203,2402,1604,1407,740
11,70013,14011,3408,2805,9404,5006,4804,3203,2402,8802,5202,1603,2402,7002,8803,6003,6003,6002,7001,8001,8003,6003,6007,2007,200
Basin Volume Needed (cf) 144,000
Pagel
TR-55 TABULAR DISCHARGE METHOD VERSION 1.11 -
Project LEMBERGER LTR PREFINAL DESIGN User: MCounty MANITOWOC State: WI Checked:Subtitle SUBAREA FLOW CALCULATONS
Total watershed area:
SIArea(sq mi) 0.00Rainfall (in) 3.8Curve number 79Runoff (in) 1.80Tc (hrs) 0.36
(Used) 0.40TimeToOutlet 0 . 00la/P 0.14
Time Total ——(hr) Flow
11.0 011.3 011.6 011.9 212.0 812.1 1512.2 2412.3 27P
12.4 2312.5 1812.6 1212.7 1012.8 913.0 513.2 213.4 0
13.6 013.8 014.0 014.3 014.6 015.0 015.5 016.0 0
16.5 017.0 017.5 018.0 019.0 020.0 022.0 026.0 0
SI
00001123P
32211100
00000000
00000000
0.027 sq mi
S20.003.879
1.800.360.400.000.14
—— SubareaS2
00001123P
32111100
00000000
00000000
Rainfall type:———— Subareas -
S30.003.879
1.800.160.200.000.14
Contribution toS3
000124P43
11111000
00000000
00000000
IIS40.003.879
1.800.360.400.000.14
TotalS4
00001123P
32111100
00000000
00000000
AM Date: 05-22-95Date:
Frequency: 10 years
S50.003.879
1.800.360.400.000.14
Flow (cfs) ———————————S5
0000113P3
33211110
00000000
00000000
p - Peak Flow
TR-55 TABULAR DISCHARGE METHOD VERSION 1.11
ProjectCountySubtitle
LEMBERGER LTR PREFINAL DESIGNMANITOWOC State: WI
User: MAMChecked:
Date: 05-22-95Date:
Area(sq mi)Rainfall(in)Curve numberRunoff(in)Tc (hrs)
(Used)TimeToOutletla/P
Time(hr)
11.011.311.611.912.012.112.212.3
12.412.512.612.712.813.013.213.4
13.613.814.014.314.615.015.516.0
16.517.017.518.019.020.022.026.0
BAREA FLOW CALCULATONS
Continuation of subarea
S60.003.879
1.800.330.300.000.14
S6
0001135P5
32111110
00000000
00000000
S70.003.879
1.800.360.400.000.14
ouJJd j. cdS7
0000012P2
22111000
00000000
00000000
S80.003.879
1.800.360.400.000.14
Contribution toS8
00000112P
21111000
00000000
00000000
information
S90.003.879
1.800.360.400.000.14
Total FlowS9
00000IP11
11110000
00000000
00000000
S100.003.879
1.800.360.400.000.14
( CIS f •"•S10
0000112P2
22111000
00000000
00000000
P - Peak Flow
TR-55 TABULAR DISCHARGE METHOD VERSION 1.11 -
Proj ectCountySubtitle
LEMBERGER LTR PREFINAL DESIGNMANITOWOC State: WISUBAREA FLOW CALCULATONS
User: MAMChecked: __
Date: 05-22-95Date: ______
Total watershed area: 0.003 sq mi Rainfall type: II Frequency: 10 years- - — — e?-iiVvavj=»ae — _ — . — —. — —. — —, — — — — — — — — — — — — .— — — —
Area(sq mi)Rainfall(in)Curve numberRunoff(in)Tc (hrs)
(Used)TimeToOutletla/PTime Total(hr) Flow
11.011.311.611.912.012.112.212.3
12.412.512.612.712.813.013.213.4
13.613.814.014.314.615.015.516.0
16.517.017.518.019.020.022.026.0
)n)er
)et
1 -
00000223P
32221000
00000000
00000000
Sll0.003.879
1.800.360.400.000.14
Sll
00000112P
21111000
00000000
00000000
S120.003.879
1.800.360.400.000.14
———— Subarea Contribution to Total Flow (cfs)S12
00000IP11
11110000
00000000
00000000
P - Peak Flow
LTR Prefinal DesignCalculation of velocities for downchutes and swalesManning's equation usedn=.025
Down chuteor Swale
S1
ActualFlowcfs
ActualSlope
ft/ft
0.0052
Trial
Wetted Hydraulic Estimated Estimated
1234
Depthft
0.200.300.310.32
Area Perimetersoft
0.841.441.511.57
ft
4.264.904.965.02
Radiusfi
0.1970.2940.3040.313
Flowcfs
1.212.722.913.10
Velocityft/sec
1.441.891.931.97
S2 0.0112 1234
0.200.250.260.27
0.841.131.191.25
4.264.584.644.71
0.1970.2460.2550.265
1.782.762.993.22
2.122.462.522.58
S3 0.0082 1234
0.200.300.320.33
0.841.441.571.64
4.264.905.025.09
0.1970.2940.3130.323
1.523.413.894.15
1.812.372.472.52
S4 0.0162 1234
0.200.220.230.24
0.840.951.011.07
4.264.394.454.52
0.1970.2160.2260.236
2.142.582.823.06
2.552.712.792.87
S5 0.0114 1234
0.200.240.250.26
0.841.071.131.19
4.264.524.584.64
0.1970.2360.2460.255
1.792.572.793.01
2.142.412.482.54
S6 0.0104 1234
0.300.330.340.35
1.441.641.711.79
4.905.095.155.21
0.2940.3230.3330.342
3.844.674.975.28
2.672.842.902.96
S7 0.0112 1234
0.190.200.210.22
0.790.840.890.95
4.204.264.334.39
0.1870.1970.2070.216
1.611.781.962.14
2.052.122.192.26
Page 1
LTR Prefinal DesignCalculation of velocities for downchutes and swalesManning's equation usedn=.025
Downchuteor Swale
S8
ActualFlowcfs
ActualSlope
ft/ft
0.0094
S9 0.0083
S10 0.0097
S11 0.0113
S12 0.0111
DC1 17 0.0200
DC2 10 0.0200
Wetted Hydraulic Estimated Estimated
Trial
1234
1234
1234
1234
1234
1234
Depthft
0.200.210.220.23
0.100.140.150.16
0.180.200.210.22
0.180.200.210.22
0.100.120.140.15
0.300.500.520.53
Area Perimetersoft
0.840.890.951.01
0.360.540.590.63
0.730.840.890.95
0.730.840.890.95
0.360.450.540.59
1.443.003.183.28
Erosion Control Matting
1234
0.350.390.400.41
1.792.082.162.24
ft
4.264.334.394.45
3.633.893.954.01
4.144.264.334.39
4.144.264.334.39
3.633.763.893.95
4.906.166.296.35
Needed
5.215.475.535.59
0.0990.1380.1480.158
0.1770.1970.2070.216
0.1770.1970.2070.216
0.0990.1190.1380.148
0.2940.4870.5060.516
0.3420.3810.3910.400
0.410.770.881.00
1.351.661.822.00
1.461.791.972.15
0.480.670.891.02
5.3315.5716.9517.67
7.329.179.67
10.19
1.151.441.511.57
1.841.972.042.10
1.982.132.202.27
1.331.501.661.74
3.705.195.335.39
4.104.404.484.55
Erosion Control Matting Needed
Page 2
RIPRAP CALCULATIONS
LTR Prefinal DesignCalculation of velocities for downchutes and swalesManning's equation used
n=.025
Down chuteor Swale
ActualFlowcfs
ActualSlope
B/Q
S1 0.0052
Wetted Hydraulic Estimated Estimated
Trial
1234
Depthfi
0.200.300.350.38
Areason
0.721.171.421.57
Perimeterfi
4.264.905.215.40
Radiusn
0.1690.2390.2720.291
Flowcfs
0.941.922.542.95
Velocit;ft/sec
1.301.641.791.88
S2 0.0112 1234
0.200.250.300.31
0.720.941.171.22
4.264.584.904.96
0.1690.2050.2390.246
1.382.042.822.99
1.912.172.412.46
S3 0.0082 1234
0.200.300.400.39
0.721.171.681.63
4.264.905.535.47
0.1690.2390.3040.297
1.182.414.073.89
1.632.062.422.39
S4 0.0162 1234
0.200.250.300.28
0.720.941.171.08
4.264.584.904.77
0.1690.2050.2390.225
1.652.453.393.00
2.302.612.902.79
S5 0.0114 1234
0.200.250.300.31
0.720.941.171.22
4.264.584.904.96
0.1690.2050.2390.246
1.392.062.853.02
1.932.192.432.48
S6 0.0104 1234
0.300.350.400.42
1.171.421.681.79
4.905.215.535.66
0.2390.2720.3040.316
2.723.594.585.02
2.322.532.732.80
S7 0.0112 1234
0.190.200.250.24
0.680.720.940.89
4.204.264.584.52
0.1610.1690.2050.198
1.261.382.041.90
1.851.912.172.12
Page 1
LTR Prefinal DesignCalculation of velocities for downchutes and swalesManning's equation used
n=.025
Actual ActualDownchute Flow Slopeor Swale cfs ft/ft
S8 2 0.0094
Wetted Hydraulic Estimated Estimated
Trial
1234
Depthft
0.200.240.250.26
Areason
0.720.890.940.98
Perimetera
4.264.524.584.64
Radiusfl
0.1690.1980.2050.212
FlowCfs
1.261.741.872.00
Velocitft/sec
1.751.941.992.04
S9 0.0083 1234
0.100.150.160.18
0.330.520.560.64
3.633.954.014.14
0.0910.1310.1390.154
0.360.720.800.99
1.091.391.441.55
S10 0.0097 1234
0.180.200.250.26
0.640.720.940.98
4.144.264.584.64
0.1540.1690.2050.212
1.061.281.902.03
1.671.782.022.07
S11 0.0113 1234
0.180.200.250.24
0.640.720.940.89
4.144,264.584.52
0.1540.1690.2050.198
1.151.382.051.90
1.801.922.182.13
S12 0.0111 1234
0.100.150.160.17
0.330.520.560.60
3.633.954.014.08
0.0910.1310.1390.146
0.410.830.931.03
1.261.601.671.73
Page 2
LTR Prefinal DesignCalculation of velocities for downchutes and swalesManning's equation used
n=.025
Downchuteor Swale
DC1
ActualFlowcfs
17
ActualSlopefl/S
0.0200
Wetted Hydraulic Estimated Estimated
Trial
1234
Depthfi
0.400.700.680.67
Areasqft
1.683.573.433.36
Perimeterft
5.537.437.307.24
RadiusS
0.3040.4810.4690.464
FlowCfs
6.3618.3717.3616.86
Velocitft/sec
3.785.155.065.02
Erosion Control Matting Needed
DC1 17 0.2000
At 5:1 grade
Riprap Needed
For Design of Riprap
Equivalent Diameter of Circular Pipe, inches
1234
0.300.350.360.37
1.171.421.471.52
4.905.215.285.34
0.2390.2720.2780.285
11.9215.7516.5717.42
10.1911.1111.2811.46
Using Figure 4.47 (attached)Riprap Size = 0.65 feetLength of Apron = 16 feet
Use 0.75 feet
16.70
DC2 10 0.0200 1234
0.350.450.500.51
1.421.962.252.31
5.215.856.166.23
0.2720.3350.3650.371
4.987.919.6310.00
3.514.044.284.33
Erosion Control Matting Needed
DC2 10 0.2000
At 5:1 grade
Riprap Needed
For Design of Riprap
Equivalent Diameter of Circular Pipe, inches
1234
0.200.300.280.27
0.721.171.081.03
4.264.904.774.71
0.1690.2390.2250.219
5.8111.9210.539.87
8.0710.199.809.60
Using Figure 4.47 (attached)Riprap Size = 0.45 feetLength of Apron = 14 feet
Use 0.50 feet
13.73
Page 3
Figure 4.47Outlet Protection Design - Minimum Tallwater Condition
New York Guidelines for UrbanErosion and Sediment Control
Page 4.104 March 1988
MAlCOUViPIRNIE
B
APPENDIX B
Cover Stability AnalysisCalculations
FINAL DESIGN REPORT
LTR Site Closure
Prepared for:
Lemberger Site Remediation Group
Submitted by:
Malcolm Pirnie, Inc.Environmental Engineers, Scientists & Planners5500 Wayzata BoulevardMinneapolis, MN 55416
I A A I rV~y I 4/VtAllXJIJVlPi DM II-nKINIt
MALCOLM PIRNIE, INC. / I
b <v"CHKP. BYi............ DATE..
SHEET NO
JOB NO
I C......I.OF......X.....
PIRNIEMALCOLM PIRNIE, INC.
r$r?^p........ DATE.
f/........... DATE-
SHEET NO..
JOB Ma.B^i-.CO'a... iyc i........
(! M
\wcoyviPIRNIE
MALCOLM PIRNIE. INC.
BY..
CHKfl, BY.A.-........ DATE.............
SHEET NO.....r?..... OF.
JOBN
MAUOOUVtPIRNIEMALCOLU-PIRNIE, INC. T^ /> x^" i
fo!il.JA. SHEET N0.....a
CHKD. fc¥^............ DATE.
SUBJECT..,
SHEET N0........1... OF.,
JOB NO..... ?.«O. '
2.' j k l '-i -*—\—
>iS°i -
.-l!2."l3ePTtl_i I.3Q£
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MAUOOUVIPIRNIE
MALCOLM PIRNIE, INC.
CHKD.B*.............. DATE.
SUBJECT.
SHEET NO..S....... OF
JOB
. J.
JSJJE_
tt 10 X 10 TO THE INCH. ; x 10 INCHESKLUff-'Li. a. tSSEH CO UAUI m u s t 46 0782
*************************
GeoSlopeVersion 5.10
(c)1992 by GEOCOMP Corp, Concord, MALicensed to Malcolm Pirnie
********************
Problem TitleDescription
Remarks
LEMBERGER TRANSPORT & RECYCLING CLOSURECAP STABILITYLTR-1
***** INPUT DATA *****
Profile Boundaries
Number of Boundaries : 13Number of Top Boundaries : 6
Soil Parameters
Number of Soil Types : 6
***** TRIAL SURFACE GENERATION *****
Data for Generating Rankine Block Surfaces
Number of Trial Surfaces : 500Number of Boxes : 2
Segment Length, ft : 1.00 ft
***** RESULTS *****
Critical Surface
Factor of Safety : 1.727
*************************
L-T1Z-GeoSlope
Version 5.10
(c)1992 by GEOCOMP Corp, Concord, MALicensed to Malcolm Pirnie
*************************
Problem TitleDescription
Remarks
LEMBERGER TRANSPORT & RECYCLING CLOSURECAP STABILITYLTR-1
***** INPUT DATA *****
Profile Boundaries
Number of Boundaries : 13Number of Top Boundaries : 6
Soil Parameters
Number of Soil Types : 6
***** TRIAL SURFACE GENERATION *****
Data for Generating Rankine Block Surfaces
Number of Trial Surfaces : 500Number of Boxes : 2
Segment Length, ft : 1.00 ft
***** RESULTS *****
Critical Surface
Factor of Safety : 1.419
*************************
GeoSlopeVersion 5.10
(c)1992 by GEOCOMP Corp, Concord, MALicensed to Malcolm Pirnie
********************
Problem Title : LEMBERGER TRANSPORT & RECYCLING CLOSUREDescription : CAP STABILITY
Remarks : LTR-1
***** INPUT DATA *****
Profile Boundaries
Number of Boundaries : 13Number of Top Boundaries : 6
Soil Parameters
Number of Soil Types : 6
***** TRIAL SURFACE GENERATION *****
Data for Generating Rankine Block Surfaces
Number of Trial Surfaces : 500Number of Boxes : 2
Segment Length, ft : 1.00 ft
***** RESULTS *****
Critical Surface
Factor of Safety : 1.571
*************************
GeoSlopeVersion 5.10
(c)1992 by GEOCOMP Corp, Concord, MALicensed to Malcolm Pirnie
*************************
Problem TitleDescription
Remarks
LEMBERGER TRANSPORT & RECYCLING CLOSURECAP STABILITYLTR-1
***** INPUT DATA *****
Profile Boundaries
Number of Boundaries : 13Number of Top Boundaries : 6
Soil Parameters
Number of Soil Types : 6
Piezometric Surfaces
Number of Surfaces : 1Unit Weight of Water : 62.40 pcf
***** TRIAL SURFACE GENERATION *****
Data for Generating Rankine Block Surfaces
Number of Trial Surfaces : 500Number of Boxes : 2
Segment Length, ft : 1.00 ft
***** RESULTS *********************!
Critical Surface
Factor of Safety : 1.373
*************************
GeoSlopeVersion 5.10
(c)1992 by GEOCOMP Corp, Concord, MALicensed to Malcolm Pirnie
*************************
Problem Title : LEMBERGER TRANSPORT & RECYCLING CLOSUREDescription : CAP STABILITY
Remarks : LTR-1
***** INPUT DATA *****
Profile Boundaries
Number of Boundaries : 13Number of Top Boundaries : 6
Soil Parameters
Number of Soil Types : 6
Piezometric Surfaces
Number of Surfaces : 1Unit Weight of Water : 62.40 pcf
***** TRIAL SURFACE GENERATION *****
Data for Generating Rankine Block Surfaces
Number of Trial Surfaces : 500Number of Boxes : 2
Segment Length, ft : 1.00 ft
***** RESULTS *********************:
Critical Surface
Factor of Safety : 1.318
*************************
GeoSlopeVersion 5.10
(c)1992 by GEOCOMP Corp, Concord, MALicensed to Malcolm Pirnie
********************
Problem TitleDescription
Remarks
LEMBERGER TRANSPORT & RECYCLING CLOSURECAP STABILITYLTR-1
INPUT DATA *****
Profile Boundaries
Number of Boundaries : 13Number of Top Boundaries : 6
Soil Parameters
Number of Soil Types : 6
Piezometric Surfaces
Number of Surfaces : 1Unit Weight of Water : 62.40 pcf
***** TRIAL SURFACE GENERATION *****
Data for Generating Rankine Block Surfaces
Number of Trial Surfaces : 500Number of Boxes : 2
Segment Length, ft : 1.00 ft
***** RESULTS *********************?
Critical Surface
Factor of Safety : 1.379
*************************
GeoSlopeVersion 5.10
(c)1992 by GEOCOMP Corp, Concord, MALicensed to Malcolm Pirnie
********************
Problem TitleDescription
Remarks
LEMBERGER TRANSPORT & RECYCLING CLOSURECAP STABILITYLTR-1
***** INPUT DATA *****
Profile Boundaries
Number of Boundaries : 13Number of Top Boundaries : 6
Soil Parameters
Number of Soil Types : 6
Piezometric Surfaces
Number of Surfaces : 1Unit Weight of Water : 62.40 pcf
***** TRIAL SURFACE GENERATION *****
Data for Generating Rankine Block Surfaces
Number of Trial Surfaces : 500Number of Boxes : 2
Segment Length, ft : 1.00 ft
***** RESULTS *********************!
Critical Surface
Factor of Safety : 5.154
*************************
GeoSlopeVersion 5.10
(c)1992 by GEOCOMP Corp, Concord, MALicensed to Malcolm Pirnie
********************
Problem TitleDescription
Remarks
LEMBERGER TRANSPORT & RECYCLING CLOSURECAP STABILITYLTR-1
***** INPUT DATA *****
Profile Boundaries
Number of Boundaries : 13Number of Top Boundaries : 6
Soil Parameters
Number of Soil Types : 6
Piezometric Surfaces
Number of Surfaces : 1Unit Weight of Water : 62.40 pcf
***** TRIAL SURFACE GENERATION *****
Data for Generating Rankine Block Surfaces
Number of Trial Surfaces : 500Number of Boxes : 2
Segment Length, ft : 1.00 ft
***** RESULTS *********************]
Critical Surface
Factor of Safety : 5.091
******************
HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCEHELP MODEL VERSION 3.01 (14 OCTOBER 1994)
DEVELOPED BY ENVIRONMENTAL LABORATORYUSAE WATERWAYS EXPERIMENT STATION
FOR USEPA RISK REDUCTION ENGINEERING LABORATORY
******************
PRECIPITATION DATA FILE:TEMPERATURE DATA FILE:SOLAR RADIATION DATA FILE:EVAPOTRANSPIRATION DATA:SOIL AND DESIGN DATA FILE:OUTPUT DATA FILE:
C:\HELP3\DATA4.D4C:\HELP3\DATA7.D7C:\HELP3\DATA13.D13C:\HELP3\DATA11.D11C:\HELP3\DATA10.D10C:\HELP3\LTR.OUT
TIME: 10:24 DATE: 6/ 6/1995
TITLE: LTR STABILITY CHECK
NOTE: INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERECOMPUTED AS NEARLY STEADY-STATE VALUES BY THE PROGRAM.
LAYER 1
TYPE 1 - VERTICAL PERCOLATION LAYERMATERIAL TEXTURE NUMBER 9
THICKNESS = 6.00 INCHESPOROSITY = 0.5010 VOL/VOLFIELD CAPACITY = 0.2840 VOL/VOLWILTING POINT = 0.1350 VOL/VOLINITIAL SOIL WATER CONTENT = 0.3321 VOL/VOLEFFECTIVE SAT. HYD. COND. = 0.190000006000E-03 CM/SEC
NOTE: SATURATED HYDRAULIC CONDUCTIVITY IS MULTIPLIED BY 3.00FOR ROOT CHANNELS IN TOP HALF OF EVAPORATIVE ZONE.
LAYER 2
TYPE 1 - VERTICAL PERCOLATION LAYERMATERIAL TEXTURE NUMBER 7
THICKNESSPOROSITYFIELD CAPACITYWILTING POINTINITIAL SOIL WATER CONTENT =
30.00 INCHES0.4730 VOL/VOL0.2220 VOL/VOL0.1040 VOL/VOL0.2044 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.520000001000E-03 CM/SEC
LAYER 3
TYPE 2 - LATERAL DRAINAGE LAYERMATERIAL TEXTURE NUMBER 5
12.00 INCHES0.4570 VOL/VOL0.1310 VOL/VOL0.0580 VOL/VOL0.1394 VOL/VOL
THICKNESSPOROSITYFIELD CAPACITYWILTING POINTINITIAL SOIL WATER CONTENT -EFFECTIVE SAT. HYD. COND.SLOPEDRAINAGE LENGTH
0.100000005000E-02 CM/SEC3.00 PERCENT
950.0 FEET
LAYER 4
TYPE 4 - FLEXIBLE MEMBRANE LINERMATERIAL TEXTURE NUMBER $5
THICKNESS = 0.06v INCHESPOROSITY = 0.0000 VOL/VOLFIELD CAPACITY = 0.0000 VOL/VOLWILTING POINT = 0.0000 VOL/VOLINITIAL SOIL WATER CONTENT = 0.0000 VOL/VOLEFFECTIVE SAT. HYD. COND. = 0.199999996000E-12 CM/SECFML PINHOLE DENSITY - 0.00 HOLES/ACRE'FML INSTALLATION DEFECTS = 0.00 HOLES/ACREFML PLACEMENT QUALITY = 4 - POOR
LAYER 5
TYPE 3 - BARRIER SOIL LINERMATERIAL TEXTURE NUMBER 16
THICKNESS = 24.00 INCHESPOROSITY = 0.4270 VOL/VOLFIELD CAPACITY = 0.4180 VOL/VOLWILTING POINT = 0.3670 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.4270 VOL/VOLEFFECTIVE SAT. HYD. COND. = 0.100000001000E-06 CM/SEC
LAYER 6
TYPE 1 - VERTICAL PERCOLATION LAYERMATERIAL TEXTURE NUMBER 5
THICKNESS = 12.00 INCHESPOROSITY = 0.4570 VOL/VOLFIELD CAPACITY = 0.1310 VOL/VOLWILTING POINT = 0.0580 VOL/VOLINITIAL SOIL WATER CONTENT = 0.1272 VOL/VOLEFFECTIVE SAT. HYD. COND. = 0.100000005000E-02 CM/SEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
NOTE: SCS RUNOFF CURVE NUMBER WAS COMPUTED FROM DEFAULTSOIL DATA BASE USING SOIL TEXTURE # 9 WITH AFAIR STAND OF GRASS, A SURFACE SLOPE OF 3.%AND A SLOPE LENGTH OF 950. FEET.
SCS RUNOFF CURVE NUMBER = 80.70FRACTION OF AREA ALLOWING RUNOFF = 100.0 PERCENTAREA PROJECTED ON HORIZONTAL PLANE = 1.000 ACRESEVAPORATIVE ZONE DEPTH = 20.0 INCHESINITIAL WATER IN EVAPORATIVE ZONE - 4.574 INCHESUPPER LIMIT OF EVAPORATIVE STORAGE = 9.628 INCHESLOWER LIMIT OF EVAPORATIVE STORAGE = 2.266 INCHESINITIAL SNOW WATER = V0-416 INCHESINITIAL WATER IN LAYER MATERIALS = 21.573 INCHESTOTAL INITIAL WATER = 21.989 INCHESTOTAL SUBSURFACE INFLOW = 0.00 INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROMGREEN BAY WISCONSIN
MAXIMUM LEAF AREA INDEX = 2.00START OF GROWING SEASON (JULIAN DATE) = 130END OF GROWING SEASON (JULIAN DATE) = 275AVERAGE ANNUAL WIND SPEED = 10.10 MPHAVERAGE 1ST QUARTER RELATIVE HUMIDITY = 73.00 %AVERAGE 2ND QUARTER RELATIVE HUMIDITY = 68.00 %AVERAGE 3RD QUARTER RELATIVE HUMIDITY = 74.00 %AVERAGE 4TH QUARTER RELATIVE HUMIDITY - 76.00 %
NOTE: PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USINGCOEFFICIENTS FOR GREEN BAY WISCONSIN
NORMAL MEAN MONTHLY PRECIPITATION (INCHES)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
1.19 1.05 1.90 2.70 3.13 3.173.25 3.16 3.17 2.10 1,76 1.42
NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USINGCOEFFICIENTS FOR GREEN BAY WISCONSIN
NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
14.00 17.80 28.60 43.70 55.10 64.7069.50 67.50 58.90 48.40 34.20 20.80
NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USINGCOEFFICIENTS FOR GREEN BAY WISCONSIN
STATION LATITUDE = 44.29 DEGREES
AVERAGE MONTHLY VALUES IN INCHES FOR YEAR£ 1 THROUGH 50
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
PRECIPITATION
TOTALS
STD. DEVIATIONS
RUNOFF
TOTALS
STD. DEVIATIONS
EVAPOTRANSPIRATION
1.013.75
0.471.83
0.1470.057
0.2780.133
1.033.01
0.601.33
0.5050.025
0.6340.061
2.032.94
0.851.26
1.4870.016
1.0950.042
2.741.98
1.171.06
0.9540.016
0,7950.093
3.221.87
1.490.85
0.0550.087
0.1550.250
3.321.34
1.590.62
0.0190.270
0.0510.380
TOTALS
STD. DEVIATIONS
0.4.
0.1.
LATERAL DRAINAGE COLLECTED
TOTALS
STD. DEVIATIONS
PERCOLATION/LEAKAGE
TOTALS
STD. DEVIATIONS
PERCOLATION/LEAKAGE
TOTALS
STD. DEVIATIONS
0.0.
0.0.
THROUGH
0.0.
0.0.
THROUGH
0.0.
0.0.
488709
078318
0.5332.418
0,1340.949
12
00
.241
.876
.406
.754
21
00
.375
.204
.548
.311
20
10
.964
.635
.091
.168
30
10
.955
.446
.273
.082
FROM LAYER 3
05010532
01080105
LAYER
00010001
00000000
LAYER
00060006
00060005
0.04470.0517
0.00960.0091
5
0.00010.0001
0.00000.0000
6
0.00050.0006
0.00050.0005
00
00
00
00
00
00
.0493
.0501
.0106
.0089
.0001
.0001
.0000
.0000
.0006
.0005
.0006
.0005
00
00
00
00
00
00
.0484
.0524
.0107
.0098
.0001
.0001
.0000
.0000
.0006
.0005
.0006
.0005
00
00
00
00
00
00
.0529
.0515
.0126
.0100
.0001
.0001
.0000
.0000
.0006
.0005
.0006
.0005
00
00
00
00
00
00
.0523
.0515
.0116
.0086
.0001
.0001
.0000
.0000
.0005
.0005
.0005
.0005
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
DAILY AVERAGE HEAD ACROSS LAYER 5
AVERAGES
STD. DEVIATIONS
24.7881 24.5993 24.4125 24.9788 27.2827 28.041427.3209 26.0655 26.1116 26.6283 27.2945 25.9500
6.32197.2736
6.28066.1211
6.23976.2863
6.71886.7794
8.46007.2088
8.50055.6028
AVERAGE ANNUAL TOTALS & (STD. DEVIATIONS) FOR YEARS 1 THROUGH 50
INCHES CU. FEET PERCENT
PRECIPITATION 28.24 ( 4.153) 102501.8 100.00
RUNOFF 3.637 ( 1.4832) 13201.77 12.880
EVAPOTRANSPIRATION 23.845 ( 3.0174) 86557.53 84.445
LATERAL DRAINAGE COLLECTEDFROM LAYER 3
PERCOLATION/LEAKAGE THROUGHFROM LAYER 5
AVERAGE HEAD ACROSS TOPOF LAYER 5
PERCOLATION/LEAKAGE THROUGHFROM LAYER 6
0.60802 ( 0.11676)
0.00108 ( 0.00027}
26.123 ( 6.455)
0.00665 ( 0.00654)
2207.121 2.15325
3.928 0.00383
24.131 0.02354
CHANGE IN WATER STORAGE 0.141 ( 2.3484) 511.22 0.499
PEAK DAILY VALUES FOR YEARS 1 THROUGH 50
PRECIPITATION
RUNOFF
DRAINAGE COLLECTED FROM LAYER 3
PERCOLATION/LEAKAGE THROUGH LAYER 5
AVERAGE HEAD ACROSS LAYER 5
PERCOLATION/LEAKAGE THROUGH LAYER 6
SNOW WATER
MAXIMUM VEG. SOIL WATER (VOL/VOL)
MINIMUM VEG. SOIL WATER (VOL/VOL)
(INCHES)
3.53
3.484
0.00256
0.000005
46.755
0.000107
3.86
0.
0.
(CU. FT.)
12813.899
12647.7920
9.30783
0.01924
0.38695
14007.1230
4737
0991
FINAL WATER STORAGE AT END OF YEAR 50
LAYER
1
2
3
4
5
6
SNOW WATER
(INCHES)
1.7997
10.0171
5.4840
0.0000
10.2480
1.2476
0.000
(VOL/VOL)
0.3000
0.3339
0.4570
0.0000
0.4270
0.1040
******************
HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCEHELP MODEL VERSION 3.01 (14 OCTOBER 1994)
DEVELOPED BY ENVIRONMENTAL LABORATORYUSAE WATERWAYS EXPERIMENT STATION
FOR USEPA RISK REDUCTION ENGINEERING LABORATORY
******************
PRECIPITATION DATA FILE:TEMPERATURE DATA FILE:SOLAR RADIATION DATA FILE:EVAPOTRANSPIRATION DATA:SOIL AND DESIGN DATA FILE:OUTPUT DATA FILE:
C:\HELP3\DATA4.D4C:\HELP3\DATA7.D7C:\HELP3\DATA13.D13C:\HELP3\DATA11.D11C:\HELP3\DATA10.D10C:\HELP3\LTR-2.0UT
TIME: 10:34 DATE: 6/ 6/1995
TITLE: LTR STABILITY CHECK
NOTE: INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERECOMPUTED AS NEARLY STEADY-STATE VALUES BY THE PROGRAM.
LAYER 1
TYPE 1 - VERTICAL PERCOLATION LAYERMATERIAL TEXTURE NUMBER 9
THICKNESS = 6.00 INCHESPOROSITY = 0.5010 VOL/VOLFIELD CAPACITY = 0.2840 VOL/VOLWILTING POINT = 0.1350 VOL/VOLINITIAL SOIL WATER CONTENT = 0.3321 VOL/VOLEFFECTIVE SAT. HYD. COND. = 0.190000006000E-03 CM/SEC
NOTE: SATURATED HYDRAULIC CONDUCTIVITY IS MULTIPLIED BY 3.FOR ROOT CHANNELS IN TOP HALF OF EVAPORATIVE ZONE.
00
LAYER 2
TYPE 1 - VERTICAL PERCOLATION LAYERMATERIAL TEXTURE NUMBER 7
THICKNESSPOROSITYFIELD CAPACITYWILTING POINTINITIAL SOIL WATER CONTENT =EFFECTIVE SAT. HYD. COND.
30.00 INCHES0.4730 VOL/VOL0.2220 VOL/VOL0.1040 VOL/VOL0.2044 VOL/VOL
0.520000001000E-03 CM/SEC
LAYER 3
TYPE 2 - LATERAL DRAINAGE LAYERMATERIAL TEXTURE NUMBER 1
INCHESTHICKNESSPOROSITYFIELD CAPACITYWILTING POINTINITIAL SOIL WATER CONTENT =EFFECTIVE SAT. HYD. COND.SLOPEDRAINAGE LENGTH
12.000.4170 VOL/VOL0.0450 VOL/VOL0.0180 VOL/VOL0.0491 VOL/VOL
0.999999978000E-02 CM/SEC• 3.00 PERCENT950.0 FEET
LAYER 4
TYPE 4 - FLEXIBLE MEMBRANE LINERMATERIAL TEXTURE NUMBER f5
THICKNESS = 0.06-i1 INCHESPOROSITY = 0.0000 VOL/VOLFIELD CAPACITY = 0.0000 VOL/VOLWILTING POINT = 0.0000 VOL/VOLINITIAL SOIL WATER CONTENT = 0.0000 VOL/VOLEFFECTIVE SAT. HYD. COND. = 0.199999996000E-12 CM/SECFML PINHOLE DENSITY = 0.00 HOLES/ACRE-FML INSTALLATION DEFECTS = 0.00 HOLES/ACREFML PLACEMENT QUALITY = 4 - POOR
LAYER 5
TYPE 3 - BARRIER SOIL LINERMATERIAL TEXTURE NUMBER 16
THICKNESS = 24.00 INCHESPOROSITY = 0.4270 VOL/VOLFIELD CAPACITY = 0.4180 VOL/VOLWILTING POINT = 0.3670 VOL/VOL
INITIAL SOIL WATER CONTENT - 0.4270 VOL/VOLEFFECTIVE SAT. HYD. COND. = 0.100000001000E-06 CM/SEC
LAYER 6
TYPE 1 - VERTICAL PERCOLATION LAYERMATERIAL TEXTURE NUMBER 5
THICKNESS = 12.00 INCHESPOROSITY = 0.4570 VOL/VOLFIELD CAPACITY = 0.1310 VOL/VOLWILTING POINT = 0.0580 VOL/VOLINITIAL SOIL WATER CONTENT = 0.1272 VOL/VOLEFFECTIVE SAT. HYD. COND. = 0.100000005000E-02 CM/SEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
NOTE: SCS RUNOFF CURVE NUMBER WAS COMPUTED FROM DEFAULTSOIL DATA BASE USING SOIL TEXTURE # 9 WITH AFAIR STAND OF GRASS, A SURFACE SLOPE OF 3.%AND A SLOPE LENGTH OF 950. FEET.
SCS RUNOFF CURVE NUMBER = 80.70FRACTION OF AREA ALLOWING RUNOFF = 100.0 PERCENTAREA PROJECTED ON HORIZONTAL PLANE = 1.000 ACRESEVAPORATIVE ZONE DEPTH = 20.0 INCHESINITIAL WATER IN EVAPORATIVE ZONE = 4.574 INCHESUPPER LIMIT OF EVAPORATIVE STORAGE = 9.628 INCHESLOWER LIMIT OF EVAPORATIVE STORAGE = 2.266 INCHESINITIAL SNOW WATER = V0-416 INCHESINITIAL WATER IN LAYER MATERIALS = ZD.488 INCHESTOTAL INITIAL WATER = 20.904 INCHESTOTAL SUBSURFACE INFLOW = 0,00 INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROMGREEN BAY WISCONSIN
MAXIMUM LEAF AREA INDEXSTART OF GROWING SEASON (JULIAN DATE)END OF GROWING SEASON (JULIAN DATE)AVERAGE ANNUAL WIND SPEEDAVERAGE 1ST QUARTER RELATIVE HUMIDITYAVERAGE 2ND QUARTER RELATIVE HUMIDITYAVERAGE 3RD QUARTER RELATIVE HUMIDITYAVERAGE 4TH QUARTER RELATIVE HUMIDITY
= 73
2.00130275
10.10 MPH00
68.0074.0076.00
NOTE: PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USINGCOEFFICIENTS FOR GREEN BAY WISCONSIN
NORMAL MEAN MONTHLY PRECIPITATION (INCHES)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
1.19 1.05 1.90 2.70 3.13 3.173.25 3.16 3.17 2.10 1.76 1.42
NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USINGCOEFFICIENTS FOR GREEN BAY WISCONSIN
NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
14.00 17.80 28.60 43.70 55.10 64.7069.50 67.50 58.90 48.40 34.20 20.80
NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USINGCOEFFICIENTS FOR GREEN BAY WISCONSIN
STATION LATITUDE = 44.29 DEGREES
AVERAGE MONTHLY VALUES IN INCHES FOR YEARS' 1 THROUGH 50
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
PRECIPITATION
TOTALS
STD. DEVIATIONS
RUNOFF
TOTALS
STD. DEVIATIONS
EVAPOTRANSPIRATION
1.013.75
0.471.83
0.1440.051
0.2760.125
1.033.01
0.601.33
0.4940.024
0.6210.059
2.032.94
0.851.26
1.4480.014
1.0350.039
2 . 7 41.98
1.171.06
0.9250.016
0.7540.092
4
3.221.87
1.490.85
0.0490.085
0.1430.249
3.321.34
1.590.62
0.0160.257
0.0490.363
TOTALS
STD. DEVIATIONS
0.4884.029
0.0781.453
0.5332.220
0.1341.006
1.2322.783
0.3790.753
2.4171.217
0.5360.312
2.9610.641
1.0930.174
3.9550.447
1.2580.086
LATERAL DRAINAGE COLLECTED FROM LAYER 3
TOTALS
STD. DEVIATIONS
PERCOLATION/LEAKAGE
TOTALS
STD. DEVIATIONS
PERCOLATION/LEAKAGE
TOTALS
STD. DEVIATIONS
0.16380.1578
0,08870,0787
THROUGH LAYER
0.00000.0000
0.00000,0000
THROUGH LAYER
0.00060.0006
0.00060.0006
AVERAGES OF MONTHLY
DAILY AVERAGE HEAD
AVERAGES
STD. DEVIATIONS
ACROSS LAYER
3.61603.3581
2.62982.1202
0.13640.1703
0.07750.0796
5
0.00000.0000
0.00000.0000
6
0.00050.0006
0.00060.0005
AVERAGED
5
3.29423.6782
2.48672.1793
0.13700.1589
0.08180.0766
0.00000.0000
0.00000.0000
0.00060.0005
0.00060.0005
0.12120.1617
0.07660.0787
0.00000.0000
0.00000.0000
0.00060.0005
0.00060.0005
0.12360.1567
0.07730.0761
0.00000.0000
0.00000.0000
0.00060.0005
0.00060.0005
0.12810.1684
0.07640.0848
0.00000.0000
0.00000.0000
0.00050.0005
0.00060.0005
DAILY HEADS (INCHES)
I•*2.92953.5253
2.28172.1439
2.59093.4541
2.07622.1285
2.51593.4846
1.92932.2289
2.75633.7415
2.02492.5727
AVERAGE ANNUAL TOTALS & (STD. DEVIATIONS) FOR YEARS 1 THROUGH 50
INCHES CU. FEET PERCENT
PRECIPITATION 28.24 ( 4.153) 102501.8 100.00
RUNOFF 3.522 ( 1.3741) 12784.99 12.473
EVAPOTRANSPIRATION 22.925 ( 2.8571) 83217.29 81.186
LATERAL DRAINAGE COLLECTEDFROM LAYER 3
PERCOLATION/LEAKAGE THROUGHFROM LAYER 5
AVERAGE HEAD ACROSS TOPOF LAYER 5
PERCOLATION/LEAKAGE THROUGHFROM LAYER 6
1.78396 ( 0.81135)
0.00013 ( 0.00008)
3.245 ( 1.869)
0.00662 ( 0.00667)
6475.774 6.31772
0.488 0.00048
24.041 0.02345
CHANGE IN WATER STORAGE 0.000 ( 2.1000) -0.34 0.000
PEAK DAILY VALUES FOR YEARS 1 THROUGH 50
PRECIPITATION
RUNOFF
DRAINAGE COLLECTED FROM LAYER 3
PERCOLATION/LEAKAGE THROUGH LAYER 5
AVERAGE HEAD ACROSS LAYER 5
PERCOLATION/LEAKAGE THROUGH LAYER 6
SNOW WATER
MAXIMUM VEG. SOIL WATER (VOL/VOL)
MINIMUM VEG. SOIL WATER (VOL/VOL)
(INCHES)
3.53
3.380
0.01200
0.000001
11.827
0.000107
3.86
0
0
(CU. FT.)
12813.899
12270.1094
43.55378
0.00487
0.38700
14007.1230
.3439
.0991
FINAL WATER STORAGE AT END OF YEAR 50
LAYER (INCHES) (VOL/VOL)
1 1.7991 0.2999
2 6.7505 0.2250
3 0.6665 0.0555
4 0.0000 0.0000
5 10.2480 0.4270
6 1.2014 0.1001
SNOW WATER 0.000
MAlHDUVtPIRNIE
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YCLED PAPER
APPENDIX C
Oversight Health andSafety Plan
FINAL DESIGN REPORT
LTR Site Closure
Prepared for:
Lemberger Site Remediation Group
Submitted by:
Malcolm Pirnie, Inc.Environmental Engineers, Scientists & Planners5500 Wayzata BoulevardMinneapolis, MN 55416
HEALTH AND SAFETY PLANTABLE OF CONTENTS
Page
1.0 INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-11.1 Scope and Purpose . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-11.2 Regulatory Requirements and Guidelines . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-21.3 Site Description and Background . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 -2
2.0 ORGANIZATION OF HEALTH AND SAFETY RELATED FUNCTIONS . . . . . . . . . 2-1
3.0 SAFE WORK PRACTICES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-1
4.0 HAZARD ASSESSMENT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-14.1 Description of Field Activities . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-14.2 Chemical Exposures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-24.3 Physical Hazards . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-4
5.0 SITE CONTROL AND WORK ZONES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-15.1 Access/Egress . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-15.2 WorkZones . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-1
6.0 COMMUNICATION PROCEDURES AND EMPLOYEE TRAINING . . . . . . . . . . . . . 6-16.1 Prefield Activities Health and Safety Orientation . . . . . . . . . . . . . . . . . . . . . . . . . 6-16.2 Safety Meetings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-26.3 Health and Safety Orientation Training . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-26.4 Hazard Communication . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-2
7.0 MEDICAL SURVEILLANCE AND EXPOSURE MONITORING . . . . . . . . . . . . . . . . . 7-17.1 Medical Surveillance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-17.2 Exposure Monitoring . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-2
7.2.1 Air Monitoring . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-27.2.2 Cold Exposure/Heat Stess Monitoring . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-4
8.0 LEVELS OF PERSONAL PROTECTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-18.1 General Protection Levels . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-18.2 Required Levels of Protection . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-3
9.0 DECONTAMINATION PROCEDURES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-19.1 Protective Clothing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-19.2 Respirators . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-19.3 Sanitizing of Personal Protective E q u i p m e n t . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-29.4 Equipment and Machinery . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-29.5 Disposal of Decontamination Wastes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-39.6 Medical Emergencies Decontamination . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-3
2049-001-331 TOC-1
TABLE OF CONTENTS (continued)
Page
10.0 DOCUMENTATION AND REPORTING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10-1
11.0 EMERGENCY RESPONSE PLAN . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . i 1-111.1 Pre-Emergency Planning . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11-111.2 Emergency Recognition and Communication . . . . . . . . . . . . . . . . . . . . . . . . . . . 11-1
11.2.1 Personnel Responsibilities . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11-111.2.2 Emergency Contact Telephone Numbers . . . . . . . . . . . . . . . . . . . . . . . . 11-111.2.3 Emergency Alarm Signals . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11-211.2.4 Emergency Site Evacuation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11-3
11.3 Fire Prevention and Protection . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11-311.4 Emergency Medical T r e a t m e n t . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 -411.5 Incident Reports . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11-6
12.0 EMERGENCY REFERENCES, CONTACTS AND PHONE NUMBERS . . . . . . . . . . 12-1
LIST OF TABLES
Table No.___Description Following Page
4-1 Compounds of Concern and Clean-Up Criteria . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-4
LIST OF FIGURES
Figure No. Description Following Page
1-1
6-1
11-1
12-1
Lemberger Superfund Sites Site Location Map . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-3
Health and Safety Label Lemberger Landfill RD/RA . . . . . . . . . . . . . . . . . . . . . . 6-4
Lemberger Superfund Sites Emergency Egress Route . . . . . . . . . . . . . . . . . . . . . 11-6
Lemberger Superfund Sites Route to Hospital . . . . . . . . . . . . . . . . . . . . . . . . . . 12-2
2049-001-331 TOC-2
LIST OF ATTACHMENTS
Attachment Description
Attachment A
Attachment B
Attachment C
Attachment D
Lemberger Landfill Sign-In Sheet
Confined Space Entry Permit
Malcolm Pirnie, Inc. Hazard Communication Program
Supervisor's Incident Investigation Report
Appendix
LIST OF APPENDICES
Description
Appendix A On-Site Physical Hazards
2049-001-331 TOC-3
OVERSIGHTHEALTH AND SAFETY PLAN
LEMBERGER SITEFRANKLIN TOWNSHIPMANTTOWOC COUNTY
WISCONSINMAY, 1994
Prepared by:Regional Health and
Reviewed By:Manager, Corporate Health and Safety
Reviewed by:Project Manager
MALCOLM PIRNffi, INC.5500 Wayzata BoulevardMinneapolis, MN 55416-1262
204WJ01-331/HASP
Revision 0May, 1994
1.0 INTRODUCTION
1.1 SCOPE AND PURPOSE
This Oversight Health and Safety Plan (HASP) has been developed to protect the health and
welfare of Malcolm Pimie personnel during the performance of the Lemberger Landfill (LL and LTR)
Sites closure and ground water treatment system oversight activities to be undertaken at the Lemberger
Sites, Franklin Township, Manitowoc County, Wisconsin. The United States Environmental Protection
Agency (USEPA) approval of this HASP is required prior to the commencement of the field activities
requiring a HASP.
Safety, health and emergency response procedures are outlined for preventing accidents and
protecting personnel from injury and occupational illness. Included in this HASP are the assignments
of responsibilities, personnel protection requirements, safe work practices and emergency response
procedures. Specific project objectives and scope of work are found in the Design Report or other
associated documents. The basis for this document includes available historical information and
assessment of potential physical and chemical hazards associated with the Site.
Environmental monitoring will be performed as necessary during the course of the oversight
activities to determine personnel exposures. The HASP will be modified as appropriate to address
current Site conditions, to present corrective procedures, and to address activities not covered herein.
Modifications will be made by written addenda to this HASP.
Consistent with the contents of this HASP, work will be conducted in a safe and environmentally
acceptable manner, and all Malcolm Pirnie oversight personnel shall be required to comply with the
health and safety requirements specified herein. The contractor(s) will be responsible to develop,
implement and monitor their own HASP that will interface with Malcolm Pirnie's HASP. All personnel
participating in the oversight activities shall be required to read and familiarize themselves with the
contents of this HASP and to document this competency through the entry of a signature and date as
specified in Attachment A. A copy of this HASP will be available from the Site Safety and Health
Officer during all oversight activities.
2049-001-331 1-1 HASP
Revision 0May, 1994
1.2 REGULATORY REQUIREMENTS AND GUIDELINES
This HASP has been developed in conformance with the Occupational Safety and Health
Administration (OSHA) requirements in 29 Code of Federal Regulations (CFR) Part 1910.120, to
minimize personnel exposure to environmental contamination. Contractors are responsible for their own
safety obligations as specified in applicable sections of the OSHA General Industry and Construction
Industry Standards (29 CFR Parts 1910 and 1926, respectively). Guidance from the Occupational
Safety and Health Guidance Manual for Hazardous Waste Site Activities jointly prepared by the
National Institute for Occupational Safety and Health (NIOSH), OSHA, the U.S. Coast Guard (USCG)andUSEPA, and the USEPA's Standard Operating Safety Guide has been incorporated in this HASP.
All field activities must be conducted in compliance with this HASP and with all applicable
Federal, State and Local Health and Safety regulations. Personnel covered by this HASP who cannot
or will not comply with the HASP will be excluded from Site activities. Contractors will develop their
own HASP related to their specific on-site activities.
13 SITE DESCRIPTION AND BACKGROUND
The Lemberger Site is located in Franklin Township, Manitowoc County, Wisconsin as shown
in Figure 1-1. The Site includes the Lemberger Landfill, Inc. (LL) and the Lemberger Transport and
Recycling, Inc. (LTR) properties. The two former landfills are within 1/4 mile of each other, near the
intersection of Hempton Lake Road and Sunny Slope Road (Figure 1-1). The village of Whitelaw is
located approximately three miles southeast of the Site and the Branch River is located less than one mile
northwest of the Site.
The Lemberger Site landfills are located in areas which were formerly used for gravel mining.
The LL Site functioned as an open dump from approximately 1940 to 1969. In 1969, the LL Site was
licensed as a sanitary landfill. The LTR Site was licensed in 1969 as an industrial landfill and operated
until 1976. Prior to 1969, area industrial waste had been disposed of at the LL Site and other facility
locations. Records indicate that the industrial wastes were disposed of in shallow (about five feet deep)trenches and consisted primarily of wood tar distillates and oil/water mixtures.
2049-001-331 1-2 HASP
Revision 0May, 1994
Numerous Site investigations and reports have been conducted and prepared since 1976.Investigations were initiated based on leachate seeps identified at the LL Site and organic contaminantsfound in nearby residential wells. A Remedial Investigation was conducted from April 1988 to January
1990 and detailed descriptions are included in other sections of the RD/RA Work Plan. Detailed
descriptions of the landfill closure and ground water treatment system activities are discussed in theDesign Report.
2049-001-331 1-3 HASP
JOHN OF FRANKLINNISCONSIN1 Lemberger
Si tes
LEMBERGERLANDFILLS
SUNNY SLOPE RD.
LEMBERGERTRANSPORTRECYCLING
SAN RD
WHITELflW
MAUOOUV1 IPiRNIE I
LEMBERGER SUPERFUND SITESSITE LOCATION MAP
FIGURE1-1
Revision 0May, 1994
2.0 ORGANIZATION OF HEALTH AND SAFETYRELATED FUNCTIONS
The Malcolm Pimie Project Officer, Program Manager, Health and Safety Manager, and Site
Safety Officer will be responsible for the implementation of this HASP. Provided below are the key
personnel for implementing and performing landfill closure and ground water treatment system oversightactivities.
Program Manager - The Program Manager provides overall direction for the implementation
of field activities in accordance with this HASP. The Program Manager will also serve as the programliaison to Federal, State, and Local authorities as well as news reporters and other media personnel inregards to all Site activities. Incident reports and specific program questions are to be directed to thisindividual.
Health and Safety Manager - The Health and Safety Manager supervises development of health
and safety guidelines and ensures that all personnel are aware of the provisions of the HASP, have been
informed of the nature of the risk of chemical exposure, and are trained in the proper use of safety
equipment and protective clothing. Safety procedures employed at the Site may be audited. [The Health
and Safety Manager will designate qualified on-site personnel to carry out safety-related functions The
Health and Safety Manager is authorized to direct any person to stop work if safety requirements are not
being met. The Health and Safety Manager is also authorized to direct resumption of work when
satisfied that any hazardous conditions are corrected.]
Site Safety Officer - The Site Safety Officer, designated by the Health and Safety Manager,
directs the implementation and field evaluation of the HASP. The Site Safety Officer has the authorityto order work to be stopped if health and safety requirements are not being met by the contractor.
Resumption of work will require concurrence of the Site Manager. The Site Safety Officer will be in
charge during any emergency.
The Site Safety Officer will be on-site during all major field activities. The Site Safety Officerwill be responsible for directing exposure monitoring when such field activities are undertaken to deem
2049-001-331 2-1 HASP
Revision 0May, 1994
monitoring necessary as outlined in this HASP. The Site Safety Officer is responsible for the final
interpretation for all air monitoring data collected.The Site Safety Officer will conduct health and safety briefings for Malcolm Pimie employees.
The frequency of these briefings will be based upon potential hazards specific to the designated work
tasks scheduled.If and when conditions arise on-site that are not fully addressed in this HASP, addenda will be
prepared by the Site Safety Officer specifying immediate health and safety procedures for those changed
conditions. Following the discovery of new conditions and the implementation of immediate protective
measures, the Site Safety Officer will consult with the Health and Safety Manager and staff to determinethe best course of action for continued work. The written addenda, containing appropriate procedures,will be submitted to the Program Manager by the Site Safety Officer for signed approval by the
Corporate Health and Safety Manager. The Addenda will then be distributed to all those included onthe distribution list for this HASP. The Site Safety Officer will be responsible for conducting a special
health and safety briefing to apprise all affected Site personnel of the new procedure.
2049-001-331 2-2 HASP
Revision 0May, 1994
3.0 SAFE WORK PRACTICES
The understanding of basic, precautionary concepts regarding personal health and safety isessential for workers assigned to sites where chemical contamination is known or suspected to bepresent. The following measures are designed to augment the specific health and safety guidelines
provided in this HASP.
• Avoidance of contamination is of the utmost importance. Whenever possible, contactwith contaminated or potentially contaminated surfaces/materials will be avoided tominimize the potential for transfer to personnel. Walk around, not through, puddles anddiscolored surfaces. Do not kneel on or set equipment on contaminated ground.
• Eating, drinking, chewing gum or tobacco, smoking or any practice which increases theprobability of hand-to-mouth transfer of contaminated material is strictly prohibitedthroughout the Site with the exception of the field command post.
• The hands and face must be thoroughly washed upon leaving the work area and prior toengaging in any activity indicated above. Each individual must shower as soon aspossible after the removal of protective clothing and equipment after the completion ofthe daily field activities.
• Any required respiratory protective equipment and clothing must be worn by all personnelentering those designated areas of the Site. Excessive facial hair (i.e., beards, longmustaches or sideburns), which interferes with the desired respirator-to-face seal isprohibited.
• When it is necessary for a visitor to observe the field work, that person will be issuedappropriate personal protective equipment, briefed on potential hazards, safety practices,decontamination procedures and Site communications. Respiratory equipment and proofof medical clearance and training/fit testing must be provided by all Site visitors to theSite Safety Officer prior to gaining access to work areas requiring respiratory protection.
• Medicine and alcohol can potentiate the effects of exposure to toxic chemicals. Due topossible contraindications, use of prescribed drugs should be reviewed with the MalcolmPimie (or contractor) occupational physician. Alcoholic beverage and illegal drug intakeare strictly forbidden during Site work activities.
• On-site personnel shall use the "buddy" system. No one may work alone; i.e., out ofearshot or visual contact with other workers.
2049-001-331 3-1 HASP
Revision 0May, 1994
Personnel and equipment in contaminated areas shall be minimized, consistent witheffective Site operations.
All employees have the obligation to correct or report unsafe work conditions.
Use of contact lenses on-site will not be allowed for work conducted under respirator-required conditions. Spectacle kits for insertion into full-face respirators will be providedfor Malcolm Pirnie employees, as required.
All personnel shall be familiar with standard operating safety procedures and additionalinstructions contained in this HASP.
2049-001-331 3-2 HASP
Revision 0May, 1994
4.0 HAZARD ASSESSMENT
4.1 DESCRIPTION OF FIELD ACTIVITIES
The specific protocols to conduct landfill closure and ground water treatment system activities
at the Sites, as required by the Consent Decrees, are currently identified in the Design Report and
Technical Specifications. However, although all methodologies have not yet been fully determined, a
majority of the materials and areas for the landfill closures and ground water treatment system activities
have been identified and quantified. These include, but are not limited to:
• Field engineering and surveying.
• Roadways, access, clearing and grubbing.
• Temporary construction facilities.
• Unloading and storage of incoming materials.
• Installation of 6 ground water extraction wells and adaptation of 1 existing pumping testwell with all associated piping, pitless adaptors, valves and accessories.
• Installation of 8 leachate collection wells with all associated piping, pitless adaptors,valves and accessories at the LL Site.
• Installation of 16 observation wells and 14 additional monitoring wells with allaccessories.
• Construction of a ground water collection trench and sump (well) with all associatedpiping and accessories.
• Installation of metering vaults and raw water lines.
• Construction of pre-engineered metal building to house the ground water treatmentfacilities.
• Construction of untreated ground water storage tanks.
• Installation of a ground water treatment system.
2049-001-331 4-1 HASP
Revision 0May, 1994
Installation of pumps, with all associated piping, valves and accessories.
Instrumentation and control systems installation.
Plumbing, HVAC, electrical and auxiliary mechanical systems installation.
Construction of a complete landfill cover at the LL Site including landfill wasterelocation, slurry wall, clay cap and final cover.
Decontamination.
Construction of a complete landfill cover at the LTR Site.
4.2 CHEMICAL EXPOSURES
The chemicals identified in the Lemberger Sites study area may be grouped into four categories:
VOCs, semi-volatile organic compounds, inorganic contaminants, and pesticides/PCBs. The volatile
and semi-volatile compounds are subdivided into categories based on general chemical and behavioral
similarities. The volatile compounds are divided into halogenated alkanes and alkenes, ketones, and
aromatics. The semi-volatile compounds are divided into phenols, polynuclear aromatics, phthalates,and other semi-volatiles.
Based on the results of the RI, the source of contamination from the Lemberger Sites is thelandfill waste. The presence of hazardous constituents in the landfill is indicated by the chemical
composition of the ground water. Volatile and semi-volatile organic compounds, and inorganic
compounds were detected in the ground water including 1,1-dichloroethane; trichloroethelene; 1,2-
dichloroethene; acetone; toluene; ethylbenzene; xylene; 4-methyl-2-pentanone; chloroethane; 1,1,1-
trichloroethane; barium; chromium; methylene chloride; 2-butanone and cadmium. Contamination above
MCL's was found at a depth of 95.4 feet.The upper aquifer contained high concentrations (3,000 to 5,000 ug/L) of acetone and 2-
butanone, and high concentrations (41,800 to 1.3 million ug/L) of calcium, iron, magnesium, potassium
and sodium. Moderate concentrations (100 to 220 ug/L) of methylene chloride, 1,2-dichloroethene, and
tetrachloroethene were detected. Three semi-volatile phenols were also identified.Extensive volatile compounds (greater than 1,000 ug/L) were found in the lower aquifer
including chloroethane; methylene chloride; 1,1-dichloroethane; 1,2-dicloroethene; and 1,1,1-
2049-001-331 4-2 HASP
Revision 0May, 1994
trichloroethane. Phenols, phthalates, pesticides and PCBs were also detected in the lower aquifer.Concentrations begin to decrease north of the LTR Site and toward the Branch River.
Surface and subsurface soil samples at the LL Site indicate the presence of volatile compounds
ranging from 1 to 12 ug/kg and semi-volatile organic compounds ranging from 71 to 3,800 ug/kg.
Pesticides including 4,4-DDE, 4,4-DDD and 4,4-DDT were found at concentrations of 70 ug/kg, 190
ug/kg, and 42 ug/kg, respectively.At the LTR Site, surface soils contain volatile organic compounds at concentrations ranging
from 230 to 2,000 ug/kg, semi-volatile compounds ranging from 94 to 2,000 ug/kg and pesticidesincluding Aldrin at concentrations of 240 ug/kg and Dieldrin at concentrations of 200 ug/kg. Subsurface
soils at the LTR Site had lower concentrations of volatile compounds than the surface soils, ranging from
3 to 620 ug/kg. Semi-volatiles, pesticides, and PCBs were not found in the LTR subsurface soils.In January 1992, U.S. EPA collected two drum samples from the Lemberger T & R Site.
Analytical results showed levels of volatile organics ranging from 49,000 parts per million (ppm) 4-
methyl-2-pentanone, 23,000 ppm 2-butanone, 250,000 ppm toluene, 25,000 ppm ethylbenzene, and140,000 ppm total xylenes. Metals ranged from 120 ppm lead, 4.6 ppm chromium, 3.9 ppm barium,
and 27 ppm zinc. Each drum sample had a flash point of 54 degrees Fahrenheit and a pH of around 4.5.
Sediment and surface water samples were collected at and near the LL and LTR Sites,including the wetland area. Sediment samples showed low concentrations of volatile compounds;however, one sample south of the LL Site contained acetone detected at 510 ug/kg. Surface water
samples contained phthalates, methylene chloride and acetone at low levels. Of the four leachate samplelocations planned, leachate was found at only one location, in the northwest corner of the LL Site.
Organics were not detected in this sample.
The medium of concern for human exposures for current and future scenarios was identified
primarily as ground water which has been contaminated by the vertical infiltration of precipitation
through the waste and by direct contact of the waste with the ground water. The RJ detected severalchemicals in different media at both Sites and developed a list of "chemicals of potential concern" using
the following criteria:
• Chemicals retained included those positively detected in more than one sample in a givenmedium, including chemicals with no qualifiers attached and chemicals with qualifiersattached that indicated known identities and estimated concentrations (such as J-qualifieddata).
2049-001-331 4-3 HASP
Revision 0May, 1994
• Chemicals were retained that were detected at levels at least five times greater than levelsdetected in associated blank samples.
• Future LL soil risks assume on-site exposures due to residential use.
Chemicals of potential concern are listed in Table 4-1.Potential exposure to contaminants from the LL and LTR Sites may occur through:
• Exposure to ground water by direct ingestion, dermal contact, or inhalation of VOCs inthe ground water.
• Direct contact with, or ingestion of, contaminants or contaminated soil.
4.3 PHYSICAL HAZARDS
Physical hazards pose safety risks that warrant consideration. These include wet and loose soils,
jagged debris andmatenals, lifting operations, mechanical and power tools, excavation and construction
equipment and machinery, drill rigs, trip and fall hazards on the Site. A discussion of other physical
hazards including background information, is included in Appendix A.
2049-001-331 4-4 HASP
MA1OXMPIRNIE TABLE 4.1
COMPOUNDS OF CONCERN AND CLEAN-UP CRITERIA
Compounds of Concern
MaximumConcentrationDetected inGround Water0*/i)
Ground WaterClean-upLevels0*/l)
EffluentDischargeLevels0*/I)
VOIATILESAcetoneButanone, 2*Carbon Tetrachloride
Chloroform
Dichloroethane, lfl*Dichloroethene, 1,1-
Dkhloroethene, 1,2*
Methyl-2-pentanone, 4-Methylene ChlorideTetrachloroethene
Toluene
TrichloroetheneTrichloroethane, 1,1,1-Vinyi ChlorideXylene
14,000
21,000
82242,200
200
4,000
2,4005,000200400
510
3,20028480
1,000
500OJ0.6850.02410
100150.1
68.6
0.18400.0015124
NA
NA195*167*
NA1951
2S.1001
NA4,400*
4281
TOT.OOO1
4681
18.6001
14.01
NA
SEMI-VOLATILES
bis(2-ethylhexyl) phthalate 160 2 552,000*
1 Monthly Average LimitNA Not Available - Limit not calculated in 3/13/91 memo
Revision 0May, 1994
5.0 SITE CONTROL AND WORK ZONES
To prevent both exposure of unprotected personnel and migration of contamination due totracking by personnel or equipment, work zones will be clearly identified and partitioned as practically
possible by the contractor. Wind direction indicators, including, but not limited to wind direction socks
and weather vains, will be visibly displayed in and around the work areas. Malcolm Pirnie's Site Safety
Officer and personnel will be subject to the established site control and work zones.
5.1 ACCESS/EGRESS
Access and egress routes for both LL and LTR Sites are limited to the major roadways adjacent
to each landfill. The LL Site is located off Hempton Lake Road and the LTR Site is located off SunnySlope Road. Both Sites have access to a major roadway, and are relatively flat with vegetation cover.
During oversight activities, all vehicles will enter the LL site through an entrance road and main
gate located on the south side of the site. The pre-existing access road, located on the eastern side of the
landfill, off Hempton Lake Road, will serve as an alternate access/egress route,
5.2 WORK ZONES
To ensure that landfill closure and ground water treatment system activities go smoothly andthat worker safety is protected, time and effort will be spent in preparing the Site prior to the
commencement of field activities. Work zones around the construction and remediation areas will be
established by the contractor and communicated to all site personnel by the contractor's Site Safety
Officer. The zones include:
• Exclusion Zone ("Hot Zone"):The area where contamination may be present. All personnel entering the Exclusion Zonemust wear the prescribed level of personal protective equipment. The hotline would beinitially defined as an area 25 feet in radius originating at the proposed area underinvestigation/remediation.
2049-001-331 5-1 HASP
Revision 0May, 1994
Support Zone:Outermost part of the Site which is considered non-contaminated or "clean." This areashould be located upwind from the Hot Zones with regard to prevailing winds. Supportequipment is located in this zone and personnel may wear normal work clothes within thiszone. Any potentially contaminated clothing, equipment and samples must remain in theContamination Reduction Zone until decontaminated.
Contamination Reduction Zone:This transition zone lies between the Exclusion and Support Zones. Decontamination ofpersonnel and equipment takes place in this zone. Personnel entering this zone withintentions to physically interact and/or assist persons in the Exclusion Zone must wearthe prescribed level of personal protection equipment currently required in the ExclusionZone.
Due to the size and nature of the study area, controlling Site access will be limited to minimizing
access to individual work areas. The contractor will be responsible for maintaining procedures to prevent
unauthorized personnel from entering work zones and all personnel from entering work zones without
the prescribed level of protection.
2049-001-331 5-2 HASP
Revision 0May, 1994
6,0 COMMUNICATION PROCEDURES AND EMPLOYEETRAINING
6.1 PREFIELD ACTIVITIES HEALTH AND SAFETY ORIENTATION
All Malcolm Pirnie and contractor personnel involved with the field activities associated with
the Site will attend a site-specific health and safety orientation program. The topics to be discussed
include, but are not limited to:
• Characteristics and potential hazards of chemical and other contamination known to bepresent at the Site;
• Personal protective clothing: function, donning/doffing;
• Respirators: selection, use, care;
• Personal hygiene;
• Environmental monitoring;
• General decontamination procedures;
• Work zone designations;
• Heat stress/cold stress;
• General safety concepts; and
• Site contingency plans.
Visitors will be properly orientated to existing Site conditions, planned activities, Site workzones and corresponding levels of personal protection and other procedures outlined in this HASP
relevant to their planned activities on-site. Visitors will be escorted at all times by trained Site personnel.
2049-001-331 6-1 HASP
Revision 0May, 1994
6.2 SAFETY MEETINGS
The contractor's Site Safety Officer will conduct health and safety briefings for site personnel.
The frequency of these briefings will be based upon potential hazards specific to the designated work
tasks either currently being undertaken or scheduled to be undertaken shortly.
63 HEALTH AND SAFETY ORIENTATION TRAINING
The required level of training workers must have prior to entering the Site is dependent on their
planned activities. All Malcolm Pirnie personnel involved with the landfill closure and ground watertreatment system oversight activities will have completed the health and safety training requirements of
29 CFR 1910.120 as applicable to their activities on-site.
Contractor is responsible for providing its employees applicable training to meet requirements
for construction, installation, and remediation activities conducted on Site. This includes complying with
OSHA regulations 29 CFR 1910 and 29 CFR 1926 where applicable.
6.4 HAZARD COMMUNICATION
Malcolm Pirnie, Inc. has a written communication program which was established to meet the
requirements of 29 CFR 1910.1200, and oversight activities shall be implemented in accordance withthat program, as described below.
The comprehensive list of hazardous chemicals for this job site, noting the names and
anticipated location of hazardous chemicals introduced by Malcolm Pirnie, Inc. at the worksite, will be
appended to this Health and Safety Plan (see Attachment C), and posted in the on-site trailer (ifapplicable) or command post. Material safety data sheets (MSDs) for hazardous chemicals introduced
to the Site by Malcolm Pimie, Inc. will also be provided.Labels on containers used by Malcolm Pirnie are as originally received (not to be defaced) and
are to contain the following information: (1) the identity of the hazardous chemical(s); (2) the
appropriate hazard warnings; and (3) the name and address of the chemical manufacturer. If an
employee transfers chemicals from a labeled container to a portable container, a label which contains
2049-001-331 6-2 HASP
Revision 0May, 1994
those three items must be affixed to it (see Figure 6-1). If the portable container is intended only for thatemployee's immediate use (during the same workshift), only a contents label is required. The employee
will be responsible to properly empty, clean or dispose of the portable container immediately after use.
The contractor's Site Safety Officer shall obtain the appropriate hazard communicationinformation for hazardous chemicals introduced by all employers, including:
• Explanation of that firm's labeling system.
• The name and location of each hazardous chemical, and location of MSDSs.
• Any precautionary measures other employers need to take to protect their employees fromharmful exposure to hazardous chemicals under normal operating conditions and inforeseeable emergencies.
As part of the site-specific health and safety orientation conducted by the contractor's Site SafetyOfficer, a review of the contractors hazard communication program will be conducted to inform
employees of hazardous chemicals to which they may be exposed during field activities. Other
employers may also attend this hazard communication training session. If the chemical hazard changesor a new chemical hazard is introduced into the area after work begins, additional training will be
provided by the contractor's Site Safety Officer.
Site-specific hazard communication training of hazardous chemicals introduced to the Site bythe contractor or Malcolm Pirnie will include:
• Properties and hazards (chemical, physical, lexicological) of hazardous chemicals.
• Health hazards, including signs and symptoms of exposure and any medical conditionknown to be aggravated by exposure.
• Measures employees can take to protect themselves, including: appropriate workpractices or methods for proper use and handling, procedures for emergency response,and the proper use and maintenance of personal protective equipment, as required.
• Work procedures for employees to follow to protect themselves when cleaning hazardouschemical spills and leaks.
• Use of the container labeling system and the MSDSs including: where MSDSs arelocated, how to read and interpret the information on both labels and MSDSs, and howemployees may obtain additional hazard communication information.
2049-001-331 6-3 HASP
Revision 0May, 1994
Site-specific hazard communication training will also cover hazardous chemical introduced by
others and shall emphasize:
• Information about the hazardous chemicals to which the contractor's or Malcolm Pirnie'semployees may be exposed.
• An explanation of the labeling system other employers are using.
• Information about the precautionary measures that on-site personnel need to take toprotect themselves during normal operating conditions and in emergencies.
• Location of MSDSs for hazardous chemicals brought to the Site by others.
This subsection of the Health and Safety Plan, and the hazard communication training conducted
as described above, shall be the mechanism for informing on-site personnel of the hazardous chemicals
introduced to the Site.
2049-001-331 6^ HASP
OMGESTIONOSKM OR EYE CONTACT
O NO HEALTH HAZARD D IRRITANTO TOXIC D CORROSIVEO HIGHLY TOXtC D SENSITIZE*D REPRODUCTIVE TOXIN O CARCINOGEN
PHVSICAL HAZARDSO NO PHYSICAL HAZARDSO COMBUSTIBLE LKXJlDO COMPRESSED GASO OXIOiZERD FLAMMABLE GASQ EXPLOSIVEO FLAMMABLE LIQUID/SOLIDD PVROPMORICD ORGANIC PEROXIDEO WATER REACTIVED UNSTABLE (REACTIVE)
TARGET ORGANS & EFFECTSD LUNGS O CENTRAL NERVOUS SYSTEMO HEART Q CARDIOVASCULAR SYSTEMO KIDNEY D MUCOUS MEMBRANESO EYES D AUTONOMtC NERVOUS SYSTEMO SKIN D RESPIRATORY SYSTEMD PROSTATE D BLOODO BLOOD D MUTAGENO LrVEM O TERATOGEN
HEALTH
FLAMMABILITY
REACTIVITY
O PROTECTIVEEQUIPMENT
Corm* MSOS tor fc*tMf fwardot* rtomttkon and
MAUDOyViPIRNIE HEALTH & SAFETY LABEL
LEMBERGER LANDFILL RO/RAFIGURE 6-1
Revision 0May, 1994
7.0 MEDICAL SURVEILLANCE AND EXPOSURE MONITORING
7.1 MEDICAL SURVEILLANCE
Malcolm Pirnie personnel, whose work may involve potential chemical exposure or presents
unusual physical parameters, will have initial or preplacement, annual and termination examinations inaccordance with 29 CFR 1910.120(f). Medical evaluations will be performed by an occupational
physician designated by Malcolm Pirnie in accordance with Malcolm Pimie's Medical Monitoring
Program.
Purpose - The purpose of the medical evaluations are to determine fitness for duty on hazardous
waste sites and to establish baseline data for future reference. Such an evaluation is based upon the
employee's occupational and medical history, a comprehensive physical examination and an evaluation
of the ability to work while wearing protective equipment,
Supplemental Examination • Supplemental examinations may be performed whenever there is
an actual or suspected excessive exposure to chemical contaminants, upon experience of exposure
symptoms or following injuries or temperature stress.Medical Records - In conformance with OSHA regulations, Malcolm Pirnie has a program to
maintain and preserve medical records for a period of 30 years plus tenure. Employees have access to
results of medical testing and to full medical records and analysis.
Contractors - Contractors must supply medical monitoring certification to the project Program
Manager for all employees scheduled to conduct work on-site. These individuals must undergo a baseline
medical examination, in accordance with 29 CFR 1910.120(f), at the expense of the contractor and
conducted by a physician practicing occupational medicine. Contents of the examination must be
determined by the contractor's physician, who will have been provided by the contractor with adequate
information to enable an evaluation of fitness to be made. The examination must include an OSHA-type
evaluation of the workers' ability to use respiratory protective equipment. Personnel who have
undergone the medical examination and been analyzed within the past year may not need to be re-
examined. Medical approval from the contractor's physician is required prior to the start of work.
2049-001-331 7-1 HASP
Revision 0May, 1994
7.2 EXPOSURE MONITORING
Exposure monitoring will be implemented by the Site Safety Officer for those oversight
activities which involve Malcolm Pirnie personnel.
7.2,1 Air Monitoring
Air monitoring will be used to identify and quantify airborne levels of hazardous substances andsafety and health hazards. Monitoring will be performed when there may be the potential of employee
exposure to hazardous substances in order to assure proper selection of engineering controls, workpractices and personnel protective equipment. This will ensure that employees are not exposed to levels
which exceed permissible exposure limits or published exposure levels for hazardous substances.Explosive Conditions • To determine the actual LEL present during landfill activites, the work
area will be periodically monitored by a direct reading combination combustible gas and oxygen (02)(and possibly carbon monoxide) meter. The frequency of monitoring will be based upon the potentialhazards specific to the designated work tasks scheduled. The LEL/O2 meter will be equipped with both
audible and visual alarms. The alarms will activate automatically if 20% of the actual LEL or if less than
19.5% O2 has been measured. Before each day's usage, sensitivity of the combustible gas meter will be
tested on a known concentration of pentane (or similar gas) in air equivalent to 25-50% of full scale
concentration. The daily sensitivity testing will be conducted following the manufacture's instructions
and will be documented in the designated field log book.
When combustible gas/02 monitoring is deemed necessary by the Site Safety Officer, the
following action levels will be followed:
Explosive Gas Reading Action
< 10% LEL Normal operation
10% - 25% LEL Proceed with caution
> 25% LEL Explosive hazard - all activitiescease; withdraw from area
2049-001-331 7-2 HASP
Revision 0May, 1994
If > 25% of the actual LEL is measured in the ambient air, the area will be allowed to vent untilthe reading drops to less than about 15% LEL. If, after a reasonable time period, the LEL does notsubside, measures will be initiated to eliminate the source of LEL or to ventilate the air space.
O, Reading Action
< 19.5% Cease activities and withdrawfrom area.
19.5 - 25.5% Continue with caution.
>25% Firehazard potential. Discontinueinvestigation. Consult fire safetyspecialist.
Note: Combustible gas readings are not valid in atmospheres with less than 19.5% oxygen.
DustAs a rule of thumb, persistent dust levels greater than 2.5 times background should be cause for
concern. Engineering controls, including dust suppression, should be used to reduce the level of airbornedust. If dust levels persist consideration should be given to upgrading to air-purifying respirators. Asappropriate, action levels for dust tainted with specific contaminants may be developed.
Volatile Organic Vapors - Direct reading instruments will be utilized to measure abovebackground concentrations of airborne volatile organic compounds (VOCs). A flame ionization detector(FID), a photoionization detector (PID), or similar instrument will be employed to measure the airborne
VOC concentration. The organic vapor detectors will be calibrated prior to use in accordance with the
manufacturer's instructions. Designated personnel will conduct daily response and span checks of theinstruments in accordance with the manufacturer's instructions. This activity will be documented in thefield log book.
Monitoring will be conducted in the breathing zone directly adjacent to work areas. If anypositive results are encountered, monitoring will be continued away from the area until background levels
are found and the distance from the source activity and wind direction will be noted.Adjustments to the prescribed level of personnel protection will be considered based on general
guidelines associated with ambient air readings. These guidelines are as follows;
2049-001-331 7-3 HASP
Revision 0May, 1994
Air Reading Level of Respiratory(vapor/gas concentration) Protection
• Background D
• Background to 5 ppm above background C
• 5 ppm above background to 500 ppm Babove background
D = noneC = air purifying cartridge respiratorB = self contained breathing apparatus
Although total vapor/gas concentration measurements are useful for the selection of protective
equipment, the protection level will not be based solely on the total vapor/gas criterion. Rather, the level
will be selected case by case, with special emphasis on potential exposure and chemical and lexicological
characteristics of the known or suspected material(s). The 5 ppm action level is for unknown
compounds. If specific constituents are identified, the level may be adjusted based on establishedexposure guidelines. In addition, the presence of visible dust may trigger the upgrade of protective gear
to include an air purifying respirator.
7.2.2 Cold Exposure/Heat Stress MonitoringSince some field activities may be scheduled during colder months, measures will be taken to
minimize worker exposure to the cold. Persons working outdoors in temperatures at or below freezingmay be subject to frostbite. Extreme cold for a short time may cause severe injury to the surface of the
body, or result in profound generalized cooling of the body core, resulting in coma and death. Areas of
the body which have high surface area-to-volume ratio such as fingers, toes, and ears are the mostsusceptible.
Local injury resulting from cold is included in the generic term frostbite. There are severaldegrees of damage. Frostbite of the extremities can be categorized into:
• Frost nip or incipient frostbite: Characterized by sudden blanching or whitening of skin.
• Superficial frostbite: Skin has a waxy or white appearance and is firm to the touch, buttissue beneath is resilient.
2049-001-331 1-* HASP
Revision 0May, 1994
• Deep frostbite: Tissues are cold, pale, and solid; extremely serious injury.
Prevention of frostbite is vital. Keep the extremities warm; check for symptoms at every break.
The onset is painless and gradual, you may never know you have been injured until it's too late.To administer first aid for frostbite, bring the victim indoors and rewarm the areas quickly in
watebetween 39°C and 4rC(102°F- 105°F). Give a warm drink - not coffee, tea or alcohol The
victim should not smoke. Keep the frozen parts in warm water or covered with warm clothes for 30
minutes, even though the tissue will be very painful as it thaws. Then elevate the injured area and protectit from injury. Do not allow blisters to be broken. Use sterile, soft, dry material to cover the injured
areas. Keep victim warm and get immediate medical care.After thawing, the victim should try to move the injured areas a little, but no more than can be
done alone without help.
• Do not rub the frostbitten part (this may cause gangrene)• Do not use ice, snow, gasoline or anything cold on frostbite• Do not use heat lamps or hot water bottles to rewarm the part• Do not place the body part near a hot stove
Systemic hypothermia is caused by exposure to freezing or rapidly dropping temperature. Its
symptoms are usually exhibited in five stages: (1) shivering; (2) apathy, listlessness, sleepiness, and
(sometimes) rapid cooling of the body to less than 95°F; (3) unconsciousness, glassy stare, slow pulse,and slow respiratory rate; (4) freezing of the extremities; and, finally (5) death.
There may also be the potential for heat stress during oversight activities conducted duringwanner months. Measures will be taken to minimize heat stress to workers. The following signs and
symptoms of heat stress include:
• Heat rash may result from continuous exposure to heat or humid air.
• Heat cramps are caused by heavy sweating with inadequate electrolyte replacement.Signs and symptoms include:
muscle spasmspain in the hands, feet, and abdomen
• Heat exhaustion occurs from increased stress on various body organs includinginadequate blood circulation due to cardiovascular insufficiency or dehydration. Signsand symptoms include:
pale, cool, moist skin
2049-001-331 7-5 HASP
Revision 0May, 1994
heavy sweatingdizzinessnauseafainting
• Heat stroke is the most serious form of heat stress. Temperature regulation fails and thebody temperature rises to critical levels. Immediate action must be taken to cool the bodybefore serious injury and death occur. Competent medical help must be obtained. Signsand symptoms are:
red, hot, usually dry skinlack of or reduced perspirationnauseadizziness and confusionstrong, rapid pulsecoma
Measures to minimize heat stress may include:
• The erection of temporary devices to provide shade.
• Monitored work breaks.
• The availability of liquids and monitoring of liquid replenishment.
• Personnel monitoring of heart rate, oral temperature, skin temperature, and body weight.
• The suspension of activities above specific temperature and humidity limits.
The frequency of monitoring depends upon air temperature adjusted for solar radiation and the
level of physical work. Energy levels for work rarely exceed 250 kcal/hour, except for short bursts of
hard labor. The length of the work cycle will be governed by the required monitoring as follows:
ADJUSTEDTEMPERATURE'
90°F or above
87.5° -90°F
82.5°-87.5°F
77.5°-82.5°F
72.5°-77.5°F
SEMIPERMEABLEENSEMBLEb
After each 45 minutes of work
After each 60 minutes of work
After each 90 minutes of work
After each 1 20 minutes of work
After each 1 50 minutes of work
IMPERMEABLEENSEMBLE"
After each 1 5 minutes of work
After each 30 minutes of work
After each 60 minutes of work
After each 90 minutes of work
After each 1 20 minutes of work
2049-001-331 7-6 HASP
Revision 0May, 1994
^culate the adjusted air temperature (ta adj) by using this equation: ta adj °F + (13 x % sunshine). Measure airtemperature (ta) with a standard mercury-in-glass thermometer, with the bulb shielded from radiant heat. Estimatepercent sunshine by judging what percent time the sun is not covered by clouds that are thick enough to producea shadow. (100 percent sunshine = no cloud cover and a sharp, distinct shadow; 0 percent sunshine = no shadows.)
Nvhen semipermeable or impermeable protective clothing is worn open, raise each temperature adjustment in theleft-hand column of the table by about 5 percent (this increases the threshold for each monitoring time). The exactadjustment depends on the level of permeability of the clothing or the extent to which an impermeable garment canbe safely opened.
20494)01-331 7-7 HASP
Revision 0May, 1994
8.0 LEVELS OF PERSONAL PROTECTION
8.1 GENERAL PROTECTION LEVELS
Personnel protective equipment (PPE) must be worn when work activities involve potential
exposure to known or suspected atmospheric contaminants; when vapors, gases, or particulates may begenerated; or when direct contact with Site contamination may occur. Respirators can protect the lungs,the gastrointestinal tract and the eyes against air toxicants. Chemical-resistant clothing can protect the
skin from contact with skin-destructive and skin-absorbable chemicals. Good personal hygiene reduces
or eliminates the ingestion of materials.
The level of PPE selected will be based primarily on:
• Types and concentrations of chemical substances in the ambient atmosphere and theirassociated toxicity; and
• Potential for exposure to substances in air, splashes of liquids or other indirect contactwith material due to the task being performed.
In situations where the types of chemical, concentrations, and possibility of contact are not
known, the appropriate level of protection will be selected based on professional experience andjudgement until the hazards are further characterized. The individual components of clothing andequipment will be assembled into an ensemble to protect the oversight personnel from site-specific
hazards, while at the same time minimizing hazards and drawbacks of the personal protective gear itself,Ensemble components outlined in the following subsection are based on the widely used USEPA Levels
of Protection.In general:
• All protective head gear shall meet the requirements of the American National StandardsInstitute (ANSI) Z89.1, Class A or ANSI Z89.2, Class B.
• Persons will be provided with eye and face protective equipment required to protectagainst potential eye or face injury from physical, chemical or radiological agents. Eye
2049-001-331 8-1 HASP
Revision 0May, 1994
and face protective equipment shall meet the requirements in ANSI Z87.1, Practice forOccupational and Educational Eye and Face Protection.
Persons needing corrective lenses for Site activities, required to wear eye protection, willbe protected by one of the following:
Eyeglasses whose protective lenses provide optical correction;
Goggles that can be worn over corrective lenses without disturbing the adjustmentof the spectacles; or
Goggles that incorporate corrective lenses mounted behind the protective lenses.
Contact lens use will not be permitted under a full-face respirator. Spectacle kits forinsertion into full-face respirators will be provided for Malcolm Pirnie, Inc. personnel asrequired.
If excessive noise levels are anticipated, particularly during large equipment operation,the contractor will comply with 29 CFR 1910.95 and amendments, including arrangingfor noise level monitoring. Pending the results, or based on engineering judgement,administrative or engineering controls or hearing protection will be provided asappropriate.
Persons handling rough, sharp-edged, abrasive materials or where the work subjects thehand to lacerations, punctures, bums, or bruises, will use general purpose outer handprotection in addition to chemical resistant inner and outer gloves specified.
Employees will wear clothing suitable for the weather and work conditions. Theminimum will be short sleeve shirt, long trousers and steel-toed/shanked leather or otherprotective work shoes or boots. Canvas tennis or deck shoes are not acceptable.
Each employer shall provide respiratory protection approved by NIOSH or MSHA forall employees subject to harmful concentrations of dusts, gases, fumes, mists, toxicmaterials or atmospheres deficient in oxygen.
U.S. Coast Guard approved personal flotation devices, vest-type, will be worn by allpersonnel conducting field investigative activities or other activities from boats.
No person will be permitted in atmospheres containing less than 19.5 percent oxygenunless provided with a source of air meeting USP or Compressed Gas AssociationSpecification G7.1, Grade D.
Air purifying respirators will be permitted only where the toxic content of the air is knownto be of the type and concentration which the mask will effectively remove.
2049-001-331 8-2 HASP
Revision 0May, 1994
PPE will be inspected regularly and maintained in serviceable and sanitary condition, andbefore being reissued to another person or returned to storage, will be cleaned,disinfected, inspected and repaired.
8.2 REQUIRED LEVELS OF PROTECTION
The proper personal protection equipment (PPE) should be worn during landfill closure and
ground water treatment system oversight activities which may expose oversight personnel to chemical
or physical hazards. The estimated level of protection required for the oversight activities is Level D.
If the need for respiratory protection from organic vapors or dust are determined during the task-specific
activities, the level of PPE may be upgraded to Level C. Factors affecting this decision may include:(1) known or suspected presence of dermal hazards, (2) occurrence or likely occurrence of organic
vapors, and (3) change in work task that will increase contact or potential contact with hazardous
materials. Personnel will have current respirator fit-tests prior to upgrading to respiratory' protection.
The following is the minimum personal protection equipment required under each level (Level
D and Level C) as defined in 29 CFR 1910.120 of the General Industry Standards:
Level D:• Coveralls
• Gloves
• Boots/shoes, chemical resistant, steel toe and shank
• Boots, outer, chemical resistant (disposable)
• Safety glasses or chemical splash goggles
• Hard hat
• Escape mask
Level C:• Full-face air purifying respirators with combination cartridge (NOISH approved)
• Hooded chemical resistant clothing (overall, two-piece chemical-splash suit;disposable chemical resistant overalls)
2049-001-331 8-3 HASP
Revision 0May, 1994
Coveralls
Gloves, outer, chemical resistant
Gloves, inner, chemical resistant
Boots (outer), chemical resistant, steel toe and shank
Boot covers, outer, chemical resistant (disposable)
Hard hat
Escape Mask
Face Shield
2049-001-331 8-4 HASP
Revision 0September, 1994
9.0 DECONTAMINATION PROCEDURES
9.1 PROTECTIVE CLOTHING
The majority of oversight activities at the Site may be conducted wearing normal work clothes
and minimal PPE. Unless otherwise specified by the Site Safety Officer, personnel decontamination will
not be necessary or required.
When the Site Safety Officer determines that material or PPE has been contaminated or may
potentially be contaminated, decontamination will be accomplished by following a systematic procedure
of cleaning and removing the protective clothing. All clothing will be either discarded or rinsed free of
gross contamination, scrubbed clean in a detergent solution and then rinsed clean. The decontamination
protocol is listed below:
1) Remove hard hat (if worn) and wipe clean with moist towel;
2) Rinse overboots and gloves of gross contamination;
3) Scrub overboots and gloves clean;
4) Rinse overboots and gloves clean;
5) Remove latex overboots;
6) Remove outer latex and inner nitrile gloves;
7) Remove Tyvek coveralls;
8) Remove respirator (if worn); and
9) Remove inner Latex gloves.
9.2 RESPIRATORS
2049-001-340 9-1 HASP
Revision 0September, 1994
Components of respirators will be soaked in a cleanser/sanitizer solution and scrubbed with abrush as per the manufacturer's instructions. The clean and sanitized respirators will be stored in plasticbags in a clean and dry place.
9.3 SANITIZING OF PERSONAL PROTECTIVE EQUIPMENT
Respirators, reusable protective clothing and other personal articles will be decontaminated andsanitized before being reused. The insides of masks and clothing may become soiled due to exhalation,body oils and perspiration. The manufacturer's instructions will be used to sanitize the respirator mask.Protective clothing will be discarded, machine washed or cleaned by hand, as appropriate.
9.4 EQUIPMENT AND MACHINERY
All heavy equipment including, but not limited to: drill rigs, back-hoe tractors, construction andother equipment will be steam cleaned and wire brushed before arrival on-site by the contractor. Thepre-site cleaning is to ensure no rust, soil or other material will be introduced from off-site locations.
The equipment will be inspected by the contractor to ensure its cleanliness and that all seals and gasketsare intact and that no fluids are leaking.
Prior and subsequent to equipment contact with known or suspected contamination, theequipment will be decontaminated at the Contamination Reduction Zone (decon area) by the following
procedure:
• Clean with tap water and low phosphate detergent, using a brush if necessary, to removeparticulate matter and surface films; and
• Thorough steam cleaning of parts of equipment which had, or will have, direct contactwith waste materials.
AH downhole drilling, excavation, sampling and associated equipment that may come intocontact with Site contaminants will be decontaminated. All solvent rinsates will be collected in separate
containers for proper disposal.
2049-001-340 9-2 HASP
Revision 0September, 1994
9.5 DISPOSAL OF DECONTAMINATION WASTES
All waste material generated as a result of decontamination activities will be discarded into steel
55-gallon drums. Plastic garbage bags may be used at work zones to consolidate waste material before
placing in drums. The drums will be prominently labeled "Decontamination Waste," inventoried and
stored on-site until disposal. The waste material will be disposed of in accordance with applicable
Federal, State and Local regulations. Liquid waste may be treated on-site in accordance with theapproved on-site ground water treatment system.
9.6 MEDICAL EMERGENCIES DECONTAMINATION
If workers require medical attention in a contaminated work zone, or have recently exited a
contaminated work zone, the procedures to follow when assisting are presented in Section 11.0 of this
HASP.
2049-001-340 9-3 HASP
Revision 0May, 1994
10.0 DOCUMENTATION AND REPORTING
It will be the responsibility of the Program Manager to establish and assure adequate records
for all Malcolm Pirnie oversight activties are maintained with respect to:
• Occupational injuries and illnesses;
• Accident investigations;
• Reports to insurance carrier or state compensation agencies;
• Records and reports required by Federal, State and Local agencies;
• Property or equipment damage;
• Third party injury or damage claims; and
• Records of inspections and citations.
Any incident (other than minor first aid treatment) resulting in injury, illness or property damage
will require an accident/incident investigation and report. The investigation will be conducted by the SiteSafety Officer as soon as emergency conditions are under control. The purpose of the investigation will
be to determine pertinent facts relating to the accident or incident in order to prevent a similar occurrence.
Specific documentation of incident reporting is outlined in Section 11.0 of this HASP.
Within three working days of any reportable incident, the Site Safety Officer will complete and
submit to the USEPA contact an accident report. OSHA record-keeping, Workers' Compensation forms
and documentation log books are required in all cases of accident record-keeping.
2049-001-331 10-1 HASP
Revision 0May, 1994
11.0 EMERGENCY RESPONSE PLAN
11.1 PRE-EMERGENCY PLANNING
All Malcolm Pirnie and contractor personnel involved with the landfill closure and ground water
treatment system activities will attend a site-specific Emergency Planning meeting. The topics to be
discussed include, but are not limited to:
• Overview of Emergency Response objectives;
• Personnel responsibilities;
• Emergency recognition and communication procedures;
• Emergency egress routes and directions to the Holy Family Memorial Medical Center(Manitowoc);
• Emergency contingency plan; and
• Incident reports.
11.2 EMERGENCY RECOGNITION AND COMMUNICATION
11.2.1 Personnel Responsibilities
The Site Safety Officer will be in charge of Malcolm Pirnie personnel during all emergencies.
The Site Safety Officer's documentation and reporting requirements are presented in Section 10.0 of this
HASP. Malcolm Pimie's Site Safety Officer and the contractor's Site Safety Officer will discuss andestablish emergency response plans and procedures prior to initiating site activities.
11.2.2 Emergency Contact Telephone Numbers
The telephone numbers of the Manitowoc Police and Fire Department, Holy Family Memorial
Medical Center and ambulance service, and Malcolm Pirnie project representatives are provided in the
emergency reference sheet included in Section 12.0 found at the end of this HASP. Also included at the
2049-001-331 11-1 HASP
Revision 0May, 1994
end of this HASP is a map and written directions to the Medical Center. The emergency reference sheet
of telephone numbers will be available on-site at all times.
11.2.3 Emergency Alarm SignalsAn emergency communication system will be in effect at the Site to communicate emergency
situations to workers. The most simple and effective emergency communication system in many
situations will be direct verbal communications. Verbal communications will be supplemented any time
voices cannot be clearly perceived above ambient noise levels (i.e., noise from heavy equipment, drillingrigs, backhoes, etc.) and any time a clear line-of-sight cannot be easily maintained among all Sitepersonnel because of distance, terrain or other obstructions. When verbal communications must be
supplemented, the following Emergency Signals (using hand held portable air horns) shall be implement-ed:
• ONE Horn Blast: General WarningOne horn blast is used to signal relatively minor, yet important events on-site. Anexample of this type of event would be a minor chemical spill or discovery of contami-nants during excavation where there is no immediate danger to life or health yet personnelworking on-site should be aware of the situation so unnecessary problems can be avoided.If one horn blast is sounded, personnel must stop all activity and equipment on-site in thearea of the alarm and await further instructions from the Site Safety Officer.
• TWO Horn Blasts: Medical EmergencyTwo horn blasts are used to signal a medical emergency where immediate first-aid oremergency medical care is required. If two hom blasts are sounded, all first-aid and/orCPR trained personnel should respond, as appropriate, all other activity and equipmentshould stop and personnel should await further instructions from the Site Safety Officer.Medical treatment to be rendered can range from bandaging minor cuts and abrasions toperforming life-saving techniques.
• THREE Horn Blasts followed bv ONE continuous blast: Immediate Danger to Life orHealth, Site EvacuationThree hom blasts followed by another extended or continuous horn blast signal a situationwhich could present an immediate danger to the life or health (IDLH) of personnel on-site. Examples of possible IDLH situations could include fires, explosions or majorhazardous chemical releases. If three horn blasts followed by a continuous blast aresounded, all activity and equipment must stop; all personnel must immediately evacuatethe Site.
2049-001-331 11-2 HASP
Revision 0May, 1994
11.2.4 Emergency Site Evacuation
General emergency egress routes are shown on Figure 11-1. Because both Sites are comprisedof large open land immediately adjacent to roads, emergency egress is generally limited through the Sitesto either Hempton Lake or Sunny Slope Roads.
Specific escape routes for work zones will be established at the time of initial work by the SiteSafety Officer and updated in accordance with any change in project scope. As deemed necessary by theSite Safety Officer, planned activities with inadequate emergency egress routes will be postponed untilprovisions are made to remedy the situation. Updated escape routes will be communicated verbally bythe Site Safety Officer to applicable contractor supervisors.
Evacuation routes will be formulated from the Exclusion Zone through the upwind Contami-nation Reduction Zone to the Support Zone.
After a Site evacuation, a sign-in log will be checked to ensure that all persons on-site are
accounted for. If the Site is evacuated due to an emergency, personnel shall not re-enter until:
• The conditions resulting in the emergency have been corrected.
• The hazards have been reassessed.
• The Health and Safety Plan has been revised and reviewed as needed.
• Site personnel have been briefed on any changes in health and safety equipment orprocedures.
11.3 FIRE PREVENTION AND PROTECTION
When required by site-specific activities or the regulatory authorities, the Program Manager willdirect the preparation and submittal of a Fire Protection Plan for the approval of the authorizedrepresentative or other designated official. The development and application of a Project Fire ProtectionProgram will follow the recommended practices and standards of the National Fire ProtectionAssociation (NFPA) and other applicable Federal, State and Local regulations. The essential consider-
ations for the Fire Protection Plan would include:
• Proper Site preparation and safe storage of combustible and flammable materials,
2049-001-331 11-3 HASP
Revision 0May, 1994
• Coordination with private and public fire authorities.
• Job-site fire protection and inspections for fire prevention.
• Indoctrination and training of employees.
• All storage, handling or use of flammable and combustible substances will be under thesupervision of qualified persons.
• All tanks, containers and pumping equipment, portable or stationary, used for the storageor handling of flammable and combustible liquids, will meet the recommendations of the
NFPA.
11.4 EMEGENCY MEDICAL TREATMENT
Emergency Response Actions - In the event that an injury or illness requires more thansuperficial first aid treatment, victims shall be transported to the Holy Family Memorial Medical Centerof Manitowoc for treatment. Pertinent information regarding the cause and extent and/or the type and
extent of contamination the victims were exposed to, will be provided to the responding medical
paramedics and the receiving hospital. If such information is not readily available upon the injured
victim's transport, the information will be provided to the hospital as it is obtained. A co-worker willaccompany the victim to the hospital and will remain with the victim until release or admittance is
determined. The escort will relay all appropriate medical information to the Site Safety Officer.
Reaching Victims in Work Zone • In the event that workers are injured or stricken ill in a
contaminated work zone, extreme care must be taken when assisting. Rescue personnel must be
cognizant of the level of PPE required in the area and if the injury is a consequence of inadequate or
failure of PPE. If the injury is the result of inadequate PPE, rescue personnel shall not enter the work
zone until their PPE has been upgraded to address the situation.Emergency Decontamination - The preliminary assessment of the cause and severity of the
injury in combination with the potential for and consequences of contamination exposure to the victims
and rescue personnel, will determine if:
• Immediate medical care should be administered or if the victims should be removed fromthe contaminated work zone prior to medical treatment.
2049-001-331 11-4 HASP
Revision 0May, 1994
• Whether or not the victims and rescue personnel must be decontaminated before exitingthe contaminated work zone.
• Whether or not the victims and rescue personnel must be decontaminated prior toadministering first aid or transport to Holy Family Memorial Medical Center.
Should decontamination be deemed necessary, the protocol to follow will be that currentlydesignated for the work zone. If a victim is contaminated and injuries require immediate physician
attention prior to decontamination, the victim should be wrapped in a tarp or space blanket andtransported to Holy Family Memorial Medical Center.
Immediate Interim First Aid - Interim first aid to assist the injured may include:
• Skin contact: Use copious amounts of soap and water. Wash/rinse affected area for atleast 15 minutes. Decontaminate and provide medical attention. If necessary, transportindividual to Holy Family Memorial Medical Center.
• Inhalation: Move to fresh air and, if necessary, transport individual to the Holy FamilyMemorial Medical Center,
• Ingestion: Decontaminate and transport individual to Holy Family Memorial MedicalCenter.
• Snakebite: The treatment of a snakebite depends on whether or not the snake ispoisonous. If the snake is non-poisonous, the bite should be washed thoroughly with soapand water. A poisonous snakebite requires medical attention.
In many cases, the bite of a poisonous snake can be recognized by one or more puncturescaused by the fangs. By comparison a non-poisonous snake leaves only a group ofsurface bites sometimes shaped like a horseshoe. The first thing to do in case of apoisonous snakebite is to keep the victim motionless and transport to Holy FamilyMemorial Medical Center. During transport, the bitten portion of the victim's bodyshould be kept at a level below that of the heart.
The victim may be given water unless nausea or vomiting develops. Do not give thevictim any form of alcohol to drink and do not give aspirin. Also, do not give the victima snakebite serum without a physician's advice.
To facilitate the administration of interim first aid, a first aid kit will be provided and maintained
at the Site.
2049-001-331 11-5 HASP
Revision 0May, 1994
11.5 INCIDENT REPORTS
In the event of injury or exposure to any field personnel, the Field Team Leader is responsible
for the preparation and submission of an incident report to the Site Safety Officer. The ProgramManager, in consultation with the Corporate Health and Safety Manager is required to conduct all follow
up investigative, documentation and reporting requirements. In accordance with OSHA
regulations, Malcolm Pirnie supervisors must prepare a written report of each employee injury and sendit to the Benefits Administrator in the Malcolm Pirnie, Inc. White Plains, New York Office with a copy
to the Corporate Health and Safety Manager, for processing- A copy of the Supervisor's incidentinvestigation report, with directions, is presented in Attachment D.
2049-001-331 11-6 HASP
TOWN OF FRANKLIN
SUNNY SLOPE RD.
LEMBERGERLANDFILL-
LEMBERGERTRANSPORTRECYCLING
I MU
MAICOMPIRNIE
LEMBERGER SUPERFUND SITESEMERGENCY EGRESS ROUTE
FIGURE11-1
Revision 0May, 1994
12.0 EMERGENCY REFERENCES, CONTACTS AND PHONENUMBERS
Malcolm Pirnic. Inc. Representatives:
Project Officer (Terry Ritter): (614) 888-4953
Technical Directors: (Richard Brownell): (201) 529-0858 Ext. 260(John Isbister): (201) 529-0858 Ext. 209
Program Manager: (William Mahlum): (612) 591-1394
Corporate Health & Safety Manager (Mark McGowan): (914) 694-2100 Ext. 2484
Regional Health & Safety (Michael Kunz): (612) 591-1394
Directions to Hospital (map attached):Exit the Site and go south on Hempton Lake Road to U.S. Highway 10. Go east (left) on U.S.
Highway 10 to County Road P (Homestead Road). Make a right onto County Road P and follow to theintersection of County Road R (North Rapids Road). Make a right (south) onto County Road R andfollow to Waldo Boulevard. Make a left (east) onto Waldo Boulevard and follow to 18th street (1 st stop
light). Make a right (south) on 18th Street and continue south (18th Street becomes Revere Drive)across the Manitowoc River. Holy Family Memorial Medical Center is located just south of the river,
on the right.
Emergency Contacts:The Manitowoc County Area is serviced by the 911 Emergency Service for Ambulance, Fire,
Police, and Sheriff. Additional numbers include:
Hospital: (414) 684-2233 (Holy Family Memorial Medical Center Emergency Response)
National Response Center: 1-800-424-8802 (24-hour number)
2049-001-331 12-1 HASP
Revision 0May, 1994
Nearest Phone: East of Site on Hempton Lake Road at the Ridgeview Landfill.(414)732-4473
Note: Portable phones will be available for conducting specific tasks at the Site.
2049-001-331 12-2 HASP
I•N-i
APPROXIMATE SCALEfeinch - 1 mik
MAUOOUViPIRNIE
LEMBERGER SUPERFUNO SITESROUTE TO HOSPITAL
FIGURE12-1
APPENDIX AON-SITE PHYSICAL HAZARDS
ON-SITE PHYSICAL HAZARDS
A discussion on the following physical hazards has been prepared for background information
on each topic. Each of the seven topics directly relates to potential conditions which may occur duringthe Lemberger Landfill Closure and Ground Water Treatment System oversight activities.
1. Heat StressPersonal protective equipment may place a worker at considerable risk of developing heat stress,
probably one of the most common (and potentially serious) illnesses encountered at hazardous waste
sites. The potential for heat stress is dependent on a number of factors, including environmentalconditions, clothing, workload and the physical condition and age of the worker. Personal protective
equipment may severely reduce the body's normal ability to maintain equilibrium (via evaporation,convection and radiation), and by its bulk and weight increases energy expenditure. Therefore, in the
selection of outer protective clothing, the intent of protection against chemical splashes or other potential
skin exposure must be carefully weighed against the added heat stress that may be associated with theimpermeability of the suit. The signs and symptoms of heat stress are as follows:
m Heat rash may result from continuous exposure to heat or humid air.
• Heat cramps are caused by heavy sweating with inadequate electrolyte replacement.Signs and symptoms include:
muscle spasms; andpain in the hands, feet and abdomen.
• Heat exhaustion occurs from increased stress on various body organs includinginadequate blood circulation due to cardiovascular insufficiency or dehydration. Signsand symptoms include:
pale, cool, moist skin;heavy sweating;dizziness;nausea; orfainting.
• Heat stroke is the most serious form of heat stress. Temperature regulation fails and thebody temperature rises to critical levels. Immediate action must be taken to cool the body
A-l
before serious injuiy and death occur. Competent medical help must be obtained. Signsand symptoms are:
red, hot, usually dry skin;lack of or reduced perspiration;nausea;dizziness and confusion;strong, rapid pulse; orcoma.
Preventive measures to preclude heat stress include regular work breaks during field activities,
regular fluid replenishment and the availability of shelter (i.e., shaded area).
2. Cold StressHypothermia is defined as a decrease in a person's body core temperature to 95 °F (35 °C). A
freezing or rapidly dropping temperature is not needed to produce hypothermia. A person's ability to
maintain normal body temperature may be affected by medications/drugs, alcohol, wind or becomingwet. The use of prescribed drugs during Site activities should be reviewed with the occupational
physician.Although clothing shields protect the wearer from many sources of external wetting, perspiration
often increases while working, causing the skin and clothing to become moist or wet. Wet clothes and
skin can conduct body heat at a rapid rate. In addition, the effects of wind and water are more than
additive, creating a condition for extreme loss of body heat. Exposed skin should not be permitted whenthe wind chill factor results in a relative temperature - 25 °F or below, wet clothes should be replaced at
temperatures below -f 36°F.Dehydration, or the loss of body fluids, occurs insidiously in the cold environment and may
increase the susceptibility of the worker to cold injury due to a significant change in blood flow to the
extremities. Warm sweet drinks and soups should be provided for caloric intake and fluid. The intake
of coffee should be limited because of its diuretic and circulatory effects.Shielding the work area from the wind or wearing wind-breaker clothing will reduce wind chill
effect. A water-repellant outer garment with good ventilation should be worn in rainy weather. Olderworkers or workers with circulatory problems require special protection against cold injuries. The useof extra insulation clothing and/or a reduction in the duration of exposure period are among the special
precautions which should be considered. If the available clothing does not give adequate protection toprevent hypothermia or frostbite, work shall be modified or suspended until adequate clothing is made
A-2
available or until weather conditions improve. Since the Site is located in Wisconsin, cold stress is of
real concern during winter months.
3. Fire and Explosion
A flammable substance present at a specified concentration, in a confined space, with a sourceof ignition such as a spark, open flame, or very hot surface, may result in a fire or explosion.
Many flammable compounds have a lower explosion limit (LEL) of 5 percent and an upper
explosion limit (UEL) of 15 percent. The LEL of a substance is the minimum concentration of gas or
vapor in air below which the substance will not burn when exposed to a source of ignition. Thisconcentration is expressed in percent by volume, below which the mixture is "too lean" to burn or
explode. The upper explosion limit (UEL) of a substance is the maximum concentration of vapor in air
above which the substance will not bum when exposed to a source of ignition. Above this concentration,
the mixture is "too rich" to bum or explode. The explosive range is the range of concentrations betweenthe LEL and UEL where the gas-air mixture will support combustion,
4. Heavy Machinery
Each contractor shall require appropriate safety equipment for work around heavy equipment.
Malcolm Pirnie employees are required to wear hard hats and steel toed footwear when on-site nearheavy machinery. No person will walk underneath a piece of equipment when it is carrying a load of
debris or material or if it is transporting materials to another area. The contractor will contact the properauthorities and get a utility map before initiating any subsurface work. The need for noise protection
should be evaluated by each employer pursuant to his obligations under OSHA. Workers exposed to85 dBA for 8 hours will be issued hearing protection equipment. Noise exposure shall not exceed 120
dBA. Each employer shall provide the necessary hearing protection for their Site activities.
5. Electrical Hazards
Electricity is a potential danger that requires certain precautions. Electricity may kill byparalyzing the nervous system and stopping muscular action, or by preventing the heart from pumping.
Under certain conditions, any electrical device can transmit a fatal shock. Although voltage is required
for current flow, the measure of the shock intensity is due to the amount of current (amperes) forced
through the body.
The amount of shock current will vary depending on conditions, body resistance between points
of contact, and of course available current. Skin resistance may vary, for example, from 1000 ohms to
A-3
over 500,000 ohms for dry skin. Body resistance decreases with time of contact. Painful or severe shock
can result from a current flow as low as 10 milliamps with breathing being stopped at levels around 75milliamps. Currents above 200 milliamps cause severe burns and unconsciousness, but are not fatal if
the victim is given immediate attention.Some basic guidelines are listed below which, if followed, may eliminate electrical hazards and
reduce the possibility of accidental injury:
• Designate authorized personnel to work on electrical equipment and repairs. Allow onlythose personnel to do electrical work.
• Clearly mark all electrical controls.
• Keep electrical controls accessible.
• Do not make any electrical safety device inoperative unless it is absolutely necessary forrepair or maintenance.
6. Confined Space EntryLandfill closure and ground water treatment system activities which involve confined spaces,
such as trenches, tunnels and open pits, must be conducted with extreme caution and in accordance with
29 CFR 1910.146. The potential for atmospheric conditions to be present in the confined space that are
immediately dangerous to life and health (1DLH) are greatly increased due to the inherently poor
ventilation of confined spaces. The following specific procedures will be followed when entering into
confined spaces is required.
Some general guidelines and procedures include:
• Spaces identified by Malcolm Pirnie or the contractor as "permit required confinedspaces" will be required to have a prepared entry permit which identifies conditions to beevaluated to ensure safe entry (Attachment B).
• Malcolm Pirnie and contractor will notify each other of any confined spaces.
• The contractor shall authorize entry, fill out and sign the confined space entry permit andassume direct charge of the entry for its duration.
• Training of confined space entrants, attendants, and persons-in-charge of authorizingentry is the responsibility of employers. Malcolm Pirnie staff will be trained throughMalcolm Pimie, contractors will be required to train their staff accordingly.
Air monitoring utilizing direct reading instruments will be conducted prior to and during
confined space entry. Monitoring instruments commonly utilized include combustible gas indicators,
A-4
oxygen meters, carbon dioxide meters and organic vapor meters which will detect common IDLH
conditions such as: flammable or explosive atmosphere; oxygen-deficient environments; or high levels
of airborne toxic substances.
All contractor confined space entries, procedures and permits will be the responsibility of thecontractors and their employees as per the OSHA standard 29 CFR 1910.146 - Permit Required
Confined Spaces. General guidelines for contractors to comply with this standard include, but are not
limited to:
• Pre-planning prior to entry;
• Hazard identification;
• Hazard control;
• Permit system;
• Posting of signs;
• Proper safety training;
• Isolation of all equipment;
• Electrical lock-out/tag-out;
• Direct-reading air monitoring and testing of confined space atmosphere at variouselevation for: oxygen, LEL, hydrogen sulfide, toxic gases and temperature;
• Proper safety equipment including intrinsically safe electronic equipment and non-sparking tools for activities adjacent to and in the confined space;
• Standby observer/outside attendant;
• Prevention of unauthorized entry;
• Rescue procedures;
• Protection from external hazards; and
• Respiratory protection as appropriate.
7. Poisonous Snakes, Plants and Insects
Persons working on the Site should be aware of the presence of poisonous snakes, plants and
insects. Both poisonous and non-poisonous snakes are likely to be present at the Site. With the
A-5
exception of some rare species of poisonous snakes, snakes will not attack unless provoked. All snakes
encountered should be avoided. If a snake is discovered, the Field Team Leader should be immediatelyinformed of the snake's location, size and type, if known. In most cases, only a brief interruption of work
will be necessary to allow the snake to vacate the work area on its own.
Poison ivy is a climbing plant with ternate leaves (arranged in three's), with white berries.Poison oak is similar to poison ivy, but its leaves appear oak-like in form, The leaves of these poisonous
plants produce an irritating oil which causes an intensely itching rash and characteristic bullous lesions.
Personnel working at the LL and LTR sites should take the precautions described below againstpossible deer tick bites. Deer ticks are carriers of the spirochete (borrelia bergdorfi] which causes Lyme
Disease, which can be transmitted to humans when bitten.Signs and symptoms of Lyme Disease may include the following;
• The most well-known warning sign is a rash, classically described as a small red area thatstarts at the site of a tick and gradually enlarges over several days. The rash, which doesnot appear until three to 30 days after the tick bite, may grow to several inches in diameterand is circular with a central clearing. It may be obvious or very faint. Multiple, usuallysmaller rashes without central clearing may develop in some individuals.
• Flu-like symptoms may precede or accompany the onset of the rash. Symptoms mayinclude chills and fever, headache, malaise and fatigue, stiff neck and, in some cases, painin the joints.
• If Lyme Disease is diagnosed and treated early, the prognosis is excellent. If the initialstage is not discovered and treated promptly, later stages my develop. Chronic arthritis,and in some cases heart and nervous system disorders, may develop weeks to months afterthe tick bites.
Some infected individuals may not develop either rash or symptoms. Thus, anyone bitten orthought to be bitten by a deer tick, or developing signs or symptoms of Lyme Disease is advised to see
a physician promptly for an examination and possibly a blood test. Prophylaxis or treatment with
antibiotics (tetracycline) may be a recommended course of action.
To prevent tick bites, personnel should wear long pants, made of light colored, tightly woven
cloth, tuck pant legs inside of socks, use an insect repellant, check themselves frequently and washthemselves thoroughly at the end of each day. The Site Safety Officer will advise personnel of the risk
of deer tick bites, the initial symptoms, and the precautions to be taken.
A-6
ATTACHMENT A
To be signed by all Malcolm Pimie, Inc. and subcontractor employees prior to their work on-site
at the LL and LTR sites - Franklin Township, Manitowoc County, Wisconsin.I acknowledge that I have reviewed the information in this oversight Health and Safety Plan and
understand the potential hazards which may confront me during activities at the LL and LTR sites. I
understand the contents of this oversight Health and Safety Plan to minimize those hazards and agreeto comply with them.
EMPLOYEE (print) TITLE/COMPANY SIGNATURE DATE
2049-001-331 A-l
EMPLOYEE (print) TITLE/COMPANY SIGNATURE DATE
2049-001-331 A-2
EMPLOYEE (print) TITLE/COMPANY SIGNATURE DATE
2049-001-331 A-3
EMPLOYEE (print) TITLE/COMPANY SIGNATURE DATE
2049-001-331
EMPLOYEE (print) TITLE/COMPANY SIGNATURE DATE
2049-001-331 A-5
ATTACHMENT B CONFINED SPACEENTRY PERMIT
PERMIT X? 13TT
DATE: ___________
JOB NO: __________
Pteax refer to Pre-Eatry Inspection Checklist.Permit valid during duration of entry only. All copies of permit will remain at job site until job b compkied.
CltercSue tocaoan end description:
Puipoar of Entry:Supervaor Emp. No. Date Supv. Trained:
SHADED AREAS DENOTE MINIMUM REQUIREMENTS TO BE COMPUTED AND REVIEWED PRIOR TO ENTRY
Requirements
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ALL Of THE ABOVE CONDITIONS ARE SATISFIED SUPERVISOR SIGNATURE,DATE: TIME:
PtA.-**Tr CANCELLED SUPERVISOR SIGNATURE,DATE: TIME:
MAIOXMPIRNIE
ATTACHMENT C
MALCOLM PIRNIE, INC.
HAZARD COMMUNICATION PROGRAM
WORKPLACE
HAZARDOUS CHEMICALS INTRODUCED BY MALCOLM PIRNIE INC.
Chemical MSDS LOCATION____ Use ofProduct Constituents Appended? Storage Use Chemical
This notice will be updated, as required by the Hazard Communication Standard.
Signature Date
Site Safety Officer
MAUXXMPIRNIE
HAZARD COMMUNICATION PROGRAMTABLE OF CONTENTS
EASEHAZARD COMMUNICATION PROGRAM . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-1
INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-1
PROGRAM ORGANIZATION AND RESPONSIBILITIES . . . . . . . . . . . . . . . . . . . . . . . . 2-1
Manager, Health and Safety ............................................ 2-2Regional Officers/Branch Manager* . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-2Hazard Communications Coordinators . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-2Project Managers/Designates . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-3
RECORDS RETENTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-4
THE WRITTEN HAZARD COMMUNICATION PROGRAMProgram Availability . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-4
COMPREHENSIVE UST OF HAZARDOUS CHEMICALS ....................... 2-4
How to Develop ..................................................... 2-4
MATERIAL SAFETY DATA SHEETS (MSDSs) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-5
Establishing an MSDS Station . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-5Removing MSDSs ................................................... 2-5Updating MSDSs .................................................... 2-6Help in Obtaining MSDSs ............................................. 2-6Chemical Data Sheets No Substitute for MSDSs ............................ 2-6
IJ^BELS AND OTHER FORMS OF WARNING ................................ 2-6Label Requirements .................................................. 2-6Hazardous Materials Identification Guide (HMIG)
Labeling System ............................................... 2-6Hazardous Waste Sample Labeling ...................................... 2*7Temporary Container* Must Be Labeled .................................. 2-7Longer-term Containers Require HMIG Labels ............................. 2-7
MULTI-EMPLOYER WORKPLACESInforming Other Employers ................................................. 2-7
Obtaining Information from Other Employees .............................. 2-S
June 1993
>IRN1HAZARD COMMUNICATION PROGRAM
TABLE OF CONTENTS
PAGE
(Continued)
HAZARD COMMUNICATION TRAINING .......................................... 2-«
Hazard Communication Training Program for Hazardous ChemicalsMalcolm Pirnie Introduces to the Work Place,Minimum Requirements ......................................... 24
Hazard Communication Training Program For Hazardous ChemicalsOther Employers Introduce to the Work Place,Minimum Requirements .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-9
Hazard Communication Training Program Review .......................... 2-9
NON-ROUTINE TASKS .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-9
FOR MORE INFORMATION ON HAZARD COMMUNICATION TRAINING ....... 2-10
COMPREHENSIVE LIST OF HAZARDOUS CHEMICALS (FORM) ............... 2-11
APPENDIX A ................................................................. 2-12
The OSHA Hazard Communication Standard 29 CFR 1910.1200 .............. 2-12 to 2-29Appendix A to 1910.1200 Health Hazard Definitions
(Mandatoiy) ........................................... 2-30 to 2-33Appendix B to 1910.1200 Hazard Determination (Mandatoiy) ................. 2-34Appendix C to 1910.1200 Information Sources (Advisory) .............. 2-35 to 2*36Appendix D to 1910.1200 Definition of Trade Secret"
(Mandatory) ........................................... 2-37 to 2-38
HAZARDOUS MATERIALS IDENTIFICATION GUIDE (HMIG)LABELING SYSTEM ............................................... 2-39 to 2-41
APPENDIX B ................................................................. 2-42
Examples, Portable Container Labels ...................................... 2-42 to 46
APPENDIX C................................................................. 2-47
Approved Letter Formats, Multi-Employer Work Sites ............................ 2-47
June 1993
HAZARD COMMUNICATION PROGRAM
INTRODUCTION
PROGRAM ORGANIZATIONAND RESPONSIBILITIES
Malcolm Pirnie's Hazard Communication Program was developedto meet the requirements of the OSHA Hazard CommunicationStandard, Title 29 Code of Federal Regulations 1910.1200 et seq.A copy of this standard appears at the end of this section.
OSHA requires that employers make information available to itaffmembers about hazardous chemicals they may be exposed to in theworkplace. This information includes, but is not limited to,toxicology, physical and chemical hazards, means of detection, andprotection against exposure.
Malcolm Pirnie makes this information available to staff membenthrough lists of chemicals in use, current copies of Material SafetyData Sheets (MSDSs), container labeling, and staff training.
The OSHA Hazard Communication Standard rccognfacs thatMalcolm Pirnie may be the only employer on some work sites, andone of several employers on others. This Hazard CommunicationProgram has provisions for requesting and communicating informa-tion on hazardous chemicals others bring to the work site, thatMalcolm Pirnie staff may be exposed to during the course of theirduties.
For this reason, Malcolm Pirnie maintains a copy of this programat all Malcolm Pirnie work shea, whether or not the firm isresponsible for the presence of hazardous chemicals at the site.
Some states or local municipalities may have specific Right-To-Know or Community Right-To-Know requirements not addressedin this Hazard Communication Program. Accordingly, OfficeManagers, Project Managers, or their designates should determinethe specific requirements of the localities where they operate.
The Manager, Health and Safety, WHI, is responsible for HazardCommunication Program content Regional Officers and BranchManagers are responsible for seeing that the program is implement-ed in their regions or company locations. They may delegate theadministration of the program to a staff member they dnignatr aathe Hazard Communication Coordinator. This individual istypically the local Health and Safety Coordinator.
Project Managers or their designates are responsible for HazardCommunication Program implementation on their projects. TheManager, Construction Services, WHI, is responsible for overseeingHazard Communication Programs at Malcolm Pirnie constructionsites.
June 1993 2-1
IRNIIHAZARD COMMUNICATION PROGRAM
Manager, Health and Safety
Regional Officers/BranchManagers
Hazard CommunicationCoordinators
The Manager, Health and Safety, WHI, is responsible for
Preparing and updating the written program, the HazardCommunication labeling program, and Hazard Communica-tion training materials.
Maintaining corporate Hazard Communication trainingrecords.
Serving as a ti*4infcai resource on chemical safety fortechnical and administrative staff.
Regional Officers and Branch Managers are responsible for
Designating a staff member (typically the Health and SafetyCoordinator) at each company location in their Region toserve as Hazard Communication Coordinator.
Providing the resources and support the designated HazardCommunication Coordinator needs to comply with MalcolmPirnie's Hazard Communication Program.
Seeing that these resources are allocated for appropriatetraining for staff who may be exposed to hazardous chemi-cals or materials, before they start a task or assignment
Hazard Communication Coordinators are responsible for
Maintaining a current copy of the written Hazard Commu-nication Program, and the OSHA Hazard CommunicationStandard in a place that is accessible to staff at theirlocation.
Developing and maintaining a comprehensive list of hazard-ous chemicals used by staff at their location.
Maintaining Material Safety Data Sheets (MSDSs) forhazardous chemicals used by staff at their location, and forgathering and filing MSDSs for hazardous chemkalscontractors, vendors and cleaning services use at theirlocation.
Inspecting incoming shipments of hazardous chemicals frommanufacturers, wholesalers, retailers, formulators, labora-tories, and others, for proper labeling, after being notifiedof their arrival
June 1993 2-2
MALOCXAtPIRNIE
HAZARD COMMUNICATION PROGRAM
Training, or arranging training, on the hazards of dtemkabin the work place, for aU potentially exposed employee*.The training shall include protective measures for KatJiBnghazardous chemicals. Also, as needed, providing any specialtraining within their competence for staff who perform non-routine tasks.
Maintaining a record of Hazard Communication trainingreceived by each employee, including type of training dateand name of instructor.
Communicating to the Administrator, Health and Safety,WJfl, the completion of Hazard Communication training foreach employee at their location.
Project Managers/Designates Project Managers or their designates are responsible for
Making a copy of the following available at their job aites:the written Hazard Communication Program, the OSHAHazard Communication Standard, and up-to-date MaterialSafety Data Sheets for hazardous chemicals Malcolm Piraieintroduces to the site.
Developing and maintaining a comprehensive list of hazard-ous chemicals Malcolm Pirnie introduces to the job tile, andmaking it accessible to all staff on the site.
Notifying the designated Hazard Communication Coordina-tor when shipments of hazardous chemicals arrive frommanufacturers, wholesalers, retaflers, formulaton, labora-tories, and others; giving Materials Safety Data Sheets(MSDSs) which accompany incoming shipments to theHazard Communication Coordinator for review and filing.
Contacting the source of the hazardous chemicab if theMSDSs are not complete or if an MSDS is not suppliedwith an initial shipment
Ensuring that temporary and permanent hazardous chemicalcontainers are labeled.
At multi-employer aites, telling the other employers thelocation of the written Malcolm Pirnie Hazard Communica-tion Program, which b to include labeling procedures andcopies of MSDSs for the site.
Communicating with other employers e.£, Owner, Contrac-tors, Subcontractors, to obtain information about the
June 1993 2-3
HAZARD COMMUNICATION PROGRAM
RECORDS RETENTION
THE WRITTEN HAZARDCOMMUNICATION PROGRAMProgram Availability
COMPREHENSIVE LIST OFHAZARDOUS CHEMICALS
How to Develop
location of their written hazard communication program(sXlabeling program, and Material Safety Data Sheets, and, ifapplicable, information on the hazardous chemicals theymay produce or introduce to the job lite that MalcolmPirnie employees may be potentially exposed to*
Project Managers are also responsible for health and safety datastorage after their projects are complete. Specific changes to theHazard Communication Program developed for the project,correspondence, and copies of the MSDSs and other pertinent dataon hazardous chemicals Malcolm Pirnie or others introduced to thejob site are to be retained and stored together with the otherproject documents. Copies of occupational exposure data are to befiled in the employee's Health and Safety File with a copy forward-ed to the Administrator, Health and Safety, WHI, for evaluationand retention.
Copies of the written Hazard Communication Program and theOSHA Hazard Communication Standard are maintained at anaccessible MSDS station. MSDS stations are designated in eachpermanent or long-term company location, including regionaloffices, branch offices, field offices, and field trailers.
At temporary job sites, if Malcolm Pirnie is bringing hazardouschemicals to the work site or it based on past experience, anotheremployer is expected to bring hazardous chemicals to the work site,a copy of this written Hazard Communication Program and relevantMSDSs are maintained on-site for the duration of field activities.
If Malcolm Pirnie is the only employer on a site, and if no hazard-ous chemicals are being brought to the site, it is strongly suggestedthat a copy of this written program be maintained on-tite duringfield activities. However this is not a requirement.
Hazard Communication Coordinators are responsible for creatinga Comprehensive List of Hazardous Chemicals used at theirlocation. Project Managers are responsible Cor developing aComprehensive List of Hazardous Chemicals used on their job sites.
On a copy of the Comprehensive List of Hazardous Chemicals format the end of this section, list each product containing a hazardouschemical, as defined in Appendix A of this section, 29 CFR1910.1200 (d). Use the trade or common name of the product, themanufacturer, the hazardous chemical ingredients it contains, andthe location where it is used and/or stored Use as many lines asnecessary. This list is to be updated as required.
June 1993 2-4
IRN1
HAZARD COMMUNICATION PROGRAM
MATERIAL SAFETY DATASHEETS (MSDSs)
Establishing an MSDS Station
Removing MSDS*
A copy of the Comprehensive Lbt of Hazardous Chemicals ihaO bemaintained at the MSDS Stations of company and field locations,together with the written Hazard Communication Program.
Malcolm Pirnie asks that its suppliers provide MSDSi for anypurchased materials that contain hazardous chemicals as defined byOSHA. This request is made through language on Malcolm PirniePurchase Orders or verbally by staff members ordering materials,at the time an order is placed or a purchase made. MSDS* aremade available to employees at company locations and work site*to give staff members information on specific hazards and controlsassociated with hazardous chemicals they may use.
Regional Officers, Branch Manager*, Project Managers, or theirdesignates shall provide sufficient space and resources to establishan MSDS Sution within their company or field locations. OfficeMSDS Stations should consist of a labeled three ring binder and asign (Laboratory Safety Supply 1992 model No. JX*12441 orequivalent). In temporary locations, an MSDS Station may be abulletin board or a three-ring binder kept on-site.
Each MSDS Station shall be located in an accessible, common areasuch as a break room, copier room, or site trailer* It shall abocontain a copy of: the written Hazard Communication Program,the OSHA Hazard Communication Standard, and the Comprehen-sive List of Hazardous Chemicals.
Original Material Safety Data Sheets are preferred, but copies maybe substituted. Copies are to be current and published by themanufacturer, importer, or formulator of the hazardous chemical.For small projects, or projects of short duration, the contents of theMSDS Station, described above, may be included with the site*specific Health and Safety Flan or other project Ayum^**
Each MSDS shall be filed alphabetically according to the first letterof the common name, chemical name, or product name. MSDSamust be written in English using OSHA Form 174 or equivalentformat
If a product is no longer used or if its MSDS has become dated, theHazard Communication Coordinator, Project Manager,removes the corresponding MSDS from die station and places it ina permanent health and safety file labeled with the actual orapproximate dates the chemical was used
June 1993 2-5
RNI
HAZARD COMMUNICATION PROGRAM
Updating MSDSi
Help in Obtaining MSDSs
Chemical Data SheetsNo Substitute for MSDSs
LABELS AND OTHERFORMS OF WARNING
Label Requirements
Hazardous MaterialsIdentification Guide(HMIG) Labeling System
MSDSs are to be updated whenever
New information on the hazards of chemicals present in thework place becomes available.
Relevant occupational exposure standards change.
The issue date of the MSDS is more than three yean old.
MSDSs must be readily accessible to Malcolm Pirnie staff plus rtaffof any other employer at the work place during regular work shifts.It after repeated attempts, an MSDS cannot be obtained from themanufacturer or supplier, contact the Manager, Health and Safety,WHL for assistance. A written request for help in obtaining therequired MSDSs wfll be made to the Assistant Secretary of Laborfor Occupational Safety and Health (OSHA) and the Director ofthe National Institute for Occupational Safety and Health (NIOSH).
Chemical hazard data retrieved from electronic data bases may beuseful in assessing hazards posed by on-site chemical contamination.But these chemical 'data sheets" may not be substituted fororiginal, current MSDSs published by the manufacturer, Uaporter,or fonnulator. Data sheets lack the name of the manufacturer andemergency phone number.
All containers of hazardous chemicals received from mamrfkrtitr.ers.importers, or distributors of hazardous chemicals, or others,shall be properly labeled
A proper label provides the following information:
The identity of the hazardous chemicals) in the container.
The name and address of the chemical manufacturer,importer, fonnulator, or other responsible party.
Appropriate hazard and target organ warnings1.
Each container of hazardous chemicals (hazardous waste andenvironmental samples are exempt) shipped to or from MalcolmPirnie shall be checked by the Hazard Communication Coordinator,the site Health and Safety Officer, or their A*«ign«t» for propercontainer labeling as deserted above.
1 Tuftt orpa wvmiap we optioMl oa •tMfectuer'i bbch.
June 1993 2-6
MAUDOLMPIRN1I
HAZARD COMMUNICATION PROGRAM
Hazardous WasteSample Labeling
Temporary ContainersMust Be Labeled
Longer-term ContainersRequire HMIG Labels
MULTI-EMPLOYERWORKPLACESInforming Other Employers
The HMIG labeling system identifies chemicals with standardhazard ratings from 0 * 4 for health, flammabflity and reactivity, plusalphabetical designations for required personal protective equip-ment A complete explanation of the rating and PPE designationscan be found at the end of this section in Appendix B.
Malcolm Pirnie staff shall apply labels to temporary or portablecontainers, using the Hazardous Materials Identification Guide(HMIG) labeling system described in Appendix B. Labels shallcontain at least the information provided on Laboratory SafetySupply 1993 type QA-809 label or equivalent Appendix B also hasexamples of pre-completed labels that may be copied and appliedto commonly used chemicals.
OSHA exempts shipments of hazardous waste samples from hazardcommunication labeling requirements. However, Department ofTransportation (DOT) labeling requirements (49 CFR 173 et si)may apply to DOT defined hazardous substances shipped in largequantities. Hazardous materials or compressed gases shipped by airor common carrier will have special packaging, marking, andlabeling requirements. Contact the airline or common carrier formore information.
When transferring chemicals from a labeled container to a portablecontainer intended for immediate use, a label identifying thecontents e.g.. Acetone, must be applied Staff members areresponsible for properly emptying, cleaning, removing the label, anddisposing of the portable container immediately after use.
When transferring chemicals from a labeled container to a portablecontainer intended for longer than immediate use, or use by morethan one employee, a completed HMIG label should be used
Project Managers or their designates shall provide other employersat the work place with appropriate hazard communication informa-tion about hazardous chemicab Makolm Pirnie introduces to thework site that their staff could be exposed to*
Hits hazard communication information shaU indude:
The location of thi written Hazard Communication Pro-gram, the MSDSs or MSDS Station, and the ComprehensiveLast of Hazardous Chemicals.
For hazardous chemicab Makolm Pirnie introduces to awork site, any precautionary measures being taken toprotect Malcolm Pirnie staff from harmful exposure undernormal operating conditions, and foreseeable emergencies.
June 1993 2-7
MAUOOLMP1RNIE
HAZARD COMMUNICATION PROGRAM
Obtaining Information fromOther Employees
HAZARD COMMUNICATIONTRAINING
Hazard Communication TrainingProgram for HazardousChemicals Malcolm PimieIntroduces to the Workplace, Minimum Requirements
Project Managers or their designates shall make diligent efforts toobtain appropriate hazard communication Infbnnatloa abouthazardous substances used by other employers that Malfflla Pfanhstaff may b* exposed to. This information should indude:
The location of the other employees) written HazardCommunication Programs, their Comprehensive List(s) ofChemicals, MSDSs or MSDS Station, and an explanation ofthe labeling system the other employees) use.
Precautionary measures Makolm Piraie staff should take toprotect themselves from harmful exposure to these hazard-ous chemicals under normal operating conditions, andforeseeable emergencies.
Appendix C at the end of this section has sample letters appropriatefor soliciting this information from owners and other contractors.
Malcolm Pimie staff complete initial Hazard Communication Train-ing at the beginning of their employment and before starting tasksor assignments that may expose them to hazardous chemicals.
Staff members who work with or are potentially exposed tohazardous chemicals Malcolm Pimie introduces to the work placeshall receive additional training on the safe use of them. RegionalOfficers, Branch Managers, and Project Managers shall provideresources sufficient to assure the availability of this training;
Hazard Communication Coordinators are responsible for conduct-ing Hazard Communication Training or arranging for k to beprovided. Both the training and associated materials may bedeveloped locally to supplement materials provided by the Manager,Health and Safety, WHL
The Hazard Communication Training program for hazardouschemicals Malcolm Pirnie introduces to the work place MnphaMT^the following:
A summary of the Hazard Communication Standard (seeAppendix A, this section) and details of Malcolm Pirate'swritten Hazard Communication Program.
Use of MSDSs and the HMIG container labeling systemdiscussed in this section, MSDSs locations, reading andinterpreting labels and MSDSs, and how employees canobtain more hazard communication information.
June 1993
MAUOOLMPIRNIE
HAZARD COMMUNICATION PROGRAM
Measures employees can take to protect themselves againstthe physical and health hazards of chemicals in the workplace, including appropriate work practices or methods forusing and handling chemicals, emergency response proce-dures, and, as required, the proper use and maintenance ofpersonal protective equipment
Chemical and physical properties of hazardous chemicalse.g., flash point, and reactivity. Also, ways to detect thepresence or release of hazardous chemicals in the workplace, e.£, the visual appearance or odor of hazardouschemicals released Also, sir sampling devices to determineexposure concentrations.
Health hazards, including signs and symptoms of exposure,associated with exposure to chemicals, and medical condi-tions aggravated by chemical exposure.
Hazard Communication Training The Hazard Communication Training program for hazardousProgram For Hazardous Chemicals chemicals other employers introduce to the work place emphasizesOther Employers Introduce to the the following:Work Place, Minimum Requirements
Information about hazardous chemicals Malcolm Pirnie staffmay be exposed to at the work site, including ways to detecttheir presence, and exposure to them.
An explanation of the other employers' labeling system.
Information about precautionary measures Malcolm Pirniestaff members can take to protect themselves during normaloperating conditions and in emergencies.
The location of MSDSs for hazardous chemicals otheremployers introduce to a work site.
Hazard Communication The Manager, Health and Safety, Wffl, or designate shall reviewTraining Program Review Malcolm Pirnie's Hazard Communication Training program and
advise Branch Managers on training or retraining needs. Eaplop*ces who may be exposed to hazardous chemicals are to be retrainedwhenever the chemical hazards change, and when MaJcoha PinkIntroduces a new chemical hazard to the work place.
The Hazard Communication Training program assessment processincludes periodically obtaining opinions from employees about thequality of the training they receive.
NON-ROUTINE TASKS When planning a new or unusual method, protocol, procedure ortask with perceived potential or certain staff exposure to new
June 1993 2-9
HAZARD COMMUNICATION PROGRAM
hazardous chemicals, supplemental Hazard CommunicationTraining and health and safety planning are to be discussed with theProject Manager, the Health and Safety Officer designated for the•he, the local Health and Safety Coordinator and/or the Manager,Health and Safety, WHL
FOR MORE INFORMATION ON Employees can obtain more information on this written HazardHAZARD COMMUNICATION Communication program, the Hazard Communication Standard,TRAINING MSDSs, training, and labeling by contacting the Manager, Health
and Safety, WHI, their Regional Officer, Branch Manager ordesignate.
The Manager, Health and Safety, Regional Officers, BranchManagers, or their site designates, shall make Malcolm Pirnie'swritten Hazard Communication Program available, upon request,to staff members, the Assistant Secretary of Labor for OccupationalSafety and Health, and the Director of the National Institute forOccupational Safety and Health.
June 1993 2-10
ATTACHMENT D
SUPERVISOR'S INCIDENT INVESTIGATION REPORT(Refer to /averse side for directions)
1. Offloa Location (No. a> Straat) (Oty or Town) (Slate) (Zip) 2. Projact No.
3. Nama of fcnjurad and Emptoyaa # 4. Soda! Sacurtty No. s. Aga 6. Sax Mala
7. Addraaa of tnjurad
•.Group* 9. Occupabon 10, Y«ar» of Saw. 11. Data &T)ma of Injury or Dnaaa
12. Natura of Injury of Hnaaa Including body part
13. Location of acddant or cauaa of Hnaaa (GK* addratt for locations of •mptoyar'* pramlaa*)
14. Daacriba afl avanla laadtng up to tha Injury, Including Injurad't actiona.
15. Paaorlba tfw root cauaa of ttta actfdant/nnatt and tot any othar contributing factors.
15a. Waa paraonal protactfon aqulpmant raqulrad? Waa N balng worn?
16. Nama ttta objact or aubatanca which dlractty injurad tha amployaa.
17. Data & tima of traatmant
IS. Nama & addraaa of traattng phyaiclan or atlandant
19. Nama & addraaa of hoapttal 0f appQcabla)
20. Traatmant provtdad to Injured
21. Oaacflba tha acbonfi) takan to pravant a raourranoa of tha InJury/Dlnata and ravlaw thia raport wHh ttta Injurad.
22. NamaM of p*rton(t) raaponaibla for oorracova actton and data action* ara to ba oomplatad.
23. Nama(t) of wto>aaa(aa) ftf appflcabto) • 24. Suparviaor'ft Signatura Date
25. Oaaamcatton of Injury or INnaaa tdrda ona) (Chaok ona) 28. Infury ___
AWCaaa_______RACaaa_____NFCaaa_____FACaaa_____PCCaaa_____NFRCaaa________Bnaaa27. Aaaodata't S^natura Da» Officar'* Signatura Data Comp. & Bfta. Mgr'a Sgnatura Date
A COPY OF AU CASE REPORTS MUST BE SENT TO THE CORPORATE HUMAN RESOURCES DEPARTMENT WTTHW 0 WORKING DAYS.
ATTACHMENT D (continued)INSTRUCTIONS FOR COMPLETING THIS FORM
1.-7. Saff Explanatory
8. Group fwhara ragularly wnployvd). Enter tha nama of tha group or sactlon In which the individual to ragularty amployad, avsn toughtemporarily working In anothar dapartmant at tha tima of tht Injury.
9. Occupation (regular Job titia). Enter ragular Job titto. not tht spacffic activity balng parformad «t tha tima of Injury or (Unas*.
10.-13, Satf Explanatory
14. Nature of tha Injury of Mnaaa Oaaoriba lha Injury or lllnass In datafl and Indicate tha part of lha body affacted (a.g. amputation of rightIndax fingar at aaoond joint; fraetura of ribs; darmatitis of laft hand. ate.). Whara antira body la affactad, lha antry "body" can ba uaad.
15. Satf Explanatory
16. Traatmant Oaaoriba brlafly traatrnant grvan for Injury or Ulnasa, {a.g., suturad laceration on toft wrist, x-rayed right arm for poaaibto fractura.hoepftaAzed for observation, ate.)
17. Location of tha Accident or Mneaa Ba aa apadfic at poasibto • building, floor, machlna or unft. V aoddant oocurrad outakto oompanypremises at an Identifiable addraaa. glva that address. If H oocurrad on a public highway or at any othar plaoa which cannot ba ktenttftedby numbar or street, provlda references locating tha placa of Injury as accurate aa possfbto.
1$. Describe the AoeUant/Unaaa. BE SPECIFIC, If tha paraon was using tools or aqulpmant or handling a material, narna tham and telwhat ha/aha was doing with tham. Uat aafaty aqulpmant amployaa was using, i naoasaary add a supplemental paga, but ba as brtafaa poeaJbte.
tg. Describe tha Root Causa What was tha fundamental cause(s) of this aoddant/Blnast. This would not hava oocurrad K _______Uat aH tha othar contributing causas that you can think pUyad a rola In thto Injury/Illness. Including unsafa
acts, conditions and waathar factors, V naoassary add a supplamantal paga. but ba as bdaf as posslbto.
20. Narna Aa Object or Subatanoa WWch Dtractiy Injurad tha Employ** E.Q., tha machlna or thing tha paraon struck agalnat or whlohstruck lha paraon; tha vapor or potoon tha parson inhaiad or swallowad; tha chamical or radtotion which krfteted tha parson's akin; or Incaaas of strains, hamlas, ate., tha thing tha parson was lifting, pulling, ate.
21. Daacrfea tha Actfon(s) Takan to Prwant a Racurranca of tha InJury/Klnass Ba spadflc. What has or wU ba dona Including ohangaof mathod, addtttona) training, substitution of tools or matarials, ate.
2Z.-24, Salf Explanatory
25. AW, Away-rVom-Work-Caao - to any occupational injury or lllnass which rasutts in daath, parmanant Irnpajrmant, or which randan lhaInjurad paraon unabto to work for a &lj.day on any Job on any ragulariy schsdulad work day after tha Injury. (Do not Induda partial dayoff)
RA, Raalricted Acthrity Caaa- to any occupational Injury or lllnass which randan an amployaa unabto to parfonn aft dutias of hto ragulariyachadutod fob or tha amployaa was assignad to do a temporary Job on any ragularty schadulad day after tha Injury or Hnaas.
NF, Non-Fatal Caaa • to an occupation*/ Injury or lllnass which did not Involva a fatality or lost work days, but did rasuft In: a) tranafar toanothar Job or termination of amploymant or b) madical traatmant othar than first air or c) diagnosis of occupational Bnass or d) loss ofoonadouanaas.
FA, First AM Caaa - Ona ttma traatmant and subsaquant obsarvation of minor acratchas, cuts, bums, apOntora which do not onxnarlyroqulra profaaalonaJ madlcaj can avan though tha traatmant was providad by a physician or raglsterad profaaalonal panonna(.
PC, Pracautionary Caaa- Whan no Injury or lllnass can ba datactad by qualHiad parsonnal or physicians, but tha amployaa aM sBagsaInjury or Hnaas, tha caaa to pracautionary. Oocumantetion to mandatory.
NFR, Not For Racord - In many situations which a casa to PC tha casa wUI not ba raoordad on Company Racords or in tha U.S. on t*aLog 200. Dooumontotion to mandatory.
h ganaral an Injury to tha raautt of an instantanaous avant In tha workplaos. Thara ara axotptiona such aa: Back Casas ara Injurtoaand Waldlng Flashaa ara Olnasaa*. Rafar to OMB Publication No. 1220-0029 axposuras to Itlnaas. In ganaral an Hnaas to any abnormalcondition resulting from prolongad or rapaatad anvironmantal factors assodatad with amploymanL Thosa can ba eausad by Inhalation,absofptkxi, Ingaation or dlract contact
27. AM algnaturas ara raqulrad for Daatha and AW Casas.
APPENDIX D
Final Design Drawings(Under Separate Cover)
FINAL DESIGN REPORT
LTR Site Closure
Prepared for:
Lemberger Site Remediation Group
Submitted by:
Malcolm Pirnie, Inc.Environmental Engineers, Scientists & Planners5500 Wayzata BoulevardMinneapolis, MN 55416
MAUDOUViPIRNIE
E
APPENDIX E
Final TechnicalSpecifications(Under Separate Cover)
FINAL DESIGN REPORT
LTR Site Closure
Prepared for:
Lemberger Site Remediation Group
Submitted by:
Malcolm Pirnie> Inc.Environmental Engineers, Scientists & Planners5500 Wayzata BoulevardMinneapolis, MN 55416