100_Percent_Design_Analysis.pdf

Construct Package Treatment Plant NW, MAFR

Project #: PXLY 14-0471

100% Issue For Construction

Contract #: FA4855-11-D-0002-0015

Cannon Air Force Base, Melrose Air Force Range, New Mexico

May 23, 2016

100% Issue For Construction May 2016 Package Water Treatment NWDA i

CONSTRUCT PACKAGE TREATMENT PLANT NW, MAFR

CANNON AFB, MELROSE RANGE

TABLE OF CONTENTS

Section Page No.

PART 1 GENERAL PROJECT INFORMATION

1.1 Purpose

1.2 Direct Authorization

1.3 A-E Contract Data

1.4 Background Data

1.5 Government Furnished Equipment and Services

1.6 Economic Summary

1.7 Economic Studies

1.8 Construction

1.9 Design Issues

1.10 Design Criteria

PART 2 DESIGN REQUIREMENTS AND PROVISIONS

CHAPTER 1.0 SITE PLANNING / CIVIL

1.1 Site Description

1.2 Civil

1.3 Utilities

CHAPTER 2.0 GROUNDWATER AND WATER RESOURCES

2.1 Environmental

2.2 Groundwater

2.3 Regulatory Considerations for Replacement of Existing Wells

2.4 Water Quality and Prevention of Water Pollution

2.5 Industrial Wastewater

CHAPTER 3.0 ARCHITECTURAL

3.1 Design Code Compliance

3.2 Functional Plan Requirements

3.3 Basic Facility Construction

3.4 Wall Construction

3.5 Roof System

3.6 Floors

3.7 Ceilings

3.8 Doors and Frames

3.9 Hardware

3.10 Handicap Accessibility

CHAPTER 4.0 STRUCTURAL

4.1 Design Code Compliance

4.2 Structural Loading Criteria

4.3 Design Temperatures

4.4 Framing System

4.5 Foundation System

4.6 Concrete Slab-On-Grade

4.7 Exterior Doorways

4.8 Exterior Equipment Pads

Package Water Treatment NWDA ii

4.9 Force Protection

4.10 Structural Working Stresses

CHAPTER 5.0 MECHANICAL

5.1 Design Code Compliance

5.2 Sitework

5.3 Enclosure Interior Work

5.4 Heating, Ventilating and Air Conditioning System

5.5 Plumbing Systems

CHAPTER 6.0 ELECTRICAL

6.1 Design Criteria

6.2 Sitework

6.3 Wire and Cable

6.4 Raceways and Boxes

6.5 Wiring Devices

6.6 Disconnects

6.7 Seismic Protection

6.8 Fire Alarm

6.9 Communications

CHAPTER 7.0 FIRE PROTECTION AND LIFE SAFETY

7.1 Design Code Compliance

CHAPTER 8.0 FORCE PROTECTION SECURITY REQUIREMENTS

8.1 General

PART 3 O & M PROVISIONS

APPENDICES

A Kick-off Meeting Minutes B Cost Estimate C Well Assessment and Permitting Requirements D Existing Well Condition Assessment E Well Water Quality Assessment F Calculations G Manufacturer’s Data H Project Schedule I Government Review Comments

Part 1 – General Project Information

Package Water Treatment NWDA 3

PART 1

GENERAL PROJECT INFORMATION

1.1 Purpose

The project objective is to provide complete construction documents for design and construction of a small packaged water treatment plant, enclosure, and primary water distribution lines for the Melrose Air Force Range (MAFR).

1.2 Direct Authorization

1.2.1 Directives

The project consists of establishing a reliable water source comprised of one (1) ground water well, 6,500 feet of primary pipeline, a treatment equipment enclosure, reverse osmosis and chlorination equipment, evaporative brine waste lagoon, water service connection to Sanitary Latrine facility, and supporting structural foundations.

Design Directive:

Construction Cost Limitation: $900,000

1.3 A-E Contract Data

Contract No. FA4855-11-D-0002-0015. A copy of the A-E contract is available through the Contracting Division with AFCEC.

There is no specific DD Form 1391 for the project.

1.4 Background Data

The location of the future development within the Northwest Development Area (NWDA) lacks a sustainable water source to provide potable and non-potable water. The intent of this project is to convert one (1) of the five (5) existing agricultural wells into a potable water well, requiring it to be brought up to New Mexico standards for potable water wells. Three (3) wells (G-1/2/3) have electrical power, while two

(2) wells (G-4/5) are powered by propane generators. The wells do not comply with the New Mexico Environment Department (NMED) Construction Programs Bureau’s “Recommended Standards for Water Facilities”.

On 27 October 2014 a project kick-off meeting was held and an investigative site visit to the MAFR occurred on 28 October 2014. Meeting minutes and site visit notes are located in Appendix A.

On 11 September 2015 a modification to the original statement of objectives for additional design and engineering services was executed to HDR.

1.5 Government Furnished Equipment and Services

Cultural surveys of the Land Gift area will be obtained by the Government via another contract.

1.6 Economic Summary

The construction cost limitation (CCL) for this project is $900,000. Economic factors influencing the choice of basic materials include those matching existing system design principles and materials, and/or existing communication systems standardized on Base.

The construction estimate based on these 100% Issue For Construction documents is $1,351,888. The final cost estimate does not include the construction contingency; however, it does include a 2% design contingency. This exceeds the CCL by approximately 40 percent. The detailed construction cost estimate is located in Appendix B.

Package Water Treatment NWDA 4

Also, in Appendix B is the 95% construction cost estimate. If Cannon AFB (i.e. Red Horse), serves as the general contractor, the total construction cost could be $960,360 instead of $1,356,615. Please note that Red Horse would incur their own internal supervision and general conditions costs, which they would need to cover in addition to the $960,360.

1.7 Economic Studies

A full Economic Study of all systems was not conducted on this project.

1.8 Construction

1.8.1 Instructions

Special instructions for the Contractor would include the following:

Limited geotechnical data is available, adjacent project constructing NPW tanks used for engineering purposes.

Coordination and construction of the new well G-1 with NMED and OSE is required prior to start of well drilling.

1.8.2 Construction Phasing

There are no special phasing requirements for this project.

1.8.3 Service Disruption during Construction

Range Operation Disruptions:

The Contractor will disrupt operations during construction phase services at the Range. The Contractor will be required to work closely with the Contracting Officer and Range Management Control Officer for scheduling deliveries, vehicle movement, personnel movement and daily construction activities.

Utility Service Disruptions:

The contractor can not disrupt utility service without authorization from the Contracting Officer and Range Management Control Officer. The contractor is required to coordinate work with Cannon AFB/Range Management when scheduling utility service interruptions. The contractor shall be required to contact the Contracting Officer 3 weeks in advance of any requested utility tie-ins. A 1-½ day interruption to utility service will be acceptable for most utilities on the Range.

1.8.4 Durations

The estimated time for construction at this point of the project is 180 days. See the Preliminary Construction Cost Estimate for detail of duration, in Appendix B.

1.9 Design Issues

The pipeline between the well pumps (G-1/2/3) and the treatment plant at the Permanent Exercise Complex (PEC) will require the contractor to conduct survey of the planned location and perform geotechnical testing on soil conditions along the pipeline.

The existing well construction identified several deficiencies ranging from minor to major. The major deficiencies are not having permanent casing and grout seal extend 20 feet below grade, not having well screens to provide low entrance velocity, and having slots above the anticipated pumping water level.

The current Public Water Supply System requirements identify that a public water supply prefer redundant groundwater sources. Due to construction cost limitations, the immediate need for water, and in-progress ‘cultural’ survey this may not be feasible. However, the New Mexico Environmental Department will allow for a phased plan to establish a redundant groundwater source. The exact terms for allowable phasing will need to be determined once appropriate paperwork is completed with the state.

1.10 Design Criteria

The design criteria utilized in completion of this URD are as listed:

Package Water Treatment NWDA 5

1.10.1 Unified Facilities Criteria (UFC)

UFC 1-200-01 General Building Requirements

UFC 3-230-02 O&M: Water Supply Systems

UFC 3-230-11A Water Supply for Special Projects

UFC 3-301-01 Structural Engineering

UFC 3-310-04 Seismic Design for Buildings

UFC 3-401-01 Mechanical Engineering

UFC 3-410-01FA Heating, Ventilating, and Air Conditioning

UFC 3-420-01 Plumbing Systems

UFC 3-501-01 Electrical Engineering

UFC 3-560-01 Electrical Safety, O & M

UFC 3-575-01 Lightning and Static Electricity Protection Systems

UFC 3-600-01 Fire Protection Engineering for Facilities

1.10.2 International Code Council (ICC)

International Building Code (2012 IBC)

International Plumbing Code (2012 IPC)

International Mechanical Code (2012 IMC)

1.10.3 National Fire Protection Agency (NFPA)

NFPA 70 National Electrical Code (NEC) (2014)

NFPA 24

NFPA 101 The Life Safety Code

NFPA 780 Standards for the Installation of Lightning Protection Systems

NFPA 1141 Fire Protection Infrastructure for Land Development in Wildland, Rural, And Suburban Areas

NFPA 1142 Water Supplies for Suburban and Rural Fire Fighting

1.10.4 AIR FORCE INSTRUCTION (AFI)

AFI 32-1023 Design and Construction Standards (21 April 2010)

1.10.5 ENVIRONMENTAL

20.7.10 New Mexico Administrative Code, Drinking Water (6 January 2013)

New Mexico Environment Department Application for Construction or Modification of a Public Water Supply System (2 July 2013)

New Mexico Environment Department Construction Programs Bureau “Recommended Standards for Water Facilities” (2006 Edition)

1.10.6 Cannon Air Force Base Standards (CAFB)

CAFB 32-201 Cannon AFB fire Protection Program (23 April 2010)

CAFB Design and Construction Standards

Package Water Treatment NWDA 6

1.10.7 American Society of Civil Engineers (ASCE)

ASCE 7-10 Minimum Design Loads for Buildings and Other Structures

1.10.8 American Concrete Institute (ACI)

ACI 117/117R Standard Specifications for Tolerances for Concrete Construction and Materials

ACI 315-99 Details and Detailing of Concrete Reinforcement

ACI 318-08 Building Code Requirements for Structural Concrete

1.10.9 Air Force Special Operations (AFSOC)

AFSOC Energy Policy (2009)

AFSOC Energy Conservation Measures in New Construction

1.10.10 Military Handbook

MIL-STD-188-124B Grounding, Bonding and Shielding for Common Long Haul/Tactical Communication Systems Including Ground Based Communications – Electronics Facilities and Equipments

Part 2 – Design Requirements and Provisions

Package Water Treatment NWDA 7

PART 2

DESIGN REQUIREMENTS AND PROVISIONS

CHAPTER 1.0

SITE PLANNING / CIVIL

1.1 Site Description

The existing irrigation well and Package Water Treatment are located within the NWDA of the MAFR.

The well identified for upgrades is approximately 6,500 feet north of the under development Permanent Exercise Complex. The well is located along the fence line between the current MAFR property and the newly acquired ‘land grant’ area to the north. See Groundwater and Waterway Locations section in chapter 2.

Figure 1: Overall Site Map

The Package Water Treatment enclosure will be sited just to the north of the existing Sanitary/Latrine facility built in the NWDA. The area is relatively flat from the previous construction work.

Package Water Treatment NWDA 8

Figure 2: Package Water Treatment Location

1.2 Civil

1.2.1 Design Code Compliance

The site/civil elements will be designed to adequately support the facility. Design shall be consistent with the best engineering practices and shall comply with applicable Air Force regulations, and manuals and pamphlets. National codes, building construction codes and life safety codes will be used where applicable. Air Force publications will be used as the primary design reference unless more stringent regulations take precedence.

1.2.2 Project Assumptions/Interpretations of Criteria

Due to the remoteness of the Package Water Treatment and existing water wells location in the NWDA, and lack of existing infrastructure, the site design will match the existing conditions where possible and be upgraded in certain areas for personnel access or maintenance operations.

1.2.3 Layout and Grading

Site grading will include grading access to doorways, to promote positive drainage, and for equipment pads.

1.2.4 Access and Parking

No service roads or parking is planned as part of this project. Access to the Packaged Water Treatment, evaporative lagoon, and well head is viable without service roads due to the sparse vegetation on the site.

1.2.5 Sidewalks

Sidewalks are not included nor anticipated for this project.

1.2.6 Site Drainage

The layout and location of the Packaged Water Treatment will provide for positive drainage from the enclosure and equipment including water storage facilities. Drainage will match the existing terrain and allowed to perform as existing with minimal modification.

Package Water Treatment NWDA 9

1.2.7 Fencing

Fencing is provided at the Package Water Treatment enclosure, around evaporative lagoon, and well head G-1. Fencing is 8 foot tall and includes a double swing gate at each location for truck access.

1.2.8 Signing

Minimal signage at the fenced areas will be provided.

1.2.9 Seeding

The ground surface around the Packaged Water Treatment area consists of sparse vegetation and aggregate. The disturbed ground surface will not be seeded but allowed to re-vegetate naturally.

1.3 Utilities

Existing utility lines that are impacted by construction and new service lines to the Packaged Water Treatment will be included in the project. The following utility improvements or modifications are anticipated:

1.3.1 Water

The Packaged Water Treatment project will establish water supply to the planned NWDA. It is anticipated that the water service will serve at least 25 individuals daily for at least 60 days per year; and as such, would be classified as a Public Water Supply system and would require treatment to meet federal Safe Drinking Water Act (SDWA), along with state drinking water regulations.

Table 1: Proposed NWDA Facilities

Facility Sq Ft [1] Max

Occupancy

Hours of

Occupancy

Frequency of

Occupancy [2]

Sanitary/Latrine 1,880

Mission Rehearsal 4,000 84 24 2x Monthly

Fire Vehicle Storage 5,700

SOF Joint Operations Planning 5,000 168 24 2x Monthly

PEC Storage 5,000

SOF Administrative 10,000 60 16 5x Weekly

SOF Operations 5,000 30 16 5x Weekly

Forward Operating Base 168 24 1x Monthly

Fire Bunkhouse 25 24 7x Weekly

Range Operations Support 5,000 30 16 5x Weekly

LZ/DZ Storage 3,500

Range General Purpose Maintenance 5,200 15 16 5x Weekly

Air Field Fire & Rescue 14,943 25 24 7x Weekly

Aircraft Hangar (C-130) 39,000

Aircraft Hangar (C-130) 39,000

Aircraft Hangar (NSAv) 28,800

[1]Size based on information available from 2014 ADP

[2]Estimated by Range Management Office

Northwest Development Area Facilities

Package Water Treatment NWDA 10

From the planned facilities the following assumptions were made:

Treated potable water for sanitary use only (i.e. drinking, showers, latrines, meal preparation)

Mission Rehearsal and SOF Joint Operations Planning Occupants will use the Sanitary/Latrine

The Fire Bunkhouse and Air Field Fire and Rescue facilities are residential full-time occupancy

Potable water demand was estimated based on the proposed NWDA occupancy at full build-out.

Average and Peak Daily Demand were estimated on a gallons per capita per day (gpcd) basis for each type of use, and assumes low flow (WaterSense rated) fixtures.

Residential type full-time occupancy estimated at 45 gpcd

Residential type limited event occupancy estimated at 35 gpcd

Non-residential type shift work occupancy estimated at 10 gpcd per shift

Peak Hour Demand was estimated based on average use for non-residential type use and full capacity sanitary/latrine use for the residential type uses.

Table 2: NWDA Estimated Potable Water Demand

To meet the potable water demands a single pipeline from wells G-1/2/3 is recommended. The intent would be to utilize the wells for potable and non-potable water demands (see Fire Flow Requirements).

Preliminary well pump hydraulic calculations indicate a 20 horsepower pump, calculations are provided in Appendix F.

Demand Gallon

Per Day

Gallons per Hour

Gallons per

Minute

Average Day Demand 6,171.3 257.1 4.3

Peak Day Demand 27,375.0 1,140.6 19.0

Peak Hour Demand 7,567.5 126.1

[1] Include 25% Safety Factor

Estimated Potable Water Demand [1]

Package Water Treatment NWDA 11

Figure 3: Package Water Treatment Schematic

A new valve pit with automatic valves, located near the Package Water Treatment within the Permanent Exercise Complex is expected. The new Package Water Treatment would house the recommended water treatment equipment; see Section 2.1.5 Water Quality and Prevention of Water Pollution.

Connection to the 90,000 gallon NPW tanks is anticipated to be within the existing drain pit.

A future potable water booster pumping station AND 15,000 gallon water storage tank to meet the NWDA peak water demands, located adjacent to the Package Water Treatment enclosure, is required to be programmed into the Utilities at MAFR User Requirements Document for future funding. The potable water booster station should be sized to pressurize the future potable water line extending to the Range Support Complex (RSC), which is also part the Utilities being programmed as part of the current MAFR User Requirements Document (Task Order 30).

1.3.1.1 Fire Flow Requirements

The current operations on the MAFR and NWDA do not support the use of water haulers to fill potable water and non-potable water tanks. The non-potable water tanks (currently under construction near the Forward Operating Base (FOB)) will need a water source to meet the requirements of the Range Management Office (RMO). The non-potable water tanks (under construction) will consist of two (2) 90,000 gallon tanks. The CAFB Fire Chief indicated, during the initial design charrette, that planned facilities in the NWDA will require wet fire protection systems.

Package Water Treatment NWDA 12

Table 3: NWDA Fire Protection Flow Requirements

Based on the updated UFC 3-600-01 requirements for total demand of sprinklered facilities; the non-potable water tanks are sufficient to meet the total demand event. With sufficient water storage capacity the driving criteria for the non-potable water flow requirement is replenishment time. Section 3-4.3 of UFC 3-600-01 indicates a replenishment of water storage within 24 hours, when curtailing normal consumption. To replenish the non-potable water storage tanks within 24 hours, a minimum of 125 gpm flow is required.

The fire protection water storage tanks are anticipated to be modified to connect to the new water source.

Automatic control valves located within the valve pit, shown in Figure 3, will enable filling of the tanks based on pressure (level) inputs from the tanks existing water level controls.

Pumping equipment needed for domestic and fire use are not part of this project.

1.3.1.2 Fire Hydrants

Not Applicable.

1.3.2 Sanitary Sewer

There currently is no sanitary service within the project area. The anticipated waste streams are Reverse Osmosis (RO) brine or reject water. RO brine does not qualify under the Liquid Waste Disposal Regulations For Septic Systems, according to the New Mexico Environmental Department.

See the Industrial Wastewater section for additional details.

1.3.3 Electrical

Primary power to the Package Water Treatment enclosure will be provided by Roosevelt County Electric Cooperative (RCEC) and power to wells G-1/2/3 will be provided by the Farmer’s Electric Cooperative

(FEC).

The RCEC’s existing overhead, medium voltage, three-phase service runs through the site that will serve as the primary feeders to the service transformers for the Package Water Treatment enclosure.

The FEC’s existing overhead, medium voltage, single phase service runs near the wells. Electric service to the well pumps is currently in place and will be updated as required.

Facility Sq Ft [1] Max

Occupancy

Hours of

Occupancy

Frequency of

Occupancy [2]

Hazard

Classification

Density

Demand

Total

GPM

Total

Volume

<180,000 gallons

Sanitary/Latrine 1,880 HC-1 225 475 28,500 TRUE

Mission Rehearsal 4,000 84 24 2x Monthly HC-1 225 475 28,500 TRUE

Fire Vehicle Storage 5,700 HC-1 225 475 28,500 TRUE

SOF Joint Operations Planning 5,000 168 24 2x Monthly HC-1 225 475 28,500 TRUE

PEC Storage 5,000 HC-2 750 1000 60,000 TRUE

SOF Administrative 10,000 60 16 5x Weekly HC-1 225 475 28,500 TRUE

SOF Operations 5,000 30 16 5x Weekly HC-1 225 475 28,500 TRUE

Forward Operating Base 168 24 1x Monthly

Fire Bunkhouse 25 24 7x Weekly HC-1 225 475 28,500 TRUE

Range Operations Support 5,000 30 16 5x Weekly HC-1 225 475 28,500 TRUE

LZ/DZ Storage 3,500 HC-2 750 1000 60,000 TRUE

Range General Purpose Maintenance 5,200 15 16 5x Weekly HC-2 750 1000 60,000 TRUE

Air Field Fire & Rescue 14,943 25 24 7x Weekly HC-1 225 475 28,500 TRUE

Aircraft Hangar (C-130) 39,000 Special

Aircraft Hangar (C-130) 39,000 Special

Aircraft Hangar (NSAv) 28,800 Special

[1]Size based on information available from 2014 ADP

[2]Estimated by Range Management Office

Northwest Development Area Fire Protection Requirements per UFC 3-600-01 w/ change 3

Package Water Treatment NWDA 13

Both electric companies will install an additional pole with pole mounted transformers and will extend the primary power. They will also make the final connection at the contractor supplied weather head and install an electric company supplied meter.

1.3.4 Natural Gas

Natural gas service is not available and is not required for the Packaged Water Treatment.

1.3.5 Storm Water

Due to the limited size of the site construction footprint and the existing site topography, runoff will be surface drained through adjacent vegetated areas. Perimeter and intermediate sediment control measures will be required for the project.

Intermediate protection and control measures installed during the course of construction are the responsibility of the contractor. The contractor will need to coordinate with the Contracting Officer to coordinate the Best Management Practices (BMPs) that are installed during the course of construction.

An inspection and maintenance program for BMPs that are installed will be required in conjunction with construction.

Site construction will not disturb an area greater than one acre and will not require a NPDES Permit to Discharge Storm Water Associated with Construction Activity. A Storm Water Pollution Prevention Plan for construction activity is not anticipated. The Contractor will need to coordinate permitting activities with Cannon AFB Base CE personnel. Due to the constrained site space available for construction of the new facility, laydown and staging areas will require coordination between the contractor, the Contracting Officer and CE personnel.

Package Water Treatment NWDA 14

CHAPTER 2.0

GROUNDWATER AND WATER RESOURCES

2.1 Environmental

2.1.1 Cultural and Natural Resources

The New Mexico State Historical and Preservation Office (SHPO) approval is required for both the Package Water Treatment and groundwater well work. The Contractor will be responsible to alert the Contracting Officer if any items of cultural significance are identified during construction activities.

2.1.2 Identification of Wildlife and Plants Adversely Impacted

There is no impact identified to date.

2.1.3 Wetland Designations

There are no wetlands on this project.

2.1.4 Air Quality and Prevention of Air Pollution

Air quality permits will not be required for this project.

2.1.5 Solid Waste (Non Hazardous)

There are no landfill areas in the project area.

2.1.6 Hazardous, Toxic and Radiological Wastes (HTRW)

There are no HTRW materials on this project.

2.1.7 Asbestos Containing Material (ACM)

There are no ACM materials on this project.

2.1.8 Lead-Based Paint (LBP)

There will be no LBP on this project.

2.1.9 Polychlorinated Biphenyls (PCB)

There will be no PCBs on this project.

2.1.10 HTRW Other Than ACM, LBP and PCB

This is no other HTRW material on this project.

2.1.11 Unexploded Ordnances (UXO)

There is no UXO associated with this project.

2.1.12 Contaminated Sites

The project site is not contaminated with any of the above materials.

2.1.13 Above-Ground Storage Tanks

Connection to the existing above grade domestic water storage tank at the Sanitary/Latrine is planned.

No new storage tanks are anticipated within this project.

2.1.14 Federal, State and Local Permits

Rules, regulations, and permitting of use of groundwater resources are administrated under the New Mexico Offices of the State Engineer. The requirements of the Office of the State Engineer are identified and discussed in Appendix C.

Package Water Treatment NWDA 15

2.2 Groundwater

There are five irrigation wells located approximately one mile north of the NWDA, on which CAFB has water rights. These wells have historically been used to irrigate four center pivots. The water rights on these wells have been converted from irrigation use, and are currently designated for commercial, industrial, municipal, and domestic use. The existing wells under investigation are wells G-1/2/3, are located in the NWDA. Two of the wells are located within the recent ‘land grant’ area, which is currently under going a cultural survey.

Condition assessment consisting of downhole video survey, stepped-rate performance testing and aquifer capacity of wells G-1/2/3 was completed by Hydro Resources (HDR sub-contractor). Based on the pumping tests, both the aquifer and the existing wells appear adequate to produce the required 150 gpm flow with minimal drawdown. Actual drawdown in the aquifer outside of well is expected to be less. With two wells in service, the supply will meet NMED minimum requirements for two sources of groundwater, and capacity requirements that:

total developed groundwater source capacity should equal or exceed the design maximum day demand and equal or exceed the design average day demand with the largest producing well out of service; and system’s water source(s) should have the capacity to meet the system’s maximum daily demand

(MDD), and the system should be able to supply a minimum of four (4) hours of peak hourly demand (PHD) with source capacity and storage capacity.

NMED also requires that long-term sustainable capacity be addressed. The High Plains aquifer in New Mexico has experienced significant depletion with overdevelopment of the aquifer, however the MAFR location is far removed from the higher use areas of the aquifer. The closing of the Portales Underground Water Basin to new water right appropriations helps assure that additional development will not occur.

The USGS NWIS water level monitoring data suggests that groundwater levels in the vicinity of the MAFR wells has only declined 3 to 5 feet since the mid-1970’s. It is anticipated that with the lower consumptive water use associated with the NWDA (as compared to irrigation), that further declines will be less. Given an aquifer thickness of 35 to 40 feet, and minimal drawdown expected at the 150 gpm pumping rate, there are no concerns about long-term viability of the aquifer to meet MAFR water quantity demands.

Additional results and findings are located in Appendix D.

Package Water Treatment NWDA 16

Figure 4: NWDA Well Location Map

2.2.1 Well Construction Deficiencies

In order for water well to be used for a Public Water Supply System in New Mexico, it needs to conform to the NMED Recommended Standards for Water Facilities; policies for the design, review, and approval of plans and specifications for water supply systems and treatment works (2006). The New Mexico Administrative Code (NMAC) incorporates these recommended standards by reference at 20.7.10.201.M(3) NMAC and 20.7.10.104.G NMAC; and as such, they are considered regulatory requirements.

In the course of the well condition assessment, HDR identified several deficiencies where the existing irrigation wells do not meet NMED standards. Deficiencies related to wellhead construction are minor, and could be remedied by reconstructing the wellhead. The wellhead deficiencies include:

Lack of standby power source, should electric service fail

Concrete pads that are too small

Lack of a seal under the concrete pad

Lack of a water tight seal on pump discharge

No well vents

Lack of a ports for water level measurements or water sampling

Gravel fill pipes are not elevated 12 inches above concrete pad or capped

Well casing does not extend at least 12 inches above the concrete pad

Most likely no check valve

Discharge piping not anchored

Discharge piping not protected against freezing

Other deficiencies relate to the well’s underground construction, and cannot be easily remedied:

Package Water Treatment NWDA 17

3.2.5.2 and 3.2.5.8 of the Standard specify that minimum protected depths (grouting of the annular seal) may be required by NMED and OSE. 3.2.6.1b of the Standard specifies that sand or gravel wells should have permanent casing and grout extend at least 20 feet below ground.

The existing wells are completed with gravel pack to the surface, and as such do not have a protective seal. The practical limit for excavating around the well casing, removing gravel pack , and installing grout is to a depth of about ten feet. Angela Cross, staff engineer with the Drinking Water Bureau of NMED, indicated that NMED would not accept a seal of less than 20 feet for a Public Water Supply System well.

3.2.5.7c of the Standard specifies that well screens should be of sufficient length and diameter to provide adequate specific capacity and low entrance velocity. Usually, this should not exceed 0.1 ft/sec.

Based on the size and frequency of torch cut slots seen on the down-hole video survey, below static water level slots would provide for the following maximum recommended pumping rates (assuming a 0.1 ft/sec inflow velocity): Well G-1 = 185 gpm, Well G-2 = 67 gpm, Well G-3 = 224 gpm. This would preclude Well G-2 from being used as a 150 gpm supply well.

3.2.5.7d of the Standard specifies that screens should be installed so that the pumping water level remains above the screen under all operating conditions.

In all three wells, there will be well slots above the pumping water level. Remedying this is possible by installing a smaller diameter liner in the well with screen over only the bottom third of the saturated thickness, and installing an annular gravel pack between the liner and the original casing. While this would increase drawdown for a given pumping rate, 150 gpm should still be sustainable.

Given that the well is over 40 years old, has partial plugging of the well slots, and can not meet Public Water Supply System well design requirements without significant reconstruction (reconstruction that is estimated to cost more than a new well), it is recommended that new wells be constructed for this project.

2.3 Regulatory Considerations for Replacement of Existing Wells

Rules, regulations, and permitting of use of groundwater resources are administrated under the New Mexico Office of the State Engineer (OSE). Rules, regulations, and permitting of construction of groundwater wells and associated appurtenances for a Public Water Supply System to ensure that the system meets public standard and that delivered water quality meets New Mexico and Federal regulations are administrated under the New Mexico Environment Department.

2.3.1 New Mexico Office of the State Engineer (OSE)

The Office of the State Engineer is charged with administering the state’s water resources. As such, installation of new wells, plugging of old wells, licensing of drillers and administration of water rights falls under the OSE. Rules and regulations relevant to the MAFR project include:

New Mexico Administrative Code Title 19, Chapter 27, Part 1 – Underground Water-General

Provisions – Natural Resources and Wildlife 19.27.1

New Mexico Administrative Code Title 19, Chapter 27, Part 4 – Rules and Regulations Governing

Well Driller Licensing, Construction, Repair, and Plugging of Wells

Application will need to be made with the OSE anytime CAFB wants to plug an existing well or modify a water right (which includes changing water use made of the right, changing place of use of the water, replacing a well, moving a well, or adding a new well). The OSE also requires that every well that uses a water right must be equipped with a water meter, and water use readings must be submitted to the OSE on an annual basis.

Package Water Treatment NWDA 18

Of note, is that the OSE has issued “Order in the Matter of the Closure of the High Plains Aquifer Within the Curry County and Portales Underground Water Basins to New Appropriations Filed Under Section 72- 12-3 NMSA 1978” – As of November 13, 2009. Any changes to the water rights in the Portales Underground Water Basin will be governed by “Curry County and Portales Basin Guidelines for Review of Water Rights Applications”. These guidelines will govern changes to water rights on Wells G-1, G-4 and G-5. They also preclude the possibility of moving wells with Fort Sumner Underground Water Basin water rights (Wells G-2 and G-3) south of the fenceline and into the Portales Basin.

CAFB personnel have already received approval for changes to the use and place of use of the three water rights on the five wells. This changed the earlier irrigation use on the four center pivots to a commercial, industrial, municipal, and domestic use on the MAFR property.

Additional changes to replace or add wells will require submission of a new Application for Permit to Change and Existing Water Right (WR-06) to the OSE’s office. With the given regulations, it is much easier and quicker to permit a well replacement within 100 feet of the original well. Moves greater than 100 feet will require an assessment by the OSE to ensure the move does not impact other existing water rights and will require a public notification period. The installation of the new will require submission of a new Application for Permit to Drill a Well With No Consumptive Use of Water (WR-07) to the OSE by the installing contractor.

For the MAFR project, Mike Barajas with the Roswell OSE office will be the point of contact.

2.3.2 New Mexico Environment Department (NMED)

The New Mexico Environment Department (NMED) Drinking Water Bureau ensures that water supply infrastructure for Public Water Supply Systems (PWSS) meets state and federal regulations, and that delivered water quality meets requirements of the Federal Drinking Water Act. Two NMED documents covering rules and regulations are:

State of New Mexico Drinking Water Regulations - State: 20.7.10 NMAC; Federal: 40 CFR 141, 40 CFR 142, 40 CFR 143. Revised October 28, 2010.

New Mexico Environmental Department, Construction Programs Bureau Recommended

Standards for Water Facilities; policies for the design, review, and approval of plans and specifications for water supply systems and treatment works, 2006.

The NMED establishes minimum design standards for PWSS’s in New Mexico, and requires that an Application for Construction or Modification of a Public Water Supply System be submitted every time a well is added to a PWSS. The NMED also requires collection of new water quality samples from a PWSS water well after it is newly constructed, modified or reconstructed. For the MAFR project, Angele Faye Cross, P.E. a staff engineer with the NMED Drinking Water Bureau will be the point of contact.

2.4 Water Quality and Prevention of Water Pollution

A blended sample from wells G-2 and G-3 was taken on 11 September 2014. Individual water quality parameters obtained from this analysis were compared to corresponding Safe Drinking Water Act (SDWA) Primary and Secondary Maximum Contaminant Levels (MCL).

In addition to total coliform being present, seven potential contaminants of concern were identified during this analysis including perchlorate, nitrate, fluoride, arsenic, iron, lead, and aluminum. None of the primary MCLs have been exceeded at this time. However, while a MCL for perchlorate has not been established, the current concentration is above the 2 ug/L MCL established by the State of California. It is anticipated that the federal MCL will be established within the next two years and that the current perchlorate concentration will likely exceed this MCL. In addition, arsenic and nitrate concentrations are approaching corresponding MCLs.

While treatment other than chlorine is not needed at this time, it is highly likely it will be needed within the next two years for perchlorate removal at a minimum and for arsenic, nitrate, and other parameters thereafter. Seven treatment technologies were evaluated for the identified water quality parameters of concern. Reverse osmosis was identified as the only technology capable of removing all parameters of

Package Water Treatment NWDA 19 concern. While utilizing various treatment technologies in series is a possibility, this would likely be cost prohibitive if all parameters of concern were to be addressed. In addition, reverse osmosis would be the best technology to address any additional future parameters of concern. The complete water quality and treatment analysis can be found in Appendix E.

Chlorination of the potable water supply will occur within the Packaged Water Treatment and consist of a small liquid sodium hypochlorite feed system. An inline mixer will be used to ensure proper mixing within the potable water supply line.

2.5 Industrial Wastewater

The New Mexico Environmental Department (NMED) has identified the RO concentrate as an industrial waste stream and must meet the requirements of NMAC Title 20, Chapter 6, Part 2 “Groundwater and Surface Water Protection”. If Cannon AFB accepts the recommendation for installing an RO system for meeting potable water quality requirements, there will be a need to deal with the reject water (brine), along with periodic discharges of clean-in-place (CIP) chemicals (primarily anti-scalants).

In general terms the RO brine represents the source water quality concentrations of various constituents that have become further concentrated by a factor of approximately 4. That would mean for the case in point that the concentrations for a number of source water constituents would then exceed the MCLs for potable water. Therefore, such brine stream plus the periodic presence of CIP chemicals becomes a wastewater that must be managed according to applicable wastewater discharge regulatory standards.

Accordingly, three management options have been identified for further evaluation and regulatory review by NMED:

COA-1: Total Evaporation Lagoons. Such lagoons would be constructed with an HDPE liner to prevent percolation through the sides and bottoms, assuming that there may be concern for the release of “toxic pollutants”. Lagoon sizing would be primarily based on the estimated total annual brine volume balanced against net evaporative losses. The precipitation “capture” area is slightly larger than the evaporative water surface area due to the combined area within the centerlines of the tops of the dikes around the perimeter.

Over an extended period of time, the build-up of dissolved solids (“salts”) would progressively reduce evaporation losses by a factor ranging from 20% to 30%, depending on assumptions. Therefore, evaporative type lagoon sizing must include reasonable safety factors for influent flow, precipitation, and dissolved solids build-up that progressively affect evaporation. The service life of HDPE liners is usually 25+ years, therefore it is prudent to have redundant cells to facilitate liner maintenance and possibly for the removal of accumulated solids. The other potential regulatory/operational factor that must be considered is the attraction of birds and other animals to the water within the lagoons. Therefore, perimeter fencing becomes necessary and possibly other deterrents, such as overhead netting.

COA-2: Soil Leach Field. This option could possibly be considered if NMED considers the underlying hydrogeology to be acceptable in terms of contamination risk. That is, that the concentrated RO brine would have to be judged as to not constituting a threat to down-gradient water supplies or constitute a build-up of contaminants that would eventually be considered hazardous, either by present or future regulations. Because of such contingent issues, this option does incorporate at least some risk.

COA-3: Irrigation (Land Application) System. In addition to similar issues mentioned above for

COA-2, typical concerns for land application systems also include potential plant/animal toxicity from either direct exposure, or in the case of plants, also from uptake from the roots. In addition, there may be concerns for progressive deterioration of soil properties (for example, build-up of salts) that can interfere with plant growth, depending on plant tolerance. EPA 503 Sludge Regulations would not necessarily directly apply, but similar logic for “ceiling limits” for heavy metals and long-term total accumulation limits of metals and other pollutants of concern (POCs) may be significant factors to consider. Overall, Package Water Treatment NWDA 20 the use of land application for brine disposal would potentially have more environmental regulatory risk and on-going regulatory monitoring requirements than would COA-2.

Given the above considerations, COA-1 most likely represents the least regulatory and environmental risk. However, it also likely represents the highest implementation cost of the three alternatives. Cannon AFB has given direction to proceed with COA-1.

Package Water Treatment NWDA 21

CHAPTER 3.0

ARCHITECTURAL

3.1 Design Code Compliance

The facility will follow Cannon AFB design standards, IBC 2012 and NFPA Life Safety 2012.

3.2 Functional Plan Requirements

The Packaged Water Treatment will be a modular pre-engineered fiberglass enclosure. The modular enclosure will be sized to house the recommended water treatment equipment only. See pre-engineered fiberglass enclosure cut sheets in Appendix G.

3.3 Basic Facility Construction

The enclosure will be corrosion and mildew resistant fiberglass construction which is impervious to caustic or acidic atmosphere and UV-resistant.

The enclosure will be insulated in accordance with ASHRAE 90.1 requirements.

3.4 Wall Construction

Exterior Walls and Finish Materials

The exterior aesthetics will have an industrial look and will follow the CAFB Architectural Compatibility Standards to include a tan gel coat color.

The exterior color will be similar in color to the existing three (3) structures built at the PEC in the NWDA.

3.5 Roof System

The roofing system is comprised of materials matching the walls of the fiberglass enclosure. See section

3.4 Wall Construction for wall type.

3.6 Floors

Flooring material to be concrete, as enclosure is set on top of concrete equipment pad. Weather stripping and sealant along concrete and fiberglass enclosure seam will provide water tight seal.

3.7 Ceilings

No ceilings are provided inside the fiberglass enclosure, as the space is open to the roof system above.

3.8 Doors and Frames

The fiberglass enclosure will be accessible by a set of double doors (6’-8” high x 6’-0” wide) for removing/installing water treatment equipment. In addition a single width door (6’-8” high x 3’-0” wide) for maintenance personnel entry will be provided.

3.9 Hardware

All door hardware is industrial grade, keyed to the installation master keying system. All hardware will be brushed stainless steel finish unless not available, in which case brushed chrome or aluminum finish as applicable. All hardware base metals will be non-corrosive.

3.10 Handicap Accessibility

Not Applicable.

Package Water Treatment NWDA 22

CHAPTER 4.0

STRUCTURAL

4.1 Design Code Compliance

The structural system was designed to adequately support the facility. Design is consistent with accepted engineering practices and shall comply with the latest applicable Air Force regulations, instructions, manuals, building codes and life safety codes.

4.2 Structural Loading Criteria

4.2.1 Roof Live Loads

20 psf minimum

4.2.2 Roof Snow Loads

15 psf minimum

4.2.3 Roof Dead Loads

Not applicable

4.2.4 Floor Live Loads

40 psf minimum

4.2.5 Wind Loads

External design wind pressures shall be calculated in accordance with ASCE 7-10 using the Ultimate Design Wind Speed from UFC 3-301-01, Table E-1.

Risk Category: I

Wind Speed: 120 mph

Exposure: C

Internal Pressure Coefficient: As determined by ASCE 7-10

4.2.6 Seismic Loads

Seismic loads shall be computed in accordance with UFC 3-310-04 and ASCE 7-10. The Spectral Acceleration parameters S1 and SS are from UFC 3-301-01, Table E-2. Seismic parameters shall be as follows:

Site Class: C

One Second Period Spectral Acceleration, S1: 0.09 g

Short Period Spectral Acceleration, SS: 0.03 g

Importance Factor, I: 1.0

Seismic Design Category: A

Seismic Response Coefficient, Cs: 0.01

Response Modification Factor, R: 3.25

Minimum Analysis Procedure: Equivalent Lateral Force

4.3 Design Temperatures

Design differential temperatures will be a minimum of 50 degree F for thermal analysis of framing systems.

4.4 Framing System

The fiberglass enclosure will be a self supporting structure with internal framing provided by manufacturer.

Package Water Treatment NWDA 23

4.5 Foundation System

4.5.1 Soil Considerations

Preliminary design of the foundation will be based on the worst case allowable foundation pressure of 1500 psf - as specified for Soils Site Class D in 2012 IBC Table 1806.2 - Presumptive Load-Bearing Values.

The Contractor will be required (per Section 02 32 00) to obtain a soil sample, complete a laboratory analysis and submit a recommendation for foundation design thickness. This could result in a credit modification depending on the soil strength and conditions at the Packaged Water Treatment site.

4.5.2 Frost Penetration

The depth of frost penetration to be used in the design of the foundation system is 18 inches.

This should be confirmed with a geotechnical soils report.

4.5.3 Foundation Design

The shallow mat foundation will be designed in accordance with the criteria set forth in the referenced documents outlined in this section and the recommendations contained within the Geotechnical Soils Report. The mat foundation will be reinforced with a minimum of 0.18 percent steel based on cross section area. Crack control measures will be incorporated in the mat design. Control joint details and spacing will be delineated. The slab design will be required to incorporate the appropriate subgrade stabilization and building pad preparation to comply with the requirements of the Geotechnical Soils Report.

4.6 Concrete Slab-On-Grade

Slabs will be designed in accordance with the criteria set forth in the referenced documents outlined in this section and the recommendations contained in the Geotechnical Soils Report (provided by CAFB).

The slab-on-grade is currently shown as a 6 inch slab reinforced with #5 at 12 inches on centers which exceeds the minimum of 0.18 percent steel based on cross section area. Crack control measures were incorporated in the slab-on-grade design. Control joint details and spacing are delineated. The slab design will be required to incorporate the appropriate subgrade stabilization and building pad preparation to comply with the requirements of the Geotechnical Soils Report. Concrete slab finishes will be appropriate for non-slip surfaces.

4.7 Exterior Doorways

All exterior pedestrian doorways open onto the concrete equipment pad. Each doorway will have sill plates along concrete to create water tight seal.

4.8 Exterior Equipment Pads

Any exterior mechanical or electrical equipment will be installed on a concrete pad that is minimum 8 inches thick with temperature steel reinforcing. See Concrete Slab-On-Grade section.

4.9 Force Protection

See Chapter 8 for AT/FP requirements.

4.10 Structural Working Stresses

4.10.1 Concrete Design

Concrete Strength, f’c: 4,000 psi at 28 days.

Reinforcing Steel: ASTM A615, Fy =60 ksi.

Package Water Treatment NWDA 24

4.10.2 Structural Steel

Wide Flange and Tee Shapes: ASTM A992, Fy = 50 ksi

Angles, Channels and Plates: ASTM A 36, Fy = 36 ksi

Steel Pipe: ASTM A53, Grade B, Fy = 35 ksi

Cold Formed Hollow Structural Sections: ASTM A 500, GRADE B, Fy = 46 ksi

Cold Formed Hollow Structural Pipe: ASTM A500, Grade B, Fy = 42 ksi

Bolts: ASTM A325N, bear bolts with threads included on the shear plane.

Anchor Rods: ASTM F1554, Fy = 36 ksi, 55 ksi-weldable, min

4.10.3 Stainless Steel:

Type 304 or 306, Fy = 33 ksi.

Type 304L or 316L where welding is required.

4.10.4 Aluminum:

Aluminum conforms to ASTM B308, Allot 6061-T6.

Package Water Treatment NWDA 25

CHAPTER 5.0

MECHANICAL

5.1 Design Code Compliance

The mechanical system shall be designed to maintain appropriate ventilation rates and minimum heating requirements within the Package Water Treatment enclosure. Design shall be consistent with the best engineering and architectural practices and shall comply with all the latest applicable Air Force regulations, instructions, manuals and pamphlets. National codes, building construction codes and life safety codes will be used where applicable. Air Force publications will take precedence over other published requirements. National or local codes will be referred to only in the absence of published Air Force guidelines.

5.2 Sitework

The enclosure will include the following site utilities:

5.2.1 Natural Gas Service

Natural gas is not required within the Building and will not be provided.

5.2.2 Domestic Water Service

Potable water is not required within the enclosure.

5.2.3 Sanitary Sewer Service

See Site/Civil sanitary sewer and Environmental Industrial Wastewater sections.

5.2.4 Storm Drain Service

Not Applicable.

5.3 Enclosure Interior Work

HVAC within the modular enclosure will be limited to electric unit heaters to maintain minimum heating requirements. In addition, thermostatically controlled exhaust fans and louvers will be used to maintain ventilation during summer months.

5.4 Heating, Ventilating and Air Conditioning System

5.4.1 Design Criteria

The design of the mechanical system will conform to Military Standards.

Outside design condition:

Cooling(0.4%) 97 deg F dry bulb, 64 deg F wet bulb

Heating(99.6%) 17 deg F dry bulb

Indoor design condition:

Cooling 85 deg F dry bulb, no RH min/max

Heating 60 deg F dry…