Preliminary_Design_Narrative_P286_POM23_20210224.pdf

AHTS Aircraft Maintenance Hangar – NAS Whiting Field P-286

TABLE OF CONTENTS

EXECUTIVE SUMMARY

CIVIL

STRUCTURAL

ARCHITECTURAL

FIRE PROTECTION

PLUMBING

MECHANICAL

ELECTRICAL

TELECOMMUNICATIONS

ANTI-TERRORISM/ FORCE PROTECTION

HIGH PERFORMANCE AND SUSTAINABLE BUILDING (HPSB) REQUIREMENTS

FF&E and AUDIO-VISUAL

EXECUTIVE SUMMARY

PROJECT INTRODUCTION

Schmidt PRIME JV was tasked to develop a DD1391 for P-286, which is a planned AHTS Helicopter Maintenance and Training Hangar at NAS Whiting Field, FL. The AE team’s project goals include development of basic design concepts, cost estimates and form DD1391.

To achieve these goals, the AE team has collected, organized and analyzed programmatic and functional requirements, site information, and other data for the new facility during a Charrette held the week of December 9, 2019. This is effort included review of all reference criteria, Base Facility Requirements (BFR) and Facility Planning Documents (FPD), Aircraft Maintenance Contractor information, and Programming Interviews with representatives of the building’s users. The underlying goal was to identify all items that impact cost, such that the DD1391 adequately captures all project expenses. During the Charrette, general concurrence was reached with all stakeholders on the facility concept site plan, space allocation, and building concept layout.

For this Draft FEC/Region DD1391 Submittal, the AE team has developed basic facility floor plans, elevations, site plans, space tabulation sheets, and narratives to clearly describe the project scope. Based on these documents, the AE cost estimator has developed a complete cost estimate, which is included with this submittal under separate cover.

Upon the Government’s approval of this submission, the AE team will proceed with development of the FEC/Region DD1391 Submittal. The subsequent project milestones include entry of the project information into the Navy’s Electronic Project Generator (EPG) system. Those milestones are listed in the attached design schedule.

It is anticipated that this project will later be developed into a Design-Build RFP based on the criteria developed herein. For development of the cost estimate, the AE has assumed the design-build award time frame is second quarter of FY22 and beneficial occupancy date is May 2025.

NEW FACILITY GENERAL DESCRIPTION

The P-286 AHTS Hangar project provides for a new Aircraft Maintenance and Training Facility. This 183,290 square foot facility will provide for 37 Rotary Wing Aircraft (28 blades folded, 9 blades open) in the Hangar Bay at one time. Maintenance shops are directly adjacent to the Hangar Bay on the East side. Squadron training facilities are located directly adjacent to the Hangar Bay on the West side. As this facility will be a Helicopter Maintenance and Training Hangar, it does not fall into the standard Maintenance Hangar Types I, II, or III as designated in UFC 4-211-01N, and is a custom hangar facility design.

The new facility will be located on an existing site adjacent to the NAS Whiting “South Field” area, directly North West of the airfield, and directly North of existing Building

1406. Development of this site is included in the project scope.

Three Helicopter Training Squadrons will be accommodated in this facility: HT-8, HT-18, and HT-28. Each squadron will utilize approximately 21,200 square feet (gross) within the building.

Maintenance functions occur within the Hangar Bay 0H-space and the Crew and Equipment 01-Space. The 0H-space utilizes approximately 80,200 square feet (gross), and the 01-Space utilizes approximately 38,00 square feet (gross).

A detailed spreadsheet of the allocated spaces and uses is included as an appendix to this report. Block diagrams indicating area totals are also included.

It should be noted that at the time the Charrette was conducted, the new Helicopter Airframe Platform manufacturer had not yet been selected. Aircraft size and maintenance space and utility requirements were determined based on information gathered from the stakeholders during the charrette. It is the understanding of the AE that the criteria gathered are general and should accommodate the aircraft platform selected.

The main Hangar Bay will be a high-bay industrial space. The Training Squadrons will occupy two levels and will be located on the West side of the Hangar Bay. The Maintenance areas will be located on the East (airfield) side of the Hangar Bay.

Maintenance shops and other industrial areas will be located on the ground level.

Maintenance offices and other supporting areas will be located on a second floor, above the shop areas.

The building will be Type 1-B, unprotected construction. The building will be fully sprinklered and will include an Aqueous Film Forming Foam (AFFF) system in the hangar bay. Fire rated walls will separate the hangar bay from adjacent occupancies.

The building will be designed to comply with accessibility requirements of the Architectural Barriers Act (ABA), by federal mandate. No known exceptions are anticipated.

The building will be designed to comply with NAS Whiting Field Installation Appearance Plan (IAP). Exterior colors will be based on that guidance and will harmonize with existing nearby facilities.

Furniture Fixtures and Equipment (FF&E) and Audio-Visual equipment (AV) will be provided from Operations and Maintenance Navy (OMN) funding sources but are estimated for inclusion in the DD1391. Estimates of the FF&E and AV packages are included in the submittal.

The project will provide for the demolition of Building 2977 and Building 2978.

Hazardous Materials surveys for asbestos and lead based paints have been conducted, and those reports are provided in this submittal.

Geotechnical Reports and Topographic Surveys have been provided by the

Government. That data is integrated into the structural and civil engineering data presented in this submittal. It is noted that the proposed site development area exceeds the boundaries of the Survey area, and additional survey data will be needed for subsequent project phases. The site development area includes the building footprint, the airfield aprons, private operated vehicle (POV) parking areas and stormwater management areas.

CIVIL

GENERAL

Existing information is based on data and documents provided by the Government.

Existing data consist of a combination of field shot topography and utilities, base records for utilities, GIS information, Government-provided topography (appears to be aerial), and publicly available aerial imagery.

Design criteria references include, but are not limited to:

UFC 3-260-01 Airfield and Heliport Planning and Design

UFC 4-211-01 Aircraft Maintenance Hangars

UFC 3-201-01 Civil Engineering

UFC 3-201-02 Landscape Architecture

SDDCTEA Pamphlet 55-17 Better Military Traffic Engineering

FC 1-300-09N Navy and Marine Corps Design Procedures

Installation Appearance Plan for Whiting Field

SITE GENERAL

The site is located in the South Field portion of Whiting Field, bound by Hangar 1406 to

South, USS Enterprise Street to west, aircraft parking apron to east and treed area to north. The current land use is mainly parking and turf area. Buildings B2978 and

B2977 are within the project limits and will be demolished as part of this project. The site slopes generally from northwest to the east and southeast. The aircraft parking apron slopes generally to the west in the vicinity of the proposed AHTS Hangar. A drainage ditch enters the site in the southwest corner and flows eastward toward the apron and turns north running through the site. The ditch discharges from the project limits on the north side. Several utilities run through the site and require relocation and/or removal. These are discussed below.

Per FEMA Panel 0310G for Santa Rosa County, FL, the site is in an area determined to be outside the 0.2% annual chance floodplain. Per conversations with the PWD, there are no known flooding issues in the immediate vicinity of the proposed project.

SITE LAYOUT

The general layout of the hangar has training squadron areas on the west, maintenance areas on the east, and aircraft storage/parking for maintenance in the center. An MWR facility is in the northwest corner of the building. Hangar access aprons will connect the hangar on the north and south to the existing apron on the east. Utility yards and dumpsters are located North of the building.

Airfield pavement will be demolished and replaced between the hangar and the existing aircraft parking apron edge line to provide slope to the Finished Floor Elevation (FFE) of the hangar. Portions of the existing airfield pavement will be removed and replaced with new concrete pavement that ties to the airfield pavement. The new concrete pavement will be replaced within the allowable slope for aircraft parking and towing. A small area adjacent to the building in the southeast corner, (10'±) may require slope greater than

1.5% but is outside of any aircraft apron, taxiway, tow-way or shoulder. New concrete paving is anticipated to be approx. 15,740 square yards in area. The apron edge line will be extended to the North to define the apron edge and allow placement of the hangar.

Airfield fencing will be relocated and/or maintained during the project construction and will be relocated to include the hangar within the secure airfield perimeter. The fencing will tie into the building and connect to the existing fencing to the North and to the

South. A new pedestrian turnstile with access control features will be provided near the service drive on the North. The existing turnstile for access to Hangar 1406 will be relocated West to connect the new sidewalk fronting the AHTS Hangar to Hangar 1406.

A new parking lot will be located along USS Enterprise St. to the North of the AHTS

Hangar. This will require approx. 11,400 SY asphalt paving. Construction of the new parking and hangar will require the removal of trees located North of the existing parking, resulting in approx. 2.5 Ac of wooded area to be cleared. Tree replacement for each tree removed is required.

Demolition will include removal of the existing parking lot on the East side of USS

Enterprise St. displacing approximately 317 parking spaces. This will require removal of

12,300 SY asphalt pavement.

Demolition also includes removal of B2978 and B2977

Demolition of B2977 includes:

o Disconnect all utilities serving the building.

o Re-route any utility lines that pass through the building or that provide service from the building to other active sites.

o Remove abandoned utilities completely.

o Remove solar panels over building and covered parking o Remove charging stations.

o Remove building and slab.

o Remove foundations full depth.

o Replace with suitable soil material, topsoil and stabilize with turf

B2978 is in the footprint of the proposed new construction. This facility will be completely demolished to allow for installation of the new facility and supporting foundations.

ACCESS

Pedestrian Access

Sidewalks will be included for ABA compliant pedestrian access. New sidewalks will be installed along USS Enterprise Street connecting the new parking to the hangar. Two site stairways will be added for pedestrian access from USS Enterprise Street to the facility. One site stairway will be added to provide access from the new parking area to the Hangar. This will require approx. 17,215 square feet pedestrian sidewalk concrete.

The existing sidewalk along USS Enterprise Street will remain and to continue to provide access to the South Field operations.

Secured pedestrian access to the hangar is provided along the West side into the squadron areas. Unsecured pedestrian access is provided to the MWR facility. Access will be available to the flight line from the Hangar and through the fence via turnstiles with access control features on the North and South sides of the hangar.

Vehicular Access

A drive from USS Enterprise Street on the Northwest side of the site is provided for service, dumpster access and maintenance vehicles, and for VIP and accessible parking spaces. The drive extends through the fence to hangar access apron for maintenance vehicles. The service area, utility yard and dumpsters are located on the

North side of the hangar outside the fence. Emergency vehicles will have access to the hangar from both the airfield East of the building and road West of the building.

It is understood parking across Whiting Field is generally campus style which accommodates parking for multiple buildings/uses. 272 total POV parking spaces are planned on the east side of USS Enterprise Street. Approximately 253 POV parking spaces are provided in the proposed lot north of the hangar. These will be accessed from USS Enterprise Street. Approximately 19 VIP and accessible spaces are provided on the northwest corner of the hangar site and are accessed from a drive connecting to

USS Enterprise Street. Additional parking will be provided in the future in the B2977 area with the planned future simulator building. The simulator building and parking are not included in this project scope, however the simulator parking will replace some parking displaced by this project. Additionally, parking is available in multiple areas around the campus.

Aircraft

Hangar access aprons are located for access to the 60-foot-wide hangar doors on the

North and South side of the hangar and connect to the existing apron to the East. The access aprons are sized to allow a 60-foot turning radius providing a path to tow aircraft into the hangar maintenance area.

Aircraft maintenance turn areas are currently located approximately 1,500 feet from the proposed hangar. Due to the distance from the maintenance turns to the proposed hangar, three existing aircraft parking spots located near the AHTS hangar will be converted to maintenance turns. These will be located northeast of the new hangar and are shown on the Overall Utility Plan.

Other

Access to Building 1406 will be maintained from USS Enterprise St and USS Ranger St.

Construction laydown areas are not yet identified and will likely need to be coordinated with future work planned for the South Field area. Contractor will be required to comply with FOD requirements.

UTILITIES

Existing utilities are based on NAS Whiting Base records and topographic/utility surveys provided by the Government.

Existing Water

Existing site water utilities consist of a 12” water line running north and south through the wooded area, across the parking area and across USS Enterprise Drive. The 12” water line bends and runs Southeast, connecting to an East West line serving Hangar

1406. The existing water also appears to run along the west side of USS Enterprise

Street. It is unclear if the 12” line running through the wooded area is in service and it is noted on the Site Utility Plan. The water service for the new project will connect to the line west of USS Enterprise.

An unsized water line runs east from the parking area to serve B2978. The AE team assumes it ties to the 12” line. Field verification will be required prior to development of the design.

NAS Whiting Field PWD confirmed that a 16” water line runs north/south through the parking lot and is not used. PWD also confirmed that an active 6” water line runs

North/South through the parking lot.

Proposed Water

The proposed site concept includes re-routing of the 12” water line to USS Enterprise

Street, tying into the existing 12” water line north of the site and to the existing east/west water line at Hangar 1406.

The existing unsized water line running east/west is proposed to be removed. The existing 16” water line and 6” water line is proposed to be capped at the project limits and removed where the lines interfere with construction. If it is determined that those lines are active and serve existing facilities, they will require relocation. All water serving B2977 is proposed to be disconnected and capped back to the nearest valve.

Water is permitted through the Florida Department of Environmental Protection (FDEP).

Sanitary Sewer

An existing 6” sanitary sewer flows from B2978 south along the apron to a manhole in the southeast corner of the site and flows to the southwest to manhole 1406-MH-21A south of the proposed hangar. A 6” line continues to the southwest to manhole 1406-

MH-22 adjacent to Hangar 1406 and flows west in an 8” line.

The 6” sanitary line will be removed through the site to MH-21A. Remove to existing manhole north of hangar 1406 and south of P286. The invert of existing MH is 177.16, and the existing line is 6” PVC according to provided survey.

A new sanitary connection from the AHTS hangar will discharge to a duplex grinder pump station located near the southwest corner of the hangar. A 4” PVC force main will connect to 1406-MH-22 west of Hangar 1406.

All sanitary sewer laterals serving B2977 will be disconnected and capped back to the nearest manhole.

Washdown

A washdown area is not required, however an oil water separator (OWS) is required for maintenance turns. The OWS will have actuating valves to provide storage for oily discharge. Bypass will be directed to the stormwater management area via 8” DIP.

AFFF

Trench drains will be provided in the hangar to collect the AFFF. The trench drains discharge outside to the north into a two 25,000-gal storage tanks located in the service yard. Access will be provided to pump out the tanks. The approximate dimensions of the tank are 10 feet diameter by 45 feet long.

Gas

An existing 4” gas line is located along the west side of B2977 in or adjacent to the east side of the existing parking for that building.

Gas service will be provided to the hangar connecting to the existing main west of

B2977. Gas design and construction will by a separate contract between the Design

Build Contractor and the Gas Company. Cost for construction should be included for budgeting, noting that design and construction is by others.

The gas line serving B2977 will be disconnected and removed.

Stormwater

Existing stormwater flows through the hangar site and discharges to the northeast under

County Road 87A. Stormwater does not flow to the existing treatment ponds.

Stormwater design will meet EISA 438 and Northwest Florida Water Management

District requirements. Construction Stormwater will be Permitted through Florida DEP.

Per UFC 3-260-01 section 2-5.5, and to avoid Bird/wildlife Aircraft Strike Hazard (BASH) issues, stormwater ponds will be designed to draw down within 48 hours.

Existing storm pipes flow south along USS Enterprise Street and discharge into the site at the southwest corner. Stormwater flows through the site in an open ditch. The existing pipes crossing USS Enterprise into the site will be cleaned. The existing ditch will be piped in 2- 30” concrete pipes, connecting to the existing pipes with a junction box and discharging North of the hangar into a stormwater management area.

Two stormwater management areas are indicated on the site plans. The area for runoff from the hangar will be approximately 415 feet long and 75 feet wide and will slope to the middle to a low flow channel that will slope approximately 0.5% to the outlet. The area for runoff from the proposed parking lot will be approximately 550 feet long and 35 feet wide and will slope to the middle to a low flow channel that will slope approximately

0.5% to the outlet. The stormwater management pond bottoms will be amended as necessary to provide infiltration for water quality treatment such as 2’ engineered media with 3:1 side slope at pond extents.

Outlet control structures will be installed that will allow ponding for treatment and will allow discharge over a 48-hour period to prevent BASH issues.

A trench drain will be installed on the east side of the hangar to capture runoff from the apron and new concrete area and will discharge to the treatment area. Roof drains will be collected and piped underground to the stormwater management area. Smaller drains will be installed along the walk west of the building to discharge surface drainage.

The new parking lot drainage will discharge into stormwater management areas to the east via curb cuts and flumes. Discharge from the stormwater area will be piped to an existing swale and will combine with the outflow from the large treatment area and discharge from the site to the northeast. The parking lot will have depressed grass medians between some of the parking bays as an additional Low Impact Design (LID) strategy.

Other Utilities

Below is a summary of existing site utilities and required work.

Existing utilities not mentioned above exist through the hangar and parking area.

o Overhead electric (OHE)

Remove poles and lines and remove/reconnect as necessary. See electrical for additional information.

Remove parking lot lighting.

o Underground electric (UGE)

Remove underground service that terminates at building 2978 Existing airfield lighting along the new pavement East of the hanar will be removed. New airfield lighting will be provided along the new edge pavement East of the new hangar and will be reconnected to the existing lighting circuits.

Remove underground electrical service serving 2977 o Underground Telecom

A new underground 4X4” telecom duct bank is required to extend from B1415 South along USS Enterprise to the new hangar. New conduit from the hangar will be installed to the Southeast corner of B2946

Disconnect and remove lines feeding B2978 Disconnect and remove existing communications lines serving

B2977 Relocate underground telecom running North/South on the East side of the parking lot.

Relocate 2 telecom lines running Northeast/Southwest on the North side of the parking lot.

GENERAL SITE WORK

Preliminary earthwork, unadjusted-raw existing grade vs raw proposed grade:

31,900 CY Cut, 8,400 CY Fill resulting in 23,500 CY excess material

The bulk of the cut material is generated in the northwest quadrant of the AHTS footprint and parking.

Work will include an erosion and sediment control plan with Best Management Practices

(BMP) to control sediment. Groundwater monitoring wells were observed in the lawn

West of the existing airfield pavement within the project limits. These wells will require closure and relocation. Included with the utility relocations are several vaults, pads and pedestals that will require removal and/or relocation.

LANDSCAPE

The project will impact the existing wooded area west of the aircraft parking area. The saleable timber in this area has been evaluated by the Navy Area Forrester and a value of $3,314.60 has been determined for the AHTS contractor (once selected) to pay to the government.

Trees that are in landscape areas and along the roadways must be mitigated if removed. There are approximately 20 trees that may need removal for the project.

Trees will be required at a rate of 1 tree per 1,000SF of landscape area. Planting areas are provided around and within the new parking area to allow planting of street trees and parking lot shade trees. Street trees will be required at 35 to 40 feet on center.

Parking lot trees will be required at a rate of 1 tree per 5 perimeter spaces, and 1 tree per 10 non-perimeter parking spaces. Each parking lot end island must have a minimum of one tree.

The landscape areas will include required mitigation plantings and will provide for compliance with the Installation Appearance Plan (IAP). Slopes will be stabilized with trees, shrubs and/or grassing. Bio-retention or infiltration areas outside of the secure airfield perimeter will be grassed and will allow for trees to be planted in the slopes.

Areas to be grassed within the secure perimeter will be solid sod. Landscape plantings will also be required to supplement wood fence and masonry dumpster/utility enclosures, and at building entries and primary circulation routes.

The landscape will require a 365-day establishment and maintenance period.

STRUCTURAL

Criteria and Standards

The applicable requirements of the latest editions of criteria, codes and standards including, but not limited to, the following apply:

ACI 318-14 – American Concrete Institute, Building Code Requirements for Structural Concrete and Commentary; 2014

AISC SCM – American Institute of Steel Construction, Steel Construction Manual, 15th Edition

AISI CFSDM – American Iron and Steel Institute, Cold-Formed Steel Design Manual

ASCE-7 – American Society of Civil Engineers, Minimum Design Loads for Building and Other Structures; 2016

AWS D1.1 – American Welding Society, Structural Welding Code – Steel

ICC IBC – International Building Code; 2018

UFC 1-200-01 – DoD Building Code (General Building Requirements); 2019

UFC 3-301-01 – Structural Engineering; 2019

UFC 3-490-06 – Elevators; 2018

UFC 4-010-01 – DoD Minimum Antiterrorism Standards for Buildings; 2018

UFC 4-211-01 – Aircraft Maintenance Hangars, with Change 1; 2017

Design Requirements

The current design loads are in accordance with ASCE 7-10 and UFC 3-301-01.

Dead Load: ............................................. Actual

Live Loads:

1st Floor Corridors: ....................... 100-PSF

Corridors Above the First Floor: ... 80-PSF

Office ........................................... 50-PSF

Conference Rooms ...................... 80-PSF

Mechanical: ................................. 125-PSF

Snow Load: ............................................ 0-PSF

Wind Loads:

Wind Speed: ................................ 154-MPH

Exposure Category: ..................... “C”

Risk Category: ............................. III

Seismic Loads:

Ss ................................................. 0.08

S1 ................................................. 0.06

Site Class .................................... D (Assumed)

Risk Category .............................. III

Design Category .......................... B

ATFP

The project shall comply with UFC 4-010-01, 12 December 2018. The facility is located withing an installation perimeter. Standoff distances for new construction, only applies to distances from the perimeter of the installation.

The proposed hangar concept consists of a main hangar bay and two-story “lean-to” structures on each side of the hangar bay. The main hangar bay is proposed to be approximately 166 feet in width. The main hangar bay will be framed using structural steel truss framing clear spanning the width of the hangar bay with no interior columns.

The main building frames will be spaced 20 feet on center. Cold formed steel zee purlins will support metal roof deck. The spacing of the zee purlins is expected to be 5 feet on center. The spacing will be reduced in the corners and along the edges to accommodate higher wind loads. The hangar is located in a wind-borne debris region.

All exterior glazing will be impact resistant. A crane with two 5-ton bridges will be suspended from the truss bottom chords. Structural steel girts will support the exterior insulated metal wall panels. Lateral strength of structure will be accomplished with the use of braced frames along the length of the hangar bay and rigid frames in the transverse direction. Catwalk structures will be provided as required by the UFC’s.

Lean-to type administrative and shop areas will be constructed on each side of the hangar bay. The lean-to structures will be 2-story structural steel framing. Roof framing will consist of open web steel joist roof framing and structural steel girders supporting cold-formed metal deck. The spacing of the joists is expected to be 5 feet on center.

The lean-to floors will be framed with wide flanged beams and girders supporting a 3-inch composite metal deck with a 3-inch concrete slab. The floor framing is expected to be spaced approximately 8 feet on center.

The structure will be supported on reinforced pile cap foundations. The piles will be 16-inch diameter, auger cast type piles. The pile caps will be reinforced cast-in-place concrete caps. 4-pile caps will support the main hangar bay and 2-pile caps will support the lean-to columns. Per the UFC 4-211-01, the hangar bay slab will be a minimum of 8 inches thick with reinforcement in both directions. The slab will be supported on a 12-inch thick crushed gravel base. The ground floor slabs in the maintenance areas of the lean-to structure will be 6-inch thick reinforced with welded wire reinforcement. The ground floor slabs in the administrative areas of the lean-to structures will be 4 inches thick reinforced with welded wire mesh.

ARCHITECTURAL

Applicable Design Criteria

UFC 1-200-01 Design: General Building Requirements UFC 1-200-02 High Performance and Sustainable Building Requirements UFC 2-000-05N Facility Planning Criteria for Navy and Marine Corp Shore Installations FC 1-300-09N Navy and Marine Corps Designs Procedures UFC 4-010-01 DoD Minimum Antiterrorism Standard for Buildings UFC 3-490-06 Elevators; 2018 UFC 4-211-01 Aircraft Maintenance Hangars, with Change 1; 2017

The hangar site location is determined based on the input of the stakeholders at Whiting Field to address flight line access, coordination with other elements of the AHTS program, minimization of impacts to existing utility infrastructure and compatibility with existing base infrastructure.

Parking will be provided to the North of the hangar (Eastward of Enterprise St.) with a combination of redeveloped existing paved areas and new pavement. The project objective will provide no net loss of existing parking counts.

The orientation of the building’s major program elements provides a double loaded hangar configuration with a through aisle oriented North / South with 60’ wide x 25’ high hangar doors at each end with connections to the airfield apron. The hangar bay provides for 37 aircraft (28 blades folded, 9 blades open). The 01 Shop spaces will be located on the East (airfield) side of the hanger, providing direct access to both the airfield apron and the hangar bay. The Training Squadron spaces will be located on the West side of the hanger with adjacency to other training facilities (Simulator bldg. and classroom training).

The hangar bay will have a floor level aqueous film forming foam (AFFF) fire suppression system, in addition to a wet pipe sprinkler system. The hangar bay will have two overhead bridge cranes (5 tons each).

Two passenger elevators will provide access to second level spaces (East and West).

Architectural systems are summarized as follows:

Exterior:

Walls: brick masonry wainscot up to 8’ AFF.

Walls: 3” thick, insulated metal panels, run horizontally from top of wainscot up to eave.

Exterior East/West walls of main hangar bay extend higher than “lean-to” areas.

Clerestory in this area will consist of insulated, translucent panels (Kalwall or similar product).

Exterior personnel doors galvanized 16 gauge steel, painted.

Exterior windows are aluminum framed, insulated, thermally broken, low-e glazed units, impact resistant for wind-borne debris (not ATFP “blast” resistant).

Low slope metal roofing system (hydrostatic).

Hangar doors are 60’ clear wide and 25’ clear tall.

(2) total hangar door openings, 1 on North end and 1 on South end.

Each door location is two door assemblies: a fabric-style interior door and fully insulated motorized bi-parting rolling steel primary exterior door.

Interior CMU walls between hangar bay and lean-to spaces. CMU walls separating shop areas on the ground floor lean-to’s. Glazing in these interior walls is fire rated glass.

5-part epoxy coating on hangar bay floor and ALL 1st floor 01 spaces Upper floor squadron and administrative spaces to have LVT flooring throughout Min 9’ ceilings in all ground and upper floor lean-to spaces

(4) stairs on squadron (West) side

(2) stairs on maintenance (East) side

(1) elevator on East side, and (1) elevator on West side (2 total) Exposed Structural Steel in Hangar bay will be provided with a shop applied high performance coating

The project site is located in Climate zone 2A as defined by ASHRAE 90.1 and is the Environmental Severity Classification (ESC) is C3 as defined by UFC1-200-01, Chapter 4, and Appendix A, Table A-1.

The Whiting Field Installation Appearance Plan (IAP) provides guidance for the material and color palate for this project. The use of a brick veneer wainscot complies with this guidance.

NAS Whiting Field is located in Santa Rosa County, Florida. Santa Rosa County is in Radon Zone 3 as defined by the EPA.

BUILDING FEATURES BY CSI DIVISION:

Other architectural and building systems and cost drivers are described below, following the Construction Specifications Institute (CSI) division numbering system:

Division 02

Demo Bldgs 2977 & 2978, allow for limited asbestos and LBP abatement each facility.

Site Utility demolition / relocation.

Division 03

Concrete Paving (see civil narrative and drawings) Foundation and floor slabs (see structural narrative)

Division 04

CMU fire rated partitions at interior hangar walls (12” cmu, 40’ tall) and 8” cmu at all ground floor shop side spaces.

Exterior Brick veneer wainscot (8’ tall) around entire building perimeter.

Retaining wall at West side of hangar, 200 lf., 3’ tall stack block wall.

Division 05

Steel framing and decking components (see structural narrative).

Misc metal fabrications, including roof ladders (2), heavy duty bollards (allow 36), antenna support structure, guard rail at airfield side (400 lf), cast downspout boots (64).

Division 06

Rough carpentry, backer boards, nailers, bucks.

Plastic laminate casework with solid surface tops (upper and lower, 9 units, 135lf total), (lower only, 6 units, 60 lf total).

Division 07

Insulated metal wall panel system (3” R-18).

Translucent wall panel at hanger high bay (3” R-18) (10’ tall x 964 lf).

Low Slope Standing Seam Metal Roof (hydrostatic design) over R-30 insulation board and protection board, air barrier at side lean-to (not hangar bay roof).

Air Barrier behind Brick veneer (11,500 sf).

Provide for Air Barrier Pressure Testing on two sides (not Hangar) Acoustic insulation in all partition systems.

20 gage metal gutter and downspout system, tie to underground pipe collection system (2000 ls of gutter, 64 down spouts).

Division 08

All exterior doors heavy duty galvanized and painted Hollow metal door and frame system.

All doors between ground floor areas and the hangar bay will be heavy duty fire rated galvanized and painted hollow metal door and frame system.

All Interior Doors, level one (Shop side) Heavy Duty Hollow Metal Door with fire rated lite and Hollow metal Frame.

All Interior, level one (squad side) Solid Core Wood Door and Hollow Metal Frame with side lite.

All Interior Doors, level two (Shop side) Solid Core Wood Door and Hollow Metal Frame with side lite.

All Interior, level two (squad side) Solid Core Wood Door and Hollow Metal Frame, with side lite.

All Stair Doors, Hollow metal Fire Rated (Galvanized at Exterior locations) Overhead coiling doors, allow for (2) 12’x12’ openings.

Hangar Doors (two locations) Provide motorized rolling steel door, bi-parting, insulated, wind rated, 60’ wide by 25’ high. Also provide a fabric roll-up door on the OH hangar side of each hangar door.

Door Hardware, provide Fed spec mortise locks, assume all exterior doors with exit device. Electronic Access Control Hardware at all Exterior Entry points Aluminum Windows, wind rated, impact resistant (refer to AT/FP Narrative on pg 60 of

77) Laminated glazing for acoustic control. 48 units (18’w 4’h per unit= 72SF per unit).

Steel (hollow metal frame) interior windows (at hangar bay walls) allow 60 (3’w x 4’h)

12sf units, fire rated glazing.

Division 09

All level two (second floor) spaces are Gypsum partitions on metal framing systems, corridor walls are fire rated, acoustically insulate all Gypsum partitions.

Level one (ground floor) squad side spaces are impact resistant gypsum partitions on metal framing systems, with acoustic insulation.

Provide 5 coat epoxy coating on hangar floor and all shop side spaces.

Provide LVT flooring at all Squad side ground floor spaces.

Provide carpet tile at all level two spaces (except corridors (LVT) and restrooms Provide two coat epoxy flooring at all restrooms.

Provide heavy duty Acoustic Ceiling Tile system (high humidity class) (all spaces except hangar bay). (Restrooms, electrical/mechanical/comm rooms to be gyp ceilings).

See Div 5 note regrading high performance coating on steel in Hangar bay, otherwise standard paint systems (all exterior elements are prefinished).

Provide rubber flooring at stair wells (darker color)

Division 10

Allow for 250 interior modular signs Provide phenolic core toilet partitions Provide phenolic core locker 12x15x36 (850) Provide wall protection package (corner guards) Toilet Accessory package (all stainless) Manufactured Overhead supported Canopies, 14 locations (7x10 ea)

Division 12

Window shades, manual, roller shade Entrance floor matts provide 6 locations (5x10)

Division 14

(2) Passenger elevators, hydraulic, 3500lb 16’ travel, oversize cab to accommodate stretcher.

Divisions 21, 22, 23, 26

See HVAC & Elec Narratives Provide for third party Commissioning of systems.

FIRE PROTECTION

The fire protection analysis and life safety system(s) requirements will be designed & specified by a registered Qualified Fire Protection Engineer (QFPE) in accordance with NAVFAC requirements.

Fire Protection – Applicable Codes and Standards

Unified Facilities Criteria (UFC) 3‐600‐01 Design Fire Protection Engineering for Facilities International Building Code (IBC) for fire resistance requirements and area limitations as referenced by UFC 3‐600‐01 NFPA 13 Standard for the Installation of Sprinkler Systems NFPA 20 Standard for the Installation of Stationary Pumps for Fire Protection NFPA 70 National Electrical Code NFPA 72 National Fire Alarm & Signaling Code NFPA 101 Life Safety Code, for exit facilities and means of egress as referenced by

UFC 3‐600‐01

NFPA 409 Standard on Aircraft Hangars UFC 4‐021‐01, Mass Notification Systems UFC 4-211-01, Aircraft Maintenance Hangars

Code Requirements Construction and Occupancy

Use Groups (S-1) Moderate Hazard Storage – Aircraft Repair Hangar, Paraloft

(B) Business – Office & Support Areas

(B) Business – MWR Restaurant (<2,500sq.ft.)

(A-3) Assembly – Training / Conference Rooms

Construction Type Type II-B

Fire Alarm System Yes

Mass Notification System Yes

Fire Suppression System(s) Yes

Building Allowable Area: Per IBC 507.5, area is “Unlimited”. Fully sprinklered, surrounded by public ways or yards not less than 60 feet in width.

Fire Resistive Requirements

Fire Resistive Requirements are in accordance with the following:

IBC Table 601 Primary Structural Frame 0 hour

Exterior Non-Bearing Walls 0 hour

Interior Non-Bearing Walls 0 hour

Structural Frame 0 hour

Shaft Enclosure 1 hour

Floors Construction 0 hour

Roofs & Roof-Ceiling 0 hour

NFPA 70 (NEC)

Electrical Rooms 1 hour

UFC 3-600-01

Elevator Shaft and Machine Room 2 hour

UFC 4-211-01

Foam Equipment Room 1 hour

Interior Finish Requirements

Interior finish requirements are in accordance with NFPA 101:

Egress Corridors Class A or Class B Interior Finish Materials

Typical Rooms Class A, Class B, or Class C Interior Finish Materials

Typical Floor Finish Class I or II

Water Supply

The existing Base water supply will serve the fire suppression systems on this project.

The Base water supply is supplied by four (4) 100,000 gallon nominal capacity elevated water towers. Considering the size and height of the building, it is currently anticipated that two (2) 2,500 gpm electric fire pumps will be required, along with secondary, or redundant, diesel fire pump to the size of the largest primary fire pump (2,500 gpm).

Fire pumps shall be installed in accordance with UFC 3-600-01 and NFPA 20. The results of the preliminary fire hydrant flow test can be found in the report appendix section.

Water main repair / replacement projects are currently in the design phase at the time of this report. The contractor will be responsible for coordinating water supply flow testing with the Base when water mains serving this building are confirmed to be fully in-service.

New fire hydrants shall be provided at each corner of the building.

Hangar Bay – Fire Suppression System

Three (3) low-level, low-expansion foam fire suppression systems and three (3) overhead closed-head wet pipe systems shall be installed in the hangar bay in accordance with UFC 4-211-01 and NFPA 409. The hangar bay area is approximately 80,000 sq.ft.

The closed-head wet pipe systems shall be hydraulically designed to provide a discharge density of 0.20 gallons per minute over the hydraulically most demanding 5,000 square foot area in the hangar bay. Sprinklers in these areas will be quick-response type uprights with a temperature rating of 175°F. Automatic air vents shall be provided at high points in the system.

The foam system Basis of Design is as follows:

Low-level Aqueous Film-Forming Foam (AFFF) systems shall be provided to protect the hangar bay. The AFFF system type for this facility will be a trench nozzle system using Viking grate nozzles with maximum spacing of 30’ between trenches. The basis of design is to use a 3% AFFF Mil-Spec foam at a flow rate of 0.10 gpm per sq.ft. of covered area. Discharge pressure of all nozzles shall be maintained between 40 psig and 45 psig.

Minimum duration of the foam supply is 10 minutes. Provide concentrate storage tank with a supply of concentrate to support a 10 minute discharge at the hydraulically calculated waterflow rate and 130% of the nominal concentrate injection rate for each system.

The nominal flow rate used to size the foam concentrate supply for one foam system in the hangar bay is 27,000 sq.ft. * 0.10 gpm/sq.ft. = 2,700 gpm. A 3% AFFF solution would require a nominal foam concentrate amount of approximately: 0.03*2700*10 = 810 gallons. Applying the 130% factor noted above gives a total foam concentrate storage volume of approximately 1,055 gallons for each of the three (3) foam systems.

A reserve supply of AFFF concentrate will not be required on site. The Base has a means to replenish concentrate storage tanks within 24 hours.

Trenches will be 24” wide and shall be sized to hold the combined volume of the AFFF system and the overhead closed-head wet pipe system.

AFFF containment shall be provided, sized based on the AFFF system demand for 15 minutes. The AFFF system demand is approximately 3,375 gpm, which results in a storage volume of approximately 50,000 gallons. Underground double-wall storage tanks shall be used for AFFF containment. Upon activation of the AFFF system, a diverter will route the trench drain system to the AFFF containment tank(s).

The combined design “demand” for the AFFF system and overhead closed-head wet pipe system, including a 500 gpm exterior hose stream allowance, is approximately 5,500 gpm. The total water supply required for 45 minutes for the system is approximately 247,500 gallons. Based on this fire flow demand and the existing Base water supply, a secondary or “independent” fire water supply is not required.

All AFFF system piping downstream of the flow control valve shall be hot dipped galvanized piping.

Surge arrestors shall be required at the fire pumps and at each foam/water riser supplying the hangar bay, as specified in UFC 4-211-01.

Seismic bracing is required for fire suppression system piping in accordance with UFC 3-600-01, UFC 4-211-01, and NFPA 13.

The hangar bay will require draft curtains in accordance with UFC 4-211-01 and NFPA

409. Draft curtain areas shall be around each roof/ceiling fire suppression system and subdivided such that a single draft curtain area shall not exceed 7,500 sq.ft.

Automatic Fire Sprinkler Systems

The installation of fire sprinkler systems, in accordance with UFC 3-600-01, will be required for this project in the O1 Shop Spaces and the O2 Squadron spaces. The fire sprinkler systems will be wet-pipe sprinkler systems installed in conditioned spaces.

Maximum zone size will be 52,000 sq.ft. Also, at a minimum the system will be zoned by floor.

All sprinkler piping shall be provided with seismic treatment and bracing in accordance with UFC 3-600-01 and NFPA 13 (as necessary to meet local Base requirements).

Piping which penetrates fire rated walls shall be completely sealed to maintain fire resistance integrity as required by Code. Penetrations through walls that are not fire rated shall be adequately supported and sealed. Pipe penetrations through exterior walls shall be sleeved, caulked with weatherproof sealant, and provided with finish trim.

All water supply control valves shall be provided with tamper switches, monitored by the building fire alarm system. Closure of a control valve will indicate a supervisory signal on the fire alarm system. All fire protection devices shall be UL Listed / Approved for the intended use.

Automatic Fire Sprinkler Design Criteria

The following is a list of occupancy hazard classifications for this project. The design area and density requirements for the fire sprinkler system design will be in accordance with the current version of UFC 3-600-01.

Ordinary Hazard Classified Areas: These areas include, but are not limited to, supply/storage rooms, janitor rooms, electrical rooms, shop areas, and mechanical rooms.

Light Hazard Group Classified Areas: All areas not classified as ordinary hazard shall be considered light hazard. The light hazard areas will include offices, restrooms, classrooms, breakrooms, etc.

Storage Rooms/Areas: All storage areas will be assumed to contain Class IV commodities, unless a greater hazard is indicated. Storage up to 10-feet (shelf or rack) is considered Ordinary Hazard.

In areas classified as Ordinary Hazard, the overhead sprinkler system will be hydraulically designed to provide a discharge density of 0.20 gallons per minute over the hydraulically most remote 2,500 square foot area (per current UFC 3-600-01 criteria). Sprinklers in these areas will be ordinary temperature, quick-response type.

Pendent, recessed sprinklers will be provided in areas with finished ceilings. Upright, rough brass sprinklers will be provided in areas without finished ceilings. The maximum protection area per sprinkler will be 130 square feet with a maximum spacing of 15 feet.

An outside hose stream allowance of 250 gallons per minute, taken at the fire hydrant closest to the building, will be included in the system design.

In areas classified as Light Hazard, the overhead sprinkler system will be hydraulically designed to provide a discharge density of 0.10 gallons per minute over the hydraulically most remote 1,500 square feet of floor area (per current UFC 3-600-01 criteria). Sprinklers in these areas will be ordinary temperature, quick-response type.

Pendent, recessed sprinklers will be provided in areas with finished ceilings. Upright, rough brass sprinklers will be provided in areas without finished ceilings. The maximum protection area per sprinkler will be 225 square feet with a maximum spacing of 15 feet.

An outside hose stream allowance of 250 gallons per minute, taken at the fire hydrant closest to the building, will be included in the system design.

Portable Fire Extinguishers

Portable fire extinguisher will not be required in a fully sprinklered building (with fire alarm system) accordance with UFC 3-600-01, Section 9-17.1.

Fire Alarm System & Mass Notification

A new intelligent, analog-addressable fire alarm and detection system will be provided for this building. The following is a list of the basic system features:

All specific requirements of current UFC and NAVFAC (for fire alarm and mass notification systems) will be provided.

Initiating devices will primarily consist of manual pull stations and sprinkler waterflow switches. Manual pull stations shall be mounted semi-flush.

Back-up amplifier(s) will be provided for combination fire alarm/mass notification systems.

The fire alarm control panel shall be capable of handling a minimum of 500 individually identified sensors within the main control panel.

Spot-type smoke and heat detectors will be provided where required (such as above the FACP and for elevator control). Fully-sprinklered buildings will not require full area detection.

Sprinkler system tamper switches will be monitored by the fire alarm system.

Photoelectric duct detectors will be provided on the supply side of air handling units greater than 2,000 cfm.

The fire alarm system will shut down High Volume Low Speed (HVLS) fans, HVAC systems, etc. as required upon activation or water-flow of fire suppression systems.

Combination speaker/strobes will be provided in accordance with NFPA 72 for the fire alarm system. Visual Notification devices shall be installed in all spaces, rooms, areas (common area or employee work area) that may be used by two or more persons (public and/or employees). Offices that are designed for a single office worker (even though it may be able to hold a meeting with 3 or 4 people) do not require a strobe unless that employee is someone who has a hearing impairment.

Bull horns will be required in the hangar bay space for notification.

Low frequency sounders will be required in all bunk rooms.

Programmable scrolling marquee LED mass notification text signs, per NAVFAC requirements for MNS systems, will be provided. These signs will be provided over or adjacent to all substantial means of egress.

NAC, SLC, and IDC circuit wiring will be Class A (unless otherwise dictated by the Local AHJ). Mass notification text signs circuits will be Class B (as currently allowed by NAVFAC Southeast).

The Fire Alarm Control Panel, Radio Transmitter, and Mass Notification Panel, will be provided in a location approved by the local AHJ and the NAVFAC Fire Protection Engineer.

Alarm, trouble and supervisory signals will be transmitted to the Base fire alarm central receiving station (to be coordinated during design). The following transmitted zones are anticipated:

Sprinkler Water Flow

Fire Pump Running Fire Pump Trouble Smoke Detector Manual Pull Station Supervisory (i.e. valve tamper switch) Duct Smoke Detectors (Supervisory Signal) Carbon Monoxide System General Alarm System General Supervisory System General Trouble AFFF Releasing System Alarm MNS System Activation MNS System Trouble

All fire alarm wiring will be provided in conduit.