WCS LLRW DISPOSAL ENGINEERING REPORT

APPLICATION FOR LICENSE TO AUTHORIZE NEAR-SURFACE 

LAND DISPOSAL OF LOW-LEVEL RADIOACTIVE WASTE 

Appendix 3.0-1: WCS LLRW Disposal Engineering Report 

APPENDIX 3.0-1 

WCS LLRW DISPOSAL ENGINEERING 

REPORT 

This document is released for the purpose of permitting/licensing. It is not to be used for bidding or construction 

purposes. 

Mark S. Day, P.E. No. 93463 

May 1, 2007 3.0-1-1 Revision 12c




Section Title 

TABLE OF CONTENTS 

Page 

1.0 INTRODUCTION...........................................................................................................4 

2.0 DESIGN BASIS NATURAL EVENTS...........................................................................6 

2.1 Precipitation.........................................................................................................6 

2.2 Wind Speed .........................................................................................................6 

2.3 Earthquake...........................................................................................................6 

3.0 DESIGN ELEMENTS.....................................................................................................7 

3.1 Common Infrastructure ........................................................................................7 

3.1.1 Utilities ....................................................................................................7 

3.1.2 Access Control/Security ...........................................................................8 

3.1.3 Roadways.................................................................................................9 

3.1.4 Parking.....................................................................................................9 

3.1.5 Administration Building ...........................................................................9 

3.1.6 TCEQ Office Building..............................................................................9 

3.1.7 Gate Building/Guardhouse........................................................................9 

3.1.8 Laboratory Building ...............................................................................10 

3.2 FWF- and CWF-Specific Buildings....................................................................10 

3.2.1 FWF Staging Building............................................................................10 

3.2.2 CWF Staging Building ...........................................................................11 

3.2.3 Intermodal Staging Building...................................................................11 

3.2.4 FWF and CWF Decontamination Buildings............................................11 

3.3 Water Management Controls/Systems During Operations ..................................12 

3.3.1 Run-on Controls .....................................................................................12 

3.3.2 Water Storage Tanks ..............................................................................12 

3.4 Disposal Unit Construction ................................................................................13 

3.4.1 FWF Disposal Unit Capacity ..................................................................13 

3.4.2 CWF Disposal Unit Capacity..................................................................14 

3.4.3 Side Slope Stability ................................................................................15 

3.4.4 FWF Liner System .................................................................................16 

3.4.5 CWF Liner System.................................................................................24 

3.5 Reinforced Concrete Canisters ...........................................................................29 

3.6 Disposal Unit Earthquake Stability.....................................................................42 

3.7 Wind and Tornado .............................................................................................42 

3.8 Non-Canister Waste Placement ..........................................................................43 

3.9 FWF and CWF Cover Systems...........................................................................43 

3.9.1 Performance Cover System.....................................................................45 

3.9.2 Biobarrier Cover System ........................................................................47 

3.9.3 Evapotranspiration (ET) Cover...............................................................47 

3.9.4 Cover Material Specification ..................................................................48 

3.9.5 Long-Term Integrity of the Cover...........................................................50 

3.10 Prevention of Bathtubbing..................................................................................51 

REFERENCES .........................................................................................................................54 

March 16, 2007 3.0-1-2 Revision 12a




Figure Title 

LIST OF FIGURES 

Page 

Figure 3.0-1-1. FWF-CDU Conceptual Disposal Configuration.................................................14 

Figure 3.0-1-2. FWF-NCDU Conceptual Disposal Configuration..............................................14 

Figure 3.0-1-3. CWF Conceptual Disposal Configuration..........................................................15 

Figure 3.0-1-4. FWF-CDU Bottom Liner System......................................................................16 

Figure 3.0-1-5. FWF-CDU Side Slope Liner System.................................................................17 

Figure 3.0-1-6. FWF-NCDU Bottom Liner System ...................................................................17 

Figure 3.0-1-7. FWF-NCDU Side Slope Liner System ..............................................................18 

Figure 3.0-1-8. CWF Bottom Liner System...............................................................................25 

Figure 3.0-1-9. CWF Side Slope Liner System..........................................................................25 

Figure 3.0-1-10. Typical Canister Stacking Configuration.........................................................32 

Figure 3.0-1-11. Precast Cylindrical Footing Pad ......................................................................33 

Figure 3.0-1-12. Precast Rectangular Footing Pad .....................................................................34 

Figure 3.0-1-13. Cylindrical Canister with Grouting..................................................................35 

Figure 3.0-1-14. Rectangular Canister with Grouting ................................................................36 

Figure 3.0-1-15. Granular Fill Between Canisters......................................................................37 

Figure 3.0-1-16. Precast Cylindrical Canister Cover..................................................................38 

Figure 3.0-1-17. Precast Rectangular Canister Cover.................................................................39 

Figure 3.0-1-18. Cylindrical Canister Dimensions .....................................................................40 

Figure 3.0-1-19. Rectangular Canister Dimensions....................................................................41 

Figure 3.0-1-20. FWF Cover System.........................................................................................44 

Figure 3.0-1-21. CWF Cover System ........................................................................................45 

Figure 3.0-1-22. Cover and Liner System..................................................................................53 

Table Title 

LIST OF TABLES 

Page 

Table 3.0-1-1. Summary of Canister Design by Location in Disposal Unit ................................30 

Table 3.0-1-2. Canister Failure Scenarios ..................................................................................30 

Attachment Title 

LIST OF ATTACHMENTS 

Page 

ATTACHMENT A: BUILDING DESCRIPTIONS...................................................................56 

ATTACHMENT B: CAPROCK CALICHE EVALUATION..................................................100 





1.0 INTRODUCTION 

This report presents engineering design information for a disposal facility for low-level 

radioactive waste (LLRW) and mixed low-level radioactive waste (MLLRW) at the Waste 

Control Specialists LLC (WCS) complex in Andrews County, Texas. Two separate disposal 

facilities, with three separate disposal units are proposed for permanent disposal of licensed 

radioactive material from commercial and government generators. 

The Federal Waste Facility (FWF) will encompass a total of approximately 89 acres of 

previously undeveloped land at the WCS Andrews complex, and will be constructed north of the 

existing RCRA/TSCA landfill. The FWF will accept LLRW and MLLRW from federal 

government facilities (i.e., U.S. Department of Energy facilities). The central element of the 

proposed FWF is two subsurface disposal units (71 acres composite) that will be progressively 

excavated, filled with waste, and covered over a 35-year operating life. The two disposal units 

are the Canister Disposal Unit (CDU) and the Non-Canister Disposal Unit (NCDU). The CDU 

will include concrete canisters for encasement of waste. WCS proposes to use the NCDU for 

disposal of stable bulk wastes (soil-like, rubble, debris types) using an approved alternative 

disposal practice to meet the requirements of 30 TAC 336.733, subject to Executive Director 

approval. 

The FWF will be located along a topographic bench known locally as the red bed ridge, where 

stiff and extensive natural clays lie below the calcified carbonate (caprock caliche) horizons of 

the undifferentiated Ogallala, Antlers, and Gatuna (OAG) Formation. The waste disposal units 

will be established completely in the red bed clay horizon of the Dockum Group formation, and a 

thick multilayer cover including native clays will be installed in the 25 to 45-foot zone where the 

OAG is removed. The FWF excavation will extend approximately 80 feet into the red bed 

formation, making the overall depth of excavation in this unit approximately 125 feet below 

current ground surface. The maximum FWF excavation size is 6 million cubic yards (yd 3 ) and 

the constructed disposal units will meet RCRA requirements. 

The Compact Waste Facility (CWF) will encompass approximately 30 acres (including the CWF 

access road) to the east of the FWF development area, and is also located on the red bed ridge. 

This disposal facility consists of only one disposal unit and will accept LLRW from Texas 

Compact states, but will not accept MLLRW. Many CWF design features are identical to the 

design features of the FWF. Like the FWF, the CWF disposal unit will be developed completely 

in the red bed clay formation, with a multilayer cover system installed at 25–45 feet where OAG 

material is removed. Many of the cover and liner components are the same for both facilities. 

The CWF excavation depth differs from the FWF, and will extend approximately 50 feet into the 

red bed clay. This translates to an overall CWF excavation depth of approximately 80 feet from 

surface grade. The CWF excavated capacity is 686,000 yd 3 . The major differences between the 

design features of the CWF and the FWF result from the CWF being approximately one-tenth 

the size of the FWF, and because the CWF is not subject to RCRA regulations. 

The combination of arid climate, natural hydraulic characteristics and depth of the Dockum 

Group and gentle grading of the surface area combine to provide an excellent system of natural 

isolation for waste disposal. Topography and the upgradient basin that could provide run-on to 

the disposal site are modest in area and gentle in slope. They do not concentrate surface water 

May 1, 2007 3.0-1-4 Revision 12c




run-on flows. The red bed clay host formation extends to a depth of over 1,000 feet, with very 

low hydraulic conductivity. Engineered features, including a final cover configuration with no 

surface projections or vertical profile above current site grade, are incorporated into each 

disposal unit design to preserve and complement these natural attributes, while also providing 

intruder protection and enhanced long-term site stability. Engineering drawings for LLRW 

disposal site development are referenced by drawing number in this report, and are available 

separately (refer to Appendix 3.0-2). 

May 1, 2007 3.0-1-5 Revision 12c




2.0 DESIGN BASIS NATURAL EVENTS 

The requirements in DOE Standard DOE-STD-1027-92, “Hazard Categorization and Accident 

Analysis Techniques for Compliance with DOE Order 5480.23, Nuclear Safety Analysis 

Reports” were reviewed to determine if the proposed facilities should be categorized as nuclear 

facilities. Upon review of this standard, the proposed facilities do not meet the definition of 

Category 3 nuclear facilities, and meet the definition of “less than Category 3” facilities per 

DOE-STD-1027-92. Therefore, nuclear facility impact analyses were not required with respect to 

a radiological hazard assessment. 

2.1 Precipitation 

Passive design features for use during the construction and 35-year operating period are sized to 

handle a 100-year (yr), 24-hour (hr) precipitation event without degradation. Collection and 

transfer equipment, including pump capacity is sized based on a 100-yr, 24-hour event. After 

closure, the design criterion for all systems is a Probable Maximum Precipitation (PMP) event. 

Surface water and erosion controls were evaluated to ensure they are uncompromised by a PMP 

event during the post-closure period. The PMP event is also used to ensure that the final cover 

system will not require active maintenance. 

2.2 Wind Speed 

In accordance with International Building Code (IBC) 2003 standards, the wind speed for the site 

is 90 miles per hour (mph). Site buildings and other structures are designed to be unaffected by a 

wind speed of at least this magnitude and corresponding pressure and load conditions. Wind 

loading for analysis of the leachate tanks was taken from the IBC standards and is discussed 

further in Appendix 4.2.3, “Technical Specifications.” 

2.3 Earthquake 

The Design Earthquake ground motions for both the operations and post closure period are 

characterized by a peak horizontal acceleration of 0.05 g (g is the rate of gravitational 

acceleration). The Design Earthquake was defined based on a site-specific probabilistic seismic 

hazard analysis assuming a return period of 2500 years (annual exceedance probability of 4.0E- 

04). In addition to analyzing the 0.05 design earthquake, IBC Category 1 peak ground acceleration 

(PGA) of 0.1g was also evaluated (refer to Appendix 2.5.2). 





3.0 DESIGN ELEMENTS 

The FWF waste disposal system is designed consistent with Texas Commission on 

Environmental Quality (TCEQ) requirements for permanent disposal of low-level radioactive 

waste and RCRA regulations for disposal of hazardous waste. In addition to this engineering 

report, a systematic assessment of operational and post-closure performance is available for the 

FWF facility design elsewhere in the LA. 

Calculations used as a basis for engineering plans, specifications, and other related documents 

are provided in Appendix 3.0-3. Technical specifications are provided in Appendix 4.2.3. 

3.1 Common Infrastructure 

The major features for the two facilities (FWF and CWF) are provided in Drawings A0.01, 

A1.01, and A2.01. Some of the surface support areas and buildings at the WCS LLRW disposal 

site will be shared as common infrastructure for the FWF and CWF. Dedicated waste staging and 

decontamination buildings will be established within each disposal boundary for exclusive use 

by each facility so as to eliminate the transfer of radionuclides between facilities. 

Common facilities include the access roadways external to each facility, security fencing and 

gates, employee parking areas, gate building/guardhouse, laboratory building and administration 

building. These buildings and areas will provide access and function for administration and 

control of the disposal facilities during construction, operations, and post-closure maintenance. 

This section presents technical information related to these common infrastructure buildings and 

areas. 

3.1.1 Utilities 

Electric power available onsite at the WCS complex will be extended and upgraded as required 

for FWF and CWF operations. Electrical service, switchgear, and components will be installed 

per IBC/National Electric Code (NEC). There are no special power quality requirements except 

for centralized uninterrupted or backup power (generator) needed for security and fire systems. 

Commercially available power conditioning or uninterruptible power supply backup protection 

(UPS) units will be installed for workstations, communications equipment, instrumentation, fire, 

and security systems, as required. Fire protection systems are supplied with backup power 

generator. All space heating/conditioning of occupied industrial structures will be electric 

resistance. The gate building guardhouse, administration, TCEQ office, and laboratory buildings 

will have direct expansion cooling and electric heat. 

Electrical service will be extended within the FWF and CWF to support the following operations: 

• Staging building 

• Decontamination building 

• Intermodal Staging building (FWF only) 

• Leachate tanks 

• Leachate (and leak) collection casings/risers 

• Fire water tanks and pump 





Potable water will be extended from the existing site supply system to the administration 

building and the gate building/guardhouse. Potable water will also be extended to the Laboratory 

and Staging Buildings; the primary purpose of this water is to supply emergency eyewashes and 

showers. The CWF Decontamination Building will have pipe supplied potable water for a 

respirator cleaning station. 

Municipal wastewater generated at the administration building will be conveyed by gravity flow 

to a new subsurface holding tank southwest of the LLRW disposal facility gate area. There will 

be one subsurface holding tank located at the gate building guardhouse used for municipal waste 

water. Water for decontamination and dust suppression will be provided as required using the 

large volume water storage or underground holding tanks. Additional information on potable 

water and wastewater utilities is provided in the drawings, specifications, and analysis provided 

in Appendices 3.0-2, 4.2.3, and 3.0-3. 

Multiline, private branch exchange (PBX) phone and digital data network service (CAT6) will be 

established to the FWF and CWF buildings and will be integrated with existing WCS complex 

communications systems. Wireless network service may be established at the gate 

building/guardhouse area and at the staging buildings inside the FWF and CWF, as required to 

support electronic documentation and recordkeeping. Centralized reception, intercom, and 

paging functions will be available from the administration and gate building/guardhouse, and the 

public address system will be extended to active operations areas for emergency notification. 

As evaluated in the Fire Hazard Analysis (FHA), applicable buildings will be provided with 

sprinkler systems that are supplied from a nearby storage tank that is filled with water from the 

WCS complex central well. The buildings requiring sprinkler systems are the Laboratory and 

three Staging Buildings. The FHA is presented in Appendix 3.3, “Fire Hazards Analysis of On- 

Site Facilities.” Exterior hydrants supplied by the fire water pump and tank are located near each 

building. Fire protection redundancy will also be provided through use of portable fire 

extinguishers. Portable extinguishers will be installed on dedicated site lifting equipment, waste 

transport vehicles, and placed in each waste handling area. 

3.1.2 Access Control/Security 

Physical access control fencing and gates will be installed during the construction phase, and 

maintained throughout the operations and the institutional control period. A 7-foot high chain 

link fence topped with three-strand barbed wire will surround the disposal site. Gates will be 

motor actuated, and will be designed to work with electronic access cards and existing hardware 

in use at the WCS complex. 

The site design includes an intruder detection system (IDS) with alarms, closed-circuit television 

(CCTV) cameras, fire alarm system, and two-way radio system. The CCTV includes interface 

with a Public Address (PA) system that includes microphones, amplifiers, and speakers. These 

systems will be monitored and controlled from the gate building/guardhouse with most of the 

system hardware located in the Administration Building and system specific components located 

within various buildings and at or near the site boundary. Drawings and specifications, showing 

connections and lighting and some other system components are contained in Appendix 3.0-2 

and 4.2.3, respectively. As provided under Texas state law, other portions of the security system 

design and construction are withheld from public disclosure and are provided in confidential 

portions of the WCS License Application. 


3.1.3 Roadways 




Roadways will be asphalt paved up to and through the area of the gate building/guardhouse and 

through to the staging and decontamination buildings within the FWF and CWF, including the 

turnaround areas for over-the-road transport vehicles. Access ramps and surface roads from the 

staging building to the disposal units and from the disposal units to the Decontamination building 

will generally remain unpaved, as grading and alignment will change as the facility is developed. 

Unpaved roads will be stabilized with gravel road base to ensure maneuverability during 

operations and to promote effective drainage and will have surfactant applied as needed for dust 

control. Paved access roads will be designed and constructed in accordance with American 

Association of State Highway and Transportation Officials (AASHTO) specifications. Roadway 

calculation and general drawings, including section details, are provided in Appendix 3.0-3 and 

3.0-2. 

3.1.4 Parking 

A standard parking area for employees, subcontractor personnel, regulatory personnel, and 

delivery vehicles will be established adjacent to the administration building. Transport vehicles 

with waste loads will not use or traverse this parking area. Parking space for 8 to12 vehicles will 

be established adjacent to the administration building outside the disposal unit perimeter, 

including handicap access. A large paved and lighted parking lot with overflow stalls is located 

directly west of the administration building. A transit parking area for transport vehicles is 

located between the central access check in area and the gate building/guardhouse. 

3.1.5 Administration Building 

The Administration Building will be located approximately 150 yards (yd) west-southwest of the 

LLRW disposal site gate. It is one story, measuring approximately 64 feet by 125 feet 

(approximately 8,000 square feet) with a reinforced concrete floor. The eave height is proposed 

at 14 feet with an overall height of 17 feet. Exterior wall and roof construction will be insulated 

metal panels on steel frame. Interior wall construction will be gypsum wallboard on metal studs. 

All of the disposal support buildings are one story. The Administration Building will serve as the 

central support structure for WCS LLRW disposal operations personnel. The building will 

provide a combination of office space, restroom and change room areas (including showers), 

storage for equipment and supplies, and conference and break rooms. The building will be 

electrically heated and air-conditioned. 

3.1.6 TCEQ Office Building 

The TCEQ Office Building is one-story measuring approximately 21 feet by 29 feet on a 

reinforced concrete floor. The facility is approximately 600 square feet. The eave height is 

proposed at 10 feet with an overall height of 13 feet. Exterior wall and roof construction will be 

insulated metal panels on steel frame. Interior wall construction will be gypsum wallboard on 

metal studs. The building will be electrically heated and air-conditioned. 

3.1.7 Gate Building/Guardhouse 

The Gate Building/Guardhouse measures approximately 10 feet by 30 feet on a reinforced 

concrete floor. The facility is approximately 300 square feet. The eave height is proposed to be 





10 feet with an overall building height of 13 feet. Exterior wall and roof construction will be 

insulated metal panels on steel frame. Interior wall construction will be gypsum wallboard on 

metal studs. 

A 300-ft 2 gate building/guardhouse will be installed at the entrance to the LLRW disposal site. 

This building will provide physical control for transports and other vehicle access, and will serve 

as the access control portal for the two disposal units. The building will have view windows to 

ensure good visibility of arriving and departing traffic. The main phone switchboard and twoway 

radio base station will be located in this structure, along with emergency communication 

and first aid equipment, also including a restroom. This building will serve as the location for 

monitoring and controlling security and fire protection systems. 

This building will serve as a command center in the event of an emergency, and may be used for 

shelter during an emergency, if required. 

3.1.8 Laboratory Building 

The Laboratory Building is located east of the gate building. It is a single-story building that 

measures approximately 20 feet by 70 feet on a reinforced concrete floor (1,400-sq. foot). 

Exterior wall construction will be insulated metal panels on steel frame. Roof construction will 

be insulated metal panels on steel frame. The eave height will be approximately 13 feet with an 

overall building height of 13.8 feet. The wall separating the interior rooms will be gypsum 

wallboard on metal studs. The walls will extend floor to ceiling. The Laboratory Building has 

fume hoods and locations to perform various radiological, geotechnical, and chemical tests. The 

fume hoods are connected to a HEPA and carbon filter exhaust system. The building will be 

electrically heated and air-conditioned. Additional information on all buildings is provided in 

Attachment A to this appendix and drawing and specifications are provided in Appendix 3.0-2 

and 4.2.3. 

3.2 FWF- and CWF-Specific Buildings 

There are three buildings dedicated to FWF operations, all of which are located within the FWF 

buffer zone footprint. There are two buildings dedicated to CWF operations, both of which are 

located within the CWF buffer zone footprint. There is a Decontamination building and Staging 

building for containerized waste within each of the FWF and CWF. The Intermodal Staging 

building is only located within the FWF. The staging building, with at least 8,200-sq. feet, 

provides a packaging and staging area for the transfer of certain types of waste packages. The 

building also houses a sampling room with negative differential pressure provided by a HEPA 

filter exhaust system. The sampling room will allow verification that various expected waste 

packages that comply with the waste acceptance criteria to be sampled safely. 

3.2.1 FWF Staging Building 

The FWF Staging Building measures approximately 60 feet by 152 feet on a reinforced concrete 

floor. The raised staging area measures approximately 42 feet by 80 feet and is 4 feet higher than 

the floor in the building. One rollup door will be provided in the east wall of the building and 

three roll up doors will be provided in the west wall of the building. Attached to the east end of 

the building is a Sampling Room that will be one story measuring approximately 22 feet by 25 

feet on a reinforced concrete floor. The sampling room is electrically heated and air conditioned. 

March 16, 2007 3.0-1-10 Revision 12a




Exterior wall construction will be exposed concrete block from floor to 4 feet above the floor 

with insulated metal panels above on steel frame. Roof construction will be insulated metal 

panels on steel frame. The eave height is proposed to be approximately 20 feet with an overall 

building height of 22.5 feet. A 4-inch sloped containment curb will be provided at the perimeter 

of the building. The interior walls in the main part of the building will be covered with Fiberglass 

Reinforced Plastic (FRP) panels. The interior sampling room walls will be gypsum wallboard on 

metal studs with acoustical insulation. Ceiling in the sampling room will be 2 feet by 4 feet 

acoustical panels. The main room in this building is heated but not air conditioned. 

3.2.2 CWF Staging Building 

The CWF Staging Building is very similar to the FWF version except that it is slightly smaller in 

overall footprint (60 feet by 127 feet) and raised staging area (42 feet by 54 feet), due to the 

lower anticipated waste receipts based on known inventory and container types. 

3.2.3 Intermodal Staging Building 

The Intermodal Staging Building is 60 feet by 450 feet (main area) on a reinforced concrete 

floor. The building has a 20 foot by 150 foot connected unloading area with one overhead door 

on each end. The unloading area is parallel to the main access of this building and provides for 

safe and efficient transfer, compared with other configurations and with a smaller overall 

building footprint. The Intermodal Staging Building has additional overhead doors on the 

opposite ends of the building for movement of the stacker (for transfer of intermodals), site 

trucks (WCS), and other functions. Additional descriptions and details on the buildings are 

provided in Attachment A to this appendix. Drawings and specifications are provided in 

Appendix 3.0-2 and 4.2.3. 

3.2.4 FWF and CWF Decontamination Buildings 

A 3,300-sq. foot decontamination building is provided at each of the two facilities (FWF and 

CWF). This building provides the location for wet decontamination of vehicles, equipment, and 

other items that may require decontamination. This building is a series of three oversized wash 

bays that will accommodate the vehicles and equipment used at the facilities. The building 

provides ample space for a broad range of site and construction equipment, including transport 

vans, if required. 

The FWF Vehicle Decontamination Building measures approximately 32 feet by 90 feet on a 

reinforced concrete floor. One rollup door will be provided in both the east wall and west wall of 

the building. In addition, three doors will be provided on the north side of the building. These 

doors will be provided one per 30 foot bay. Adjacent to the building an approximately 12 foot by 

60 foot room will be added. Exterior wall construction will be insulated metal panels on steel 

frame. Roof construction will be insulated metal panels on steel frame. The eave height will be 

approximately 20 feet with an overall building height of 21.25 feet. The reinforced concrete floor 

will slope 2 percent to a centered trench that drains to a containment sump. The CWF also has a 

Vehicle Decontamination Building which is essentially identical to the FWF Vehicle 

Decontamination Building. The only difference is in the equipment provided; the CWF storage 

area (720 sq. feet has a respirator cleaning station). 

March 16, 2007 3.0-1-11 Revision 12a




3.3 Water Management Controls/Systems During Operations 

3.3.1 Run-on Controls 

The CWF and FWF are located near the crest of a slight rise in the surface landscape. There is a 

54-acre drainage area located upslope of the disposal site that contributes to surface water run-on 

during or after some storm events. 

A combined trapezoidal diversion ditch is proposed to run along the north side of both disposal 

units, as shown in Drawing C0.10. This primary diversion ditch captures and diverts storm water 

run-on before it enters the area of the FWF or CWF, and is sized to redirect the 100-yr design 

storm event with one-foot of freeboard. The primary diversion ditch is excavated into the caliche 

strata, which provides the ditch with a rugged durable base. To further enhance the durability of 

the ditch, it is lined with riprap erosion control. Storm water diversion controls are designed at 

gradients to withstand erosion from channel velocities. 

Rock used for riprap shall be screened gravel or crushed angular stone ranging in size from 1½ to 

12 inches. Rock riprap used for water protection layers shall be well graded from a maximum 

size of 1.5 times the average rock size (d 50 = 6 inches). It shall consist of clean, hard, durable and 

weather-resistant materials according to ASTM D5519. 

The top layer of the final cover system of the disposal units is a native conditioned material with 

xeric vegetation as shown in Drawings C1.40, C1.41, C2.43 and C2.44. The final grade of the 

cover system will be placed back to grades and contours that existed prior to waste disposal 

operations, as provided in Drawing C0.11. The final cover materials can withstand the PMP 

storm event without erosion. 

3.3.2 Water Storage Tanks 

Five 500,000 gallon above ground storage tanks will be installed for FWF contact storm water 

and leachate. Three of the tanks will be utilized for the FWF-CDU, with two tanks for the FWF- 

NCDU. The tanks will be located just north of the FWF disposal unit, and will not be relocated 

over the facility life. Tank capacity is based on 1.05 million gallon (FWF-CDU) and 0.73 million 

gallon 100-yr storm water event production volume. Reserve capacity for the two sets of tanks is 

at least 25%. These volumes are based on the assumption that two disposal phases for the FWF- 

CDU and one phase for the FWF-NCDU are operational at the same time. 

Each storage tank is set on a 1-foot thick, reinforced concrete slab-on-grade and a 2.5-foot thick 

ring wall for the foundation. Secondary containment is provided by an 8-inch thick reinforced 

concrete pad. At the perimeter of the rectangular concrete pad is an 8-foot high concrete wall to 

provide secondary containment. The location of FWF storage tanks is identified on Drawing 

A2.01. Configuration, controls, and secondary containment are presented in Drawings C2.24 to 

C2.25. 

For the CWF, two 500,000-gallon tanks will be installed northeast of the disposal unit. 

Secondary containment and structural calculations are identical to the FWF system. Tank 

capacity is based on a 0.72 million gallon 100-yr storm water event production volume, with at 

least a 25% reserve. This volume is based on the assumption that one disposal cell is operational 

at a time. The location of CWF storage tanks is identified on Drawing A1.01. 

March 16, 2007 3.0-1-12 Revision 12a




3.4 Disposal Unit Construction 

The CWF and FWF disposal units will be constructed exclusively in the red bed clay unit of the 

Dockum Group. The OAG overburden horizon will be removed as the disposal unit is developed, 

and will be replaced with a multi-layer cover system as disposal cells are filled with waste and 

backfill. A substantial volume of reserve red bed clay will be incorporated into the cover over the 

waste disposal units, minimizing cover system settlement. that the final cover system placed over 

the FWF and CWF is designed to preclude surface water from infiltrating into the waste matrix 

and to not expose waste due to erosion. The design of specific cover system layers is presented in 

Section 3.10 of this appendix. 

The total depth of placement ensures that all waste in both the FWF and CWF is placed greater 

than the 5-meter depth required by 30 TAC 336.730(b) for containerized class A/B/C waste. 

Placing all waste between 25 to 45 feet below existing and final surface grade provides a 

significant barrier to inadvertent intrusion. 

3.4.1 FWF Disposal Unit Capacity 

The primary generator of waste streams that are disposed in the FWF is anticipated to be the U.S. 

Department of Energy (DOE). Texas law (30 TAC 336.9056(b)) limits the overall FWF disposal 

unit excavated size to no more than 6,000,000 yd 3 as a lifetime capacity, but the volume of waste 

that will be placed in the excavation is considerably lower. The general layout of the proposed 

FWF disposal units is presented on Drawings C2.56, C2.57, and C2.58. 

The FWF will be developed as two rectangular excavations over the life of the facility. Overall 

disposal site dimensions at surface grade are 1,676 feet wide by 2,297 feet long, including the 

100-feet wide buffer zone around the perimeter of the FWF disposal unit. Waste will be placed 

below the OAG/red bed interface approximately 25 to 45 feet below surface grade, and the 

disposal unit floor will be approximately 125 feet below surface grade. 

Based on currently available waste generation projections, a portion of FWF candidate waste 

(see Appendix 8.0-2) is expected to be land disposal restriction (LDR)-compliant material from 

remedial actions at government installations. These FWF waste streams are expected to be 

mostly soil-like material with some rubble and debris. WCS is requesting approval of alternative 

practices, methods, and procedures to meet the requirements of 30 TAC 336.733. 

The majority of waste streams identified for disposal in the FWF will require placement in 

concrete canisters and will be placed in the CDU. The details on projected waste inventory for 

the FWF-CDU are contained in Appendix 8.0-2. 

Both standardized cylindrical and rectangular, reinforced concrete canisters will be used for 

wastes requiring placement in canisters. The FWF-CDU canister array will consist of seven 

vertical layers of canisters when complete. A generalized illustration of the FWF-CDU disposal 

configuration is provided in Figure 3.0-1-1. 

May 1, 2007 3.0-1-13 Revision 12c




Ground Surface 

Clay Layer 

Cover System 

Shotcrete (high strength reinforced concrete) 

40'± 

80'± 

Natural Red Bed Clay Soil 

Figure 3.0-1-1. FWF-CDU Conceptual Disposal Configuration 

An illustration of the FWF-NCDU configuration is shown in Figure 3.0-1-2. 

Figure 3.0-1-2. FWF-NCDU Conceptual Disposal Configuration 

3.4.2 CWF Disposal Unit Capacity 

Waste for disposal in the CWF will be mostly packaged waste from commercial facilities. 

Historical trends and generator projections were used to establish the lifecycle capacity of the 

CWF disposal unit and are detailed in Appendix 8.0-1. 

The CWF disposal unit layout and depth provide capacity for disposal of 100,000 yd 3 of waste 

packaged for disposal. The excavated volume is consistent with available projections and 

information related to CWF waste volumes and packaging efficiencies. The general layout and 

sections of the proposed CWF disposal unit are presented on Drawings C1.42 and C1.43. 

March 16, 2007 3.0-1-14 Revision 12a




The CWF will be developed as a rectangular excavation over the life of the facility. Overall 

disposal site dimensions at surface grade are square, and measure 1,100 feet by 1,100 feet, 

including the 100-feet wide buffer zone around the perimeter of the disposal unit. Waste will be 

placed below the OAG/redbed interface on average 25 to 45 feet below surface grade, and the 

disposal unit floor will be about 80 feet below. The CWF canister array will be four layers when 

complete. 

Waste for disposal at the CWF will be placed in reinforced concrete canisters unless physical 

size or other technical constraints require special handling. Both standardized cylindrical and 

rectangular, reinforced concrete canisters will be used for the disposal of CWF packaged wastes. 

These are the same cylindrical and rectangular canisters used for disposal in the FWF-CDU. A 

generalized illustration of the CWF disposal configuration is provided in Figure 3.0-1-3. 

35'± 

Cover System 

Shotcrete (high strength reinforced concrete) 

Clay Layer 

47'± 

Natural Red Bed Clay Soil 

Figure 3.0-1-3. CWF Conceptual Disposal Configuration 

3.4.3 Side Slope Stability 

For both the FWF and CWF side slopes within the caliche overburden material will be steeper at 

1 horizontal to 1 vertical (1H:1V), or 45° from horizontal. Side slopes within the red bed will be 

2 horizontal to 1 vertical (2H:1V), or 26.6° from horizontal.. Both slope cuts are specified based 

on similar excavations at the existing WCS RCRA/TSCA facility (East West Landfill). A 50-foot 

ledge or terrace at the top of the red bed clay excavation separates the slope in the caliche 

overburden from the slope in the red bed clay. Section details are presented in Drawings C1.05, 

C1.06, C2.07 and C2.08. Side slope and overall structural stability of the disposal units were 

examined using the explicit finite difference model/method of Fast Lagrangian Analysis of 

Continua (FLAC), Appendix 3.4-1. FLAC assessed the disposal unit slope stability during 

operational phasing; results show that the side slopes are stable at the steepest slope within the 

caliche (at 1H:1V) and, therefore, also within the red bed clay where 2H:1V are used.. 

March 16, 2007 3.0-1-15 Revision 12a

3.4.4 FWF Liner System 




The FWF disposal unit includes a liner system designed to satisfy RCRA-prescribed 

requirements and enhance or complement site characteristics, and for the CDU, meet applicable 

TCEQ requirements for a barrier mesh of reinforced concrete. Also, a vadose zone monitoring 

system with redundant elements will be placed under the liner system, which will aid in early 

detection of contaminant migration. The RCRA design components are generally required for 

LDR-compliant waste disposal, and their intended function complements other FWF disposal 

unit design features. Components intended to satisfy RCRA requirements include two flexible 

membrane liner (FML) layers in the liner system. A double layer membrane system, leak 

detection zone, and monitoring riser system are incorporated into the FWF underliner system. 

The liner system for the FWF-CDU is shown in Figure 3.0-1-4 and Figure 3.0-1-5 while the liner 

system for the FWF-NCDU is shown in Figure 3.0-1-6 and Figure 3.0-1-7. The only difference is 

that the NCDU liner system does not include the one-foot layer of reinforced shotcrete 

(concrete). The FWF liner system is also depicted in Drawings C2.07, C2.08, and C2.09. 

The leak detection and leachate collection systems are divided into 125-foot wide cells, on 

average, to facilitate withdrawal and monitoring of leak and leachate liquids. In conjunction with 

the FML layers required by RCRA, a three-foot-thick, compacted clay liner serves as part of the 

overall liner system in the FWF. This compacted clay liner envelopes the FWF and is present on 

the floor, side slopes, and continues into the cover system. 

2' Protective Granular Soil 

1' Reinforced Shotcrete 

Leachate 

Collection 

and Removal 

Primary 

Composite 

Liner/Leak 

Detection Layer 

Secondary 

Composite 

Liner 

1' Sand Drainage Layer 

Geocomposite Drain 

60 Mil HDPE Geomembrane 

(FML) Liner 



(FML) Liner 

3' Compacted Clay 

(Red Bed Select Material) 

Secondary Barrier Layer 

Liner System Components (BOTTOM) (TYP.) 

Scale: NTS, Exploded View 

Figure 3.0-1-4. FWF-CDU Bottom Liner System 

March 16, 2007 3.0-1-16 Revision 12a





Leachate 

Collection 

and Removal 

Primary 

Composite 

Liner/Leak 


Secondary 

Composite 

Liner 


(6 oz. - Double Sided) 


(FML) Liner (textured both sides) 








Liner System Components (SIDE) (TYP.) 


Figure 3.0-1-5. FWF-CDU Side Slope Liner System 


Leachate 

Collection 

and Removal 

Primary 

Composite 

Liner/Leak 


Secondary 

Composite 

Liner 




(FML) Liner 



(FML) Liner 






Figure 3.0-1-6. FWF-NCDU Bottom Liner System 

March 16, 2007 3.0-1-17 Revision 12a




Leachate 

Collection 

and Removal 

Primary 

Composite 

Liner/Leak 


Secondary 

Composite 

Liner 


Sacrificial Liner 














Figure 3.0-1-7. FWF-NCDU Side Slope Liner System 

3.4.4.1 Secondary Composite Liner Layer 

The secondary composite liner in the FWF is intended to prevent migration of waste constituents 

to subsurface soil horizons during the active life of the disposal unit. The secondary composite 

liner consists of two components: 

1. A 3-foot layer of compacted low-permeability clay soil (permeability of 4E-09 cm/sec) 

constructed both on the floor and on the side slopes of the disposal units. 

2. A 60-mil high-density polyethylene (HDPE) FML installed directly above and in 

immediate contact with the low-permeability clay soil layer. 

The secondary composite liner is comprised of the low-permeability clay soil liner and 

geomembrane liner acting together. 

Clay within the secondary composite liner system consists of select red bed clay soil. This layer 

3-foot thick layer is continuous into the cover system and acts as an overall clay liner system, 

providing excellent long-term groundwater protection against the migration of hazardous 

pollutants and radionuclides. 

3.4.4.2 Leak Detection System 

The leak detection system (LDS) permits the rapid detection, collection, and removal of any 

liquid between the membrane liners in the secondary composite liner. This minimizes the liquid 

head on the secondary composite liner. The LDS also indicates a potential breach in the primary 

composite liner. The LDS is installed on the floor and along the side slopes of the disposal units 

directly above a 60-mil HDPE geomembrane in the secondary composite liner. The proposed 

LDS consists of the following components: 

1. A drainage layer designed to collect fluid that leaks through the primary composite liner 

(as well as any trapped construction water) installed directly above the 60-mil HDPE 

geomembrane in the secondary composite liner. Based on the specific design conditions 

for the disposal units, the leak detection drainage layer consists of a geocomposite 

drainage material with a minimum transmissivity (rounded) of 2E-04 m 2 /sec installed on 

March 16, 2007 3.0-1-18 Revision 12a




the cell walls, floor, and the dividing berms. The geocomposite drainage material consists 

of two layers of 6-oz geotextile, bonded to both sides (one geotextile to each side) of an 

HDPE geonet. The drainage layer is sloped at 2% grade towards a lateral collector pipe, 

which in turn slopes at 2% grade towards a collection sump. The geocomposite drainage 

material drains directly into a gravel sump, consisting of gravel and slotted pipe, located 

at the base of the side slope where it meets the floor as shown in Drawing C2.10 and 

C1.09. 

2. A collector pipe designed to convey the liquid collected from the drainage layer to a 

gravel sump located at the low point in the disposal unit cell floor. Based on the 

calculated leak volume and structural loading conditions for the disposal unit, the 

collector pipes are 6-inch HDPE slotted pipe having a maximum dimension ratio (DR) of 

7. The collector pipes have two slots 0.125 inches wide by 2 inches long at 6 inches on 

center to permit the liquid to enter the pipe. The collector pipes are installed in the gravel 

sump with a length of five feet (Drawing C2.10 and C1.09). The gravel has a hydraulic 

conductivity of 4.5 cm/sec or greater after compaction by vibratory equipment. No 

minimum compaction specification is required for the gravel because it provides 

maximum support for the drainage pipe when placed as loose fill. The minimum 

compaction associated with good construction practice is satisfactory. 

3.4.4.3 Leak Detection Riser 

A riser pipe (not shown in Figure 3.0-1-4 through Figure 3.0-1-7) extends from the gravel sump of 

the LDS to the surface along the side slope between the geomembranes in the secondary composite 

liner and the primary composite liner/leak detection layer. The gravel sump and sloping riser are 

shown in Drawing C2.12. A pump located at the bottom of each riser pipe will convey liquid 

through a hose to the top of the disposal unit for transfer to tanker trucks. For this design, the riser 

pipe is an 8-inch HDPE pipe having a maximum DR of 9. Water removal from the sumps will be 

managed as described under Water Management in Section 5.0 of the LA. 

The sidewall riser penetrates the primary composite liner at the top of the disposal unit at 

elevation of the operational ledge or bench. A pipe boot made from HDPE plate heatformed to a 

153.4° angle and an HDPE pipe section sized to fit snugly around the riser pipe is placed over 

the riser and welded to the primary liner. The top segment of the riser is a short section with a 

removable lid (cap) that contains multiple threaded nozzles to accommodate discharge hose, 

power cable, and suspension cable access to the leak detection pump. At cell closure, the 

exposed portion of the sidewall riser will be extended to protrude through the final cap to final 

closure grade. 

3.4.4.4 Leak Detection Pump 

The leak detection pump (not shown in Figure 3.0-1-4 through Figure 3.0-1-7) is a low-volume 

submersible pump. The pump is controlled by a liquid level sensor in addition to manual controls 

at the top of the riser. The pump incorporates integrated dry-run protection; when the fluid level 

falls below the inlet of the pump, the pump automatically shuts off. After a programmable period 

of time, or by manual control, the pump may be restarted. Pump conveyance capacity is 

17 gallons per minute at 133 feet of total head, which is the head that will be encountered after 

the cover system is installed and the detection riser is extended to surface grade. Hence, pumps 

March 16, 2007 3.0-1-19 Revision 12a




will function in accordance within the manufacturer’s specifications for flow and total head in 

removal of leak volumes from the FWF disposal unit. 

3.4.4.5 Primary Composite Liner 

The purpose of the primary composite liner is to prevent the migration of wastes to the 

underlying leak detection system (LDS). The primary composite liner consists of a 60-mil HDPE 

geomembrane liner installed directly below and in contact with a protective/drainage 

geocomposite, and directly above the drainage (geocomposite) layer on the floor and side slopes 

of the disposal unit. The geomembrane liner acts as the primary composite liner, and is shown on 

Drawings C2.17. 

The primary composite liner on the sidewalls consists of one 60-mil HDPE geomembrane 

textured on both sides also shown on Drawing C2.17. Textured geomembrane is also used on the 

dividing berms within the FWF. The textured surface improves the shear angle between the 

membrane and the geocomposite drainage material directly below the membrane. The difference 

between the side slope angle and the friction angle was used to calculate the tension in the 

geomembrane liner. Higher friction angles reduce the tension in the liner and reduce the applied 

load at the anchor trench because more of the live loads are transmitted to the foundation soil. 

3.4.4.6 Leachate Collection and Removal Layer 

The Leachate Collection and Removal Layer (LCRL) ensures that the depth of free liquid above 

the primary composite liner does not exceed one foot. The LCRL is installed on the floor and 

along the side slopes of the FWF disposal units, directly above the primary 60-mil HDPE 

geomembrane liner in the primary composite layer. Details of the LCRL are presented on 

Drawing C2.21 and C1.12. The LCRL consists of the following components: 

1. A drainage layer designed to collect leachate percolating through the waste material. It is 

also designed to convey the liquid at a rate faster than the impingement rate such that the 

hydraulic head on the liner does not exceed one foot. Fine gravel is sloped toward a 

lateral collection and conveyance trench consisting of slotted pipe surrounded by gravel. 

The drainage layer consists of one layer of geocomposite drainage material with a 

minimum transmissivity of 2E-04 m 2 /sec. This geocomposite material drains directly to a 

slotted pipe and gravel collection and conveyance trench. The geocomposite material is 

also designed to prevent puncture of the underlying geomembrane by sharp rock or 

gravel and is installed between any gravel-filled sumps or collection or conveyance 

trenches and the geomembrane. Hence, the geocomposite serves a dual purpose: a 

protective blanket and to promote drainage. The geocomposite material consists of one 

layer of 6-oz geotextile, bonded to the bottom side (the bottom side faces the 60-mil 

HDPE geomembrane liner) of an HDPE geonet. The geocomposite drainage material is 

anchored in the same anchor trench as the FML liner. 

2. The collector pipe is designed to convey the liquid collected in the drainage layer to the 

gravel sump. Based on the specific design conditions for the disposal units, the collector 

pipes are 6-inch HDPE slotted pipe having a maximum DR of 9. The collector pipes have 

two slots, 0.125 by 2 inches at 6 inches on center on the underside of the pipe. The 

collector pipes are installed in drainage rock gravel trenches placed at a specified relative 

March 16, 2007 3.0-1-20 Revision 12a




density. The gravel has a minimum hydraulic conductivity of 5 cm/sec at the specified 

density. 

3.4.4.7 Leachate Collection and Removal Riser 

A side slope riser pipe (not shown in Figure 3.0-1-4 through Figure 3.0-1-7) constructed of 20- 

inch HDPE pipe having a maximum dimension ratio of 9 extends from the gravel sump along a 

side slope trench and through the cover system to the surface. Piping details are shown on 

Drawings C1.12 to C2.23. On each side of the side slope elbow, the pipe increases to 24 inch 

HDPE to accommodate the leachate collection pump. These pipes consist of 8-foot long pipe 

spools, connected to both ends of the side slope elbow. 

Side slope riser pipes extend up from leachate sumps, which are located at the low point of the 

primary liner bottom, to the top of the landfill and through the final cover system. Leachate risers 

are constructed in trenches extended up the side slope on the side facing the trench opening with 

the primary and secondary liners previously applied to the trench bottom (Drawing C2.11, 

C2.17). The top segment of the riser is a short section with a removable lid (cap) that contains 

multiple threaded nozzles to accommodate discharge hose, power cable, and suspension cable 

access to the leachate pump. At closure, a shop fabricated pipe boot from HDPE plate heatformed 

to a 153.4° angle is field welded to the final cover geomembrane, and will fit snugly 

around the riser. A second cylinder made of FML material shingles over the first boot and is 

fastened to the riser pipe to prevent water infiltration. 

3.4.4.8 Leachate Pump 

A multistage centrifugal pump (not shown in Figure 3.0-1-4 through Figure 3.0-1-7) is located at 

the bottom of the leachate collection and removal riser pipe. The pump will be placed in the 

horizontal portion of the riser system, and can be removed for service or replacement from the 

top of the side slope riser. Liquid level sensors control the pump and maintain the level of 

leachate in the horizontal portion of the riser below 12 inches. Level sensors (pressure 

transducers), with control setting to detect leachate above the 12-inch depth, alarm when liquid 

level exceeds a preset value. Pump conveyance capacity is more than 200 gallons per minute at 

120 feet of total head and will function in accordance with manufacturer’s specifications for flow 

and total head after closure, should pumping still be necessary. 

WCS will use a common trash pump to remove clean run-on controlled water out of the disposal 

unit trenches. This type of high volume pump will be used at the cell expansion bottom as it is 

excavated, at the interim and final cover layers as they are constructed, and at the open caliche 

slope and red bed ledge. The pumped water will be managed in accordance with water 

management procedures. During operations, the leachate pumps are designed to convey the 100- 

year storm run-off out of the operating disposal unit (cell) within a specific timeframe. The 

pumps must operate at a specific capacity (high volume) and overcome elevation headloss as 

well as some friction and minor losses. WCS selected a pump based on these criteria and 

operational considerations. The design of facilities, with the leachate sump consisting of gravel 

media and geotextiles, will allow for the flow of water while preventing clogging, potential 

removal of the gravel, and sedimentation of the sump. These same operational pumps will 

remain in place after closure of the cells to remove residual leachate for a period of 30-years. The 

design (material, diameter, location) of the side slope riser pipes (casings), which receive the 

March 16, 2007 3.0-1-21 Revision 12a




leachate pumps provide for retrieval of the pump for maintenance or change out. This same 

description and design feature applies to the leak detection pumps. 

3.4.4.9 Sand Drainage Layer 

The sand drainage layer placed above the geocomposite layer protects both the geocomposite 

layer and the drainpipe from degradation by UV radiation (sunlight) or injury from the processes 

of placement of canisters and compaction of the wastes. The HDPE liners and geosynthetic 

materials must also be protected from vehicle traffic. Two layers of protective material are 

placed above the gravel drainage layer on the floor (and above and below the concrete barrier) of 

the disposal units, as follows: 

The bottom layer consists of a 12-inch layer of sand and gravel designed as a filter for the 

underlying drainage material with a minimum hydraulic conductivity of 1E-04 cm/sec. For the 

FWF-NCDU, this layer may be select waste, contaminated granular soil, or aggregate as long as 

it meets the specifications for grain-size distribution and permeability. For the FWF-CDU, this 

layer will use aggregate that meets the specification for gradation. Above the concrete barrier 

(FWF-CDU), there is an additional layer of protective granular soil that acts a cushion and 

provides separation between the bottom of the concrete canisters. This layer acts to minimize 

potential moment and shear forces at these interfaces. Refer to Section 3.4.4.10 for a description 

of the concrete barrier. 

For the FWF-NCDU, a 20 mil geomembrane is placed on the side slopes to protect the 

geocomposite drainage layer from exposure to UV degradation. The side slope protective 

geomembrane layer must be removed as wastes are placed to eliminate the weak interface 

created by two adjacent geomaterials (the protective/sacrificial geomembrane and the upper 

geotextile of the geocomposite drainage layer.) For the FWF-CDU, along the slide slopes the 

reinforced concrete barrier is placed directly in contact with the 6-oz geocomposite drain 

(primary system). 

3.4.4.10 Reinforced Concrete Barrier 

The FWF-CDU includes a continuous envelope of reinforced concrete, surrounding the placed 

and waste filled concrete canisters. The reinforced concrete barrier, as a continuous envelope 

barrier, is placed on the cell floor (including the berms), side slopes, and as part of the cover 

system. This concrete barrier is constructed of epoxy coated welded wire fabric and high strength 

shotcrete. The geostructural behavior of this barrier is demonstrated in the structural stability 

modeling using FLAC (refer to Appendix 3.4-1). Drawings showing sections and details of the 

reinforced concrete barrier for provided in Appendix 3.0-2; a specification is presented in 

Appendix 4.2.3. 

The FWF-NCDU includes a reinforced concrete header as a component of its cover system just 

like in the FWF-CDU. The FWF-NCDU does not, however, include reinforced concrete in the 

disposal unit floor side slopes or floor berms. 

Shotcrete placement methods will be used to construct the side slope walls, trench floor and floor 

berms, and concrete header in the cover system. Concrete design parameters include 5,000 psi 

compression strength and 60,000 psi steel yield strength. Reinforcement in the concrete barrier 

will be two layers of 6-inch by 6-inch mesh of W6.5 x W6.5 welded wire fabric (WWF), one 

March 16, 2007 3.0-1-22 Revision 12a




layer in the top slab and one in the bottom. All reinforcement will be supported using chairs or 

other compatible support devices that are installed prior to placing the shotcrete. Two inches of 

cover will be provided for the top layer of WWF and three inches for the bottom layer. The 

WWF will run continuous through all transition joints with all overlaps of at least 36 inches in 

length. The shotcrete will be installed in continuous progressive quantities, and according to the 

specifications for shotcrete in Appendix 4.2.3. Shotcrete will be installed using a wet-mix 

process. This process consists of thoroughly mixing the cementitious binder, aggregate, and 

mixing water, but excluding accelerator. The concrete mix is then introduced into the chamber of 

the delivery equipment. An accelerator is added at the nozzle with additional air injected at the 

nozzle to increase velocity and improve the gunning pattern. The concrete is jetted from the 

nozzle at high velocity onto the surface to be shotcreted. The physical properties of sound 

shotcrete are comparable to those of conventional concrete having the same composition. 

The transition joint between the reinforced concrete floor and the shotcrete side slope wall will 

require the welded wire fabric to extend out of the floor into the side slope. Likewise the 

transition from the side slope to the header layer (above the waste) will require the welded wire 

fabric to extend out of the side slope. This joint will be formed and require inclusion of water 

stop to prevent the possibility of moisture influx and use of a crack meter for monitoring of 

potential movement. However in all other locations, because of the placement method using 

shotcrete overlapping joints in the concrete barrier are eliminated per Section 5.7 of ACI 506R- 

90, “Guide to Shotcrete.” Placement of concrete using shotcrete methods does not form cold 

joints in the concrete during the starting and stopping of placement operations. Drawings sheets 

S1.6 and S2.6 in Appendix 3.0-2 show typical cross sections of the reinforced concrete barrier. 

3.4.4.11 FWF Liner System Material Specifications 

Geotextile filter fabric and soil filter layers for FWF liner construction shall satisfy the following 

design criteria: 

D15 of the filter / D85 of overlaying soil 4 TO 5 

Gravel-sand mixture shall be free from organic matter and shall conform to the following 

gradation: 

U.S. STANDARD SIEVE SIZE 

PERCENT BY WEIGHT PASSING 

3/4 inch 100 

3/8 inch 70-100 

No. 4 55-100 

No. 10 35-95 

No. 20 20-80 

No. 40 10-5 

No. 100 0-2 

March 16, 2007 3.0-1-23 Revision 12a




Sand shall be clean and free from dust, clay, loam, or vegetation and shall be graded from coarse 

to fine to meet the following requirements: 



3/8 inch 100 

No. 4 95-100 

No. 8 80-95 

No. 16 50-85 

No. 30 5-60 

No. 50 5-30 

No. 100 0-10 

Pea gravel shall be free from organic matter and conform to the following gradation 



3/8 inch 100 

No. 8 0-5 

Gravel used for drainage layers shall be composed of hard, durable, angular pieces having a 

specific gravity of not less than 2.65 and conform following gradation: 



1 – 1½ inch 100 

¾ inch 30-75 

½ inch 15-55 

¼ inch 0-5 

3.4.5 CWF Liner System 

The CWF disposal unit design does not include RCRA-prescribed design components, but most 

of the natural component layers are similar to corresponding FWF component layers. The CWF 

bottom and side liner systems are depicted in Drawings C1.05 and C1.06, and is illustrated in 

Figure 3.0-1-8 and Figure 3.0-1-9. The bottom liner system consists of 5 layers as shown in 

Figure 3.0-1-8. The side slope liner system consists of 3 layers as shown in Figure 3.0-1-9. A 

vadose zone monitoring system with redundant elements will be placed under the liner system, 

which will aid in early detection of contaminant migration. A water collection and sloping riser 

March 16, 2007 3.0-1-24 Revision 12a




water removal system overlies the primary liner layer for removal of incidental water during 

operation. 


(K 1X10 -4 cm/sec) 




3' Low Permeability Clay Liner 




Figure 3.0-1-8. CWF Bottom Liner System 



3' Low Permeability Clay Liner 




Figure 3.0-1-9. CWF Side Slope Liner System 

3.4.5.1 Primary Liner Layer 

Clay within the CWF liner layer consists of select red bed clay soil. This layer is a 3-foot thick 

compacted low-permeability clay liner (permeability of 4.0E-09 cm/sec) constructed both on the 

floor and on the side slopes of the disposal units. This liner is continuous into the cover system 

and acts an overall CWF clay liner system which provides excellent long-term protection of 

groundwater against the migration of radionuclides. 

3.4.5.2 Leachate Collection and Removal Layer 

The CWF Leachate Collection and Removal Layer (LCRL) ensures that incident precipitation 

entering the disposal unit can be withdrawn. The LCRL is installed on the floor and along the 

March 16, 2007 3.0-1-25 Revision 12a




side slopes of the disposal units, directly above the compacted clay liner underlying the disposal 

unit. Details of the LCRL are shown on Drawing C1.12. The LCRL is proposed to consist of the 

following elements: 

1. A drainage layer designed to collect water percolating around the waste canisters and to 

convey the liquid at a rate faster than the impingement rate such that the hydraulic head 

on the liner is minimized. Based on the design storm event for the disposal units, the 

drainage layer consists of one foot of granular material with a minimum permeability of 

1E-04 cm/sec installed on the disposal unit floor. The fine gravel is sloped toward a 

lateral collection and conveyance trench consisting of slotted pipe surrounded by gravel. 

The drainage layer also consists of one layer of geocomposite drainage material with a 

minimum transmissivity of 2E-04 m 2 /sec installed on all the side and dividing berm 

slopes. The geocomposite drains directly to a slotted pipe and gravel collection and 

conveyance trench. The geocomposite drainage material is anchored in the anchor trench 

with construction of the clay liner transition. 

2. The collector pipe is designed to convey liquid collected in the drainage layer to the 

gravel sump. Based on the design storm event for the disposal unit, the collector pipes are 

6-inch HDPE slotted pipe having a maximum DR of 7. The collector pipes have two 

slots, 0.125 by 2 inches at 6 inches on center on the underside of the pipe. The collector 

pipes are installed in drainage rock gravel trenches. The gravel has a minimum hydraulic 

conductivity of 5 cm/sec at the specified density. 

3.4.5.3 Leachate Collection and Removal Riser 

A side slope riser pipe (not shown in Figure 3.0-1-8 or Figure 3.0-1-9) constructed of 20-inch 

HDPE pipe having a maximum dimension ratio of 9 extends from the gravel sump along a side 

slope trench and through the cover system to the surface. Piping details are shown on Drawings 

C1.12. On each side of the side slope elbow, the pipe increases to 24 inch HDPE to 

accommodate the leachate collection pump. These pipes consist of 8-foot long pipe spools, 

connected to both ends of the side slope elbow. A pump located in the horizontal portion of the 

pipe is removable through the side slope riser pipe, and conveys liquid out of the sump. 

Side slope riser pipes extend up from leachate sumps located at the low point above the primary 

liner to the top of the disposal unit. The risers are extended up the 2:1 side slope in bedded 

trenches, terminating at the 50 feet terrace where personnel can monitor and remove liquid to 

tanker trucks. The top segment of the riser is a short section with a removable lid (cap) that 

contains multiple threaded nozzles to accommodate discharge hose, power cable, and suspension 

cable access to the leachate pump. At closure, a shop-fabricated pipe boot from HDPE plate 

heat-formed to a 153.4° angle will fit snugly around the riser. A second cylinder made of FML 

material shingles over the first boot and is fastened to the riser pipe to prevent water infiltration. 

As the evapotranspiration portion of the final cover is constructed over the disposal unit, a 

secondary pipe boot and cylinder will be placed at this penetration, as well. 

3.4.5.4 Leachate Pump 

A multistage centrifugal pump (not shown in Figure 3.0-1-8 or Figure 3.0-1-9) is located at the 

bottom of the leachate collection riser pipe. Liquid level sensors control the pump and maintain 

the level of leachate in the horizontal portion at preset levels, or alarm for manual control. The 

March 16, 2007 3.0-1-26 Revision 12a




pump is designed of material to resist a high pH. Pump conveyance capacity is greater than 250- 

gallons per minute at 87 feet of total head and will function within the manufacturer’s 

specifications for flow and total head after closure, should pumping still be necessary. 

3.4.5.5 Liner System Protective Layer 

In the floor of the CWF, the material placed above the drainage layer protects the drainage layer 

and the drainpipe from damage related to waste operations. One layer of protective material is 

placed above the concrete barrier on the floor of the disposal unit that consists of a 24-inch layer 

of protective granular material that acts a cushion and provides separation between the bottom of 

the concrete canisters. This layer acts to minimize potential moment and shear forces at these 

interfaces. Refer to Section 3.4.5.7 for a description of the concrete barrier. This layer may be 

other aggregate as long as it meets the specifications for grain-size distribution and permeability. 

Along the slide slopes the reinforced concrete barrier, constructed of shotcrete will be placed 

directly against the geocomposite drain. 

3.4.5.6 CWF Liner System Material Specifications 

Geotextile filter fabric and soil filter layers for CWF liner construction shall satisfy the following 

design criteria: 


Gravel-sand mixture shall be free from organic matter and shall conform to the following gradation: 



3/4 inch 100 

3/8 inch 70-100 

No. 4 55-100 

No. 10 35-95 

No. 20 20-80 

No. 40 10-5 

No. 100 0-2 



March 16, 2007 3.0-1-27 Revision 12a






3/8 inch 100 

No. 4 95-100 

No. 8 80-95 

No. 16 50-85 

No. 30 5-60 

No. 50 5-30 

No. 100 0-10 

Pea gravel shall be free from organic matter and conform to the following gradation: 



3/8 inch 100 

No. 8 0-5 

Gravel used for drainage layer shall be composed of hard, durable, angular pieces having a 

specific gravity of not less than 2.65 and conform to the following gradation: 



1 – 1½ inch 100 

¾ Inch 30-75 

½ Inch 15-55 

¼ Inch 0-5 

3.4.5.7 Reinforced Concrete Barrier 

The CWF reinforced concrete barrier will be identical to that used in the FWF-CDU, except for 

the differences in disposal unit length and width or side slope distance. As in the FWF-CDU, it 

will be 1-foot thick. The CWF concrete barrier includes a continuous envelope of reinforced 

concrete, surrounding the placed and waste filled concrete canisters. The reinforced concrete 

barrier also acts as another constructed system in addition to the compacted clay liner. The 

reinforced concrete barrier is placed on the cell floor (including the berms), side slopes, and as 

part of the cover system. This concrete barrier is constructed of epoxy coated welded wire fabric 

and high strength shotcrete. Additional details on the reinforced concrete barrier are presented in 

3.4.4.10 of this appendix. The geostructural behavior of this barrier is demonstrated in the 

structural stability modeling using FLAC (refer to Appendix 3.4-1). Drawings showing sections 

March 16, 2007 3.0-1-28 Revision 12a




and details of the reinforced concrete barrier for provided in Appendix 3.0-2; a specification is 

presented in Appendix 4.2.3. 

3.5 Reinforced Concrete Canisters 

This section summarizes the design and analysis performed to assess the structural integrity of 

the concrete canisters for use in the FWF-CDU and the CWF. Cylindrical and rectangular 

canisters were designed to resist all load combinations and deformations imposed during the 

lifecycle of the canisters and components, including fabrication, transport, delivery, placement, 

loading, grouting, and loading with the final cover in place. Loads include gravity forces from 

stacks of canisters, flowable fills, overburden loads related to closure cover burdens, as well as 

loads from construction equipment. Wind pressure loads were considered, but are not controlling 

for any service condition. Deformation strains on the canisters after closure include settlement 

and earthquake effects. 

A combination of analysis methods was employed to evaluate structural stability of the 

cylindrical and rectangular canisters under varying configurations. Linear, static analyses were 

performed for gravity loads, earth pressures, and fluid grout pressures. Wall, floor, and cover 

members were also evaluated using general shell finite element techniques using the SAP2000 

computer program. This integrated structural analysis and design software suite has been well 

tested since commercial introduction over 30 years ago. The walls, floors, covers, and footing 

pads, and internal grout were represented in the finite element models. The slab and wall 

elements of the canister were represented using general shell elements in the model. These 

elements account for both bending and membrane behavior (e.g., in plane and out of plane 

deformation) of the various canister components. The sensitivity of cylindrical and rectangular 

canister design results to variations in input parameter values are included Appendix 3.0-3, 

Attachment 3.0-3.9, Section A-11. 

Both the cylindrical and the rectangular concrete canisters are designed and fabricated to satisfy 

the strength requirements of ACI 318-02 and ACI 349, as stated and justified for various loading 

conditions throughout Appendix 3.0-3, Attachment 3.0-3.9. The design basis for the canisters 

includes the assumption that the canister is located in the bottom layer of the FWF-CDU, where 

loads will be greatest (seven layers of canisters in the FWF-CDU versus only four in the CWF). 

The canisters are designed so that after 300 years of potential degradation, the structure still has 

safety factors that are 1.0 or more, as shown in Appendix 3.0-3 (Attachments 3.0-3.10, 3.0-3.10, 

and 3.0-3.11) and Appendix 3.0-3, Attachment 3.0-3.9, Section A-11. Thus, the canisters provide 

the structural stability for not less than 300 years, as required for Class B and Class C LLRW. 

Implicit in the methodology of ACI 318-02 is allowance for the possibilities that the designed 

and constructed/fabricated structure might fail due to overload or understrength. This ACI 

standard was derived so that the strength of the designed and constructed/fabricated structure 

would be greater than the anticipated applied loads in 99 percent of cases. Based on ACI code, 

the canisters have a chance of failure that is significantly less than 0.01 considering the potentials 

for both “overload” and “understrength” (MacGregor 1997, 1976). 

The canisters exposed to the greatest loads (i.e., those in the bottom layer of the FWF-CDU) 

must satisfy ACI 318-02 design requirements. Thus, the probability of failure by both overload 

May 1, 2007 3.0-1-29 Revision 12c




and understrength will be significantly less that 0.01 for canisters placed in all locations of 

canister waste disposal units except the bottom layer of FWF-CDU. Moreover, as shown in 

Table 3.0-1-1, applied loads will be less than design loads and safety factors greater than the 

minimum required by ACI 318-02 at all locations except the bottom layer of the FWF-CDU. 

Table 3.0-1-1. Summary of Canister Design by Location in Disposal Unit 

LAYER WITHIN DISPOSAL UNIT 

APPLIED LOAD 

(kips) 

PERCENT OF 

DESIGN LOAD 

SAFETY 

FACTOR 

Seventh (Bottom of FWF-CDU) 1,186 100 1.4 

Sixth 1,071 90 1.6 

Fifth 956 81 1.7 

Fourth (Bottom of CWF) 841 71 2.0 

Third 726 61 2.3 

Second 611 52 2.7 

First (Top) 496 42 3.3 

Hypothetical canister failure scenarios are considered and their effects on disposal unit integrity 

shown in Appendix 3.4-1. That appendix shows the effects of the four hypothetical canister 

failure scenarios described in Table 3.0-1-2. 

Table 3.0-1-2. Canister Failure Scenarios 

CASE DESCRIPTION PROBABILITY 

1 

2 

3 

4 

One canister in 100 is assumed to fail. Failures are randomly distributed 

in bottom layer of canisters. 

One canister in 100 is assumed to fail. Seven (7) adjacent canisters fail in 

the bottom layer of canisters. 

One canister in 100 is assumed to fail. Fourteen (14) adjacent canisters 

fail: a cluster of seven in the bottom layer of canisters and a similar 

cluster of seven in the layer of canisters immediately above. 

One canister in 100 is assumed to fail. Nineteen (19) adjacent canisters 

fail in the bottom layer of canisters. 

0.64 

1E-14 

1E-28 

1E-38 

Notwithstanding the hypothetical canister failure scenarios and the low probabilities of 

occurrence, the projected impact on the stability and integrity of the disposal unit is minimal, as 

shown in Appendix 3.4-1. 

Figure 3.0-1-10, Figure 3.0-1-11, and Figure 3.0-1-12 present typical cross section illustrations 

of canister configurations proposed for the FWF-CDU, FWF-NCDU, and CWF. These figures 

illustrate the configuration considered in the structural design and analysis process. Figure 3.0-1- 

March 16, 2007 3.0-1-30 Revision 12a




10 illustrates the typical, concentric stacking configuration to be used in both facilities for waste 

placed in canisters. A uniform canister design approach was developed for both the CWF and 

FWF-CDU, to simplify inventory requirements, operational decisions, and fabrication 

complexity. One type of canister is proposed for the facilities. The cylindrical canister design is 

intended for the most severe loading conditions presented by both sites. The design includes 

alignment features to simplify modular stacking. The cylindrical canisters are designed so that 

special fabrication techniques and transport processes are unnecessary. This ensures multiple 

manufacturers using standard casting methods can construct the canisters. 

A footing pad is designed for use as a base under the first layer of canisters in the FWF-CDU. A 

round pad is designed for cylindrical canisters, and is illustrated in Figure 3.0-1-11. A similar 

rectangular pad is illustrated in Figure 3.0-1-12. These pads serve as a foundation to transfer 

canister wall loads to the base soil without inducing a shear failure mode in the floor of the 

canister. This component is not required in the CWF, as the reduced depth of placement will not 

induce shear failure at the lowest level of placement. Footing pad details are provided in 

Drawing S2.5 

The concrete for precast canisters shall be normal weight with specific compressive strength of 

5000 psi at 28 days, when tested using standard cylinders according to ASTM C39. Cement for 

precast concrete shall conform to the specifications for Type V Portland cement according to 

ASTM C150. Unless otherwise noted, concrete aggregate shall conform to specifications of 

ASTM C33. The aggregate shall be shown by service records or laboratory examination to result 

in no alkali-silica reaction, cement-aggregate reaction, or expansive alkali carbonate reaction. 

The water to cement ratio for precast concrete shall be less than or equal to 0.3 by weight. All 

concrete shall be air entrained. The air entrainment agent shall conform to ASTM C260, and 

added as recommended by the manufacturer. Average air content shall be 6% to 7% by volume 

of concrete. Sulfate and sulfide content in aggregate and sand used for concrete shall be 

minimized to the extent possible. The initial chloride concentration in concrete shall be equal to 

or less than 100 ppm. Refer to the technical specification for precast concrete for additional 

information (03 40 000, Appendix 4.2.3). 

Unless otherwise specified, concrete cover shall be provided over epoxy-coated, reinforcing steel 

or welded wire fabric as follows: 

Precast concrete exterior wall 

Precast concrete interior wall 

Precast concrete floor 

Grout roof 

1.00 in. 

0.75 in 

1.25 in. 

1.50 in. 

Epoxy-coated, welded wire fabric, substituted for the designed reinforcement, shall conform to 

ASTM A185, and shall be equal or greater in strength than the designated reinforcement. All 

reinforcing steel shall be epoxy-coated, deformed type and shall comply with ASTM A775, 

ASTM D3963, and ASTM A-615 Grade 60. Reinforcement shall be fabricated in accordance 

with the fabricating tolerances given in ACI SP-66. 

March 16, 2007 3.0-1-31 Revision 12a




Temporary Cover 

Precast Top Cap On Stack of Canisters 

Temporary Cover 

10'-2.5" 

Grouted 

LLRW 

Grouted 


10'-2.5" 

Grouted 


Grouted 


1.5 

12" 

Precast Footing Pad 

Precast Footing Pad 

Figure 3.0-1-10. Typical Canister Stacking Configuration 

March 16, 2007 3.0-1-32 Revision 12a




Figure 3.0-1-11. Precast Cylindrical Footing Pad 

March 16, 2007 3.0-1-33 Revision 12a




Figure 3.0-1-12. Precast Rectangular Footing Pad 

To optimize the load-carrying capacity of the canisters, structural strength concrete grout 

(2,000 pounds per square inch (psi) at 28 days) was selected for filling internal canister voids 

after waste packages have been loaded. This is illustrated for a cylindrical canister in Figure 3.0- 

1-13 and a rectangular canister in Figure 3.0-1-14. Note that each of these figures shows only 

one possible scenario for waste container placement within a cylindrical or rectangular canister; 

other possibilities for waste container types and configurations are shown in Appendix 5.4.1. 

In addition to filling all voids within the canister, the grout also forms a series of structural 

partitions between the placed drums and boxes that function in compression. These cast-in-place 

structural grout members are laterally constrained by the waste containers in the canister. The 

grout layer immediately inside the precast canister also contributes to structural function by 

enlarging the area subject to compression. The composite action of the structural grout on the 

interior of the canisters was counted on only for compression loads. The grout was not counted 

on in flexure to increase the bending capacity of the wall or slab if the grout was in tension. The 

grout was neglected in this case when it was in tension. No credit was taken in the design for the 

reinforcing offered by the steel containers of LLRW cast with the grout. However, the formed 

shape of the steel containers was counted on to keep the grout in position as it was poured into 

the canister. The lateral restraint of the steel container was also counted on to hold the cured 

grout in contact with the precast canister walls to produce composite action under compression 

March 16, 2007 3.0-1-34 Revision 12a




or bearing loads. Another benefit is that the grout effectively fills voids. It is specified with 

maximum slump so that while maintaining its structural strength of 2,000 psi it will flow and fill 

voids. 

Figure 3.0-1-13. Cylindrical Canister with Grouting 

Canisters will be separated by a minimum space of 12 inches so that sand/flowable fill can be 

placed as backfill material, and will be placed as specified in Appendix 5.5. A plan view 

illustration of canister spacing is provided in Figure 3.0-1-15. 

March 16, 2007 3.0-1-35 Revision 12a




Figure 3.0-1-14. Rectangular Canister with Grouting 

March 16, 2007 3.0-1-36 Revision 12a




12" Minimum Spacing Between 

Canisters (typ.) 

12" 

Figure 3.0-1-15. Granular Fill Between Canisters 

Reinforced concrete covers are designed for use on the top canister of each canister stack, and 

are illustrated in Figure 3.0-1-16 and Figure 3.0-1-17. These will be used at various levels in the 

FWF-CDU and CWF, and will provide a working surface for operations personnel. They will 

also provide radiation shielding from internal contents, if necessary. A continuous, reinforced 

shotcrete slab is specified for the FWF-CDU and CWF top layer, and all canister stacks will be 

extended to approximately the same level in these units. The slab is designed one-foot thick with 

w6.5 x w6.5 welded wire fabric on 6-in x 6-in grids in two layers. 

May 1, 2007 3.0-1-37 Revision 12c




Figure 3.0-1-16. Precast Cylindrical Canister Cover 

March 16, 2007 3.0-1-38 Revision 12a




Figure 3.0-1-17. Precast Rectangular Canister Cover 

The controlling load case for the canister design was the lowest level of the FWF. A 6-inch 

sidewall thickness was selected for the cylindrical canisters based on this placement. Sidewalls 

for the rectangular canister were selected at 8 inches. Out-of-plane shear forces dictated the 

design thickness of the canister bottom pads and covers. For the canisters located at the base of 

the FWF unit, the footing pad distributes the large soil pressures to the canister walls without 

shearing the canister floor. This canister design exceeds service demands for the CWF. Figure 

3.0-1-18 provides an illustration of the cylindrical canister dimensions, and Figure 3.0-1-19 

illustrates dimensions of the rectangular canister. 

March 16, 2007 3.0-1-39 Revision 12a




Figure 3.0-1-18. Cylindrical Canister Dimensions 

March 16, 2007 3.0-1-40 Revision 12a




Figure 3.0-1-19. Rectangular Canister Dimensions 

March 16, 2007 3.0-1-41 Revision 12a




3.6 Disposal Unit Earthquake Stability 

During the disposal operations, the excavation and placement of canisters into the excavation 

will produce conditions that require stability analysis. Examples include the stacking of canisters 

and backfilling against stacked rows of canisters. 

The site-specific peak horizontal ground accelerations for the earthquake with a 2500-yr return 

period are only 0.04g (4% of gravity) at the bottom of the Federal site (120 feet below ground 

surface) and 0.05g (5% of gravity) at ground surface. The UBC/IBC ground acceleration for the 

site region was used in the canister design (0.10g). These levels of horizontal ground acceleration 

will not induce unstable conditions in the backfills or sliding or tipping of the canister. The 

earthquake induced inertial loads are of no consequence at these low ground acceleration levels, 

based on past experience with ground motion stability studies of similar soil slopes as well as 

similar rigid cylinder and block objects supported on flat surfaces, with variable coefficients of 

friction. 

The post-closure configuration of stacked canisters buried under 25 to 45 feet of multi-layer 

cover, as shown in Figure 3.0-1-1, Figure 3.0-1-2, and Figure 3.0-1-3, provide a highly stable 

configuration. The density and stiffness of the buried materials (i.e. canisters, grout, and clay 

cover) is relatively close to the properties of the native in situ clay soils that surround the 

excavation. Under dynamic earthquake motions there will be little soil-structure interaction due 

to the close matching of stiffness and mass between fill and in situ soil. (Refer to the evaluation 

of structural stability of disposal units by numerical modeling with FLAC, Appendix 3.4.1.) 

One dimensional site soil profile analysis performed to assess the in situ soil seismic response 

with depth has demonstrated that the maximum shear strains in the canisters for PGA of 0.04 to 

0.05g would be on the order of 4E-05 in/in. Most of this strain will be concentrated in the soft 

granular fill between the stiff concrete canisters. However, conservatively assuming all the shear 

strain is concentrated in the canister walls and none in the granular fill, the computed shear strain 

induced shear stresses would be about 10% of the cracking strength of un-reinforced concrete. 

Even doubling or tripling the earthquake to 0.10g or 0.15g will not induce significant in-plane 

shear strains that could lead to over stress and cracking. 

In summary, this low level of ground acceleration and the lack of significant soil-structure 

interaction between canisters, fill and in situ surrounding clay soils lead to a structurally stable 

condition for the post-closure site configuration. Canister shifting and settlement leading to cap 

cracking is not credible under these conditions and levels of earthquake motion. 

3.7 Wind and Tornado 

Design wind pressures have little effect on the stability of the precast canisters during disposal 

operations. The massive concrete canisters, even empty, are not at risk of sliding or tipping from 

lateral wind gusts. These concrete canisters will not be subjected to high winds because they will 

be received from the manufacturer and immediately placed in the disposal unit. Even so, the 

canisters are conservatively intended to withstand a substantial (160-mph) wind gust. 

March 16, 2007 3.0-1-42 Revision 12a




3.8 Non-Canister Waste Placement 

WCS proposes to dispose of stable Class A waste using alternative methods to meet the 

requirements of TAC 336.733. These alternatives methods are fully described in Appendix 5.4.1- 

2 along with the justification of their use. 

The proposed alternative FWF-NCDU is designed to provide structural stability (see 

Appendix 5.4.1-2) for non-canister waste. Most of the waste can be compacted directly in the 

waste cell at 90% of modified proctor at optimum moisture content. Compaction effectiveness 

will be verified using standardized construction placement methods and field test methods. 

Non-canister waste material includes soil (granular and aggregate matrix), rubble, and debris bulk 

materials that have been evaluated to meet the structural stability requirements proposed in 

Appendix 5.4.1-2 for disposal at WCS. The non-canister waste must meet waste profile approval 

criteria (including radiological, chemical, and structural requirements) prior to generator shipment 

and specific tests for acceptance for disposal once arrived at the WCS site. The generator has 

responsibility to demonstrate that waste profiles submitted for NCDU disposal will be within 

organic content limits and must provide geotechnical test information related to anticipated 

compaction characteristics, as indicated in the Waste Acceptance Plan (WAP) (Appendix 5.2-1). 

Additional details on these criteria and evaluation are presented in Appendix 5.4.1-2. Non-canister 

waste material may also include clean fill and cover material utilized for radiological 

contamination control, as well as exempt material used for operational purposes, such as liner 

transitions or traffic ramp grading. 

Density control will be maintained by observation and by in situ density tests of the compacted 

stable Class A bulk waste. Stable Class A bulk waste not meeting the specified compaction 

requirements shall be reworked until the required density is achieved. (Refer to Appendix 5.5; 

LL-OP-7.1, LL-OP-7.2, and LL-OP-7.3.) 

3.9 FWF and CWF Cover Systems 

Cover system components, as illustrated in Figure 3.0-1-20 and Figure 3.0-1-21 and detailed in 

Drawings C1.18, C1.19, C2.43 and C2.44, are addressed individually, with departures between 

the CWF and FWF systems noted individually. The FWF and CWF cover systems both consist 

of three component cover systems: Performance Cover System, Biobarrier Cover System, and 

Evapotransporation Cover System. Each of these three component cover systems is made up of 

seven layers, as shown in Figure 3.0-1-20 and Figure 3.0-1-21. As shown, the primary difference 

between the FWF cover (Figure 3.0-1-20) and the CWF cover (Figure 3.0-1-21) is that the CWF 

does not include the 60-ml HDPE layer in the Performance Cover System. Other differences 

between the FWF and CWF covers only occur in the thickness of the red bed clay leaching fill 

layers, which result from differences in the depth of water placement between the FWF and 

CWF. The OAG layer is generally thinner in the FWF than in the CWF, thereby requiring 

thinner leveling fill layers. 

May 1, 2007 3.0-1-43 Revision 12c




Xeric Vegetation 

Pea Gravel Mulch 

1' Native Conditioned Layer 

Evapotransporation 

Cover 

System 

2' Native Fine Material 

6 oz. Geotextile Fabric 

1' Sand Filter Material 


3' Biointrusion Barrier (cobble) 

Bio 

Intrusion 

Cover 

System 

Red Bed Clay 

Leveling Fill 

(Depth Varies) 

10 oz.Geotextile Fabric 

2' Lateral Drainage Layer 


60 MIL HDPE (FML) 

Performance 

Cover 

System 

3' Low Permeability Red Bed 

Clay Performance Cover 

1' Shotcrete Layer 

Red Bed Clay 

Leveling Fill 



Waste* 

Note: * Figure as shown is for the 

FWF - CDU concrete canisters 

replaced by non-canister waste in 

the FWF - NCDU. 

Cover System Components 


Figure 3.0-1-20. FWF Cover System 

March 16, 2007 3.0-1-44 Revision 12a




Xeric Vegetation 

Pea Gravel Mulch 

1' Native Conditioned Layer 

Evapotransporation 

Cover 

System 

2' Native Fine Material 


1' Sand Filter Material 


3' Biointrusion Barrier (cobble) 

Bio 

Intrusion 

Cover 

System 

Red Bed Clay 

Leveling Fill 


10 oz.Geotextile Fabric 

2' Lateral Drainage Layer 


Performance 

Cover 

System 

3' Low Permeability Red Bed 

Clay Performance Cover 

1' Shotcrete Layer 

Red Bed Clay 

Leveling Fill 



Waste* 

Note: * Figure as shown is for the CWF. 

Cover System Components 


Figure 3.0-1-21. CWF Cover System 

3.9.1 Performance Cover System 

The Performance Cover System is made up of seven layers in the FWF cover system and only 

six layers in the CWF cover system. The FWF layers are: 

• 2’ Lateral drainage layer 

• Geocomposite drain 

• 60-MIL HDPE (FML) 

• 3’ Low permeability red bed clay performance cover 

• 1’ Shotcrete layer 

March 16, 2007 3.0-1-45 Revision 12a

• Red bed clay leveling fill 

• 6 oz. Geotextile fabric 




The only layer not in the CWF is the 60-ml HDPE, which is included in the FWF to satisfy 

RCRA requirements which are not applicable to the CWF. 

3.9.1.1 Red Bed Clay Leveling Fill 

The lower layer of red bed clay fill is placed directly on top of the waste and consists of red bed 

clay with interspersed sandstone. The red bed clay is highly consolidated reddish purple silty 

clay with an average combined (red bed clay and sandstone) low permeability of 1E-07 cm/sec. 

This layer ranges from 0 to 11 feet thick and will be compacted to 95% of standard proctor. The 

red bed clay fill will be placed as a leveling layer on top of the waste to properly grade the 

disposal cell for placement of the performance cover and lateral drainage layer. The lower layer 

of red bed clay fill provides additional, redundant hydraulic protection from moisture infiltration. 

3.9.1.2 Shotcrete Layer 

The reinforced concrete header is the roof or cap portion of the high strength concrete barrier that 

envelops the CWF and FWF-CDU. The FWF-NCDU has an independent reinforced concrete 

header. The reinforced concrete header consists of a top and bottom layer of epoxy coated 

welded wire fabric embedded in a 1-foot thick high strength shotcrete layer. The compressive 

strength of the reinforced concrete header, constructed of shotcrete is 5,000 psi and the specified 

yield strength of the welded wire fabric is 60,000 psi. 

3.9.1.3 Low Permeability Red Bed Clay Performance Cover 

The performance cover for the FWF and CWF is a 3-feet thick layer of compacted, select clay. 

The performance cover is placed on top of the reinforced concrete header at an average slope of 

3% (FWF). A 60-mil HDPE FML will be placed on and in direct contact with the lowpermeability 

red bed clay in the FWF, but this synthetic membrane is not specified for the CWF. 

The average slope of the performance cover for the CWF is 4%. The performance cover clay 

material consists entirely of select red bed clay, without interspersed sandstone. The performance 

cover red bed clay will be compacted to 95% of standard proctor and optimum moisture. 

Specifications related to placement and testing are provided in Appendix 4.2.3. The general 

layout of the performance cover is provided on Drawings C1.44 and C2.59. 

3.9.1.4 Lateral Drainage Layer 

The 2-foot thick lateral drainage layer is placed above the performance cover at the same slope 

of the performance cover (3% FWF). The lateral drainage layer consists of hard, durable, angular 

pieces of sand and gravel having a specific gravity of no less than 2.65 and conforming gradation 

as specified in Appendix 4.2.3. The lateral drainage layer will permit water to flow at a minimum 

of 1E-04 cm/sec. A geocomposite will be installed below the sand and gravel material to 

promote drainage. The geotextile filter fabric is a non-woven needle punched, staple fiber, and 

polypropylene product. The lateral drainage layer provides a flow path for any water that may 

percolate through the upper red bed clay layer (described later) to run laterally into the existing 

sand and gravel lens generally present at the base of the OAG formation. The thickness, grade, 

March 16, 2007 3.0-1-46 Revision 12a




and material composition of the lateral drainage layer are designed following U.S. 

Environmental Protection Agency (EPA) guidelines for covers and impoundments. 

3.9.2 Biobarrier Cover System 

The biobarrier system is an erosion protection and intruder protection cover system and consists 

of two components: 

• Leveling Fill Layer 

• Biobarrier Cover 

3.9.2.1 Red Bed Clay Leveling Fill 

Above the lateral drainage layer is another layer of red bed clay fill (upper layer). The upper 

layer of red bed clay fill consists of red bed clay and interspersed sandstone. The red bed clay is 

highly consolidated reddish purple silty clay with an average combined (red bed clay and 

sandstone) permeability of 1E-07 cm/sec. The upper red bed clay fill thickness varies with a 

minimum thickness of 7 feet and will be compacted to 95% of standard proctor. The red bed clay 

is used as fill material and provides another redundant low permeability cover over the disposed 

waste. 

3.9.2.2 Biobarrier Cover 

Above the upper red bed clay fill material is a protective layer and biobarrier/erosion barrier. The 

intruder protection requirement for the waste disposal unit is met in the placement of a minimum 

of 5 meters (16.4 feet) of earthen cover material over the waste. Waste in the FWF and CWF is 

covered with an average of 25 to 45 feet of material (about 7.6 to 13.7 meters). Included in this, 

on average 35-foot cover, at the base of the ET cover and above the red bed clay fill is a 6-oz 

geotextile filter fabric and 3-foot layer of cobble/ caliche rock. The geotextile filter fabric is a 

non-woven, needle punched, staple fiber, polypropylene filter fabric used to control migration of 

finer materials from entering the voids of the cobble protection. The cobble ranges in diameter 

from 4 to 12-inches as specified. The caliche rocks are stage 5 and 6 calichified boulders 

consisting of sands and gravels which are difficult to fracture. This zone of cobble acts as a 

biobarrier layer to protect against burrowing animals and roots from vegetation as research 

indicates in DePoorter, 1982. The addition of the caliche rock will provide protection that 

exceeds the recommended intrusion barrier depth recommended by Cline, 1979, Cine et al., 

1982, and Hakonson, 1986. This layer also serves as a deterrent to any potential erosion of the 

lower cover layers. 

3.9.3 Evapotranspiration (ET) Cover 

The ET cover is an alternative cover system designed to store water until it is either transpired 

through vegetation or evaporated from the soil surface (USEPA 2003). There are three layers 

that comprise the ET cover: 

• 1’ Native conditioned layer 

• 2’ Native fine material 

• 1’ Sand filter material 

March 16, 2007 3.0-1-47 Revision 12a




3.9.3.1 Native Conditioned Layer 

The upper layer is a one-foot course of native material conditioned to support native vegetation 

at the site. This conditioned layer provides a growth zone for vegetation. The ET cover will be 

vegetated with locally hardy grasses, such as Side Oats Grama, Switchgrass (Blackwell), Blue 

Grama, Plains Bristlegrass, Sand Dropseed, Buffalo grass, Ortega et al. (1997) and Andrews 

County NRCS office, or similar varieties (NRCS 2002, TxDOT 2004). For further description of 

the site flora refer to the Ecological Assessment (Appendix 2.9.1). Due to the arid climate and 

difficulty maintaining vegetation in the area, the cover surface will also receive a 1-inch thick 

layer of 0.25-inch diameter on average to act as a pea gravel mulch to reduce initial moisture 

loss, wind/soil erosion, and loss of seeds. Organic material is added to the pea gravel mulch to 

promote initial plant germination. This top layer of the ET cover complements site characteristics 

and ecological environment. 

3.9.3.2 Native Fine Material Layer 

The next layer in the ET cover is a 2-foot thick moisture retention layer of native fine material. 

This layer is intended to provide a moisture retention layer for surface plant root development, 

which is important for transpiration and minimizing surface erosion. The layers of the ET cover 

will be placed at a maximum compaction of 85% of standard proctor. 

3.9.3.3 Sand Filter Material Layer 

Below the moisture retention soil will be a one-foot thick layer of graded sand to provide a 

capillary break between the topsoil layers and the underlying clay materials. This layer provides 

amplified surface tension at the bottom of the moisture retention layer creating increased water 

retention capabilities of the upper layer or root zone. The gradation of this layer is specified as 

gravelly sand filter material, and will be free from organic matter. 

3.9.4 Cover Material Specification 

Geotextile filter fabric and soil filter layers shall satisfy the following design criteria: 


Gravel-sand mixture shall be free from organic matter and shall conform to the following gradation: 



3/4 inch 100 

3/8 inch 70-100 

No. 4 55-100 

No. 10 35-95 

No. 20 20-80 

March 16, 2007 3.0-1-48 Revision 12a






No. 40 10-5 

No. 100 0-2 





3/8 inch 100 

No. 4 95-100 

No. 8 80-95 

No. 16 50-85 

No. 30 5-60 

No. 50 5-30 

No. 100 0-10 

Pea gravel shall be free from organic matter and conform to the following gradation 



3/8 inch 100 

No. 8 0-5 

Gravel used for drainage layer shall be composed of hard, durable, angular pieces having a 

specific gravity of not less than 2.65 and conform following gradation: 



1 - 1-1/2 inch 100 

3/4 inch 30-75 

1/2 inch 15-55 

1/4 inch 0-5 

March 16, 2007 3.0-1-49 Revision 12a




3.9.5 Long-Term Integrity of the Cover 

In order to provide long-term integrity of the cover system, it has been designed in accordance 

with the general guidance requirements described in the US Department of Energy reference 

Growing a 1,000-Year Landfill Cover (Waugh 2000 app). Included here are descriptions of the 

three design initiatives covered in that paper including predictive models, existing landfill cover 

data, and natural analogs. 

Numerous state-of-the-art predictive models have been utilized to capture the conditions at the 

facilities including; SWAT, HELP, VS2Di, TOUGH2, SWIFT II, FLAC, SAP, MicroShield® 

and RESRAD. Most of these models have utilized actual site data from characterization while 

others have used literature or expert based lower bounds or best estimate values. These models 

(including HELP as explicitly listed by Waugh) include near-term and predictions of future 

conditions and thereby demonstrate the long-term sustainability of the site. 

Existing Uranium Milling Tailings Remedial Action (UMTRA) covers, with special emphasis on 

those closest to the proposed site within the state of Texas, were examined for monitoring data 

and design guidance (USDOE 2004). In conjunction with this, DOE’s Long-term Surveillance 

and Maintenance (LTSM) program created the Long-Term Performance (LTP) project to 

evaluate how changes in UMTRA disposal cell environments, both ongoing changes and 

projected changes over hundreds of years, may alter cover performance. A review of some of the 

western UMTRA site Long-Term Surveillance Plans were conducted but actual landfill 

performance data was not located (USDOE 1997). As noted by Waugh (2000), many existing 

research facilities were conceived to address near-term performance issues, as well as model 

verification, but monitoring has been repeatedly discontinued, and complete monitoring data sets 

are rare. Some of this information (LTSP’s) has been incorporated into the post-closure 

monitoring plan appendix for the site thereby fostering long-term stability and sustainability of 

the site. The design of the cover, for long-term stability and sustainability, also draws upon case 

studies and research on alternative covers at 64 landfill sites (demonstration projects and fullscale 

operating facilities) conducted by the Interstate Technology and Regulatory Council (ITRC 

2003a, 2003b). 

The long-term integrity and sustainability of the cover has been confirmed by examination of a 

comparative analog site. In particular the Applicant has examined archeological features at the 

abutting Louisiana Energy Services (LES) site. This site is located directly west of the WCS 

property. Because of its proximity of the LES site to WCS the physical attributes are very 

comparable including similar physical (slope, vegetative, etc.) and geological characteristics. 

Evidence suggests that the LES site has provided an environment and surface features that have 

sustained artifacts for a significant period of time. Therefore similar soils (sand), vegetation 

(grasses and some shrubs), and limited areas of rock (gravel) observed where artifacts were 

located at the LES site are used in the Applicant’s cover design. The final grades, very mild in 

slope and the provision of permanent gentle berms will be similar to the LES and existing WCS 

topography. Though anecdotal in nature, such applications will provide a long-term sustainable 

cover that is complimentary and very similar to the existing land and environment of west Texas 

and eastern New Mexico. 

March 16, 2007 3.0-1-50 Revision 12a

3.10 Prevention of Bathtubbing 




The regulatory provision to prevent bathtubbing in waste disposal units is to ensure that seepage 

accumulation or ponding does not occur, so that waste does not become saturated and that 

contaminants are not mobilized. This provision can be generally satisfied by requiring that its 

bottom be less pervious than its cap over the life of the system. 

The prevention of potential bathtubbing seepage behavior of the FWF and CWF is based upon 

the following information from other available analyses, including: rainfall data in Appendix 

2.3.1, climate studies in Appendix2.3.3-1, deformation (FLAC geo-mechanical modeling) in 

Appendix 3.4-1, permeabilities (material tests) in Appendix 2.6.1, and hydrology (HELP and 

VS2Di model) in Appendices 8.0-6 and 3.6.2 respectively. 

The hydrologic regime for the FWF and CWF is derived from a partially saturated system in 

semi-arid climate with small amounts of seepage source water. The designed system seepage 

performance to prevent bathtubbing arises from combined effects demonstrated from results of 

related analyses. The condition to be satisfied is a steady-state (equilibrium) condition assumed 

consistent with the poro-mechanics of the long term design life. 

The prevention of bathtubbing within the FWF and CWF systems is accomplished with 

redundancies from the following four progressive seepage protections: inflow diversion, 

permeability compatibility, long term low moisture conditions, and a contingency for unforeseen 

potential future seepage. Each is described below in more detail: 

First, diversion of nearly all inflow is achieved using three progressive protective phases. The 

first is a sloping surface cover. The second is an evapo-transpiration cover (Alternative cover). 

The third is a secondary granular drainage layer on top of the sloping clay Performance cover. 

These three layers combine to drastically reduce potential seepage quantities from current 

conditions. 

Hydrologic analysis and the subsurface site model confirm that diverted seepage water and 

natural moisture adjacent to the FWF and CWF does not collect locally, but rather bypasses and 

is further diverted away from the site. This is due to natural slopes and processes associated with 

the site location at the crest of the red bed ridge. 

Second, compatible permeability values are achieved between the performance cover and natural 

clays underlying the FWF and CWF systems. The design provides that seepage through the 

cover is at the same rate as bottom drainage out of the system. This creates a uniform system flux 

(seepage inflow rate = seepage outflow rate) for the small residual potential seepage that is not 

diverted. 

The designed uniform flux is shown to be maintained over the life of the system based upon 

findings of the stability design. The FLAC model indicates relatively small post-construction 

settlements and deformations of the performance cover material, within its range of ductility and 

with small differential settlements. Laboratory material testing validated that permeability 

performance is not compromised by the planned range of deformations. 

Third, a low moisture condition will develop in the underlying natural clays from reduced 

seepage because of the diverted water by the cover systems. The zone of reduced moisture 

content will grow over time to a distance where equilibrium with surrounding capillary moisture 

March 16, 2007 3.0-1-51 Revision 12a




gradients are developed. Thereafter the zone of reduced moisture reaches a relatively steady 

state. 

And fourth, a contingency for some future unanticipated future condition of additional moisture 

is provided by the zone of reduced moisture in underlying natural clays. Should an unforeseen 

seepage event or mechanism develop, producing a seepage rate greater than the drainage 

(outflow) rate into the surrounding clay, a significant period of time would be available to 

investigate and remedy the condition while the dry underlying natural clays resume their former 

moisture content. Any moisture restoration effect would only occur from the seepage inflow 

differential in excess of the drainage rate, as a precursor to any bathtubbing. This condition is not 

anticipated based on the discussion of compatible permeability values and condition described 

above. 

By providing multiple phases of moisture diversion and maintaining inflow permeability equal to 

or less than the bottom liner drainage rate, a condition of reduced moisture content is developed 

in the waste system. A reserve is also created in the surrounding natural soils to accommodate 

potential future unforeseen seepage fluctuations. The potential for bathtubbing is effectively 

mitigated with additional contingencies. Because of the robust cover system design and the 

location of the site on the red bed ridge, seepage water is diverted away from the site and no 

bathtub will be created. 

March 16, 2007 3.0-1-52 Revision 12a




2' Sand drainage layer, sloped 

3' Compacted Red Bed clay, sloped 

1' Reinforced concrete barrier (Shotcrete) 

Red Bed leveling layer 

Waste 

2' Sand filter 

1' Reinforced concrete barrier (Shotcrete)* 

1' Sand drainage 

3' Compacted Red Bed clay 

*The botton and side wall portions 

of the Concrete Reinforced Barrier 

is not included in the FWF-NCDU. 

Figure 3.0-1-22. Cover and Liner System 

March 16, 2007 3.0-1-53 Revision 12a




REFERENCES 

AASHTO, 2004. Standard Specifications for Transportation Materials and Methods of Sampling 

and Testing, 24th Edition, Washington, D.C. 4368 pp. 

ACI (American Concrete Institute), 2001. Guide to Durable Concrete, ACI 201.2R-01, 

Farmington Hills, MI. 41 pp. 

Buffington, L.C., and C.H. Herbel, 1965. Vegetational changes on a semi-desert grassland range 

from 1858 to 1963). Ecological Monographs 35:139-164. 

Casper, B.B., and R.B. Jackson, 1997. Plant competition underground. Annual Review of 

Ecology and Systematics. 28:545-570. 

Cline, J.F. (1979). “Biobarriers Used in Shallow Burial Ground Stabilization,” PNL-2918, 

Pacific Northwest Laboratory, Richland, WA. 15 pp. 

Cline, J.F., D.A. Cataldo, F.G. Burton, and W.E. Skiens, 1982. “Biobarriers Used in Shallow 

Burial Ground Stabilization,” Nuclear Technology, Vol. 58, pp. 150-153. 

Depoorter, G.L, 1982. “Shallow Land Burial Technology Development,” presentation to the 

Low-Level Waste Management Program Review Committee, Los Alamos National 

Laboratory, Los Alamos, NM. 

EPA (1989). “Final Covers on Hazardous Waste Landfills and Surface Impoundments,” 

Technical Guidance Document, EPA/530/SW-89/047, U.S. Environmental Protection 

Agency, Office of Solid Waste and Emergency Response, Washington, D.C., 39 pp. 

Hakonson, T.E, 1986. “Evaluation of Geologic Materials to Limit Biological intrusion of Low- 

Level Radioactive Waste Disposal Sites,” LA-10286-MS, Los Alamos National 

Laboratory, Los Alamos, NM. 

Helm, V., and T.W. Box, 1970. Vegetation and soils of two southern High Plains range sites. 

Journal of Range Management. 23:447-450. 

Jackson, R.B., L.A. Moore, W.A. Hoffmann, W.T. Pockman, and C.R. Linder, 1999. Ecosystem 

rooting depth determined from caves and DNA. Proceedings of the National Academy of 

Sciences (USA) 96:11387-11392. 

ICC (International Code Council), 2003. 2003 International Building Code®, Falls Church, VA. 

Interstate Technology and Regulatory Council (ITRC), 2003a. Technology Overview Using Case 

Studies of Alternative Landfill Technologies and Associated Regulatory Topics.(ALT-1). 

Alternative Landfill Technologies Team. 

Interstate Technology and Regulatory Council (ITRC), 2003b. Technical and Regulatory 

Guidance for Design, Installation, and Monitoring of Alternative Final Landfill Covers. 

(ALT-2). Alternative Landfill Technologies Team. 

Knopf, F.L, 1994. Avian assemblages on altered grasslands. Studies in Avian Biology No. 

15:247-257. 

McGregor, James, 1997. Reinforced Concrete: Mechanics and Design, James McGregor. 

Chapter 2, “The Design Process.” Upper Saddle River, New Jersey. 

March 16, 2007 3.0-1-54 Revision 12a




McGregor, James, 1976. Safety and Limit States Design for Reinforced Concrete. Canadian 

Journal of Civil Engineering, Vol. 3, No. 4. 

NCDC (National Climatic Data Center), The Fujitsu Tornado Scale, National Oceanic and 

Atmospheric Administration (NOAA). 

Natural Resources Conservation Service (NRCS), 2002. Conservation Practice Standard, Critical 

Area Planting, Code 342-1. Sample Seeding Mixture. United States Department of 

Agriculture. Documents obtained from USDA – NRCS District Conservationist Andrews 

Field Office, Andrews, Texas. 

Ortega, I.M., F.C. Bryant, R.D. Pettit, and K. Rylander. 1997. Ecological Assessment of the Low 

Level Waste Depository, Andrews County, Texas. Final Report. Ecology Group, Texas 

Tech University. 

Scalon, B.R., R.C. Reedy, K.E. Kelley, and S.F.Dwyer. 2005. Evaluation of Evapotranspirative 

Covers for Waste Containment in Arid and Semiarid Regions in the Southwestern USA. 

Vadose Zone Journal 4:55-71, Soil Science Society of America. 

Schenk, H.J., and R.B. Jackson. 2002a. The global biogeography of roots. Ecological 

Monographs 72:311-328. 

Schenk, H.J., and R.B. Jackson. 2002b. Rooting depths, lateral root spreads and belowground/above-ground 

allometries of plants in water-limited ecosystems. Journal of 

Ecology 90:480-494. 

Texas Department of Transportation (TxDOT). 2004. Standard Specifications for Construction 

and Maintenance of Highways, Streets, and Bridges. Item 164, Seeding for Erosion 

Control, pp. 103 to 115. 

United States Department of Energy (USDOE). 2004. Falls City, Texas, Disposal Site Fact 

Sheet. Office of Legacy Management, Grand Junction, CO. 

United States Department of Energy (USDOE). 1997. Long-Term Surveillance Plan for the Falls 

City Disposal Site, Falls City Texas. (LTSP) Office of Legacy Management, Grand 

Junction, CO. 

United States Environmental Protection Agency (USEPA). 2003. Evapotranspiration Landfill 

Cover Systems Fact Sheet. Solid Waste and Emergency Response. EPA 542-F-03-015. 

Waugh, W.J. 2000 app. Growing a 1,000-Year Landfill Cover. U.S. Department of Energy 

(USDOE), Study for MACTEC Environmental Restoration Services. Grand Junction, 

CO. 

Wong, I, et al., 2004, Seismic Hazard Evaluation of the WCS Waste Disposal Facility, Andrews 

County, Texas, URS Corporation, San Francisco, CA. 

March 16, 2007 3.0-1-55 Revision 12a




Attachment A: Building Descriptions 

March 16, 2007 3.0-1-56 Revision 12a

The proposed Waste Staging and Vehicle Decontamination Buildings are Pre-Engineered Metal Building 

(PEMB) structures with reinforced concrete foundation walls per the Structural Narrative. An exposed 

surface reinforced concrete floor slab serves the vehicular accessed areas of the buildings. A sloped 4- 

inch height containment curb is provided on the interior of the buildings at the perimeter. Interior clear 

height to bottom of structure is 18’-0”. Fiberglass insulation batts are sandwiched in the cavity space of 

the PEMB wall construction. Steel bollards protect structural frames and door openings. Exterior 

vehicular doors are overhead-insulated sectional type. Exterior man doors are 3’-0” wide steel with steel 

frame. 

CWF WASTE STAGING BUILDING 

The building will contain a vehicular pull through bay and a separate vehicular access bay for back up 

access to the staging platform of the staging area. Exterior walls are composed of exposed concrete block 

from floor to four feet above the floor, and metal wall panels from the block to the eave height of the 

building. Interior steel framed walls are faced with metal liner panels. A minimal slope standing seam 

roof unit is lined with metal liner panels on the interior side. The sampling room shall have hollow metal 

doors and frames. The overhead door between rooms shall be a metal panel type and have weather seals 

on all edges. Interior perimeter walls of the sampling room are fiberglass reinforced panels on metal 

studs with acoustical insulation, and the ceiling is exposed. The sampling room includes a plastic 

laminated countertop as a work surface and a hooded exhaust system as outlined in the Mechanical 

narrative. The 4 foot elevated staging area is accessed by forklifts from a ten-foot wide concrete ramp, 

and by truck trailers at the dock area. 

CWF VEHICLE DECONTAMINATION BUILDING 

The building will contain a single inspection and decontamination bay. Exterior walls are composed of 

metal wall panels from floor to eave height of the building. A minimal slope standing seam metal roof is 

lined with FRP panels on the interior side. Interior steel framed walls are also faced with FRP liner 

panels. A sloped trench drain is centered in the 2% sloped concrete floor and drains into a containment 

sump. Galvanized metal grating will cover the trench. 

FEDERAL WASTE FACILITY 

FWF WASTE STAGING AND VEHICLE DECONTAMINATION BUILDINGS 

The proposed Waste Staging and Vehicle Decontamination Buildings are Pre-Engineered Metal Building 

(PEMB) structures with reinforced concrete foundation walls per the Structural Narrative. An exposed 

surface reinforced concrete floor slab serves the vehicular accessed areas of the buildings. A sloped 4- 

inch height containment curb is provided on the interior of the buildings at the perimeter. Interior clear 

height to bottom of structure is 18’-0”. Fiberglass insulation batts are sandwiched in the cavity space of 

the PEMB wall construction. Steel bollards protect structural frames and door openings. Exterior 

vehicular doors are overhead-insulated sectional type. Exterior man doors are 3’-0” wide steel with steel 

frame. 

March 16, 2007 

PAGE 2 

ARCHITECTURAL NARRATIVE 

Revision 12a

FWF WASTE STAGING BUILDING 

The building will contain a vehicular pull through bay and a separate vehicular access bay for back up 

access to the staging platform of the staging area. Exterior walls are composed of exposed concrete block 

from floor to four feet above the floor, and metal wall panels from the block to the eave height of the 

building. Interior steel framed walls are faced with metal liner panels. A minimal slope standing seam 

roof unit is lined with metal liner panels on the interior side. Interior office and sampling room shall have 

hollow metal doors and frames. The overhead door between rooms shall be of the coiling type and have 

weather seals on all edges. The sampling room walls are fiberglass reinforced wallboard on metal studs 

with acoustical insulation, and the ceiling is fiberglass reinforced panels fastened to the purlins. The 

sampling room includes a plastic laminated countertop as a work surface and a hooded exhaust system as 

outlined in the Mechanical narrative. The 4 foot elevated staging area is accessed by forklifts from a tenfoot 

wide concrete ramp, and by truck trailers at the dock area. 

FWF VEHICLE DECONTAMINATION BUILDING 

The building will contain a single inspection and decontamination bay. Exterior walls are composed of 

metal wall panels from floor to eave height of the building. A minimal slope standing seam metal roof is 

lined with FRP panels on the interior side. Interior steel framed walls are also faced with FRP liner 

panels. A sloped trench drain is centered in the 2% sloped concrete floor and drains into a containment 

sump. Galvanized metal grating will cover the trench. 

March 16, 2007 

PAGE 3 

ARCHITECTURAL NARRATIVE 

Revision 12a

MECHANICAL NARRATIVE 

CODE REQUIREMENTS 

All of the facilities shall be constructed to comply with the 2003 IBC and the applicable local 

codes. 

COMMON FACILITIES 

Administrative Building and TCEQ Building 

The administrative offices and TCEQ offices are adjacent to each other and shall be served by 

one heating, ventilation and cooling system. The HVAC system shall consist of one packaged 

heating and cooling system with variable air volume and variable air temperature control to 

condition the spaces. The packaged unit shall be located on grade outside of the Administrative 

Building. Heat will be provided by electric resistance heat, located in the packaged unit. The 

system shall utilize a variable volume and temperature control zoning system. Variable air 

volume (VAV) boxes shall be utilized throughout the building for control of individual zones. 

Each VAV box shall have its own thermostat. A bypass VAV box shall maintain a constant 

volume of air to always pass over the DX coil, while maintaining the desired amount of air in 

each zone. All VAV boxes serving exterior office spaces will achieve a minimum air volume to 

maintain the minimum outside air requirement for each space. All VAV boxes serving interior 

spaces and conference rooms will maintain a minimum of 50% of the maximum air flow. All 

conference rooms shall have a supplementary fan that will bring corridor air into the space when 

occupied to help maintain code required fresh air flow. 

There are a number of toilet rooms, locker rooms and shower rooms throughout the building. All 

shall be exhausted to meet the requirements of the 2003 International Mechanical Code. The 

toilet room exhaust fans are designed to operate with the light switches in each room. The locker 

room exhaust fans are designed to operate continuously from 7 am to 6pm, Monday through 

Friday as well as the shower area exhaust fans. 

Guard House 

The guard house consists of three rooms. The guard room and driver inspector rooms will each 

be served by individual ductless split systems. The indoor heating and cooling units will have 

direct expansion coils, will be ceiling mounted and accommodate the required amount of outside 

air, per the drawing schedule. The outdoor units will be heat pumps providing heating and 

cooling. The units shall automatically adjust from heating to cooling as the thermostat requires. 

The third room is the toilet room. It will be heated and ventilated with an electric cabinet heating 

unit with a unit-mounted adjustable thermostat and an exhaust fan that will operate with the light 

switch. Refer to the drawing schedules for appropriate heating and exhaust quantities. 

Laboratory 

Individual packaged bag-in/bag-out filters and utility set exhaust fans will be provided to serve 

each laboratory hood. Individual packaged 100% outside air units with direct expansion (dx) 

cooling, and electric heat will provide tempered make-up air to each laboratory room with hood, 

in the same amount as the exhaust air. The individual 100% outside air units will operate in 

conjunction with the individual laboratory hood exhaust fans. The supply air temperature of the 

make up air unit will be controlled by a duct mounted thermostat (set at 75 degrees F, adjustable). 

Both the packaged make up air unit and the filter and exhaust systems will be located at grade 

level. 

March 16, 2007 PAGE 1 Revision 12a

The large laboratory room #1 shall be served by a separate fan coil unit with 20% outside air, dx 

cooling, electric heat, and remote air-cooled condensing unit. The fan coil unit will operate as 

required to maintain the room temperature setpoint at the wall mounted thermostat. Two small 

exhaust fans will be located in the laboratory hood rooms, room 2 and 3. These exhaust fans will 

operate when the fan coil unit is on to maintain temperature and positive flow from the large 

laboratory thru rooms 2 and 3. 

COMPACT WASTE FACILITY 

CWF Waste Staging Building 

Staging: 

In the truck parking and staging area an exhaust fan / filter housing unit will be provided with an 

associated exhaust grille in one wall and an outside air intake louver will be provided on the 

opposite side of the building. The fan has been sized to exhaust and maintain 50 FPM across one 

fully open overhead door, assuming one door is open at any given time for a truck to enter or a 

truck to leave. When all doors are closed the variable speed drive at the exhaust fan shall ramp 

down to maintain a slight negative pressure in the building. During cold weather, the exhaust fan 

will slow down to exhaust a limited amount of air through the louvers to maintain a slight 

negative pressure in the building. A manual switch mounted on the variable frequency drive 

(VFD) with an on/off switch will activate the exhaust fan whenever the space is occupied. The 

VFD will control the exhaust fan to maintain a slight negative pressure. The intake opening will 

be equipped with a barometric damper which will open whenever the fan is activated. A 30/30 

pre-filter and HEPA filter with bag-in/bag-out housing will be provided in the exhaust fan 

system. All ductwork shall be stainless steel and the grilles and diffusers shall be aluminum. 

Electric unit heaters suspended from the building structure shall provide enough heat to maintain 

the space temperature at 65° F (adjustable) while the exhaust system is operating at the minimum 

flow setting. The design assumes the doors will be closed the vast majority of time and during 

cold weather the trucks will enter and the door will be immediately closed. The electric unit 

heaters are not intended by this design to heat the building under full exhaust situations. 

Sampling: 

A slotted hood will be provided in the Sampling Room at the wall opposite the overhead door to 

capture air at the work area.. An exhaust fan will draw air from the hood through a HEPA bagin/bag-out 

filter system. This system will be equipped with a 30/30 pre-filters and HEPA final 

filters. The bag-in-bag-out system will be located outside at grade level to allow easy access. A 

100% outside air unit will provide tempered make up for the exhaust. This space must maintain 

negative pressure, relative to the staging area while occupied. A manual on/off switch will be 

provided so that the fan and make up air unit can be activated before entering the Sampling 

Room. The unit shall be manually shut off, no timer included. An electric unit heater will be 

provided in the room for heat during times that the hood is not in operation, therefore the make up 

air unit is not intended to run at any times other than when exhaust fan runs. 

CWF Vehicle Decontamination Building 

A exhaust fan / filter housing unit, exhaust and intake louvers, and electric unit heaters similar to 

the Staging Building will be provided. 

A split system, with an outdoor air cooled condensing unit with direct expansion coils will 

provide cooling for the storage and changing rooms. Ductwork shall be stainless steel and grilles 

and diffusers to be aluminum. 


FEDERAL WASTE FACILITY 

FWF Waste Staging Building 

Staging: 

In the truck parking and staging area an exhaust fan / filter housing unit will be provided with an 

associated exhaust grille in one wall and an outside air intake louver will be provided on the 

opposite side of the building. The fan has been sized to exhaust and maintain 50 FPM across one 

fully open overhead door, assuming one door is open at any given time for a truck to enter or a 

truck to leave. When all doors are closed the variable speed drive at the exhaust fan shall ramp 

down to maintain a slight negative pressure in the building. During cold weather, the exhaust fan 

will slow down to exhaust a limited amount of air through the louvers to maintain a slight 

negative pressure in the building. A manual switch mounted on the variable frequency drive 

(VFD) with an on/off switch will activate the exhaust fan whenever the space is occupied. The 

VFD will control the exhaust fan to maintain a slight negative pressure. The intake opening will 

be equipped with a barometric damper which will open whenever the fan is activated. A 30/30 

pre-filter and HEPA filter with bag-in/bag-out housing will be provided in the exhaust fan 

system. All ductwork shall be stainless steel and the grilles and diffusers shall be aluminum. 

Electric unit heaters suspended from the building structure shall provide enough heat to maintain 

the space temperature at 65° F (adjustable) while the exhaust system is operating at the minimum 

flow setting. The design assumes the doors will be closed the vast majority of time and during 

cold weather the trucks will enter and the door will be immediately closed. The electric unit 

heaters are not intended by this design to heat the building under full exhaust situations. 

Sampling: 

A slotted hood will be provided in the Sampling Room at the wall opposite the overhead door to 

capture air at the work area.. An exhaust fan will draw air from the hood through a HEPA bagin/bag-out 

filter system. This system will be equipped with a 30/30 pre-filters and HEPA final 

filters. The bag-in-bag-out system will be located outside at grade level to allow easy access. A 

100% outside air unit will provide tempered make up for the exhaust. This space must maintain 

negative pressure, relative to the staging area while occupied. A manual on/off switch will be 

provided so that the fan and make up air unit can be activated before entering the Sampling 

Room. The unit shall be manually shut off, no timer included. An electric unit heater will be 

provided in the room for heat during times that the hood is not in operation, therefore the make up 

air unit is not intended to run at any times other than when exhaust fan runs. 

FWF Vehicle Decontamination Building 

An exhaust fan / filter housing unit, exhaust and intake louvers, and electric unit heaters similar to 

the Staging Building will be provided. 

A split system, with an outdoor air cooled condensing unit with direct expansion coils will 

provide cooling for the storage and changing rooms. Ductwork shall be stainless steel and grilles 

and diffusers to be aluminum. 

FWF Inter-Modal Staging Building 

This building is used for storage and it is understood diesel trucks shall continue running their 

engines while being unloaded and loaded. There shall be two robust exhaust systems sized for 

1.5 cubic feet per minute per square foot of building area. The two exhaust fans will be located 

at the end of the building and at the center of the building with intake louvers at the far ends away 

from each of the fans. The ventilation design concept is to sweep the area with fresh air and then 

exhaust it out of the building. The fans shall be provided with variable speed drives so they can 

be adjusted during cold weather, the exhaust fan may slow down to exhaust only a minimal 


amount of air through the louvers. A pressure differential sensor will maintain proper negative 

pressure when the fan is in operation. The pressure differential setpoint will be adjustable at the 

variable speed drives. Two manual, wall mounted switches will activate the exhaust fan 

whenever the space is occupied. The variable speed drive will control the exhaust fan to maintain 

negative pressure. The intake opening will be equipped with a barometric damper which will 

open whenever the fan is activated. 


GENERAL 

LLRW FACILITY 

ELECTRICAL POWER , EMERGENCY POWER, VOICE, AND DATA 

SITE NARRATIVE 

The purpose of this narrative is to describe the electrical, voice , and data site distribution for the 

LLRW Facility. This narrative includes provisions for site lighting, power, security, fire alarm, 

and telecommunications. 

STANDARDS & REFERENCES 

The design shall comply with all Federal, State, and local laws, regulations and standards, as 

adopted by the agencies having jurisdiction. Where any of the laws, regulations, or standards 

differs, the most stringent interpretation shall apply. 

LAWS, REGULATIONS, AND STANDARDS: 

The following list of laws, regulations, and standards shall apply to the design of the electrical 

systems. 

• Federal Government Design Excellence Guidelines 

• UFC 4-010-01, DoD Antiterrorism Standards 

• National Fire Protection Association (NFPA) 70, National Electrical Code, 2005 edition 

(NEC) 

• National Fire Protection Association (NFPA) 72, National Fire code, 2005 edition (NEC) 

• National Fire Protection Association (NFPA) 20, Installation of stationary pumps for Fire 

Protection 2003 edition 

• National Fire Protection Association (NFPA) 22, Water Tanks for Private Fire Protection 

2003 edition 

• Underwriters' Laboratories, Inc. (UL) Compliance: Comply with applicable requirements 

of UL 1008 "Automatic Transfer Switches" and UL 486A "Wire Connectors and 

Soldering Lugs for Use with Copper Conductors." Provide transfer switches and 

components which are UL listed and labeled and rated for short circuit interrupt and 

withstand ratings indicated. 

• National Electrical Manufacturers Association (NEMA) Compliance: Comply with 

applicable requirements of NEMA Standard Pub/Nos. ICS 2 "Industrial Control Devices, 

Controllers and Assemblies," ICS 6 and 250, pertaining to transfer switches. 

• National Fire Protection Association (NFPA) Compliance: Comply with applicable 

requirements of NFPA 101 "Code for Safety to Life from Fire in Buildings and 

Structures" pertaining to transfer switches. 

• Comply with applicable requirements of NFPA 110 "Emergency and Standby Power 

Systems. 

• Americans with Disabilities Act Accessibility Guidelines (ADAAG), September 1994 

• American Society of Heating, Refrigeration and Air-Conditioning Engineers (ASHRAE) 

90.1, Energy Guidelines 

• Telecommunications Industry Association / Electronics Industries Association (TIA/EIA) 

TIA/EIA-B-1, General Requirements (including addenda) 

• Texas Government code 

MARCH 16, 2007 PAGE 1 REVISION 12A

SITE ELECTRICAL SERVICE 

Extension of the existing medium voltage (12,470V) electric power system will be required for 

connection to the LLRW Facility. The utility TXUED will extend the existing overhead service 

from the designated pole indicated on drawing ES-05 located south of the site. Overhead service 

including transmission poles, step down transformers, and service conductors will be provided as 

part of the service. 

Each building will be provided with a separately metered electrical service at a voltage and 

indicated on the building plans. 

Overhead service conductors, pole mounted transformers, surge arrestors, capacitors banks, and 

ground rods will be provided by the local utility company. 

EMERGENCY POWER 

A diesel stand-by generator will provide emergency power to the site. This generator will serve 

the fire pump, telecommunications and Data, intrusion detection, access control, CCTV, fire 

alarm, and site lighting. Automatic transfer switches in each building will be provided for 

switching from the normal power source to the emergency source upon power failure. Should 

power be interrupted to the site or to an individual building the generator will start and provide 

back-up power to the site or to the individual building systems where the loss has occurred. 

Emergency power on site will be installed in an underground duct bank system. The system is 

sub-divided into three loads. 

1. Fire Pump and associated Fire pump house electrical 

2. FWF Buildings 

3. CWF Buildings 

SITE AND EXTERIOR LIGHTING 

Pole mounted HID lighting will utilize a metal halide source and will be generator backed up. 

LIGHTING CONTROL 

Site lighting will be a controlled by photocell controlled lighting contactor with a hand/off/auto 

override switch for maintenance. A master switch will be provided in the Gate Building that will 

override all automatic controls and turn the site lighting on. Upon de-energizing this switch 

automatic controls will resume normal operation. 

UNDERGROUND CONDUIT SYSTEMS 

Hand holes with underground conduit systems will provide distribution for the data, voice, 

emergency power, and fire alarm systems. Fire alarm and power conduits will be continuous 

within the hand holes separating the systems. Interducts with in the conduits between the hand 

holes will be provided for the separation of services and cable types. All cables will be identified 

with service to and from within the hand holes. Emergency power conduits and distribution boxes 

located within the hand holes will also be identified and fire alarm conduits and pull boxes will be 

painted red. Underground conduits will be concrete encased where located under paved areas. 


SITE VOICE DISTIBUTION 

PBX for the site will be installed in the Administration / TCEQ Building. 25 pair telephone cables 

will provide voice conductivity between the Administration TCEQ building and all buildings on 

site. Telephone cables will be installed in an underground duct bank system as indicated on the 

site electrical plans. 

SITE DATA DISTRIBUTION 

WCS requested that a minimum 12-strands of multimode fiber optic cable Underground data 

service from Administration TCEQ building to the other buildings on site will be via a fiber optic 

cable originating in the Administrative building. WCS requested that a minimum 12-strands of 

50-micron multimode fiber optic cable link the Administration TCEQ with the other buildings on 

site. This service will be installed in an underground duct bank system as indicated on the site 

electrical plans. 

FIRE ALARM SYSTEM 

A master Fire alarm panel will be provided in the Gate Building to monitor the fire alarm systems 

in the Laboratory building, Warehouse, FWF staging, Fie Pump House, and the CWF Staging 

buildings. 6 strands of 50-micron multimode fiber optic will be used to link the individual 

building systems. Fire alarm communication cabling will be installed in an underground duct 

bank system as indicated on the site electrical plans. 

INTRUSION DETECTION SYSTEM 

Intrusion detection System description is provided in the Confidential Security submittal and are 

being withheld from public disclosure pursuant to Texas Government code, Sections 418.177 and 

418.182." 

ACCESS CONTROL SYSTEMS 

Access Control System description is provided in the Confidential Security submittal and are 


418.182." 

CCTV 

CCTV System description is provided in the Confidential Security submittal and are being 

withheld from public disclosure pursuant to Texas Government code, Sections 418.177 and 

418.182." 

PUBLIC ADDRESS SYSTEM 

A public address system will be provided with telephone interface that can be accessed from any 

telephone on site. amplifiers will be installed in each building telecommunication rack or cabinet. 

Ceiling mounted speakers will be installed in each office space with internal volume controls in 

the Administration, TECQ, Laboratory, and any space with a drop in type ceiling. In the 

laboratory areas with hood systems the speakers will need to have adjustments to allow for 10% 

over ambient. Exterior speakers shall be set at 15 watts each and shall be mounted on poles or the 


exterior of the building. This complete system shall be design build and information other than 

specifications on this system will not be included on the drawings. 

In all other areas and on the exterior of the buildings weatherproof horn type speakers will be 

installed. Amplifiers will be sized at 125% of the connected load. Mechanical rooms will be 

provided with wall mounted speakers. A Voice connection between the fire alarm system master 

in the gate building and the amplifiers in each building shall be made for emergency voice 

announcements for the site. 



ADMINISTRATION AND TCEQ BUILDING 

ELECTRICAL NARRATIVE 

GENERAL 

The purpose of this narrative is to describe the electrical requirements for the Administration and 

TCEQ Building. The narrative includes provisions for lighting, power, fire alarm, and 

telecommunications. 







systems. 




(NEC) 

• NFPA 72, National Fire Alarm Code, 2002 edition 






ELECTRICAL SERVICE 


connection to the Administration / TCEQ building. Overhead service conductors , pole mounted 

transformers, surge arrestors, capacitors banks, and ground rods will be provided by the local 

utility company. Metering will be installed on the building with capability of being read over a 

telephone line. 

The pole mounted transformers will provide a 208Y/120 volt, 3-phase, 4-wire service for this 

building via an overhead service drop to the building. 

The secondary service equipment at this building will include weatherheads and utility metering, 

are to be provided as part of the construction contract. 

The service entrance conductors will be sized to comply with the NEC , and will terminate in a 

service entrance rated equipment as indicated on the plans. All panelboards will be provided with 

a main circuit breaker for maintenance. 



Emergency power will be provided from the site generator for connection to the site and building 

exterior lighting. An automatic transfer switch will be provided for switching from the normal 

power source to the emergency source upon power failure. UPS systems for backup of data 

systems will not be part of the project. 

LIGHTING 

Lighting levels shall be designed to meet the recommendations of the Illuminating Engineering 

Society of North America (IESNA) Lighting Handbook. Fixtures will be manufactured to federal 

specifications and meet all federal requirements. Lighting fixtures are described in the lighting 

fixture schedules included in the design package drawings. 

INTERIOR LIGHTING 

Interior fluorescent lighting fixtures indicated in the construction drawings shall utilize four-foot, 

32-watt, T8, fluorescent lamps. All lamps will have a minimum color temperature of 3500 

degrees Kelvin. Ballasts for fluorescent shall be high power factor and have a maximum THD of 

10%. 

Emergency egress lighting fixtures shall be provided with integral lamps as indicated on the plans 

and will be self-powered through a battery-pack accessory. See schedules for descriptions. 

Exit signs shall utilize LED lamps and be self-powered through a battery-pack accessory. Exterior 

wall-mounted emergency lights will be installed at each exit discharge and powered by the 

battery pack of the internal exit sign. 

Lighting in the shower areas will be damp location labeled. 

EXTERIOR LIGHTING 

Exterior HID lighting will utilize a metal halide source and will be generator backed up. Photo 

cell control will be used see lighting control section. . 


Toggle style light switches will be provided for all spaces for local lighting control. Switches will 

be specification grade rated at 20 amps. 

Exterior lighting fixtures will be a controlled by photocell controlled lighting contactor with a 

hand/off/auto override switch for maintenance and an override connection in the guard shack . 

Offices, restrooms, mechanical and electrical spaces will be provided with occupancy sensors to 

meet energy code requirements. 


RECEPTACLES, DISCONNECT SWITCHES, AND MOTOR STARTERS 

Receptacles shall meet the performance and design requirements of NEMA Standard WD 1 

(General Purpose Wiring Devices), and UL Standard 498 (Electrical Attachment Plugs and 

Receptacles). Receptacle configurations shall be in accordance with NEMA WD 6. 

Receptacles shall be specification grade, 20 ampere, 125 volt, NEMA 5-20R configuration, back 

and side wired, screw pressure terminal, straight-blade type. 

Ground Fault Current Interrupting (GFCI) type receptacles will be provided in the all areas where 

subject to wet or damp conditions in all restrooms, and within 6’-0” of sinks. All exterior outlets 

will be provided with weatherproof covers. 

Local disconnect switches will be provided for each piece of HVAC equipment fan and or motor. 

Exterior disconnect-switches will be furnished with a NEMA 12 rated enclosure. 

Motor starters will be provided for all motors. All multi-phase motor starters with internal 

overload protection, a hand/off/auto selector switches on the front covers along with hour meters. 

Combination motor starter / disconnect switches will be provided as indicated on the plans. Fuses 

will be provided for all motors other than those protected by HACR type breakers. 

All wiring within the building will be installed in conduit. 

VOICE AND DATA 

A complete turn key voice and data network will be provided for each building. The voice 

system will originate in this building for distribution to all other buildings on site. a new PBX 

will be provided by the owner or local phone company under a separate contract. Overhead 

copper conductors will distribute the voice services to each building and will ride on the pole line 

carrying the power service conductors. 

An incoming telephone voice cable will serve the entire site and will be properly terminated and 

protected inside the data room. 

An outgoing 150 pair voice cable will serve as a backbone for the inter-building distribution and 

will be properly terminated and protected at each end. Splice enclosures will be required at the 

poles where building connections are made. 

Voice cabling will extend to voice/data faceplates with category 6 cabling and be plenum rated if 

necessary. 

The data service to the other buildings on site will be via a fiber optic cable originating in the 

Administrative building. An overhead cable will be installed on the pole line along with the 

power and voice cabling. A minimum 12-strand, 50-micron multimode fiber optic cable will 

serve each building’s CCTV, data, and access control. Fiber patch panels and splice cabinets 

will be installed within the telecommunications room of the Administration / TCEQ building. 

Data cabling will extend to voice/data faceplates with category 6 cabling and be plenum rated if 

necessary. 


A 19” floor mounted equipment rack will house the fiber and data patch panel will be provided in 

the data services to each workstation’s faceplate. 

A core switch installed in the equipment rack will provide access to the base network. 

Data and voice system switches, routers, computers, are not part of the contract. Cabling, jacks, 

and pathways, are included in the contract. 


A fire alarm system is not required by International Building Code 2003. 




418.182." 




418.182." 

CCTV 



418.182." 

GROUNDING 

At the service entrance, three 3/4 inch diameter x 10 foot long copper-weld ground rods will be 

installed. The ground rods/conductor connection shall be an exothermically welded. A 

grounding electrode conductor shall be a #2/0 bare copper conductor and installed from the 

ground rods to the building’s electrical service entrance ground bus. The buildings structural steel 

and water service shall bonded to the ground system. 

LIGHTNING PROTECTION AND BUILDING GROUNDING SYSTEMS 

A lightning protection system including air terminals and copper cabling will be provided. The 

system will include air terminals installed along the roof peaks, perimeter, and on roof mounted 

equipment. Bare copper ground conductors shall tie all air terminals together and down 

conductors will ground the roof mounted grounding equipment to a counterpoise ground loop 

around the building. The building metallic skin will be bonded to the lightning protection ground 

system. 



LLRW FACILITY LABORATORY BUILDING 

GENERAL 

The purpose of this narrative is to describe the electrical requirements for the WCS laboratory 

building. The narrative includes provisions for lighting, power, fire alarm, and 








systems. 




(NEC) 













Systems. 








connection to the WCS laboratory building. Overhead service conductors , pole mounted 






building via an overhead service drop to the building. It is proposed that the Gate Building and 

the Laboratory building share the same power company transformer. 

Secondary service equipment at each building , will include weatherheads risers, utility metering, 


The service entrance conductors will be sized to comply with the NEC, and will terminate in a 



LIGHTING 




fixture schedule included in the construction documents. 





10%. 







Exterior HID lighting will utilize a metal halide source. Photo cell control will be used see 

lighting control section. . 

Ballasts for both fluorescent and HID lamp sources shall be high power factor and have a 

maximum THD of 20%. 

LAMPS AND BALLASTS 




10%. 







Lighting Control 

Toggle style light switches will be provided for all spaces other than offices will be specification 

grade rated at 20 amps. 

Exterior lighting fixtures will be controlled by photocell controlled contactor with a hand/on/off 

switch for maintenance of the exterior lighting, and an override connection in the Gate Building. . 



















system will originate in the administration building. Underground copper conductors will 

distribute the voice services to this building through the underground duct bank system. 

The 25-pair voice cable will serve the WCS Laboratory Building will be properly terminated and 

protected at each end. 

Voice cabling inside each building will extend to voice/data faceplates with category 6 cabling 

and be plenum rated if necessary. 

The data service to the Gate Building will be via a fiber optic cable originating in the 




serve each building. 

Data cabling inside the WCS Laboratory Building will extend to voice/data faceplates with 

category 6 cabling and be plenum rated if necessary. 

A voice/data wall mounted patch panel will be provided in the WCS Laboratory Building to 

distribute voice and data services to each workstation’s faceplate. 

Edge switches installed in the WCS Laboratory Building will provide access to the base network. 

The edge switches will connect to a core switch in the administration building where data 

services will originate. 




A fire alarm system will be installed in this building to include horn / strobes, pull stations, and 

smoke detectors as indicated on the plans. The fire alarm control panel will monitor the sprinkler 

system tamper and flow switches. The fire alarm control panel will have fiber optic connections 

with the fire alarm panel located in the Gate Building for monitoring. 




418.182." 




418.182." 

CCTV 



418.182." 

GROUNDING 













system. 



GATE BUILDING 


GENERAL 

The purpose of this narrative is to describe the electrical requirements for the Gate Building. The 

narrative includes provisions for lighting, power, fire alarm, lightning protection and 








systems. 




(NEC) 













Systems. 




• Telecommunications Industry Association / Electronics Industries Association 

(TIA/EIA) TIA/EIA-B-1, General Requirements (including addenda) 




connection to the Gate Building . Overhead service conductors , pole mounted transformers, 

surge arrestors, capacitors banks, and ground rods will be provided by the local utility company. 

Metering will be installed on the building with capability of being read over a telephone line. 















LIGHTING 





Interior Lighting 




10%. 






Exterior Lighting 




Toggle style light switches will be provided for all spaces for local lighting control. Switches will 

be specification grade rated at 20 amps. 

Exterior lighting fixtures will be a controlled by lighting switches inside the Gate Building. 




















system will originate in the administration building in a new PBX provided under this contract. 

Overhead copper conductors will distribute the voice services to each building and will ride on 

the pole line carrying the power service conductors. 

A 25-pair voice cable will serve the Gate Building and be properly terminated and protected at 

each end. 



The data service to the Gate Building will be via a fiber optic cable originating in the 




Data cabling inside the Gate Building will extend to voice/data faceplates with category 6 cabling 


A voice/data wall mounted patch panel will be provided in the Gate Building to distribute voice 

and data services to each workstation’s faceplate. 

Edge switches installed in the Gate Building will provide access to the base network. The edge 

switches will connect to a core switch in the administration building where data services will 

originate. 





A fire alarm system installed in this building will include horn / strobes, pull stations, and smoke 

detectors as indicated on the plans. The fire alarm control panel in the Guard House will monitor 

the Staging buildings, the Warehouse, and the fire pump via a fiber optic connection. In the event 

a fire condition occurs in any of the monitored buildings, the fire alarm control panel in the Gate 

Building will automatically dial the local response center or as designated by the final security 

assessment. Smoke detectors will be installed above each the fire alarm panel and or remote 

annunicator per NFPA 72. A remote annunicator will be installed in the guard area for each 

monitored building. Determination of fire department response shall be defined in the final 

security assessment. 




418.182." 




418.182." 

CCTV 



418.182." 

GROUNDING 












system. 



FWF and CWF VEHICLE DECONTAMINATION, 


GENERAL 

The purpose of this narrative is to describe the electrical requirements for the FWF and CWF 

vehicle decontamination buildings. The narrative includes provisions for lighting, power, fire 

alarm, and telecommunications. 







systems. 




(NEC) 













Systems. 




• Telecommunications Industry Association / Electronics Industries Association 

(TIA/EIA) TIA/EIA-B-1, General Requirements (including addenda) 

• International Building Code 2003. 




connection to the FWF & CWF Vehicle Decontamination buildings. Overhead service conductors 

, pole mounted transformers, surge arrestors, capacitors banks, and ground rods will be provided 

by the local utility company. Metering will be installed on the building with capability of being 

read over a telephone line. 



Secondary service equipment at each building will include weatherheads, risers, utility metering, 










LIGHTING 

Interior Lighting 





Exterior Lighting 



Lamps And Ballasts 

Interior fluorescent lighting fixtures indicated on the plans shall utilize four-foot, 32-watt, T8, 

fluorescent lamps. All lamps will have a minimum color temperature of 3500 degrees Kelvin. 

Emergency egress lighting fixtures shall be provided with integral lamps as recommended by the 

fixture manufacturer. See schedules for descriptions. Egress lighting will have a minimum of 90 

minutes of back-up. 



wall-mounted emergency light utilizing 12 volt dc 12 watt lamps will be installed at each required 

exit connected to the battery pack of the internal exit sign. 

Interior HID lighting utilize a metal halide source. HID fixtures that are to be used as 

Emergency/night light fixtures will be provided with and additional internal quartz lamps with 

battery back up. Egress lighting will have a minimum of 90 minutes of back-up. 

HID lighting will be provided with a fixture hook, and a plug and cord connection for ease in 

maintenance. Fixtures will also be provided with a safety chain. 




Toggle style light switches will be provided for all spaces will be specification grade rated at 20 

amps. 

Where single light switches are installed to control multiple circuits electrically held contactors 

will be installed. 


switch for maintenance of the exterior lighting with an override switch in the Gate Building . 
















All wiring within the building will be installed in rigid conduit. 




system will originate in the administration building. Underground copper conductors will 

distribute the voice services to each building. 

A 25-pair voice cable will serve each of the FWF & CWF Vehicle Decontamination buildings, 

and be properly terminated and protected at each end. 


and be plenum rated installed in rigid conduit. 

The data service to the FWF & CWF Vehicle Decontamination buildings will be via a fiber optic 

cable originating in the Administrative building. A minimum 12-strand, 50-micron multimode 

fiber optic cable will serve each building. 

Data cabling inside each building will extend to voice/data faceplates with category 6 cabling and 

be plenum rated if necessary. 

A voice/data patch panels will be provided in each building to distribute voice and data services 

to each workstation’s faceplate. 

Edge switches in each building will provide access to the base network. The edge switches will 

connect to a core switch in the administration building where data services will originate. 


A fire alarm system is not required by International Building Code 2003. 




418.182." 




418.182." 

CCTV 



418.182." 


GROUNDING 












system. 



FWF / CWF STAGING BUILDINGS 


GENERAL 

The purpose of this narrative is to describe the electrical requirements for the FWF / CWF 

Staging Buildings. The narrative includes provisions for lighting, power, fire alarm, and 








systems. 




(NEC) 













Systems. 









connection to the FWF / CWF Staging Buildings.. Overhead service conductors , pole mounted 













LIGHTING 






Interior fluorescent lighting fixtures indicated on the plans shall utilize four-foot, 32-watt, T8, 

fluorescent lamps. All lamps will have a minimum color temperature of 3500 degrees Kelvin. 

Fixtures in this building will be wet location labeled, high impact, industrial type fixtures, chain 

Emergency egress lighting fixtures shall be provided with integral lamps as indicated on the 

plans. See schedules for descriptions. 


wall-mounted emergency light utilizing 12 volt dc 12 watt lamps will be installed at each required 

exit connected to the battery pack of the internal exit sign. 

Interior HID lighting utilizes a metal halide source. HID fixtures that are to be used as 












Light switches in this building will be 120V 20 amp rated, with weatherproof covers. Lighting in 

the main staging area will be controlled through a lighting contactor controlled by switches at 

each exterior door. 


switch for maintenance of the exterior lighting with an override connection in the Gate Building. . 



















system will originate in the administration building. Overhead copper conductors will distribute 

the voice services to each building and will ride on the pole line carrying the power service 

conductors. 

A 25-pair voice cable will serve each of the FWF CWF Staging Buildings, and be properly 

terminated and protected at each end. 



The data service to the FWF & CWF Vehicle Decontamination buildings will be via a fiber optic 

cable originating in the Administrative building. An overhead cable will be installed on the pole 

line along with the power and voice cabling. A minimum 12-strand, 50-micron multimode fiber 

optic cable will serve each building. 


Data cabling inside each building will extend to voice/data faceplates with category 6 cabling and 

be plenum rated if necessary. 

A voice/data patch panels will be provided in each building to distribute voice and data services 

to each workstation’s faceplate. 




A fire alarm system will be installed in these buildings will include horn / strobes, pull stations, 

and smoke detectors as indicated on the plans. The fire alarm control panel will monitor the 

sprinkler system tamper and flow switches. Fire alarm control panels will have fiber optic 

connections with the fire alarm panel located in the Gate Building for monitoring. 




418.182." 




418.182." 

CCTV 



418.182." 

GROUNDING 












system. 



FWF BULK STAGING BUILDING 


GENERAL 

The purpose of this narrative is to describe the electrical requirements for the FWF Bulk Staging 

Building. The narrative includes provisions for lighting, power, security, fire alarm, and 








systems. 




(NEC) 













Systems. 








connection to the FWF BULK STAGING BUILDING. Overhead service conductors , pole 

mounted transformers, surge arrestors, capacitors banks, and ground rods will be provided by the 

local utility company. Metering will be installed on the building with capability of being read 

over a telephone line. 









Step down transformers will be installed for 120/208 volt loads within the building. 




power source to the emergency source upon power failure. 

LIGHTING 






Interior HID lighting utilizes a metal halide source. HID fixtures that are to be used as 












Light switches in this building will be 120V 20 amp rated, with weatherproof covers. Lighting in 

the storage areas will be controlled through a lighting contactor controlled by switches at each 

exterior door. 


switch for maintenance of the exterior lighting with an override connection in the Guard Shack. . 















system will originate in the administration building. Underground cable copper conductors will 

distribute the voice services to each building. 

A 25-pair voice cable will the FWF Bulk Staging Building, and be properly terminated and 

protected at each end. 

Voice cabling will extend to faceplates with category 6 cabling and be plenum rated installed in 

rigid conduit. 

Data service to the FWF Bulk Staging Building will be via a fiber optic cable originating in the 

Administrative building. A minimum 12-strand, 50-micron multimode fiber optic cable will 






A fire alarm system installed. Will include horn/speaker strobes, pull stations, and smoke 

detectors as indicated on the plans. The fire alarm control panel will monitor the sprinkler system 

tamper and flow switches, dry system compressor and pressure. A fiber optic connection will be 

provided to connect fire alarm panel to the Gate Building for monitoring. 




418.182." 




418.182." 

CCTV 



418.182." 

GROUNDING 












system. 



FIRE PUMP HOUSE 


GENERAL 

The purpose of this narrative is to describe the electrical requirements for the FWF Fire Pump 

House. The narrative includes provisions for lighting, power, fire alarm, and telecommunications. 







systems. 




(NEC) 

• NFPA 72, National Fire Alarm Code, 2002 edition 








connection to the Fire Pump House. Overhead service conductors, pole mounted transformers, 

surge arrestors, capacitors banks, and ground rods will be provided by the local utility company. 

Metering will be installed on the building with capability of being read over a telephone line. 



Secondary service equipment at each building, will include weatherheads risers, utility metering, 





Step down transformers will be installed for 120/208 volt loads within the building. 





power source to the emergency source upon power failure. 

LIGHTING 



specifications and meet all federal requirements. Lighting fixtures are provided with the pump 

house package. 


Exterior lighting are provided with the pump house package. 


Light switches are provided with the pump house package. 



and side wired, screw pressure terminal, straight-blade type are provided with the pump house 

package. 


subject to wet or damp conditions. All exterior outlets will be provided with weatherproof covers. 


Exterior disconnect-switches will be furnished with a NEMA 3 rated enclosure and are provided 

with the pump house package. 

Fire Pump controller, transfer switches, tamper switches, flow switches, are provided with the 

pump house package. All additional multi-phase motor starters with internal overload protection, 

a hand/off/auto selector switches on the front covers along with hour meters. 



The voice system will originate in the administration building. Underground copper conductors 

will distribute the voice services to the pump house. 

A 25-pair voice cable will serve to the pump house and be properly terminated and protected at 

each end. 





A fire alarm system will be installed in to the pump house will include horn / strobes, pull 

stations, and smoke detectors as indicated on the plans. The fire alarm control panel will monitor 

the fire pump tamper and flow switches, pump running, power loss, low suction pressure 

generator start, jockey pump common trouble, non potable water pump common alarms. Fire 

alarm control panels will have fiber optic connections with the fire alarm panel located in the 

Guard Shack for monitoring. 




418.182." 




418.182." 

CCTV 



418.182." 

GROUNDING 












system. 





Attachment B: Caprock Caliche Evaluation 

March 16, 2007 3.0-1-100 Revision 12a

3601 Manor Road / Austin, Texas 

512-926-6650 / fax 512-926-3312 

www.kleinfelder.com 

To: Cook-Joyce, Inc. Project: WCS Landfill 

Attn.: Mr. Steve Cook 

812 W. 11 th Street 

Austin, Texas 78701 

Project No.: 61143 

Date: 11-16-06 

Control No.: 111620 

Page 1 of 1 

REPORT OF: 

Sieve Analysis 

TEST METHOD: ASTM C-136 and C-702 

LAB ID NUMBER: G-16275 to G-16280 

MATERIAL DESCRIPTION: ‘Birds Eye’ Caliche 

SAMPLED BY: 

Intera 

DATE RECEIVED: 10-13-06 

TEST PERFORMED BY: W. McClain 

RESULTS: 

CAL – 1 CAL – 2 CAL – 3 CAL – 4 CAL – 5 CAL – 6 

Sieve % Passing % Passing % Passing % Passing % Passing % Passing 

3” 100 100 100 100 100 100 

¾” 72.9 59.0 49.8 98.3 76.8 72.8 

#4 38.0 35.5 31.7 96.7 57.1 54.6 

#40 18.9 18.0 15.6 88.7 33.3 17.1 

#200 8.8 7.6 5.9 24.2 14.7 9.3 

1-Above 

Report Reviewed by: 

Edward Vasquez, P.E. 

The results shown on this report are for the exclusive use of the client for whom they were obtained and apply only to the samples tested and/or inspected. They 

are not intended to be indicative of the qualities of apparently identical products. The use of our name must receive our prior written approval. Reports must be 

reproduced in their entirety.


512-926-6650 / fax 512-926-3312 



Attn.: Mr. Brian Dudley 

812 West Eleventh Street 

Austin, Texas 78701 Project No.: 61143 

Date: 12-04-06 


Page 1 of 1 

DETERMINATION OF ROCK HARDNESS BY REBOUND HAMMER METHOD 

On 12-04-06, J. Lafferty of Kleinfelder performed rebound hammer testing in general 

accordance with ASTM D5873-05, on three samples of ‘Birds Eye’ Caliche Rip Rap rock. The 

rock samples were wet sawed smooth on opposite sides and air-dried prior to testing. The saw 

cut specimens were placed on a concrete floor and tested with the hammer in a vertical position. 

Ten readings were taken on each sample with readings varying more than seven units from the 

mean discarded. The average of the remaining readings are reported below. The psi correlation 

reported is from the manufacturer’s chart. 

Sample #1 

Average Reading 

psi Correlation 

35 4,500 psi 

Sample #2 



44 6,500 psi 

Sample #3 



34 4,300 psi 

Schmidt Rebound Hammer Instrument #199081 

Note: It has been Kleinfelder’s experience that rebound hammer results tend to be higher than 

compressive strength testing performed on the same material. 

Tests performed at Kleinfelder in Waco, TX. 

1-Above 







512-926-6650 / fax 512-926-3312 



Attn.: Mr. Brian Dudley 

812 West Eleventh Street 

Austin, Texas 78701 Project No.: 61143 

Date: 12-08-06 


Page 1 of 1 

REPORT OF: 

5-Cycle Magnesium Soundness of Course Aggregate, Los Angles 

Abrasion, Specific Gravity, and Absorption 

TEST METHOD: ASTM C-88, C-127, C-535 

LAB NUMBER: S-16349 

MATERIAL DESCRIPTION: ‘Birds Eye’ Caliche 

SAMPLED BY: 

Interra 

DATE RECEIVED: 11-17-06 

TEST PERFORMED BY: D. Potteiger, N. Medina 

RESULTS: 

SOUNDNESS TESTS OF COARSE AGGREGATE 

Sieve Size 

Grading of 

Original Sample 

% 

Wt. of Fraction 

Before Test (g) 

%Passing 

Designated 

Sieve After Test 

Weighted 

Percentage Loss 

2 ½” to 1 ½” 70% 4,982.4 5.5 3.9 

1 ½” to ¾” 30% 1,511.1 5.6 1.7 

Total % Loss 5.6 

Note: Used Solution % Unsound 6.0 

2 ½” to 1 ½” Material: 31 total particles; processed by hand; no splitting, crumbling, cracking, 

or flaking observed after test. 

1 ½” to ¾” Material: Total number of particles not counted; processed by hand with many flat 

and elongated pieces; no splitting, crumbling, cracking, or flaking observed after test. 

Abrasion Grading 1 (% Loss) 26.0 

Specific Gravity 2.299 

Absorption, (%) 4.6 

1-Above 






Wiss, Janney, Elstner Associates, Inc. 

13581 Pond Springs Road #107 

Austin, Texas 78729 

512.835.0940 tel | 512.835.6268 fax 

www.wje.com 

Via E-mail: 

7 December 2006 

Mr. Chong T. Bong 

Kleinfelder 

3601 Manor Road 

Austin, Texas 78723-5816 

Re: 

WCS Landfill 

Hwy 176 

Eunice, TX 

WJE No. 2006.5551 

Dear Mr. Bong: 

At your request, Wiss, Janney, Elstner Associates, Inc. (WJE) performed a petrographic examination on 

“Bird’s Eye” caliche rip-rap samples. The rip-rap was reportedly intended to be used as landfill in WCS 

project located in Eunice, Texas. The purpose of the examination was to identify the mineralogical 

composition of the caliche materials. Accordingly, the samples were examined using guidelines of ASTM 

C295, Standard Guide for Petrographic Examination of Aggregates for Concrete. 

Received for the investigation was a 5-gallon barrel containing approximately 22 lbs. of various sized 

particles of rock debris. The bigger particles were approximately 5 inches across; the smaller particles 

were fine powders that could pass the standard No. 16 sieve. For convenience, detailed petrographic 

examination was performed on two bigger particles with diameters approximately 5 inches. Preliminary 

examination was performed on three additional samples to assure uniform representation of the samples. 

The two selected pieces were marked #1 and #2 randomly, and subsequently cut and lapped. Lapped 

sections were examined using a stereomicroscope at magnifications of up to 90X. Powder mounts of areas 

of interest were prepared and examined using a petrographic microscope at magnifications up to 600X. 

The two selected samples represented different materials (Figure). Sample 1 was buff, moderately hard, 

and contained primarily quartz sand particles cemented by calcite. Most quartz particles (SiO 2 ) were 

clear, subrounded to rounded, and accounted for less than 40 percent of the sample. The quartz sand was 

“suspended” in the matrix of calcite and was formed from other locations and was transported to the 

deposit site. On the other hand, the calcite (CaCO 3 ) was the primary component of the sample and was 

formed “in-situ” through precipitation from solutions. 

Sample 2 was buff, hard and contained various types of chert particles that were cemented together also 

by chert. The chert particles exhibited great variability in sizes, color, and shape, and were formed 

somewhere else and were transported to the deposit site. Chert particles ranged from buff to dark gray, 

subrounded to angular, and fine sand size to approximately 3/4 inch in diameter. The matrix chert was 

formed “in-situ” and relatively uniform in color. Chert is an amorphous material, containing primarily 

microcrystalline or cryptocrystalline quartz (SiO 2 ), water, and other impurities. 

Headquarters & Laboratories–Northbrook, Illinois 

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Kleinfelder 


Page 2 

The other samples examined were either one type of the materials described above or a combination of 

the two. 

In summary, the “Bird’s Eye” caliche rip-rap materials represented by the samples contained essentially 

two types of materials. One contained quartz sand particles cemented by calcite; the other contained chert 

particles of various sizes and color cemented by chert. The primary chemical composition should be CaO, 

SiO 2 , CO 2 , H 2 O, with other minor to trace amounts components. 

We appreciate the opportunity to assist you with this project. If we can be of further assistance, please do 

not hesitate to contact us. 

Very truly yours, 

WISS, JANNEY, ELSTNER ASSOCIATES, INC. 

Derek Cong, Ph.D. 

Senior Petrographer 

NOTE: Samples will be discarded after 90 days unless other disposition is requested. Charges will be made for 

storage after that period.


Kleinfelder 


Page 3 

Figure. Scanned lapped sections of the two selected samples. Top: Sample 1; Bottom: Sample 2.

WCS LLRW DISPOSAL ENGINEERING REPORT

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