Attachment L9 Supplemental Info Bldg 9460.pdf

Munitions Test Facility PCR Eglin, AFB, Florida

Supplemental Information

Construct New Munitions Test

Facility at Test Site C-80A Near Bldg 9460 Eglin AFB, Florida

Project No. FTFA20RC02

21 Apr 2022

Project Narrative:

The initial request of the 96th RN Test Tail Unit was for a facility to be built near the existing facility, Building 9460, in order to provide the needed space to expand the Unit’s operations to support salt/fog, immersion, and 1.5M drop testing as well allow for flexibility in operational and testing workflows. The current facility does not have the spatial capacity to support these needs. Specifically, the new facility was requested to:

- be at least 2,400 sq ft in area (40ft wide x 60ft long x 18 ft high)

- meet hurricane code requirements

- have insulated metal wall panels

- have standing seam roof with roofing panels to meet thermal requirements and a 20-year warranty including gutters and downspouts

- have a standing seam metal roof

- have a 6-inch floor slab with an epoxy finish

- provide 8’x12’ area with a 2ft deep foundation to support a drop machine

- have sufficient HVAC sizing and electrical capacity

- be located as to displace/demolish the existing water tanks at the site

- have a 3-5 ton bridge crane (with dual motor 460V, 3-phase)

- have at least 2 personnel doors with panic hardware and two 14ft roll-up doors

Concept Sketches

Figures 1a & 1b - Proposed Site Plan & Enlarged Proposed Site Plan (note: building image is a 3D image and is distorted)

Plan Adjacency Diagrams / Floor Plans

Figure 2 - Composite Floor Plan

Figure 3 – Enlarged Plan of Addition

Massing / Building Elevation Diagrams

Figure 4 – Massing Model

PART III FINDINGS

User Information and Requirements

Requirements and Functions

Space Type Guidance Design Area Remarks Maintenance Bay AFMAN 32-1084 Par. 3.1.14 2,390 sf Restroom AFMAN 32-1084 Par. 3.1.14 60 sf Total Net SF 2,450 sf Bldg Spt Spaces na na Net to Gross % Exterior Covered Areas 80 sf Total Gross SF 2,530 sf

Proposed New Addition

Existing Facility – Building 9460

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 equipment Salt Water Tank 1 The Salt Water Tank is 62.99” D x95.28”W x 64.96”H Clearance is required for ventilation and maintenance per User Manual. GFGI

Immersion Tank 1

Special Requirements

Special Requirements Required Y / N / na

Remarks

Communications/Antennas N existing to be relocated – current location conflicts with

Special Computer Systems/Support N Public Address or Intercom N TEMPEST/HEMP/RF Shielding N SCIF/Vaults (Class) N Physical Security (fencing, IDS) N Anti-terrorism 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 (cranes, 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 TBD To be determined in future development phases of the project

EMCS

Advanced Meter Reading System

(AMRS)

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

Special Requirements Required Y / N / na

Remarks

Security clearances Na Special construction escort requirements Y To be further defined in future development phases of the project.

Drawings and plans (CADD)

- Design Drawings

- As-built

- GIS

N

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 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 Special Temp/Humidity Control N Fire Protection Systems (i.e HEF) Y 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.

Electrical 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 Y Ground bars located around interior perimeter walls.

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 Communications/Antennas Y Antenna needs to be relocated for bldg.

addition.

Stormwater Management Facility A small stormwater management treatment pond will be required.

Site Development

a. 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), 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 they typically walk over to the testing facility.

A new 700-square foot concrete drive will be installed as an 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 roll up door. Door stoops

5-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.

b. Constraints Explosive quantity-distance criteria: New Facility to use same criteria as the existing facility.

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.

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 attached FEMA Flood Map.

See Appendix X.

Climate Change: No climate change conditions anticipated.

• Known utilities information: Existing utilities are present; water, power, comm, and underground testing cables to the monitoring facilities. The proposed facility was sited to minimize any impacts to existing utilities.

• 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 roll up doors. A proposed 14-foot width by 50-foot length (700-square foot) PCC drive 6-inch thickness will connect the west roll-up door of the existing facility to the north roll-up 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 roll up 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

• The Primary electrical distribution system is managed by CHELCO. Three phase, 12,470/7200V Wye overhead primary exists just to the Northeast of the facility serves the existing facility underground from a 750KVA transformer. To support the addition to the facility, a similar service will be needed. This will require a continuation of the existing overhead primary just past the Southeast of the existing facility, a new concrete riser pole, transition underground to a 750KVA transformer, and then enter the facility on the South wall at the new main electrical panel. All underground primary will be 3-3” non-encased ductbank from the new riser pole to the transformer.

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

Mechanical/ Plumbing/ Fire Protection

HVAC system for the new facility will be new. Existing HVAC systems were sized for single zone conditioning of the existing facility and could not be shared with the new facility without major rework and design.

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.

Compressed air drops for the new facility will be provided. The source of compressed air will be provided by an existing air compressor system serving the existing facility.

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

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

Environmental Issues

Environmental Permits Required Y / N / na

Remarks

Air Quality na Water Quality na Water Connection na Wastewater Y Only if restroom is constructed Stormwater na Solid Waste na Hazardous Waste (RCRA) na Environmental Construction na

Hazardous Substance Surveys

Required Y / N / na

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

Additional Project Requirements 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). 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.

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

Facility Demolition Site demolition will require; demolish and remove 10’x14’ concrete door slab, 6’x4’ exhaust fan slab, and 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.

Some electrical, communication, camera, audio, etc., systems will need to be removed or relocated from existing facility’s West wall where the addition will tie into existing facility.

This includes, but is not limited to, receptacles, conduit, conductors, data boxes, etc.

Parts of the existing Lightning Protection System will need to be removed or relocated from the West wall, Southwest corner, and associated roof areas. This includes, but is not limited to, air terminals, rood conductors, down conductors, ground test wells, ground rods, counterpoise, etc.

Where the North most wall of the addition meets the West wall of the existing facility, an existing radio antenna and associated conduit and cables will need to be relocated a minimum of 5ft to the North of existing location.

UXO, Cultural, Real Estate, etc. Issues A UXO sweep will be required for the new facility location and septic leach field area.

Known Abatement Considerations

Required Y / N / na

Remarks

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

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

PART IV DESIGN CONSIDERATIONS

Parametric Design Analysis

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 roll-up door. This siting will require minimal sitework to accomplish this connection. Minimal demolition will be required. Minimal earthwork grading will be required. An existing roll-up door will connect the two buildings. A proposed new 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 roll up 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 roll up 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 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 roll-up doors and a 50-foot by 14-foot PCC drive from the new roll up door on the north side of the proposed building leading to the west rollup 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 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 2400-square foot with another 1220-square foot of new PCC pavements. This project will be less than 3800-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.

2) projects with a “footprint” of greater than 5000 gross square foot will comply with EISA Section 438. FDEP. Since this project is less than the 5000 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 require a stormwater treatment facility 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 filed 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 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 hydropneumatic tank will need to be replaced or upsized as part of this project.

g. Electrical:

The Primary electrical distribution system is managed by CHELCO. Three phase, 12,470/7200V Wye overhead primary exists just to the Northeast of the facility serves the existing facility underground from a 750KVA transformer. To support the addition to the facility, a similar service will be needed. This will require a continuation of the existing overhead primary just past the Southeast of the existing facility, a new concrete riser pole, transition underground to a 750KVA transformer, and then enter the facility on the South wall at the new main electrical panel. All underground primary will be 3-3” non-encased ductbank from the new riser pole to the transformer.

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.

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 rollup 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 rollup 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 and Immersion Tank located best to suit the end user’s needs. 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. There will be direct access to the existing facility through an adjoining overhead 12-foot wide by 14 – foot high roll up 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 a sealed poured in place concrete slab on grade, thickened only at the Drop Fixture as required to support the loads of the equipment, 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.

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 (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. These joints shall be fully detailed in the final contract documents.

All exterior doors shall be pre-insulated metal. The vehicles 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.

Structural

a. Design Criteria:

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

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

3. AISC 325 Steel Construction Manual, Fifteenth Edition

4. ASCE 7-16 Minimum Design Loads and Associated Criteria for

Buildings and Other Structures

5. IBC 2018 International Building Code

6. MBMA Metal Building Systems Manual 2018

7. NATO STANAG 4375 Safety Drop, Munition Test Procedure

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

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

10. UFC 3-320-06A Concrete Floor Slabs on Grade Subjected to Heavy

Loads, 1 March 2005

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

b. General: Subject to funding limitations, 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 in Fig 4.1.3-1. 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.

Figure 4.1.3-1: Structural Concept & Quantities

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.

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 overhead 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 overhead 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, including the supporting structural members for windows and storefronts, 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 4,000 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:

Uniform Live Loads:

All slab-on-ground areas: 200 psf Vehicular / Concentrated Live Loads:

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

Electrical

a. Electrical Design:

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

b. Power:

The exterior power distribution system shall be as described above in section 3.4.2 and 4.1.1.g.

A new 1000A, 480V, 3-phase panelboard will act as the main distribution means for the addition, and will be located on the South wall of the addition. New panelboard and sub panels to include TVSS devices. Lighting will be served at 277V. 208Y/120V sub panels will be provided to serve receptacles, small mechanical equipment, and electronic systems.

120V receptacles will be provided around the interior walls of the addition. One 208V, 3 phase, 60A twist-lock receptable and one 208V, 3 phase, 30A receptable are required within 3ft of the main distribution panel. A grounding system in compliance with NFPA 70 and UFC 3-520-01 will be provided.

c. 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 rollup door and the main entrance door.

d. Fire Alarms: An addressable fire alarm system will be provided in accordance with UFC 4- 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.

e. 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.

f. Public Address System/Mass Notification System: Provide a mass notification system in accordance with UFC 4-021-01.

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

Mechanical

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.

c. Plumbing: The plumbing for the new facility will include floors drains, compressed air outlets, interior and exterior hose bibbs, plumbing fixtures for a unisex restroom.

d. 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.

e. Fire Protection Water Service: Fire protection will not be provided due to the nature of work associated with this type of facility.

f. A 5-ton bridge crane will be provided for this facility. The crane will include variable speeds for the bridge, hoist, and trolley.

g. 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 filed 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.

Sustainable Design Per UFC 1-200-02 “High Performance and Sustainable Building Requirements”, a compliance plan that identifies appropriate sustainability strategies to meet UFC 1-200-02 and green building certification goals and a completed initial AF Sustainability Requirements Scoresheet would need to be completed in future stages of the project design development.

Cost Considerations Civil/Site

a. Site grading required.

b. Demo existing manhole.

c. Excavate and backfill area, compact backfill for slab prep.

d. Relocate existing exhaust system & antenna.

Environmental/ Utilties

a. UXO sweep required for facility location and septic leach field area.

Structural

a. Reinforced concrete slab to facilitate testing equipment and vehicle travel.

b. Upgraded column supports for bridge crane & rail system tolerance.

c. Upgraded reinforced partial slab section for test equipment location.

Architectural

a. The building envelope for the addition shall match the existing. All materials shall be low maintenance and standard. These low maintenance materials include prefinished metal wall panels that extend from the floor to the roof eave and structural standing seam metal roof with a roof slope to match the existing.

b. Additional metal roof panels & framing for connecting to existing gable roof system.

c. Interior metal panel installation to terminate at 8’ height.

d. The building interior finish for the addition will match existing except for the new restroom shall receive painted gypsum wall board.

Electrical

a. Additional 15kv power requirement & accessories.

b. Quad outlets & equipment disconnects.

c. Cable tray throughout new section tying into existing.

d. Customer will install camera systems.

Mechanical

a. 15 Ton Heat Pump unit with ductwork.

b. Air compressor system required.

c. Water spickets required.

d. Single bathroom required.

e. Fire suppression system not included.

f. Septic system with leach field required.

General Conditions

a. Work will pause during testing potentially extending construction timeframe.

b. Slight adjustment increase in accrual cost factor due to remote site location.

4Delivery Method

a. Design/Build project.

A. Photos

Figure 1 Exterior Southwest Corner

Figure 158 View Looking East at Site; Aggregate to be removed and re-spread

B. Flood Plane Reference Map