Attachment L10 Revised SOW for B9460.pdf

FTFA20RC02 Munitions Test Facility

Eglin Air Force Base, Florida

DESIGN BUILD

STATEMENT OF WORK

Munitions Test Facility

Project No. FTFA20RC02

Eglin Air Force Base, Florida

Original Release – 30 November 2021

Updated 12 May 2022

96 CEG/CENMPW

Table of Contents

1.0 PURPOSE:

2.0 BACKGROUND:

3.0 DESCRIPTION OF WORK:

3.1 ARCHITECTURAL

3.2 SITE DEVELOPMENT

3.3 INTERIOR

3.4 PURPOSE STRUCTURAL

3.5 CIVIL

3.6 MECHANICAL

3.7 PLUMBING

3.8 FIRE PROTECTION

3.9 ELECTRICAL

3.10 COMMUNICATION

3.11 SECURITY

3.12 USER EQUIPMENT

3.13 SPECIAL REQUIREMENTS

3.14 ENVIRONMENTAL ISSUES

4.0 GENERAL REQUIREMENTS

5.0 MEETINGS AND SUBMITTALS

6.0 GOVERNMENT FURNISHED MATERIALS

7.0 PERIOD OF PERFORMANCE

8.0 SUMMARY OF REQUIRED ACTIVITIES

9.0 EGLIN SPECIFIC REQUIREMENTS

10.0 UTILITIES AND MAPS

11.0 HVAC JUSTIFICATION AND APPROVAL FOR TRANE SYSTEMS

1.0 Purpose:

This Statement of Work (SOW) outlines the basic requirements of the Munitions Test Facility project, FTFA20RC02.

2.0 Background:

This Design-Build project is to construct a 2,400 sq ft addition to Building 9460 located at site C80A. The addition will support the needs of the 96th Test Wing Range Group by providing space to perform salt/fog emersion and 1.5M Drop Testing in accordance with directive E0106-18.

3.0 Description of Work:

The contractor shall furnish all parts, labor, tools, materials, plans, and transportation necessary to design and construct an addition to building 9460. The addition will be constructed utilizing a pre-engineered metal frame to match the existing facility. The facility addition dimensions will be 40’ wide by 60’ long with an eave height of 30’. The roof shall be a structural standing seam with a 1:12 slope to match existing. The walls will be metal panels, and the interior will have a liner panel with vinyl covered batt insulation. The addition will meet hurricane code requirements and have a 20-year warranty including gutters and downspouts. The new addition will require gutters and downspouts to be tied into the existing facilities gutter system. The addition will have a finished interior unisex restroom with a lavatory and water closet, this restroom will be supported with a septic tank and leech field to be located a minimum of 50’ south of the facility. The addition shall have three personnel hollow metal doors with keypad entry hardware and covered stoops.

The addition shall have three electric vehicle access coiling doors 12’wide by 14’ height. The new additions foundation shall be a 40’ wide by 60’ by 6” deep concrete slab. The slab will be sloped to a centrally located floor drain and sloped to the additional floor drain located in the bathroom.

The internal concrete slab will have a reinforced section that is 8’ wide by 12’ long by 2’ deep to support 1.5M Drop Testing (see Figures on Page 4). The addition’s exterior shall have three 14’ wide by 10’long by 6” deep concrete slabs at the new vehicle access coiling doors (see Figures on Page 15). The addition will include a concrete path 14’ wide by 50’ long connecting existing west facing vehicle access coiling door to new north facing vehicle access coiling door. The new facility shall have two bollards per vehicle access coiling door along with one additional bollard at the relocation site of the exhaust blower motor. Items that shall be relocated include an exterior exhaust blower motor, and a portion of the existing lightning protection system. The new addition shall have a sufficient HVAC system for year-round comfort conditions per Eglin Design Guide and UFC. The electrical work for the addition will require two new sub panels, a three-phase 480/277v 200A main breaker panel and a three-phase 120/208v 100A main breaker panel. The three-phase 30kva transformer will feed the 120/208v 100A panel. The 480/277v will support the lighting, disconnect, and equipment. The 120/208v 100A panel will serve the receptacles and any other 120/208v equipment. One 208V, three-phase, 60A receptacle and one 208v, three-phase, 30A receptacle are required within 3 feet of the user’s equipment. A grounding system in compliance with NFPA 70 and UFC 3-520-01 will be provided. New sub panels to include TVSS devices. The new addition will require a 5-ton dual motor 460V/ 3-phase bridge crane with a 20’ minimum hook height. The new addition interior shall have four compressed air outlets that will be tied into the existing air compressor. The addition shall have hose bibbs on the interior and exterior located near the vehicle access coiling doors (see Figures on Page 19).

Propos ed New

Existing Facility

– Building

3.1 Architectural

a. Facility Description:

This facility will be an addition to the existing pre-engineered metal building number 9460 located at the C-80A Operational Ground Test (OGT) Facility. This addition will be a pre-engineered metal building to match the existing in building materials, finishes and building massing. The building size is estimated to be no more than 2,450 total gross square feet. The footprint will be 40-foot wide by 60-foot long with an eave height of 30-foot. The orientation of this new addition will be perpendicular to the existing sidewall to gain the best access through the existing vehicle coiling door. With this configuration, there will be minimal demolition work. The only demolition to the architecture will be to remove one gutter and downspout.

The maximum number of personnel to occupy this addition at any given time will be ten (10).

There will be an exterior vehicle access electric coiling door centered at each side of the addition for a total of three (3). These doors will be for loading and unloading equipment. There will be a personnel door adjacent to each vehicle access door. Inside this addition there will be three workstations (3) for a Drop Fixture, Salt Water Tank, and Immersion Tank located best to suit the end user’s needs. These fixtures will be GFGI and will be movable, however, the proposed placement is shown on Page 4. There will be one single use unisex restroom located at the inside corner.

There will be one (1) five (5) ton bridge crane with a twenty (20) foot minimum hook height. The floor coverage for the bridge crane will be to the full extent from inside corner to corner. There will be one interior floor drain centrally located and slabs will be sloped to the drain location and one floor drain sloped to the center of the bathroom. There will be direct access to the existing facility through an adjoining overhead 12-foot wide by 14 – foot high coiling door.

b. Accessibility:

This facility will be for abled body personnel only.

c. Building Components:

The components for this facility shall all match existing and shall be as follows:

• The floor shall be poured in place concrete slab on grade to floor drains, thickened only at the Drop Fixture as required to support the loads of the equipment.

• The internal concrete slab will have a reinforced section that is 8’ wide by 12’ long by 2’ deep to support 1.5M Drop Testing.

• The exterior walls shall be prefinished metal wall panels with vinyl faced insulation from finished floor to the roof eave above. The interior of the exterior walls shall be finished with eight (8) foot high perforated metal liner panels to match the existing.

• Insulation factor will be IAW the Eglin Design Guide.

• The interior walls to the restrooms shall be standard light gauge steel studs with gypsum wall each side.

• The roof shall be a structural standing seam metal roof panels with a 1 on 12 roof slope to match the existing roof. The new metal roof shall extend over the existing to form a cricket to provide the best roof drainage system. This roof shall include vinyl faces insulation mounted to the inside. Each exterior eave will include sheet metal gutters and two (2) downspouts for a total of four (4).

• Building Expansion Joint. To join the new to existing structures there shall be a building expansion joint that shall run the full length of each joining wall and at the roof.

• All exterior doors shall be pre-insulated metal. The coiling doors shall be standard 12-foot wide by 14 -foot high rollup type to match the existing. The personnel doors shall be standard 7-foot high by 3-foot wide hollow metal. Each exterior personnel door shall be protected with an exterior metal canopy.

• Windows. There will be no windows on this facility.

• Ceiling. The open bay will be exposed to the structure above. The restroom will have a gypsum ceiling

3.1.1 Architectural References

Design Guidelines

Reference the need to comply with the Base Comprehensive Plan, the Base Architectural Compatibility Plan/ Architectural Guidelines as part of this PCR package. However, PCR contractor shall determine and list the specific applicable elements, requirements/standards from those documents that apply to the facility type. Include other related criteria for the facility type.

List other general requirements documents such as UFCs, ETL, etc. in the appendix.

Architectural Guidelines/Architectural Compatibility Plans

The new facility will be designed to fit within and be compatible with Eglin Design Manual and Eglin Air Force Base Architectural Compatibility Plan.

Others

UFC 3-230-01 Water storage, Distribution, and Transmission

UFC 3-240-01 Wastewater Collection

UFC 3-201-01 Civil Engineering

UFC 3-101-01 Architecture

UFC 3-110-03 Roofs

3.2 Site Development

Site Development/ Civil

a. General Site Description:

The proposed site is immediately adjacent on the west side of the existing testing facility building.

The proposed Munitions Test Facility will be structurally connected to the west side of the existing building centered on the west coiling door. This siting will require minimal sitework to accomplish this connection. Minimal demolition will be required. Minimal earthwork grading will be required.

An existing coiling door will connect the two buildings. A proposed new Portland Cement Concrete (PCC) drive will connect the existing facility’s north side door with a side door on the proposed facility. This will allow testing equipment to be rolled to either building should the route through the building’s coiling door is blocked by testing apparatus.

b. Site Development:

The existing site consist of sandy soils typical of Eglin Range. No soil boring data is available currently. No clearing or grubbing will be required since this is an existing facility. The site has previously been cleared and grubbed. A 60-foot by 24-foot pad of crushed aggregate surfacing will require removal and stockpiling. This crushed aggregate will be re-spread after construction of the proposed building and concrete aprons is complete. This will serve as a parking and extended apron for the coiling doors. Minor grading of the existing building footprint will be required for footing and concrete slab placement. Grading thicknesses is anticipated to be a foot or less of cut and twelve to sixteen inches structural fill possibly under the slab. Materials cut from site can be spread on site or removed off Government Property. A small stormwater treatment facility (pond) will be required to treat the new impervious runoff. Grading and sodding will be required for the stormwater facility.

c. Pavement (Roads, Parking, Walks):

The new pavement for this site will be the PCC aprons for the new coiling doors and a 50-foot by 14-foot PCC drive from the new coiling door on the north side of the proposed building leading to the west coiling door of the existing facility. This drive will serve as an equipment path for large testing equipment to be rolled into the new facility. The mode of transportation would be a 6,000lb forklift. The anticipated thickness of the PCC currently is six-inches unreinforced concrete. No new access pavement will be required, and no new POV parking will be necessary. Existing crushed aggregate will be re-spread and compacted adjacent to the new facility to be used for government vehicles temporary parking or deliveries.

d. Storm Drainage/Storm Water Management:

This proposed facility is 2,400-square foot with another 1,220-square foot of new PCC pavements.

This project will be less than 3,800-square foot of new improvements.

Stormwater requirements under Section 438 of the Energy Independence and Security Act (EISA) will be followed. EISA Section 438 are covered under the LID UFC 3-210- 10 with Change 3, dated 1 March 2020. In accordance with UFC 3-210-10 Paragraph 1-4.

Projects with a “footprint” of greater than 5,000 gross square foot will comply with EISA Section

438. FDEP. Since this project is less than the 5,000 square foot threshold EISA Low Impact Development requirements will not be required. However, since the project is a part of the larger development of Eglin AFB, a FDEP Environmental Resource Permit will be required and a stormwater facility (pond) is required to be provided.

e. Sewer:

The proposed addition to the existing facility will include a restroom and will be connected to a new on-site decentralized wastewater disposal system. The system will consist of a septic tank and sub-terranean leach field to handle the wastewater flows generated by the addition. Overall wastewater flows will very low, and it is anticipated adequate space is available to install the drainage field lines approximately 50 feet from the south face of the facility. A wastewater permit will not be needed as part of this project as Eglin retains primacy for disposal of wastewater on the installation.

f. Water:

The existing munitions testing facility is being serviced by a groundwater well and a hydropneumatic tank to provide domestic water to the facility. A new service line will branch (tee) off the existing water line to provide water to the proposed new unisex restroom and exterior hose bibs. It is not anticipated that the groundwater pump and/or hydropneumatics tank will need to be replaced or upsized as part of this project.

g. Electrical:

The Primary electrical distribution system is managed by CHELCO. The facility is being refitted with a 2000A service. This service will be located on the east side of the facility. The MPE panel manufacturer has not been identified. A new breaker will need to be installed for the new 480/277v sub panel for new addition.

h. Communications:

No outside plant communications systems (NIPR or SIPR) are needed for the addition to the facility.

i. CATV:

No anticipated CATV system connections are required.

j. Landscaping:

No Landscaping efforts are required.

k. Laydown Areas

Laydown areas will be negotiated after award through BCE planning and user.

3.3 Interior

Space Type Guidance Design Area (SF) Maintenance Bay AFMAN 32-1084 Par. 3.1.14 Restroom AFMAN 32-1084 Par. 3.1.14 Total Net SF Bldg Spt Spaces N/A N/A Net to Gross % Ext Covered Areas 80 Total Gross SF 2,530

3.4 Purpose Structural

a. Design Criteria:

ACI 318-14 Building Code Requirements for Structural Concrete and Commentary

ACI 360R-10 Guide to Design of Slabs-on-Ground

AISC 325 Steel Construction Manual, Fifteenth Edition

ASCE 7-16 Minimum Design Loads and Associated Criteria for Buildings and Other Structures

IBC 2018 International Building Code

MBMA Metal Building Systems Manual 2018

NATO STANAG 4375 Safety Drop, Munition Test Procedure

UFC 1-200-01 DoD Building Code, 08 October 2019

UFC 3-301-01 Structural Engineering, 01 October 2019

UFC 3-320-06A Concrete Floor Slabs on Grade Subjected to Heavy Loads, 1 March 2005

UFC 4-010-01 Minimum Antiterrorism Standards for Buildings, December 2018

b. General:

The facility will be composed of a pre-engineered metal building (PEMB). The desire is for the new building enclosure to form an addition to the existing test facility, building 9460. The new facility is to include properly designed floor space for a drop fixture test apparatus, a saltwater tank, and an immersion tank. Additionally, a 5-ton rated bridge crane is to be provided. Based on the architectural plan, a preliminary structural concept was developed. This concept, which reports primary structural quantities that can be used for cost estimating, is shown on Page 4. If the architectural plan dimensions change, the structural quantities reported in the concept should be adjusted accordingly. Specific structural systems shown, along with notable structural requirements and/or concerns, are described in the below sections.

c. Building Foundation and floor Slab:

It is assumed that the building loads will be supported on shallow foundations consisting of reinforced concrete spread footings at columns and continuous/strip reinforced concrete footings or thickened slab sections between footings along the perimeter wall of the building. Specifying all concrete to achieve a 28-day compressive strength of 4,000 psi should be adequate. Steel reinforcement will have a specified yield strength of 60 ksi. Hairpin reinforcement around building anchor bolts will be utilized to permit the floor slab to assist in resisting lateral thrust forces. The floor slab is expected to be 6” thick with approximately 0.25% reinforcement in each direction. A vapor barrier and capillary water barrier will be provided below all slabs-on-grade for the indoor facility. Design of foundations will be in accordance with the geotechnical report recommendations. Prior to obtaining geotechnical recommendations, conservative design parameters may be assumed. Geotechnical verification is the responsibility of the contractor.

Special requirements and/or consideration include the following:

Resisting column thrust forces: As described in UFC 3-301-01, Section B-2.1, PEMB gable frames produce horizontal thrust forces at column bases. The design provisions in AISC Design Guide 1 should be followed when designing the base plate anchorage to the foundation. The method of resisting this thrust force in the foundation and/or slab design is important. If the footing/pier assembly is not designed to resist the overturning moment produced by the thrust at the base of the column, foundation tension tie members must be provided. Maybe the most common method of providing tension tie member resistance is by providing hairpin reinforcing to transfer the thrust force from the column anchor bolts into the slab-on-ground reinforcement. This method requires close attention to detailing of slab joints and other possible interruptions in the continuous slab reinforcement between columns. Additionally, there is a potential risk of losing the tension tie due to any type of trenching for future renovations.

Drop fixture test area foundation: Per STANAG 4375 concrete is to be 2’-0” thick and have a minimum 28-day compressive strength of 4000 psi (28 MPa). Other requirements, such as steel impact plate and bond to concrete, to be provided by user.

d. Framing:

The facility will be constructed using PEMB framing for the main force resisting system. ASTM A992 or A572 steel with a yield strength of 50 ksi will be specified for wide flange and WT shapes.

Other shapes, such as angles, channels, and plates may be specified to meet ASTM A36, while hollow structural steel (HSS) sections will be specified to meet ASTM A500. Secondary framing such as cold-formed steel wall girts and roof purlins, per ASTM A1003 and A955, should also be provided by the PEMB manufacturer unless otherwise specified by the architect. The framing system will not include interior columns unless determined to be unavoidable. With this system, lateral loads will be resisted by a series of rigid moment frames in one direction and by steel cross bracing or portal frames in select bays along the side walls and roof, in the opposite direction.

Interior partitions will be constructed as described below and will be structurally independent from the PEMB framing system.

Special requirements and/or consideration include the following:

Connection between new facility framing and existing facility framing: The existing facility is a PEMB, in which the design was delegated to a PEMB manufacturer. The new facility is being proposed as a PEMB, in which the design will be delegated to a PEMB manufacturer. If the structural framing of the new facility were to be connected to the structural framing of the existing facility, the force interaction between the two framing systems would have to be determined so that (1) forces could be specified to the new building designer and (2) the adequacy of the existing building design could be checked. Given the unknowns that would be needed to properly determine this interaction, it is impractical to expect that the two structural framing systems could be connected.

Therefore, it is recommended that a flexible type connection be investigated and specified, so that zero load transfer can be reasonably assumed. Such a connection is expected to only include connection of secondary (cold-formed) framing members and cladding and utilize slotted holes at connections where determined necessary.

Overhead coiling doors: One or more large overhead coiling doors are required. PEMB manufacturers commonly frame coiling doors with cold-formed steel framing that may not be adequate for larger doors. It is recommended that hot-rolled structural steel members be specified at the coiling doors.

e. Exterior Walls:

Exterior walls will be as specified by the architect. It is expected that exterior walls will be specified to match the existing building and be constructed using cold-formed wall girts and corrugated metal panels provided by the PEMB manufacturer.

f. Interior Walls:

Non-load bearing interior walls will be constructed with cold-formed steel stud framing. Load bearing interior walls are not required per the current plan. However, if load bearing interior walls become a requirement, such walls will likely be specified to be reinforced concrete masonry units

(CMU).

g. Force Protection:

Design of the facility will be designed to meet the minimum requirements of UFC 4- 010-01

h. Design Loads:

Unless noted otherwise, loads and load combinations shall be determined and applied in accordance with ASCE 7, as modified by UFC 3-301-01.

Wind Loads: Basic Wind Speed, Risk Category, and Importance Factor shall be determined from

UFC 3-301-01.

Basic Design Wind Speed 143 mph

Exposure Category C

Risk Category, Table 2-2 II

Importance Factor 1.0

Earthquake Loads: UFC 3-301-01 and the structural load data tool on wbdg.org was utilized to determine the mapped Spectral Response Accelerations. Other design parameters were derived from that information. Seismic loading parameters follow.

Risk Category, Table 2-2: II

Importance Factor: 1.0

Soil Site Class (assumed): D

Mapped Spectral Response Acceleration, Ss: 8.0% g

Mapped Spectral Response Acceleration, S1: 5.0% g

Design Spectral Response Acceleration, Sds: 9.0% g

Design Spectral Response Acceleration, Sd1: 8.0% g

Seismic Design Category (SDC): A

Crane Loads: Design loads from a 5-ton rated bridge crane shall be applied. This includes all vertical and lateral dynamic components as required by the governing building code.

Gravity Loads: This includes dead loads, floor live loads, and roof live loads. At a minimum, floor and roof live loads shall be as prescribed in Table G-1 of UFC 3-301-01. Floor live loads are only applicable to the slab-on-ground, in which the uniformly distributed live loads of Table G-1 are not likely to govern. Although not specifically indicated, it is expected that the floor slab will inevitably experience moderate concentrated loads from equipment and vehicles. Further, the design should account for potential functional changes in the future. Therefore, it is recommended that design of the slab-on-ground account for a lift truck rated capacity of at least 6,000 pounds per Table 5.1 of ACI 360R. Depending on the subgrade modulus, the 6” thick slab specified in proposed project data documents from the user should be adequate.

Dead Loads: Conservative approximation of weight of materials and equipment

Roof Live Loads 20 psf

Floor Live Loads: na

Uniform Live Loads: na

All slab-on-ground areas: 200 psf

Vehicular / Concentrated Live Loads: na

All slab-on-ground areas: 12 kip lift truck

3.5 Civil

Site drainage is good and no impacts to the existing drainage system are anticipated other than normal local drainage features, such as collecting of the new roof drains.

Overland flow is anticipated to drain away from the site into existing drainage infrastructure.

Minimal new paving is anticipated. Portland Cement Concrete (PCC) aprons will be constructed at the new coiling doors. A proposed 14-foot width by 50-foot length (700-square foot) PCC drive 6-inch thickness will connect the west coiling door of the existing facility to the north coiling door of the proposed facility to be used for moving test equipment from one facility to the other. PCC aprons 14-foot by10-foot 6-inch thickness will be provided for the three new coiling doors (420-square foot). PCC stoops 5-foot by 5-foot 4-inch thickness will be provided for the three personnel doors and the new exhaust fan slab (100-square foot).

Any additional fill required will be obtained from commercial sources. Disposal of demolished concrete will be disposed of off Government Property

3.5.1 Site Development Opportunities

The existing space to be used for the proposed new facility siting and vehicular access is currently a large unpaved graded area immediately west of the existing testing facility. This area is currently graded and used for vehicular access and parking. The area is large enough for the proposed facility and will support the same vehicular traffic and parking with no required additional site work. The proposed site has no vegetation and other than an existing crushed rock parking pad. The existing material is sandy materials, typical of the soils in the Eglin Range.

Existing facilities which will require demolition and removal include a 10’x14’ concrete door slab, a 4’x6’ concrete Exhaust Fan slab, an abandoned 4’x5’x9’ concrete structure (underground non-Static), and two steel door bollards. An existing crushed rock vehicular pad area will be demolished and stockpiled to be re-spread as a parking and apron area after the new building is constructed.

Prevailing winds would be from the south. The solar orientation is to the west. The locate climate is typical for the Florida Eglin Range.

The access to the proposed site will be the same Eglin Range road used for the existing Testing Facility. No new site access will be required.

Minimal traffic to the proposed building is anticipated other than occasional operational testing delivery vehicles. The personnel will park at the underground monitoring facility located 600-foot north of the facility. The user personnel indicated

D1 they typically walk over to the testing facility.

A new 700-square foot concrete drive will be installed as a secondary connection drive for the two buildings. Three 14-foot by 10-foot PCC aprons, for a total of 420-square foot, will be installed for each new coiling door. Door stoops5-foot by 5-foot, will be provided for each personnel door. Four stoops will be provided for a total of 100-square foot concrete.

The user did not discuss future expansion but ample room for expansion is available on site.

3.5.2 Site Development Constraints

Explosive quantity-distance criteria: New Facility to use same criteria as the existing facility. Refer to Section 10 Maps and Details.

Site plan approval by the DoD Explosive Safety Board: TBD in future design phases, however the current assumption is that DDESB approval would be required and is captured in the cost estimating effort for this report.

Fire equipment access: New Facility to use same fire access as the existing facility.

AICUZ noise criteria or sound attenuation requirements: Proposed site uses same criteria as existing facility.

Building height limitations: Ridge height of new addition will match the existing facility.

Set back criteria from roads, airfield surfaces, curbs, sidewalks, etc: Proposed siting meets all setback criteria as an existing building. No new setback criteria is anticipated.

D3

Environmental contamination. TBD in future design phases, however, it is not currently expected.

Public Utilities: Proposed site uses same utilities as existing facilities. Refer to Electrical, Mechanical, and Utilities/ Water/Wastewater portions of this report.

Utility capacities and excess capacities are TBD in future design phases.

Established pedestrian and vehicular traffic patterns: Proposed site and facility uses same traffic patterns as the existing facility.

Available water flows and pressure data: TBD in future design phases of the project.

Flood plain maps: Proposed site is not in a flood plain. See Section 10 Maps and details

Climate Change: No climate change conditions anticipated.

3.6 Mechanical

HVAC system for the new facility will be a new stand-alone system. There is a Justification and Approval (J&A) for Trane Systems, See Section 11.

Four compressed air outlets for the new facility will be provided, one for each wall. The source of compressed air will be provided by an existing air compressor system serving the existing facility.

New compressed air outlets will tie into existing compressor system.

Due to location of new facility footprint, the west exhaust blower motor system and awning associate with the existing vibration tester will have to be relocated to the east side of the existing facility.

a. Mechanical Systems:

The mechanical systems will be selected considering UFC and base design requirements, mechanical loading, code compliant energy efficiency, and manufacturer recommended maintenance and functional clearances.

b. HVAC Systems:

The HVAC system alternatives include packaged or split system equipment with single or multistage heating and cooling options. The system will be selected for year-round control and comfort. Refer to the Eglin design guide for specifics. Indoor design temperatures shall be in accordance with UFC 3-410-01FA. System will be commissioned.

See Section 11 for J&A requiring Trane Systems.

c. Crane:

A 5-ton bridge crane will be provided for this facility. The crane will include variable speeds for the bridge, hoist, and trolley. The cranes will match existing cranes dimensions and specifications.

3.7 Plumbing

Existing sanitary sewer system will have new connections for the new facility. Domestic water supply is available and will be routed to the new facility.

Plumbing: The plumbing for the new facility will include a centrally located floor drain that will run into the sanitary sewer, four compressed air outlets, three interior and three exterior hose bibbs, a 10 gallon hot water heater and plumbing fixtures for a unisex restroom (toilet vanity sink combo, mirror, soap paper towel and toilet paper dispenser) . A wash basin sink will be located on the exterior of the restroom.

Domestic Water Service: Domestic water service will be provided to facilitate facility processes, plumbing fixtures associated with the unisex restroom, and interior and exterior hose bibbs.

Backflow prevention will be required to connect into the domestic water service.

Sanitary Sewer: The proposed addition to the existing facility will include a restroom and will be connected to a new on-site decentralized wastewater disposal system. The system will consist of a septic tank and sub-terranean leach field to handle the wastewater flows generated by the addition.

Overall wastewater flows will very low, and it is anticipated adequate space is available to install the drainage field lines approximately 50 feet from the south face of the facility. A wastewater permit will not be needed as part of this project as Eglin retains primacy for disposal of wastewater on the installation.

3.8 Fire Protection

Fire suppression will not be provided due to its limitations associated with this type of facility.

3.9 Electrical

The Primary electrical distribution system is managed by CHELCO. The facility is being refitted with a 2000A service. This service will be located on the east side of the facility. The MPE panel manufacturer has not been identified. A new breaker will need to be installed for the new 480/277v sub panel for new addition.

a. Electrical Design:

There will be two new sub panels, a three-phase 480/277v 200A main breaker panel and a three-phase 120/208v 100A main breaker panel. The three-phase 30kva transformer will feed the 120/208v 100A panel. The 480 /277v will support the lighting, disconnect, and equipment. The 120/208v 100A panel will serve the receptacles and any other 120/208v equipment. One 208V, three-phase, 60A receptacle and one 208v, three-phase, 30A receptable are required within 3 feet of the user’s equipment. A grounding system in compliance with NFPA 70 and UFC 3-520-01 will be provided. New sub panels to include TVSS devices.

Power, lighting, communications, fire alarm, audio/visual, and other necessary electrical systems will be provided for the facilities in accordance with UFC 3- 501-01.

b. Exterior and Interior Electrical systems:

LED lighting will be utilized throughout the facility and wall mounted exterior lights as required IAW UFC 3-530-01. Automatic lighting controls will be provided in all applicable areas. Exterior LED wall mounted lights are required by the coiling door and the main entrance door.

c. Fire Alarms:

An addressable fire alarm system will be provided in accordance with UFC 3- 600-01. All wiring shall be Class B. The fire alarm system will be furnished with a transceiver and antenna compatible with the existing base Monaco radio fire alarm system.

d. Lightning and Cathodic Protection:

Cathodic protection will be provided on utilities where required in accordance with UFC 3-570-

01. A conventional lightning protection system utilizing air terminals, ground loops around facility, ground rods, etc. will be provided to protect facility in accordance with NFPA 780.

Addition lightning protection system will be tied into the existing facility lightning protection system. Lightning protection system will be UL certified.

e. Additional Electrical Requirements:

Power receptacles will need to be located at each camera, audio system, and comm drop location per user requirements.

3.10 Communication

No outside plant communications systems (NIPR or SIPR) are needed for the addition to the facility.

Information Systems Requirements - Interior communication systems are installed and maintained by user personnel. A closed loop communications system is utilized between the testing facility and the control room up range of the testing facility. In the addition to the facility, a cable tray will be needed to wrap around the interior walls of the addition, of the same type, and at the same elevation (16ft +). This wrap around cable tray will have one vertical entrance cable tray that connects the loop above to the floor below, where the communications racks will be located (rack location to be determined by user). Comm racks will match existing. At minimum four locations, evenly spaced around the interior walls of the addition, quad power outlets need to be located approximately the same elevation as the wrap around cable tray and will be required for user cameras and audio devices. No access control systems (ACS), intrusion detection systems (IDS), or other security systems are required.

3.11 Security

Antiterrorism Measures - Compliance with the AT 50% repair-to-PRV ratio is not required. The scope of this project complies.

3.12 User Equipment

Description Quantity Remarks (supporting utilities, supply source)

Bridge Crane 1 Bridge Crane- 5 Ton (CFCI)

Drop Fixture 1 Fixture required a thickened reinforced concrete slab, (GFGI)

Salt Water Tank 1 The Salt Water Tank is 62.99” D x 95.28”W x 64.96”H Clearance is required for ventilation and maintenance per User Manual. (GFGI)

Immersion Tank 1 The Immersion Tank is 25’x 8’ (GFGI)

3.13 Special Requirements

Special Requirements Required (Y/ N/ na)

Remarks

Communications/Antennas Y Existing to be relocated by user – current location conflicts with new addition.

Special Computer Systems / Support

N

Public Address or Intercom N

TEMPEST/HEMP/RF

Shielding

N

IDS/IDC/Vaults/ 705 (Class) N

Physical Security (fencing, IDS) N

Anti-terrorism N

Elevators N

Comprehensive Interior Design

(CID)

na

Furniture:

- By This Contract

N

- By Another Contract N

- Relocate Existing N

Pre-wired Workstations N

Sound Attenuation N

Structural Interior Design (SID) N

Unusual Clear Spans N

Special Structural (Ts, MHE) Y There will be one (1) five (5) ton bridge crane with a twenty (20) foot minimum hook height. The floor coverage for the bridge crane will be to the full extent from inside corner to corner.

Unique Floor Loads or Needs Y The Munitions Drop Fixture requires a thickened reinforced slab.

Energy Systems na

EMCS N

Advanced Meter Reading System

(AMRS) N CHELCO

Special Safety Systems N

Special OSHA requirements N Americans with Disabilities Act Requirements (ADA) N

Visually-impaired vendors (GSA program) N

State Historical Preservation Office Review

N

Recycling Considerations N

Security clearances na

Special construction escort requirements

Y Refer to section 7.0 Period of Performance, Note

Drawings and plans (CADD)

- Design Drawings

- As-built

- GIS

Y Refer to attachment As-Built Drawings

Workaround Facilities N

Demolition Y Building: Demolition to the existing building will be minimal but will include the removal of existing gutters and downspouts on the west side of the existing building as well portions of wall and roof that interface with the new building structure. All existing exterior walls and doors are to remain.

Any exterior materials found damaged by ctr will be replaced to match existing. Site: Demolish and remove 10’x14’ concrete door slab, 6’x4’ exhaust fan slab, abandoned 9’x5’x4’ underground concrete structure, and two steel bollards.

Strip and stockpile existing crushed aggregate surfacing to be re-spread for the new facility access and parking.

Environmental Concerns Y UXO sweep required Recycle materials-Crushed Aggregate surfacing in yard Y

Crushed aggregate surfacing is present as an apron and temporary parking area. This material will be reused.

Special soil conditions N No special soil conditions are anticipated. The site is an existing site currently used for accessing and parking for the existing building.

Vehicle Parking N Additional parking will not be required. The existing parking is a large unpaved area immediately west of the existing building. Usage of this are will not change.

Roofing Systems Y A new roof will be required to span from the existing to the addition. This roof will match existing and will be a standing seam metal roof.

Unusual Mechanical Systems N

Unusual Ventilation Requirements

N

Vibration Isolation N

Special Heating/Cooling Loads

N Refer to Eglin Design Guide

Special Temp/Humidity Control

N Refer to Eglin Design Guide

Special Piping Considerations

(compressed air) Y

An existing air compressor system serving the existing facility has the capacity to supply new drops in new facility. Refer to 3.6 Mechanical

Electrical Y Refer to section 3.9 Electrical for details

Emergency Generator N

UPS N

Power Conditioning/PCCIE N

Lightning Protection Y Typical air terminal lightning protection system with grounding test wells.

Static Electricity Protection N

Unique Electrical Equipment N

Special Grounding Y Ground bars located around interior perimeter walls.

Special Power (400 HZ power) Y Portable power distribution panel on wheels.

Unique Lighting (exterior/interior)

N Refer to Exterior Lighting Section

3.14 Environmental Issues

Environmental Permits Required Y / N / na

Remarks

Air Quality na Water Quality na Water Connection na Wastewater Y

Stormwater Y Solid Waste na Hazardous Waste (RCRA) na Environmental Construction na

Hazardous Substance Surveys Required

Remarks (date of last survey)

Asbestos na Lead Based Paint na PCB na Radon na IRP Sites na Toxic industrial waste na Radiological na Heavy Metals na

Known Abatement Considerations Required

Remarks

Asbestos na Lead Based Paint na PCB na Radon na Hazardous Waste (RCRA) na Heavy Metals na

Stormwater Management Facility

Y A small stormwater management treatment pond will be required.

Refer to section 3.7 Plumbing for details

4.0 General Requirements

The Contractor shall identify and comply with all applicable federal, state, and local statues; Air Force and Department of Defense instructions, manuals, handbooks, regulations, guidance and policy letters; Executive Orders (EOs); National Fire Protection Association (NFPA); Uniform Criteria (UFC); International Building Code (IBC); International Plumbing Code (IPC);

Vault/Security Compartment Information Facility (SCIF) requirements; International Mechanical Code (IMC) Florida Department of Transportation (FDOT) including all changes and amendments in effect on the date of issuance of this contract.

All existing conditions shall be field verified by the Contractor during the site visit(s). The Government is not responsible for providing any surveys or measurements. This project shall be accomplished through submittal phases to include 35% preliminary design, 65% interim design, 95% pre-final design and 100% final design. Construction on this project shall not begin until the 100% design has been accepted by the Government. A pre-construction conference will be held following the 100% design to provide clearance to begin construction.

Staging areas and haul routes shall be provided by the Contracting Officer and must be returned to like or better condition upon project completion. The construction site shall be always kept neat and free of trash and debris.

5.0 Meetings and Submittals

The Contractor shall participate in and facilitate on-site meetings and all design review meetings.

The Contractor shall prepare and submit meeting minutes to the Contracting Officer within two

(2) calendar days after every meeting

The Contractor shall submit for approval a complete design schedule, with all submittal and review meeting dates, within seven (7) calendar days after the Notice to Proceed (NTP). The schedule shall be based on the following proposed design agenda.

Design kick-off meeting shall be same date as NTP

35% preliminary design submittal shall be 30 calendar days from the design kick-off meeting. The Government review period will be 21 calendar days followed by a design review meeting.

65% interim design submittal shall be 30 calendar days from 35% Government review.

The Government review shall be 21 calendar days followed by a design review meeting.

95% pre-final submittal shall be 30 calendar days from the 65% Government review.

The Government review shall be 21 calendar days followed by a design review meeting.

100% final design shall be 14 calendar days from the 95% Government review. The Government review shall be 14 calendar days followed by a pre-construction conference

All items required in each stage of design shall be submitted as one (1) complete package. No partial submittals will be accepted. The Contractor shall provide the comments from the

Government review at each design submittal. A response of “will comply” IS NOT acceptable.

The Contractor shall annotate the comments with the actions taken and incorporate the annotated comments with the next design submittal.

The 95% design submittals shall include seven (7) bound sets each of half size drawings (12 x 18), specifications and design analysis and one (1) electronic version of the complete submittal on a compact disc with the drawings in AutoCAD drawing format and in PDF format; specifications and design analysis in Adobe PDF format.

The 100% final design submittal shall include one (1) full size bound set of drawings (24 x 36), two (2) bound sets of half size (12x18) drawings, two bound sets of specifications, two bound sets of design analysis, an electronic version of the complete submittal on one compact disc with the drawings in AutoCAD format and in Adobe PDF format, specifications and design analysis in Adobe PDF format.

The as-built drawings and specifications that reflect addendums, field changes and modifications shall be submitted at close out of the project. [See attachment titled “As-Built Drawings” for submission details]

The Contractor shall identify and have a subcontracted State Licensed Designer of Record on staff to develop submittals during design and construction. The Contractor’s Designer of Record shall produce a Submittal Register at each design submittal. The Contractor’s Designer of Record shall be responsible for listing, reviewing and approving each submittal necessary to ensure the project requirements are in compliance. The Submittal Register shall identify items such as shop drawings, manufacturer’s literature, certificates of compliance, material samples, guarantees, test results, etc. that the Contractor shall submit for Government review and/or approval action. The Designer of Record shall review and approve all submittals they are responsible for prior to submittal to the Government. Upon approval by the Contractor, five (5) copies of that submittal shall be submitted to the Contracting Officer.

Progress Schedules shall be submitted using AF Form 3064, and Progress Reports shall be submitted using AF Form 3065.

All material submittal that are scheduled for government review and approval shall be reviewed by the designer of record (DOR) prior to submitting to the government.

6.0 Government Furnished Materials

Project related drawings and data are available for review at 96th Civil Engineering Group, Building 634, Eglin AFB and are for informational purposes only.

Eglin AFB standard title sheet, drawing sheets and title block shall be provided to the Contractor in electronic format

7.0 Period of Performance

The Period of Performance is 453 calendar days; 181 days for design and 272 days for construction.

Site C-80A is a Munitions Testing Facility and will need to be vacated at the users request for testing times.

Equipment left on site will not be accessible until range activities have been cleared.

There have been extra days allotted to the construction schedule to account for these testing times.

Contractor will be made aware of these testing days in advance unless directed by emergency situations.

Working hours for work requiring access to existing facility will be Mon-Friday 0700-1500.

Exterior work may be completed outside normal duty hours coordinated with PM in advance (2 weeks).

To access C-80A contractor will be required to obtain a Z number daily through JTOC additional information on this process will discussed during the kick-off meeting.

8.0 Summary of Required Activities

9.0 Eglin Specific Requirements

Reference the Eglin Design Manual for all Eglin specific requirements.

REQUIED ACTION: TIME FRAME:

Pre-proposal site visit TBD Notice to Proceed Design kick-off meeting

Period of Performance 181 calendar days for design, 272 calendar days for construction

35% preliminary design submittal 30 calendar days after design kick-off /

NTP

Design review meeting 21 calendar days after submission 65% interim design submittal 30 calendar days after review meeting Design review meeting 21 calendar days after submission 95% pre-final design submittal 30 calendar days after review meeting Design review meeting 21 calendar days after submission 100% final design submittal 14 calendar days after review meeting

Pre-construction conference 14 calendar days after 100% final submission

Meeting minutes 2 calendar days of meeting Design schedule 7 calendar days of award AF Form 3064 7 calendar days of award AF Form 3065 Weekly AF Form 3000 As required Pre-final inspection 7 calendar days before final inspection Final inspection 453 calendar days after NTP As-built drawings 453 calendar days after NTP 1354 Real Property Check List 453 calendar days after NTP

10.0 Utilities and Maps

Blast Arc

View Looking East at Site; Aggregate to be removed and re‐spread

Exterior Southwest Corner

11.0 HVAC Justification and Approval for Trane Systems

DEPARTMENT OF THE AIR FORCE

AIR FORCE CIVIL ENGINEER CENTER

TYNDALL AIR FORCE BASE FLORIDA

3 May 2019

MEMORANDUM FOR ALMAJCOM-FOA-DRU-PSU

FROM: AFCEC/CO

139 Barnes Drive, STE 1 Tyndall AFB, FL 32403-5319

SUBJECT: HVAC Chiller System Standardization, Single Manufacturer Selection

Reference: (a) AFCEC/CL Memo, 3 May 2019, Air Force Policy Memorandum Mandatory Standardization of Essential HVAC System Components

1. The Air Force Civil Engineer Center Director (AFCEC/CL) serves as the Air Force Category Manager (CM) for the Facilities and Construction Category and he has mandated the standardization of HVAC chiller systems to a single manufacturer at the installation level. The AFCEC/CL has further delegated the authority and responsibility of administering the single manufacturer approval process to the AFCEC Operations Directorate (AFCEC/CO).

2. Standardization of all HVAC chiller systems allows the Air Force to significantly reduce the total cost of ownership which includes the initial procurement, subsequent maintenance, and associated training costs to operate the system over its lifecycle. Since standardization is a long-term strategy, Base Civil Engineers (BCEs) must perform their due diligence during the selection process to mitigate any prolonged adverse effects. This memorandum serves as AFCEC/CO’s official guidance for the evaluation, recommendation, and subsequent approval of a single manufacturer for HVAC chiller systems at each installation.

3. BCEs are required to submit a Memorandum of Request (MOR) to the AFCEC/CO that clearly specifies the requested single manufacturer for HVAC chiller systems at the respective installation as well as provide reasoning and justification per the guidance set forth by this document. In turn, AFCEC/CO will issue an Official Memorandum approving or disapproving the requested manufacturer. Should disapproval be merited, AFCEC/CO shall provide explanation for all disqualifications as well as engage with the BCE directly to identify a suitable alternative.

4. The BCE shall assign a team to perform a comprehensive inventory analysis to identify a single manufacturer for HVAC chiller systems.