3_25-1219_GATE_308504_Final_CD_Structural_Design_Calculations.pdf

matteoferran.com

NPS GATE Floyd Bennett Field Hangars 3 and 4 – Rehabilitation PMIS / PKG No. GATE 308504

Structural Design Calculation Package Final Submission

MFSE Project No. 23-086.1 December 19, 2025

Prepared for: Submitted by:

Quinn Evans Architects Matteo Ferran Structural Engineers PLLC 2101 L Street, NW, Suite 950 210 N. Lee Street, Suite 210 Washington, DC 20037 Alexandria, VA 22314

STRUCTURAL CALCULATIONS – FINAL SUBMISSION

NPS GATE FLOYD BENNETT FIELD HANGARS 3 & 4 REHABILITATION DECEMBER 19, 2025

matteoferran.com

TABLE OF CONTENTS

I. DESCRIPTION OF PROJECT 3

II. GEOTECHNICAL INVESTIGATION SUMMARY 6

III. STRUCTURAL DESIGN CRITERIA 7

A. Applicable Codes and Standards 7 B. Structural Loadings 7

IV. FOUNDATION DESIGN 26

A. Slab on Grade Design 27 B. Equipment Pad Design 34

V. ANALYSIS AND DESIGN OF ROOF ELEMENTS 36

A. Roof Loading 37 B. Decking Checks and Sheathing Reinforcement Design 38 C. Analysis of Existing Steel Roof Framing 48

VI. DESIGN OF REINFORCEMENT OF CORRODED STEEL FRAMING ELEMENTS 63

A. Existing Roof Framing 64 B. Existing Column Bases 70

VII. REINFORCEMENT / REPAIR OF HANGAR DOOR POCKET WALLS 74

VIII. MISCELLANEOUS DESIGN ITEMS 96

A. Trench and Pit Infill 97 B. Gutter Attachment 102 C. Lean-to / Hangar Infill Wall Lateral Support 104

APPENDICES

APPENDIX A: ICC-ES Evaluation Reports 105

APPENDIX B: Geotechnical Investigation Report, NPS Floyd Bennett Field Hangars 3 & 4 129 Rehabilitation by GHD, dated June 25, 2025

+1 703 350 4151 210 N Lee Suite 210 Alexandria VA 22314 matteoferran.com

I. Description of Project

This project concerns the rehabilitation of Hangars 3 & 4 at Floyd Bennett Field in the Gateway National Recreation Area, a unit of the National Park Service. The last two of eight total hangars to be rehabilitated at the site, the structures were originally constructed between 1929 and 1938 on land created by infilling the channels between Barren Island and several smaller islands and the rest of Brooklyn with sand pumped from the bottom of Jamaica Bay. While the hangars do not sit within a flood zone, they are located directly adjacent to flood zones.

The hangars are planned to be restored to their original appearance and condition. The National Register Nomination for the Floyd Bennett Field Historic District identifies Hangars 3 and 4 as a contributing resource, and as such, the rehabilitation will follow the Secretary of the Interior Standards for the Treatment of Historic Properties. Interventions will include repair of the masonry building envelope, fenestration and interior finishes;

replacement of the roof; replacement of MEP systems; and installation of new accessible restrooms. The hangar complex includes (2) 16,600 SF hangars, (2) 4100 SF lean-tos, and a 6,600 SF infill building between the two hangars.

a. Hangar Construction and Conditions

The hangar roof framing consists of steel channel purlins spanning in the north-south direction and supporting 2x tongue and groove wood decking. The purlins bear on steel trusses spanning 120 feet in the east-west direction to 14” wide flange columns. Vertical x-bracing braces the truss top and bottom chords at the centerline and two additional lines. Horizontal x-bracing exists at the truss top chord level within the northernmost, southernmost and center bays to reinforce the roof diaphragm. At the truss bottom chord level, diagonal horizontal braces laterally brace the top of the brick masonry walls and the hangar doors. The wood decking, wood nailers and wood plates at the tops of the masonry walls are deteriorated and it is assumed that they require significant replacement. The roof diaphragm will be reinforced with an additional layer of plywood.

The steel columns are embedded in the east and west brick masonry walls and are supported on reinforced concrete pile caps which are, in turn, supported on 14” square reinforced concrete piles. The brick walls are supported on reinforced concrete grade beams supported on lines of the same piles. The embedded steel columns are experiencing varying levels of corrosion and will be cleaned and coated and, where required, structurally reinforced.

The upper portion of the east and west hangar walls contains clerestory windows framed out with steel beams spanning in between the steel columns. The steel beams also support bands of brick veneer.

Significant corrosion of the steel beams and hung lintels and related movement and deterioration of the brick were observed. Brick masonry is to be rebuilt in these areas and steel is to be replaced or cleaned and coated and locally reinforced where required.

The hangar doors are constructed with aluminum wide flange and channel vertical members with horizontal aluminum channels and tees spanning in between them. The lower portion has solid aluminum panels whereas the upper portion is glazed. Each door panel has two wheels which bear on and are guided by steel rails embedded in a grade beam. Steel angle guides also exist at the top of the doors.

The aluminum elements of the hangar doors and their connections exhibit varying degrees of corrosion and require localized replacement. The embedded rails at the base are generally corroded, with associated spalling of the surrounding concrete. Rails are to be replaced in kind and concrete repaired.

The hangar floors consist of concrete slabs-on-grade. There has been differential settlement of the slabs-on-grade relative to the pile-supported elements, in some areas up to 6-1/2 inches. The proposed rehabilitation includes subgrade improvement per recommendations in the geotechnical report and a replacement of the slabs with new reinforced concrete slabs on grade, thickened at the edges and doweled into the surrounding grade beams.

b. Lean-to Construction and Conditions

The Lean-to roof framing consists of 10”-deep and 8”-deep steel channel purlins spanning in the north-south direction and supported on 21”-deep and 16”-deep steel girders spanning in the east-west direction.

The girders connect to the steel columns embedded in the masonry wall shared with the hangars and pocket into piers in the exterior masonry walls. The pocketed beam and purlin ends are typically severely corroded and require cleaning, reinforcement, and coating. Bearing plates typically require replacement.

The roofing system is similar to that of the hangars, with 2x wood decking connected to wood nailers bolted to the steel purlins. The wood decking, wood nailers and wood plates at the tops of the masonry walls are deteriorated and it is assumed that they require full replacement. The roof diaphragm will be reinforced with an additional layer of plywood.

Lintels typically consist of double steel back-to-back angles. They have been replaced in Lean-to 3 with new galvanized steel lintels. Hangar 4 still has the original lintels, which are severely corroded and are displacing the brick masonry above. In these areas, the lintels are to be replaced with new galvanized steel lintels and the brick masonry rebuilt.

At the north and south walls of the lean-tos there is a large pocket to contain the hangar doors when they are opened. The pocket is built of 8” brick masonry which have a long unbraced length both vertically and horizontally compared to their thickness. These brick walls are exhibiting significant distress in the form of cracking and separation at the corners. The structural repairs include masonry repairs and reinforcement of the masonry pocket, designed for out-of-plane wind loading.

Existing floors in the lean-tos are a mix of concrete slabs and wood floors, all of which are significantly deteriorated. The proposed rehabilitation includes subgrade improvement per recommendations in the geotechnical report and installation of new reinforced concrete slabs on grade, thickened at the edges and doweled into the surrounding grade beams.

c. WPA Infill Building / Boiler Room Construction and Conditions

The roof framing over the northern portion of the WPA Infill Building is constructed similarly to the hangars. Steel channel purlins span in the north-south direction between steel trusses, but here they are flush framed with the truss top chord. The steel trusses span 50 feet in the east-west direction between the steel columns embedded in the east and west brick masonry walls. The northernmost truss has two lines of out-of plane bracing spanning to the north wall. The northernmost and southernmost purlins pocket into the north exterior brick wall and the brick wall separating the main space from the boiler room.

The roofing system is similar to that of the hangars, with 2x wood decking connected to wood nailers bolted to the steel purlins. The wood decking and wood nailers are deteriorated in areas and it is assumed that they require significant replacement. The roof diaphragm will be reinforced with an additional layer of plywood. The existing skylights will be restored as part of this rehabilitation.

Directly to the north of the Boiler Room is a one-bay mezzanine. The floor is a one-way concrete slab supported on concrete-encased steel beams. The beams bear on the brick wall to the south and a deep steel truss to the north. The bottom chord of the truss delineates the edge of the mezzanine.

The Boiler Room is at the south end of the WPA Infill Building. The floor slab on grade is at a lower elevation than the hanger floor, likely to accommodate the tall mechanical equipment. There are localized areas of concrete damage that will require repair. Existing trenches are to be covered with new diamond plate or steel plank.

The roof framing over the Boiler Room consists of a one-way reinforced concrete slab spanning in the east-west direction between concrete-encased steel beams spanning in the north-south direction. The steel beams bear on brick masonry walls at each end. One large skylight exists over the center of the space with four small skylights adjacent to it. There is significant deterioration of the concrete slab and concrete encasement of the steel beams, likely due to water infiltration through deteriorated roofing, and concrete repairs will be required.

Lintels over the door and window openings are assumed to be steel angles based on a destructive probe performed at one lintel bearing location. Lintels are typically corroded at the bearing ends and, in places, along the lintel span. It is assumed that most lintels will require replacement with new galvanized steel lintels and surrounding brick will need to be rebuilt.

II. Geotechnical Investigation Summary

A geotechnical investigation was conducted by GHD, with three (3) boreholes advanced directly outside the hangars at the northeast, southeast and southwest corners and one (1) borehole advanced within Hangar 4. The field work was carried out from April 15 to 18, 2025. The following is a brief summary of the findings and recommendations. The full report is included in Appendix B.

• Soil Conditions:

o Sand fill was encountered under the concrete slab and asphalt pavement and extended to approximately 13.5 to 18.5 feet below the ground surface (bgs) at all borehole locations. SPT ‘N’ values obtained within the sandy silt and sandy clay fill was 2 blows per foot (bpf), indicating a very soft consistency.

o Sand (USCS classification of SP, SP-SC, SC, SM) with variable amounts of silt, clay, and gravel was encountered below the fill at all borehole locations and extended to the borehole termination depth of 50 feet bgs. The SPT N values ranged from 0 to 5 bpf to depths ranging from 23.5 to 28.5 feet bgs indicating a very loose to loose relative density. Below these depths and extending to the borehole termination depths, the SPT N values increased to values ranging from 11 to 40 bpf, indicating a medium dense to dense relative density.

• Groundwater:

o The soils encountered in the investigation were generally moist to wet. Water was observed at two borehole locations during drilling at a depth of 10 feet bgs.

• Corrosion Potential:

o Soil testing results indicated low corrosion potential based on evaluation using the American Water

Works Association (AWWA) C-105 Standard, Caltrans Corrosion Guidelines, and National Association of Corrosion Engineers Corrosion Basics.

o The sulfate content for the samples tested indicated a “negligible” risk of sulfate exposure potential for concrete contacting soil per ACI 318; therefore, normal Portland cement is acceptable for use in below-grade concrete structures.

• Recommendations for Site Preparation and Foundation Design:

o Due to the history of slab settlement on the site and the soil conditions observed / tested on site by

GHD, the report provided recommendations for soil improvement by overexcavating the soil, proofrolling, installing geogrid, and backfilling with compacted, crushed aggregate. The specific recommendations are included in the geotechnical report in Appendix B and represented in the structural drawings.

o Soil improvement per the recommendations is noted to be suitable for support of slabs-on-grade with loads of 150 psf or less, to be designed using a modulus of subgrade reaction (k) value of 115 pounds per cubic inch (pci).

o Foundation pads with subgrades prepared as described in the geotechnical report should be designed for a net allowable bearing capacity of 1,200 pounds per square foot (psf) and a coefficient of sliding friction of 0.35 between the concrete and foundation subgrade material. The pad foundations should be structurally separate (isolated) from the adjacent slabs-on-grade and existing foundations.

• Seismic Considerations:

o The Seismic Site Class, for calculations of earthquake design forces based on a two percent probability of exceedance in 50 years in accordance with ASCE 7−22, is a function of soil profile and is based on the average properties of the subsurface strata to a depth of 100 feet below the ground surface. The average SPT value for the top 100 feet at the Site is estimated to be less than 15 bpf. and therefore Site Class E is recommended for seismic design of the Site.

III. Structural Design Criteria

a. Applicable Codes and Standards

The following code is currently required by the National Park Service, the Authority Having Jurisdiction:

1. 2024 International Existing Building Code (IEBC).

The following structural design standards relevant to this project are referenced by the currently adopted codes or required by the National Park Service:

2. ASCE 7-22, Minimum Design Loads for Buildings and other Structures

3. ACI 318-19, Building Code Requirements for Structural Concrete

4. AISC 360-22, Specification for Structural Steel Buildings

5. TMS 402/602-16, Building Code Requirements and Specification for Masonry Structures

6. NDS-24, National Design Specification for Wood Construction with 2018 NDS Supplement

b. Structural Loading

1. Risk Category

Risk Category, which is based on a building’s primary occupancy and its occupant load, affects the magnitude of structural design loading per IBC and ASCE 7 for the effects of wind, earthquakes, flooding, snow, and ice. The previous use as an airplane hangar would be considered Risk Category II. For purposes of this project, the building use has been determined to be S-2, low-hazard storage.

The design of repairs and reinforcements for this rehabilitation is based on Risk Category II.

The future use of Hangars 3 and 4 is currently unknown and they may remain as a Risk Category II structure. However, the following occupancies would change the structure to be Risk Category III per the IBC:

• Buildings and other structures whose primary occupancy is public assembly with an occupant load greater than 300.

• Buildings and other structures containing quantities of toxic or explosive materials that exceed maximum allowable quantities per control area as given in Table 307.1(1) or 307.1(2).

2. Additions or Alterations to Existing Buildings

The proposed work for this building is considered a Level 2 Alteration, since the work area is less than 50 percent of the building area. As such, per the IEBC, any structural element for which an addition or alteration to the existing building causes an increase in the demand due to gravity loads on the element or decrease in its gravity load-resisting capacity exceeding 5% shall be strengthened or replaced as needed to meet the provisions of the currently adopted Building Code for new buildings (IBC). Also per the IEBC, any structural element for which an addition or alteration to the existing building causes an increase in the demand due to lateral (wind or seismic) loads on the element or decrease in its lateral load-resisting capacity exceeding 10% (or where an alteration results in a structural irregularity as defined by ASCE 7) shall be strengthened or replaced as needed to meet the provisions of the currently adopted Building Code for new buildings (IBC).

Calculations of any increases in the demand-to-capacity ratio for structural elements shall account for the cumulative effect of all alterations and additions since the original construction, per the IEBC.

3. Live Loading

The following minimum design live load values are specified by ASCE 7. Since the potential future use(s) of the space are currently unknown, a limited list of uses and corresponding live load requirements is provided below:

Occupancy or Use Live Loadings

Uniform Concentrated

Assembly areas 100 psf -

Light Storage 125 psf -

Offices

50 psf -

Roof 20 psf 300 lb

Interior partition walls shall be designed to resist a minimum 5 psf out-of-plane live load per ASCE 7.

4. Snow Loading

Flat roof snow loads and snow drift shall be calculated in accordance with ASCE 7 based on the following parameters:

Ground Snow Load (pg) 45 psf

Exposure Category D

Exposure Factor (Ce) 0.8 (Fully Exposed)

Thermal Factor (Ct) 1.2 (Structure heated to 40 – 50 degrees F)

5. Wind Loading

Wind loads shall be calculated in accordance with ASCE 7 based on the following parameters. The site is in a hurricane-prone region as defined in ASCE 7-22 Section 26.2. However, glazed openings need not be protected against wind-borne debris.

Ultimate Design Wind Speed 118 mph

Exposure Category D

6. Seismic Loading

Seismic loads shall be calculated in accordance with ASCE 7 based on the following parameters (for a Risk Category II building):

Site Class D

Mapped short-period spectral acceleration (Ss) 0.26 g

Mapped spectral acceleration for 1 s period (S1) 0.049 g

Design spectral response acceleration (SDS) 0.17 g

Design spectral acceleration for 1 s period (SD1) 0.064 g

Seismic Design Category B

Seismic Importance Factor 1.00

Response Modification Coefficient (R):

Ordinary Plain Masonry Shear Walls 1.5

Ordinary Steel Moment Frames 3.5

ASCE Hazards Report Address:

No Address at This Location

Standard: ASCE/SEI 7-22 Latitude: 40.586618

Risk Category: II Longitude: -73.89575

Soil Class: E - Soft Clay Soil Elevation: 12.89370924133884 ft

(NAVD 88)

Wind

Results:

Wind Speed 118 Vmph

10-year MRI 75 Vmph

25-year MRI 85 Vmph

50-year MRI 91 Vmph

100-year MRI 98 Vmph

300-year MRI 109 Vmph

700-year MRI 118 Vmph

1,700-year MRI 127 Vmph

3,000-year MRI 132 Vmph

10,000-year MRI 142 Vmph

100,000-year MRI 162 Vmph

1,000,000-year MRI 187 Vmph

Data Source: ASCE/SEI 7-22, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2

Date Accessed: Tue May 20 2025

Page 1 of 5https://ascehazardtool.org/ Tue May 20 2025 https://ascehazardtool.org/

Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-22 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Values for 10-year MRI, 25-year MRI, 50-year MRI and 100-year MRI are Service Level wind speeds, all other wind speeds are Ultimate wind speeds.

Site is in a hurricane-prone region as defined in ASCE/SEI 7-22 Section 26.2. Glazed openings need not be protected against wind-borne debris.

Page 2 of 5https://ascehazardtool.org/ Tue May 20 2025

PGA M : 0.16

SMS : 0.25

SM1 : 0.096

SDS : 0.17

SD1 : 0.064

TL : 6

SS : 0.26

S1 : 0.049

VS30 : 150

Seismic Design Category: B

Multi-Period Design Spectrum

S (g) vs T(s)a

Multi-Period MCE SpectrumR

S (g) vs T(s)a

Two-Period Design Spectrum

S (g) vs T(s)a

Two-Period MCE SpectrumR

S (g) vs T(s)a

Design Vertical Response Spectrum

Vertical ground motion data has not yet been made available by USGS.

MCE Vertical Response SpectrumR

Vertical ground motion data has not yet been made available by USGS.

Seismic

E - Soft Clay SoilSite Soil Class:

Results:

Page 3 of 5https://ascehazardtool.org/ Tue May 20 2025

Data Accessed: Tue May 20 2025

Date Source:

USGS Seismic Design Maps based on ASCE/SEI 7-22 and ASCE/SEI 7-22 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-22 Ch. 21 are available from USGS.

Page 4 of 5https://ascehazardtool.org/ Tue May 20 2025

Snow

Results:

Ground Snow Load, p : 45 lb/ftg

20-year MRI Value: 16.26 lb/ft^2

Winter Wind Parameter: 0.55

Mapped Elevation: 4.7 ft

Data Source: ASCE/SEI 7-22, Figures 7.6-1 and 7.6-2 A-D

Date Accessed: Tue May 20 2025

Values provided are ground snow loads. In areas designated "case study required," extreme local variations in ground snow loads preclude mapping at this scale. Site-specific case studies are required to establish ground snow loads at elevations not covered.

Snow load values are mapped to a 0.5 mile resolution.

This resolution can create a mismatch between the mapped elevation and the site-specific elevation in topographically complex areas. Engineers should consult the local authority having jurisdiction in locations where the reported ‘elevation’ and ‘mapped elevation’ differ significantly from each other.

Ground Snow Loads for IRC only, p :g(asd) 31.5 lb/ft

The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE.

ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE standard.

In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE Hazard Tool.

Page 5 of 5https://ascehazardtool.org/ Tue May 20 2025

120 North Lee Street, Suite 210

Alexandria, Virginia 22314 www.matteoferran.com

703.350.4151

Main Wind Force Resisting System Wind Pressures - IBC 2024 / ASCE 7-22

Project: Notes:

Project #:

Enclosure Classification (t 26.12) Foor Roof Slopes LESS THAN 10 degrees

Risk Category II (IBC 1604.5)

Exposure D (t 26.7) GCpi = +/- 0.18 (Table 26.13-1)

Mean Roof Height, h = 37 ft V (mph) = 118 (t 26.5.1)

B1, Length = 140 ft Kzt = 1.00 (t 26.8.2) z = 37

B2, Width = 120 ft Kd = 0.85 (t 26.6) zg = 1935 (Table 26.11-1)

Roof Slope Angle, θ = 2 degrees G = 0.85 (t 26.11) α = 11.5 (Table 26.11-1)

Parapet Height = 0 ft Ke = 1.00 (t 26.9)

WALL PRESSURES

Cp,WW = 0.80 (Fig. 27.3-1) qz = 0.00256 Kz Kzt Ke V 2 (lb/ft

) (Eq. 26.10-1)

Cp1,LW || B2 = -0.50 (Fig. 27.3-1) p = q Kd GCp - qi Kd (GCpi) (lb/ft ) (Eq. 27.3-1)

Cp2,LW || B1 = -0.47 (Fig. 27.3-1) qKdGCp leeward || B2 -15.59

Cp,SW = -0.70 (Fig. 27.3-1) qKdGCp leeward || B1 -14.55

WW internal qKdGCp qKd(GCpi) WW LW||B1 LW||B2 WW LW||B1 LW||B2

37 1.211 43.2 25.0 +/- 6.6 18.35 -21.16 -22.20 31.6 -7.95 -8.99 39.5 psf 40.5 psf

30 1.168 41.6 24.1 +/- 6.6 17.45 -21.16 -22.20 30.7 -7.95 -8.99 38.6 psf 39.7 psf

22 1.106 39.4 22.8 +/- 6.6 16.19 -21.16 -22.20 29.4 -7.95 -8.99 37.3 psf 38.4 psf

15 1.035 36.9 21.3 +/- 6.6 14.72 -21.16 -22.20 27.9 -7.95 -8.99 35.9 psf 36.9 psf

PARAPET PRESSURES

Kz = 1.211 Windward Parapet = 55.0 psf qp = 43.2 Leeward Parapet = -36.7 psf

GCpn = 1.5 windward Total Pressure = 91.7 psf

GCpn = -1.0 leeward Total Pressure assumes a parapet of equal height on windward and leeward side of building

ROOF PRESSURES

Wind Parallel to B1 h/B1 = 0.26 Wind Parallel to B2 h/B2 = 0.31

Dist from WW edge Cp p Dist from WW edge Cp p

0 to h/2 -0.90 -28.1 psf 0 to h/2 -0.90 -28.1 psf h/2 to h -0.90 -28.1 psf h/2 to h -0.90 -28.1 psf h to 2h -0.50 -15.6 psf h to 2h -0.50 -15.6 psf

> 2h -0.30 -9.4 psf > 2h -0.30 -9.4 psf

SUMMARY OF PRESSURES - pressures in psf acting normal to the surface h/2 --> h --> 2h --> h/2 --> h --> 2h -->

WW -28.1 -28.1 -15.6 -9.4 LW WW -28.1 -28.1 -15.6 -9.4 LW

55.0 `` -36.7 55.0 -36.7

25.0 -14.6 25.0 -15.6

24.1 -14.6 24.1 -15.6

22.8 -14.6 22.8 -15.6

21.3 -14.6 21.3 -15.6

NPS GATE Hangars 3&4 Hangars

23-086.1

Enclosed z (ft) Kz q (psf) Pos. Int. Pressure Neg. Int. Pressure Total

Wind || to B1 Wind || to B2

+/- 6.6 internal

B1

+/- 6.6 internal

B2 oor Roof Slopes LESS THAN 10 degrees www.matteoferran.com

703.350.4151

Main Wind Force Resisting System Wind Pressures - IBC 2024 / ASCE 7-22

Project: Notes:

Project #:

Enclosure Classification (t 26.12) Foor Roof Slopes LESS THAN 10 degrees

Risk Category II (IBC 1604.5)

Exposure D (t 26.7) GCpi = +/- 0.18 (Table 26.13-1)

Mean Roof Height, h = 15 ft V (mph) = 118 (t 26.5.1)

B1, Length = 140 ft Kzt = 1.00 (t 26.8.2) z = 15

B2, Width = 30 ft Kd = 0.85 (t 26.6) zg = 1935 (Table 26.11-1)

Roof Slope Angle, θ = 2 degrees G = 0.85 (t 26.11) α = 11.5 (Table 26.11-1)

Parapet Height = 13 ft Ke = 1.00 (t 26.9)

WALL PRESSURES

Cp,WW = 0.80 (Fig. 27.3-1) qz = 0.00256 Kz Kzt Ke V 2 (lb/ft

) (Eq. 26.10-1)

Cp1,LW || B2 = -0.50 (Fig. 27.3-1) p = q Kd GCp - qi Kd (GCpi) (lb/ft ) (Eq. 27.3-1)

Cp2,LW || B1 = -0.20 (Fig. 27.3-1) qKdGCp leeward || B2 -13.33

Cp,SW = -0.70 (Fig. 27.3-1) qKdGCp leeward || B1 -5.33

WW internal qKdGCp qKd(GCpi) WW LW||B1 LW||B2 WW LW||B1 LW||B2

15 1.035 36.9 21.3 +/- 5.64 15.68 -10.98 -18.97 27.0 0.31 -7.68 26.7 psf 34.7 psf

15 1.035 36.9 21.3 +/- 5.64 15.68 -10.98 -18.97 27.0 0.31 -7.68 26.7 psf 34.7 psf

15 1.035 36.9 21.3 +/- 5.64 15.68 -10.98 -18.97 27.0 0.31 -7.68 26.7 psf 34.7 psf

15 1.035 36.9 21.3 +/- 5.64 15.68 -10.98 -18.97 27.0 0.31 -7.68 26.7 psf 34.7 psf

PARAPET PRESSURES

Kz = 1.152 Windward Parapet = 52.3 psf qp = 41.0 Leeward Parapet = -34.9 psf

GCpn = 1.5 windward Total Pressure = 87.2 psf

GCpn = -1.0 leeward Total Pressure assumes a parapet of equal height on windward and leeward side of building

ROOF PRESSURES

Wind Parallel to B1 h/B1 = 0.11 Wind Parallel to B2 h/B2 = 0.50

Dist from WW edge Cp p Dist from WW edge Cp p

0 to h/2 -0.90 -24.0 psf 0 to h/2 -0.90 -24.0 psf h/2 to h -0.90 -24.0 psf h/2 to h -0.90 -24.0 psf h to 2h -0.50 -13.3 psf h to 2h -0.50 -13.3 psf

> 2h -0.30 -8.0 psf > 2h -0.30 -8.0 psf

SUMMARY OF PRESSURES - pressures in psf acting normal to the surface h/2 --> h --> 2h --> h/2 --> h --> 2h -->

WW -24.0 -24.0 -13.3 -8.0 LW WW -24.0 -24.0 -13.3 -8.0 LW

52.3 `` -34.9 52.3 -34.9

21.3 -5.3 21.3 -13.3

21.3 -5.3 21.3 -13.3

21.3 -5.3 21.3 -13.3

21.3 -5.3 21.3 -13.3

NPS GATE Hangars 3&4 Lean-tos

23-086.1

Enclosed z (ft) Kz q (psf) Pos. Int. Pressure Neg. Int. Pressure Total

Wind || to B1

B1 B2

Wind || to B2

+/- 5.64 +/- 5.64 internal internal or Roof Slopes LESS THAN 10 degrees www.matteoferran.com

703.350.4151

Main Wind Force Resisting System Wind Pressures - IBC 2024 / ASCE 7-22

Project: Notes:

Project #:

Enclosure Classification (t 26.12) Foor Roof Slopes LESS THAN 10 degrees

Risk Category II (IBC 1604.5)

Exposure D (t 26.7) GCpi = +/- 0.18 (Table 26.13-1)

Mean Roof Height, h = 34 ft V (mph) = 118 (t 26.5.1)

B1, Length = 140 ft Kzt = 1.00 (t 26.8.2) z = 34

B2, Width = 50 ft Kd = 0.85 (t 26.6) zg = 1935 (Table 26.11-1)

Roof Slope Angle, θ = 2 degrees G = 0.85 (t 26.11) α = 11.5 (Table 26.11-1)

Parapet Height = 13 ft Ke = 1.00 (t 26.9)

WALL PRESSURES

Cp,WW = 0.80 (Fig. 27.3-1) qz = 0.00256 Kz Kzt Ke V 2 (lb/ft

) (Eq. 26.10-1)

Cp1,LW || B2 = -0.50 (Fig. 27.3-1) p = q Kd GCp - qi Kd (GCpi) (lb/ft ) (Eq. 27.3-1)

Cp2,LW || B1 = -0.26 (Fig. 27.3-1) qKdGCp leeward || B2 -15.37

Cp,SW = -0.70 (Fig. 27.3-1) qKdGCp leeward || B1 -7.99

WW internal qKdGCp qKd(GCpi) WW LW||B1 LW||B2 WW LW||B1 LW||B2

34 1.193 42.5 24.6 +/- 6.51 18.08 -14.50 -21.87 31.1 -1.48 -8.86 32.6 psf 40.0 psf

28 1.154 41.1 23.8 +/- 6.51 17.26 -14.50 -21.87 30.3 -1.48 -8.86 31.8 psf 39.1 psf

21 1.097 39.1 22.6 +/- 6.51 16.10 -14.50 -21.87 29.1 -1.48 -8.86 30.6 psf 38.0 psf

15 1.035 36.9 21.3 +/- 6.51 14.82 -14.50 -21.87 27.8 -1.48 -8.86 29.3 psf 36.7 psf

PARAPET PRESSURES

Kz = 1.262 Windward Parapet = 57.4 psf qp = 45.0 Leeward Parapet = -38.3 psf

GCpn = 1.5 windward Total Pressure = 95.6 psf

GCpn = -1.0 leeward Total Pressure assumes a parapet of equal height on windward and leeward side of building

ROOF PRESSURES

Wind Parallel to B1 h/B1 = 0.24 Wind Parallel to B2 h/B2 = 0.68

Dist from WW edge Cp p Dist from WW edge Cp p

0 to h/2 -0.90 -27.7 psf 0 to h/2 -0.90 -27.7 psf h/2 to h -0.90 -27.7 psf h/2 to h -0.90 -27.7 psf h to 2h -0.50 -15.4 psf h to 2h -0.50 -15.4 psf

> 2h -0.30 -9.2 psf > 2h -0.30 -9.2 psf

SUMMARY OF PRESSURES - pressures in psf acting normal to the surface h/2 --> h --> 2h --> h/2 --> h --> 2h -->

WW -27.7 -27.7 -15.4 -9.2 LW WW -27.7 -27.7 -15.4 -9.2 LW

57.4 `` -38.3 57.4 -38.3

24.6 -8.0 24.6 -15.4

23.8 -8.0 23.8 -15.4

22.6 -8.0 22.6 -15.4

21.3 -8.0 21.3 -15.4

NPS GATE Hangars 3&4 Infill

23-086.1

Enclosed z (ft) Kz q (psf) Pos. Int. Pressure Neg. Int. Pressure Total

Wind || to B1

B1 B2

Wind || to B2

+/- 6.51 +/- 6.51 internal internal oor Roof Slopes LESS THAN 10 degrees www.matteoferran.com

703.350.4151

Components & Cladding Wind Pressures - IBC 2024 / ASCE 7-22 (h <=60 ft)

Project: Notes:

Project #:

Risk Category II (IBC 1604.5) Pressures shown on this sheet are conservative. Reduced values

Exposure D (t 26.7) can be determined per roof pitch, etc. See appliable code sections

Enclosure Classification GCpi = +/- 0.18 (t 26.13.1) h, Mean roof height = 37 ft V (mph) = 118 (t 26.5.1)

L, Long Dimension of Building = 140 ft Kzt = 1.00 (t 26.8.2) z = 37 ft

B, Short Dimension of Building = 120 ft Kd = 0.85 (t 26.6) zg = 1935 ft hp, Parapet height = 2 ft G = 0.85 (t 26.11) α = 11.5

Ke = 1.00 (t 26.9)

Wall Pressures (ASCE 7-22, Part 1 - Section 30.3) qh = 43.17 (t 26.10) qh = 0.00256 Kz Kzt Ke V psf (Eq. 26.10-1)

Kz = 1.211 (Table 26.10-1) p = qh Kd [(GCp) - (GCpi)] psf (Eq. 30.3-1) a (end zone 5 dim) = 12. ft (Fig. 30.3-1)

EWA (ft ) Zone 4 Zone 5 Zone 4 Zone 5

10 -1.10 -1.40 -47.0 -58.0

20 -1.05 -1.30 -45.1 -54.3

50 -0.98 -1.15 -42.6 -48.8

100 -0.92 -1.05 -40.4 -45.1

200 -0.88 -0.95 -38.9 -41.5

500 -0.80 -0.80 -36.0 -36.0

1. (EWA Denotes Effective Wind Area) ; 2. Only Negative GCp is shown, Positive GCp produces lower pressures

Parapet Pressures (ASCE 7-22, Part 1 - Section 30.6) qp = (at 39' ) = 43.56 (Eq. 26.10-1) qp = 0.00256 Kz Kzt Ke V psf (Eq. 26.10-1)

Kz = (at 39' ) = 1.222 (Table 26.10-1) p = qp Kd (GCp - GCpi) psf (Eq. 30.6-1) a (end zone 5 dim) = 12. ft (Fig. 30.3-1) See Figure 30.6-1 for applicable pressures

EWA (ft ) Zone 4 Zone 5 Zone 4 Zone 5 Zone 3 Zone 4 Zone 5

10 1.00 1.00 -1.10 -1.40 -3.20 122.2 155.5

20 0.95 0.95 -1.05 -1.30 -2.90 114.8 142.6

50 0.90 0.90 -0.98 -1.15 -2.50 104.8 125.9

100 0.82 0.82 -0.92 -1.05 -2.15 96.3 110.0

200 0.78 0.78 -0.88 -0.95 -1.80 88.1 95.5

500 0.70 0.70 -0.80 -0.80 -1.40 77.8 77.8

GATE Hangars Hangars

23-086.1

Enclosed

-GCp Wall Pressures (psf)

+GCp (Wall) -GCp (Wall) Parapet Pressures (psf)

Zone 2

-2.30

-2.15

-1.93

-1.78

-GCp (Roof)

-1.60

-1.40

1. EWA Denotes Effective Wind Area ; 2. Two conditions should be checked: Windward Parapet = -GCp (Roof) - +GCp (Wall) and Leeward Parapet = -

GCp(Wall) - +GCp (Wall). Windward always controls and is the final pressure shown above.

www.matteoferran.com

703.350.4151

Components & Cladding Wind Pressures - IBC 2024 / ASCE 7-22 (h <=60 ft)

Project: Notes:

Project #:

GATE Hangars Hangars

23-086.1

Roof Screen and RTU Pressures (ASCE 7-22, Sections 29.3.1 and 29.4.1) h', Screen Height = 13.50 ft qh = 0.00256 Kz Kzt Ke V psf (Eq. 26.10-1)

L', Screen Length || to L = 157.5 ft RTU : p = qh Kd (GCr) psf (Eq. 29.4-2)

B', Screen length || to B = 33 ft Screen : p = qz G Cf

A', Side area of RTU = 50 ft 2 GCr (RTU) = 1.90 (t 29.4.1) qh 43.17 (Eq. 26.10-1) Cf (Screen) = 1.55 (t 29.4.1)

Kh 1.211 (Table 26.10-1) B/s = 3.1 Minimum qz 45.57 (Eq. 26.10-1) s/h = 0.80 Assumed

Kz 1.278 (Table 26.10-1) If bottom of screen is elevated more than 20% of the screen height, hand calc.

Pressures : Screen pressure based on Case B which is 40% greater than

Screen = 71.4 psf increase in pressure from Case A due to offset of the force

RTU = 69.7 psf

Roof Uplift Pressures (ASCE 7-22, Part 1 - Section 30.3) qh = 30.60 (Eq. 26.10-1) qh = 0.00256 Kz Kzt Kd Ke V psf (Eq. 26.10-1)

Kz = 1.010 (Table 26.10-1) p = qh [(GCp) - (GCpi)] psf (Eq. 30.3-1)

0.6h = 22.2 ft (Fig. 30.3-2A) 0.2h = 7 ft (Fig. 30.3-2A)

EWA (ft ) Zone 1 Zone 2 Zone 3 Zone 1 Zone 3

10 -1.90 -2.30 -3.20 -63.7 -103.44

20 -1.60 -2.15 -2.90 -54.5 -94.25

50 -1.40 -1.93 -2.50 -48.4 -82.01

100 -1.30 -1.78 -2.15 -45.3 -71.30

200 -1.20 -1.60 -1.80 -42.2 -60.59

500 -1.00 -1.40 -1.40 -36.1 -48.35

1. (EWA Denotes Effective Wind Area) ; 2. This is raw uplift, DL may be used to offset uplift

(at 50.5' ) =

(at 37.' ) =

(at 37.' ) =

-64.57

-59.98

-54.47

-48.35

(at 50.5' ) =

-GCp Roof Pressures (psf)

Zone 2

-75.89

-71.30

NOT USED

www.matteoferran.com

703.350.4151

Components & Cladding Wind Pressures - IBC 2024 / ASCE 7-22 (h <=60 ft)

Project: Notes:

Project #:

Risk Category II (IBC 1604.5) Pressures shown on this sheet are conservative. Reduced values

Exposure D (t 26.7) can be determined per roof pitch, etc. See appliable code sections

Enclosure Classification GCpi = +/- 0.18 (t 26.13.1) h, Mean roof height = 34 ft V (mph) = 118 (t 26.5.1)

L, Long Dimension of Building = 140 ft Kzt = 1.00 (t 26.8.2) z = 34 ft

B, Short Dimension of Building = 50 ft Kd = 0.85 (t 26.6) zg = 1935 ft hp, Parapet height = 2 ft G = 0.85 (t 26.11) α = 11.5

Ke = 1.00 (t 26.9)

Wall Pressures (ASCE 7-22, Part 1 - Section 30.3) qh = 42.54 (t 26.10) qh = 0.00256 Kz Kzt Ke V psf (Eq. 26.10-1)

Kz = 1.193 (Table 26.10-1) p = qh Kd [(GCp) - (GCpi)] psf (Eq. 30.3-1) a (end zone 5 dim) = 5. ft (Fig. 30.3-1)

EWA (ft ) Zone 4 Zone 5 Zone 4 Zone 5

10 -1.10 -1.40 -46.3 -57.1

20 -1.05 -1.30 -44.5 -53.5

50 -0.98 -1.15 -41.9 -48.1

100 -0.92 -1.05 -39.8 -44.5

200 -0.88 -0.95 -38.3 -40.9

500 -0.80 -0.80 -35.4 -35.4

1. (EWA Denotes Effective Wind Area) ; 2. Only Negative GCp is shown, Positive GCp produces lower pressures

Parapet Pressures (ASCE 7-22, Part 1 - Section 30.6) qp = (at 36' ) = 42.96 (Eq. 26.10-1) qp = 0.00256 Kz Kzt Ke V psf (Eq. 26.10-1)

Kz = (at 36' ) = 1.205 (Table 26.10-1) p = qp Kd (GCp - GCpi) psf (Eq. 30.6-1) a (end zone 5 dim) = 5. ft (Fig. 30.3-1) See Figure 30.6-1 for applicable pressures

EWA (ft ) Zone 4 Zone 5 Zone 4 Zone 5 Zone 3 Zone 4 Zone 5

10 1.00 1.00 -1.10 -1.40 -3.20 120.5 153.4

20 0.95 0.95 -1.05 -1.30 -2.90 113.2 140.6

50 0.90 0.90 -0.98 -1.15 -2.50 103.3 124.2

100 0.82 0.82 -0.92 -1.05 -2.15 94.9 108.5

200 0.78 0.78 -0.88 -0.95 -1.80 86.9 94.2

500 0.70 0.70 -0.80 -0.80 -1.40 76.7 76.7

Parapet Pressures (psf)

Zone 2

-2.30

-2.15

-1.93

-1.78

-GCp (Roof)

-1.60

-1.40

1. EWA Denotes Effective Wind Area ; 2. Two conditions should be checked: Windward Parapet = -GCp (Roof) - +GCp (Wall) and Leeward Parapet = -

GCp(Wall) - +GCp (Wall). Windward always controls and is the final pressure shown above.

Enclosed

-GCp Wall Pressures (psf)

+GCp (Wall) -GCp (Wall)

GATE Hangars Infill

23-086.1 www.matteoferran.com

703.350.4151

Components & Cladding Wind Pressures - IBC 2024 / ASCE 7-22 (h <=60 ft)

Project: Notes:

Project #:

GATE Hangars Infill

23-086.1

Roof Screen and RTU Pressures (ASCE 7-22, Sections 29.3.1 and 29.4.1) h', Screen Height = 13.50 ft qh = 0.00256 Kz Kzt Ke V psf (Eq. 26.10-1)

L', Screen Length || to L = 157.5 ft RTU : p = qh Kd (GCr) psf (Eq. 29.4-2)

B', Screen length || to B = 33 ft Screen : p = qz G Cf

A', Side area of RTU = 50 ft 2 GCr (RTU) = 1.90 (t 29.4.1) qh 42.54 (Eq. 26.10-1) Cf (Screen) = 1.55 (t 29.4.1)

Kh 1.193 (Table 26.10-1) B/s = 3.1 Minimum qz 45.08 (Eq. 26.10-1) s/h = 0.80 Assumed

Kz 1.265 (Table 26.10-1) If bottom of screen is elevated more than 20% of the screen height, hand calc.

Pressures : Screen pressure based on Case B which is 40% greater than

Screen = 70.7 psf increase in pressure from Case A due to offset of the force

RTU = 68.7 psf

Roof Uplift Pressures (ASCE 7-22, Part 1 - Section 30.3) qh = 30.16 (Eq. 26.10-1) qh = 0.00256 Kz Kzt Kd Ke V psf (Eq. 26.10-1)

Kz = 0.995 (Table 26.10-1) p = qh [(GCp) - (GCpi)] psf (Eq. 30.3-1)

0.6h = 20.4 ft (Fig. 30.3-2A) 0.2h = 7 ft (Fig. 30.3-2A)

EWA (ft ) Zone 1 Zone 2 Zone 3 Zone 1 Zone 3

10 -1.90 -2.30 -3.20 -62.7 -101.93

20 -1.60 -2.15 -2.90 -53.7 -92.88

50 -1.40 -1.93 -2.50 -47.6 -80.82

100 -1.30 -1.78 -2.15 -44.6 -70.26

200 -1.20 -1.60 -1.80 -41.6 -59.71

500 -1.00 -1.40 -1.40 -35.6 -47.65

1. (EWA Denotes Effective Wind Area) ; 2. This is raw uplift, DL may be used to offset uplift

-63.63

-59.10

-53.68

-47.65

(at 47.5' ) =

-GCp Roof Pressures (psf)

Zone 2

-74.79

-70.26

(at 47.5' ) =

(at 34.' ) =

(at 34.' ) = www.matteoferran.com

703.350.4151

Components & Cladding Wind Pressures - IBC 2024 / ASCE 7-22 (h <=60 ft)

Project: Notes:

Project #:

Risk Category II (IBC 1604.5) Pressures shown on this sheet are conservative. Reduced values

Exposure D (t 26.7) can be determined per roof pitch, etc. See appliable code sections

Enclosure Classification GCpi = +/- 0.18 (t 26.13.1) h, Mean roof height = 15 ft V (mph) = 118 (t 26.5.1)

L, Long Dimension of Building = 140 ft Kzt = 1.00 (t 26.8.2) z = 15 ft

B, Short Dimension of Building = 30 ft Kd = 0.85 (t 26.6) zg = 1935 ft hp, Parapet height = 2 ft G = 0.85 (t 26.11) α = 11.5

Ke = 1.00 (t 26.9)

Wall Pressures (ASCE 7-22, Part 1 - Section 30.3) qh = 36.89 (t 26.10) qh = 0.00256 Kz Kzt Ke V psf (Eq. 26.10-1)

Kz = 1.035 (Table 26.10-1) p = qh Kd [(GCp) - (GCpi)] psf (Eq. 30.3-1) a (end zone 5 dim) = 3. ft (Fig. 30.3-1)

EWA (ft ) Zone 4 Zone 5 Zone 4 Zone 5

10 -1.10 -1.40 -40.1 -49.5

20 -1.05 -1.30 -38.6 -46.4

50 -0.98 -1.15 -36.4 -41.7

100 -0.92 -1.05 -34.5 -38.6

200 -0.88 -0.95 -33.2 -35.4

500 -0.80 -0.80 -30.7 -30.7

1. (EWA Denotes Effective Wind Area) ; 2. Only Negative GCp is shown, Positive GCp produces lower pressures

Parapet Pressures (ASCE 7-22, Part 1 - Section 30.6) qp = (at 17' ) = 37.71 (Eq. 26.10-1) qp = 0.00256 Kz Kzt Ke V psf (Eq. 26.10-1)

Kz = (at 17' ) = 1.058 (Table 26.10-1) p = qp Kd (GCp - GCpi) psf (Eq. 30.6-1) a (end zone 5 dim) = 3. ft (Fig. 30.3-1) See Figure 30.6-1 for applicable pressures

EWA (ft ) Zone 4 Zone 5 Zone 4 Zone 5 Zone 3 Zone 4 Zone 5

10 1.00 1.00 -1.10 -1.40 -3.20 105.8 134.6

20 0.95 0.95 -1.05 -1.30 -2.90 99.4 123.4

50 0.90 0.90 -0.98 -1.15 -2.50 90.7 109.0

100 0.82 0.82 -0.92 -1.05 -2.15 83.3 95.2

200 0.78 0.78 -0.88 -0.95 -1.80 76.3 82.7

500 0.70 0.70 -0.80 -0.80 -1.40 67.3 67.3

Parapet Pressures (psf)

Zone 2

-2.30

-2.15

-1.93

-1.78

-GCp (Roof)

-1.60

-1.40

1. EWA Denotes Effective Wind Area ; 2. Two conditions should be checked: Windward Parapet = -GCp (Roof) - +GCp (Wall) and Leeward Parapet = -

GCp(Wall) - +GCp (Wall). Windward always controls and is the final pressure shown above.

Enclosed

-GCp Wall Pressures (psf)

+GCp (Wall) -GCp (Wall)

GATE Hangars Lean-tos www.matteoferran.com

703.350.4151

Components & Cladding Wind Pressures - IBC 2024 / ASCE 7-22 (h <=60 ft)

Project: Notes:

Project #:

GATE Hangars Lean-tos

23-086.1

Roof Screen and RTU Pressures (ASCE 7-22, Sections 29.3.1 and 29.4.1) h', Screen Height = 13.50 ft qh = 0.00256 Kz Kzt Ke V psf (Eq. 26.10-1)

L', Screen Length || to L = 157.5 ft RTU : p = qh Kd (GCr) psf (Eq. 29.4-2)

B', Screen length || to B = 33 ft Screen : p = qz G Cf

A', Side area of RTU = 50 ft 2 GCr (RTU) = 1.90 (t 29.4.1) qh 36.89 (Eq. 26.10-1) Cf (Screen) = 1.55 (t 29.4.1)

Kh 1.035 (Table 26.10-1) B/s = 3.1 Minimum qz 41.25 (Eq. 26.10-1) s/h = 0.80 Assumed

Kz 1.157 (Table 26.10-1) If bottom of screen is elevated more than 20% of the screen height, hand calc.

Pressures : Screen pressure based on Case B which is 40% greater than

Screen = 64.7 psf increase in pressure from Case A due to offset of the force

RTU = 59.6 psf

Roof Uplift Pressures (ASCE 7-22, Part 1 - Section 30.3) qh = 26.16 (Eq. 26.10-1) qh = 0.00256 Kz Kzt Kd Ke V psf (Eq. 26.10-1)

Kz = 0.863 (Table 26.10-1) p = qh [(GCp) - (GCpi)] psf (Eq. 30.3-1)

0.6h = 9.0 ft (Fig. 30.3-2A) 0.2h = 3 ft (Fig. 30.3-2A)

EWA (ft ) Zone 1 Zone 2 Zone 3 Zone 1 Zone 3

10 -1.90 -2.30 -3.20 -54.4 -88.40

20 -1.60 -2.15 -2.90 -46.6 -80.56

50 -1.40 -1.93 -2.50 -41.3 -70.10

100 -1.30 -1.78 -2.15 -38.7 -60.94

200 -1.20 -1.60 -1.80 -36.1 -51.79

500 -1.00 -1.40 -1.40 -30.9 -41.33

1. (EWA Denotes Effective Wind Area) ; 2. This is raw uplift, DL may be used to offset uplift

-55.19

-51.26

-46.56

-41.33

(at 28.5' ) =

-GCp Roof Pressures (psf)

Zone 2

-64.87

-60.94

(at 28.5' ) =

(at 15.' ) =

(at 15.' ) =

NPS GATE HANGARS 3 & 4

SNOW LOADS

23-086.1 NF

6/27/2025

SNOW LOADS: DRIFTING SNOW

Hangar Roof:

- Rise is 2' over 60', so 0.4V:12H

- There are no parapets on the hangar roof. The snow can slide off of the hangar roof onto the Lean-to or WPA Infill Building Roof below (Leeward drift).

Lean-to Roof:

- Rise is 9'"over 30', so 0.3V:12H

- Windward drifts at parapets and wall projections must be considered.

WPA Infill Building Roof:

- Rise is 1' over 24', so 0.5V:12H

- Windward drifts at parapets and wall projections must be considered.

A3.0

A3.0

A3.0

/8

47' - 11 5/8"

A4.1.4

1A4.1.3

A

B

C

D

E

F

G

H

I

J

1 2 3 4

SCALE AA1.1

1 OVERALL ROOF PLAN

60'30' 60' 24'

0'

0'

Figure 7.7-1. Drifts formed at windward and leeward steps.

SNOW LOADS Project: NPS GATE Hangars

ASCE 7-22 Project No.: 23-086.1

Description:

Basic Info: Sloped and Sliding: Drifting:

pg = 45 psf Slope: .25H :12V = 1.2 degrees Lu,lw = 60 ft - Roof fetch for leeward drift

Ce = 0.8 Cs = 1.00 Lu,ww = 48 ft - Roof fetch for windward drift

Ct = 1.2 a conservative value of Cs is calculated here, but can be overridden Step, h = 4.0 ft - Total step height for drift calculation

RC = II W = 60.0 W2 = 0.55 Winter Wind Parameter, Fig. 7.6-1

7.3 Flat Roof Snow Loads, pf

pf = 0.7 Ce Ct pg = 30.2 psf pm = pg not to exceed pm,max 30.0 psf pm is minimum for roofs with slope less than 15 degrees

7.4 Sloped Roof Snow Loads, ps

ps = Cs pf = 30.24 psf

7.7 Drifts on Lower Roofs

γ = 0.13 pg + 14 <= 30 19.85 pcf Drift Summary hb = ps/γ = 1.52 ft Drift Load, pd = 68.9 psf hc = h - hb = 2.48 ft Total Load, pb + pd = 99.2 psf hd,lw = (1.5) (Pg 0.74

Lu,lw 0.7

W2 1.7

/ γ)1/2 = 3.47 Drift Length, wlw = 19.5 ft hd,ww = (3/4) (1.5) (Pg 0.74

Lu,ww 0.7

W2 1.7

/ γ)1/2 = 2.41 www = 19.3 ft hd,max = 3.47 ft Drift Length to pg = 15.3 ft

Drift Load, pd = 68.9 psf hd <= hc ? NO

Drift width, wlw = 19.5 ft for hd<=hc 4hd = 13.9 for hd>hc 4hd /hc = 19.5 max, wlw = 8hc = 19.8

Drift width, www = 8hd,ww 19.3 ft

7.8 Roof Projections and Parapets Roof Projection and Parapet Summary

Lean-to Roof, Drift against E/W Walls Total Load, pb + pd = 70.8 psf

Lu,ww = 30 ft - Roof fetch for windward drift Equivalent height = 3.57 ft hd,ww = (3/4) (1.5) (Pg 0.74

Lu,ww 0.7

W2 1.7

/ γ)1/2 = 2.04 ft This height can develop at clerestory side.

Drift Load, pd = 40.6 psf Drift height will be limited to parapet height at opposite end.

Drift width, www = 8hd,ww 16.3 ft = 2'-6" with p = 49.6 psf

Lean-to Roof, Drift against N/S Pocket Walls Total Load, pb + pd = 98.0 psf

Lu,ww = 130 ft - Roof fetch for windward drift Equivalent height = 4.94 ft hd,ww = (3/4) (1.5) (Pg 0.74

Lu,ww 0.7

W2 1.7

/ γ)1/2 = 3.41 ft This height can develop at pocket wall side.

Drift Load, pd = 67.8 psf Drift height will be limited to parapet height adjacent to pocket.

Drift width, www = 8hd,ww 27.3 ft = 2'-6" with p = 49.6 psf

7.9 Sliding Snow (from Hangar roof to WPA Infill or Lean-to lower roofs)

Total sliding snow = 0.4 pf W = 0 plf

Sliding Snow distributed over width of… 15 ft

Sliding Snow Load = 0.0 psf

Drift length to pg is the distance to the edge of drift which is truncated at pg instead of ps ft - horizontal distance from eave to ridge of upper sloped roof for Sliding

IV. Foundation Design

NPS GATE Hangars

5/30/2025

JCT

Exterior Slabs - Scissor Lift

From materials, site, and designer:

Concrete compressive strength: f'c = 4000 psi Modulus of rupture: MOR= 569 psi Subgrade modulus: k = 115 pci Safety factor: SF = 2.0

From Scissor lift specifications:

Lift truck capacity = 0.5 kips Total Weight = 3.354 kips Total Axle Load (Assuming 60% to one axle) = 2.01 kips

Wheel spacing = 27.7 inches Tire pressure= 165 psi Wheel contact area = 20.32 square inches (one wheel) Effective diameter of contact area= 5.1 inches

Allowable stress = 569/2 = 284 psi Stress per 1000 lbs = 284/2.01 = 140 psi per 1000 lbs

--->Required thickness, tr = 4.5 in.

---> USE t = 5 inches

Design of Slab for Estimated Scissor Lift Loading

NPS GATE Hangars

5/30/2025

JCT

3.2-Using PCA charts to design for axle loading: AUTHORS' CHOICE

The PCA design charts appear in the appendix along with larger copies of all other design graphs. Reduced size charts are used in these examples for illustrative purposes. These PCA charts were originally published in References 5 and 12.

For the first problem using PCA charts, the following values will be used:

From materials, site, and designer:

Concrete compressive strength: f<: = 4500 psi Modulus of rupture (using 9 x ...fl:): MOR= 604 psi Subgrade modulus: k = 200 pci Safety factor: SF = 2.0

From lift truck specifications:

Lift truck capacity = 20 kips Vehicle weight= 22 kips Total axle load= 42 kips (Assume 100% on front loaded axle)

Axle: Single wheels at each end of axle Wheel spacing = 42 inches

C,o,.Ji AC. T t. (:_;·d

-:c 0.01 'f'

Tire pressure= 250 psi (Rational value of250 is used to represent a solid tire. to obtain contact area.)

Wheel contact area = 84 square inches ( one wheel) / Calculated here from a single wheel load divided by tire pressure [21,0001250 = 84 square inches]. However, the authors recommend that you use the manufacturer's specification sheet ifit is available for the vehicle.)

Effective diameter of contact area= 10.34 inches /Needed for use of WR/ charts)

The slab thickness is then selected using Figure 14 in the following manner:

• Calculate the stress per 1000 pounds of axle load. First find the allowable stress, which is the modulus of rupture divided by the factor of safety = 604/2 = 302 psi. This is the acceptable flexural tensile stress for the concrete.

• Divide this by the axle load. This gives:

302 I 42 = 7. 19 psi per 1000 pounds of axle load which is to be located on tbe left hand vertical axis of Figure 14.

EXAMPLE CALC FROM PCA

APPENDIX A.J - PORTLAND CEMENT ASSOC .. WIRE REINFORCEMENT INSTITUTE. AND CORPS OF ENGINEERS CHARTS 159

A.3-Portland Cement Association, Wire Reinforcement Institute, and Corps of Engineers Charts

15 Effective -i.--->.-+-~\t----+---,l''-+-7"-l._.-+--r-+Contact Area, sq. in. -------."I

Figure A.7 Use ofa PCA design chan to select slab thickness for single axle loading.

I, -k=200

50 100 200 Subgrade k, pci.

SCISSOR LIFT

Genie® GS™-1930 & GS-1932

A

C

B

H F

E

D

G I(1) The metric equivalent of working height adds 2 m to platform height. US adds 6 ft to platform height.

(2) Gradeability applies to driving on slopes and may vary depending on options and machine configurations. See operator’s manual for details regarding slope ratings.

(3) Weight refers to standard configuration and may vary depending on options and/or country standards.

(4) Floor loading information is approximate and may vary depending on options and machine configurations. It should be used only with adequate safety factors.

Models GS-1930 GS-1932 Measurements US Metric US Metric �Working height max. - indoor(1) 25 ft 3 in 7.85 m 25 ft 3 in 7.85 m �Working height max. - outdoor(1) 20 ft 8 in 6.47 m 20 ft 8 in 6.47 m A �Platform height max. - indoor 19 ft 3 in 5.85 m 19 ft 3 in 5.85 m A �Platform height max. - outdoor 14 ft 8 in 4.47 m 14 ft 8 in 4.47 m B �Platform height - stowed 3 ft 5 in 1.04 m 3 ft 5 in 1.04 m C �Platform length - outside 5 ft 5 in 1.64 m 5 ft 5 in 1.66 m C �Platform length - outside, extended 8 ft 5 in 2.55 m 8 ft 5 in 2.55 m �Slide-out platform extension deck - length 2 ft 11.8 in 0.91 m 3 ft 0.91 m D �Platform width - outside 2 ft 5.9 in 0.76 m 29.9 in 0.76 m �Guardrail height 3 ft 7 in 1.10 m 3 ft 7 in 1.10 m �Toeboard height 6 in 15 cm 6 in 15 cm E �Machine Height - stowed (folding rails) 7 ft 1 in 2.16 m 7 ft 1 in 2.16 m �Machine Height - stowed (rails lowered) 5 ft 11 in 1.80 m 5 ft 11 in 1.80 m F �Length machine - stowed 6 ft 1.83 m 6 ft 1.83 m F �Length machine - stowed, extended 8 ft 11 in 2.73 m 8 ft 11 in 2.72 m G �Width 2 ft 6.2 in 0.77 m 32.2 in 0.82 m H �Wheelbase 4 ft 4 in 1.32 m 4 ft 4 in 1.32 m I �Ground clearance (center) - pothole guards retracted 3.2 in 8 cm 3.2 in 8 cm I �Ground clearance - pothole guards deployed 0.9 in 2.30 cm 0.9 in 2.30 cm

Productivity �Max. platform occupancy (in/out) 2 / 1 2 / 1 �Lift capacity 500 lb 227 kg 500 lb 227 kg �Lift capacity - extension deck extended 250 lb 113 kg 250 lb 113 kg �Max. platform drive height 19 ft 3 in 5.85 m 19 ft 3 in 5.85 m �Drive speed - stowed 2.5 mph 4.0 km/h 2.5 mph 4.0 km/h �Drive speed - raised 0.5 mph 0.8 km/h 0.5 mph 0.8 km/h �Gradeability - stowed(2) 25 % 25 % �Turning radius - inside/outside 0 / 5 ft 1 in 0 / 1.55 m 0 / 5 ft 1 in 0 / 1.55 m �Lifting speed - raise/lower 26 / 22 sec 26 / 22 sec �Tilt sensor activation (front to back/side to…