Attachment 2 Design Narrative Maintenance Hangar B700.pdf

100% DESIGN NARRATIVE

MAINTENANCE

HANGAR, BUILDING 700

AT

JOINT BASE CHARLESTON – AIR BASE WING,

SOUTH CAROLINA

PROJECT No.: DKFX 11-1171

SUBMITTAL DATE: July 27, 2017

ARCHITECTURE / PLANNING / INTERIOR DESIGN

493 King Street, Suite 100 Charleston, South Carolina 29403

Telephone: 843.577.6377 / Fax: 843.722.1768 Internet: www.gbaarchitecture.com

GBA Project No.: 1603

Project Design Team

Architect: Glick/Boehm & Associates, Inc.

493 King Street, Suite 100 Charleston, South Carolina 29403 843.577.6377

Structural Consultant: ADC Engineering 1226 Yeamans Hall Rd Hanahan, South Carolina 29410 843.566.0161

Mechanical / Plumbing / DWG Consulting Engineers, Inc.

Electrical Consultant: 1009 Anna Knapp Blvd., Suite 202 Mt. Pleasant, South Carolina 29464 843.849.1141

Cost Consultant: Aiken Cost Consultants 1010 East North Street, Suite C-2 Greenville, South Carolina 29601 864.232.9342

I. DESIGN NARRATIVE

TABLE OF CONTENTS

A. INTRODUCTION

B. CONCEPT SUBMITTAL EXECUTIVE SUMMARY

C. CIVIL DESIGN

D. STRUCTURAL DESIGN AND CALCULATIONS

E. ARCHITECTURAL DESIGN

F. PLUMBING DESIGN

G. MECHANICAL DESIGN

H. ELECTRICAL DESIGN

I. FIRE PROTECTION DESIGN

J. KICK-OFF MEETING NOTES

K. 35% REVIEW MEETING NOTES

L. MEP CALCULATIONS

A. INTRODUCTION

Building 700 is in need of normal repairs and maintenance. The original hangar building was constructed in 1970 and is approximately 89,000 square feet. There have been two small, one-story additions to the facility totaling approximately 7,000 square feet. The existing building consists of a steel framed structure, with some masonry bearing walls at the one story structures.

B. EXECUTIVE SUMMARY

Major findings affecting the Scope of Work and Construction Costs at the concept level and direction provided by the government for proceeding to the 95% level:

1. ENVIRONMENTAL REPORT.

a. Asbestos and Lead reports have been completed and evaluated for this 100% submittal.

b. Asbestos has been identified in caulk around the exterior louvers. Caulk is to be removed prior to blasting and cleaning of building exterior and replaced with new sealant.

c. Lead paint was indentified at corner bumpers at the hangar doors and overhead door. These will be prepped for a new paint coating.

d. Asbestos and lead paint identification and removal/preparation procedures have been described in the Supplemental Asbestos and Lead Based Paint report.

2. GOVERNMENT DIRECTION or CONCURRENCE NEEDED.

a. Concurrence with Seismic study assumptions.

b. The residential fire suppression system and the range is to be removed from the

Break Room.

c. A third shower is to be installed in the Men’s restroom.

d. The hangar exterior walls (including both sides of the hangar doors) are to be painted. Visual inspection of the hangar exterior walls revealed many damaged wall panels that must be replaced. The contract includes replacement of up to 300 damaged exterior metal wall panels. In the course of abrading the panels down to near white metal, if the Contractor discovers damaged wall panels in addition to the 300 allowance, the Contractor shall report that quantity to the Contracting Officer for action.

e. The standing seam roof over the entire one story portion of the hangar is to be replaced.

f. A new platform is to be constructed at the Southwest corner of the hangar to support HVAC equipment.

C. CIVIL SITE DESIGN

No Scope.

D. STRUCTURAL DESIGN

1.0 Structural Narrative

1.1 General

An HVAC platform will be constructed at the south end of the southern-most one story building addition of building 700. Two one story buildings additions are a part of building 700, which is located adjacent to the north end of apron. The two one story existing structures were constructed at different times using different construction methods. The existing one story cmu structure to the north appears to be original and constructed in the late 60’s/early 70’s. The construction type is unreinforced load bearing cmu. The existing one story building to the south is a steel framed building with reinforced cmu infill. The building appears to have been constructed in the early 90’s.

The scope of this project is to construct a new elevated HVAC platform at the south end of the southern-most one story structure. The new platform will be self-supporting and is intended to brace itself independent of any adjacent structures.. The platform is being designed for life safety, and as a low level inhabited building that meets the minimum standoff distances required by UFC 4-010-01 for a structure with a controlled perimeter.

1.2 Framing System

1.2.1 General

The new HVAC platform will be an elevated steel frame structure. The foundations for the new steel platform will be reinforced concrete foundations at each of the support columns. All exposed steel framing will be hot dip galvanized. The columns will be HSS members, the beams are wide flange, and the flooring is open metal grating. Steel hand rails will be provided around the walking surface of the platform, and a ladder will be provided along the side of the platform.

1.2.2 Lateral Framing

The lateral force resisting system will be an ordinary braced frame system. In each of the plan directions, an HSS diagonal brace will be provided between two columns on that plan face.

1.2.3 Foundation

A new 3000-psi reinforced concrete foundation will be located below the each of the new platform support columns. 3000-psi concrete tie beams will be provided between each of the column footings to prevent lateral spread.

New openings will be provided in the existing CMU wall. These opening will be retro fitted with new Lintels and reinforcing.

1.2.4 Force Protection

1.2.4.1 HVAC Platform

The new HVAC platform is located near the perimeter of the 700 building. Minimal force protection is required for the new HVAC platform. The platform is more than 500 ft. from a secured perimeter and more than 12 feet from a drive lane/isle. UFC 4-010 provides limited guidance on force protection for an elevated HVAC platform. The HVAC platform is also located behind the IMC line, and is elevated greater than 10’-0” off of the ground.

1.2.4.2 Roof Replacement – (One Story portion)

Work is located along the entire west side of the hanger.

1.2.4.3 Painting Exterior Of hanger

Work is located completely around the periphery of the hanger.

1.2.4.4

A new window is being added to the south side of the existing one story CMU and steel frame structure. Only this window will require ATFP framing. The wall on either side of the new opening does not have additional ATFP framing / reinforcing. The building is located within a 2nd controlled perimeter, and has a standoff of approximately 10’-0”.

2.0 Structural Design Analysis

2.1 Load Assumptions

REFERENCE STANDARDS AND LOADS:

ASCE 7-10 MINIMUM DESIGN LOADS FOR BLDGS & OTHER STRUCTURES

IBC 2015 INTERNATIONAL BUILDING CODE 2015

IEBC 2015 INTERNATIONAL EXISTING BUILDING CODE 2015

LIVE LOADS:

ROOF LIVE LOAD: 20 psf

MECHANICAL FLOOR: 150 psf

DEAD LOADS:

ACTUAL WEIGHTS OF MATERIALS, COORDINATE WITH CONSTRUCTION ?

BUILDING CATEGORY:IV

GROUND SNOW LOAD:5 psf

WIND LOADS:

BASIC WIND SPEED: 154 mph

VELOCITY PRESSURE (Qh): 56 psf

EXPOSURE CATEGORY: C

Enclosure Category: Open

Internal Pressure Coefficient (GCpi): +/- 0.18

SEISMIC LOADS:

Ss: 1.50 (mapped)

S1: 0.50

SITE CLASS: D Assumed

Sds: 1.0 (mapped)

Sd1: 0.50 (mapped)

SEISMIC DESIGN CAT:D

LATERAL FORCE RESISTING SYSTEM:

Existing Structure (Foundation – Roof): Steel Frames with reinforced Masonry infill walls

New Structure (Foundation Roof):. Ordinary concentrically braced frames and existing structure

IMPORTANCE FACTOR (Ie):1.50

CES Renovation, Bldg. 700 100%Submittal Joint Base Charleston – Air Wing Base

BASE SHEAR: 12 k (as defined at the base of the platform)

ANALYSIS METHOD: ELF

WORKING STRESSES:

New construction:

1. CONCRETE: 3000-PSI

2. REINFORCING STEEL: GRADE 60

3. STRUCTURAL STEEL:

WIDE FLANGE BEAMS: Fy = 50 KSI RECTANGULAR HSS : Fy = 46 KSI PLATES : Fy = 36 KSI, except where specifically noted as Fy = 50ksi (SLRS column base plates) PIPES : Fy = 33 KSI

3.0 Bibliography

1. Minimum Design Loads for Buildings and Other Structures, ASCE 7-10, Published by American Society of Civil Engineers.

2. International Building Code, 2012

3. NEHRP Recommended Provisions for Seismic Regulations for New Buildings and Other Structures – Part 1 (FEMA 302), 2000 Edition, Federal Emergency Management Agency (February 1998).

4. ENERCALC, Structural Engineering Library, Version 6.0.24 for Windows 95, 98 & NT, Corona del Mar, CA (1983-2009).

2/1/2017 Design Maps Detailed Report http://earthquake.usgs.gov/designmaps/us/report.php?template=minimal&latitude=32.90647&longitude=80.04958&siteclass=3&riskcategory=3&edition=ibc20… 1/4

From Figure 1613.3.1(1) [1]

From Figure 1613.3.1(2) [2]

Design Maps Detailed Report 2012/2015 International Building Code (32.90647°N, 80.04958°W)

Site Class D – “Stiff Soil”, Risk Category IV (e.g. essential facilities)

Section 1613.3.1 — Mapped acceleration parameters

Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain SS) and

1.3 (to obtain S1). Maps in the 2012/2015 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3.

SS = 1.499 g

S1 = 0.498 g

Section 1613.3.2 — Site class definitions

The authority having jurisdiction (not the USGS), sitespecific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613.

2010 ASCE7 Standard – Table 20.31

SITE CLASS DEFINITIONS

Site Class vS N or Nch su A. Hard Rock >5,000 ft/s N/A N/A

B. Rock 2,500 to 5,000 ft/s N/A N/A

C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf

D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf

E. Soft clay soil <600 ft/s <15 <1,000 psf

Any profile with more than 10 ft of soil having the characteristics:

Plasticity index PI > 20, Moisture content w ≥ 40%, and Undrained shear strength su < 500 psf

F. Soils requiring site response analysis in accordance with Section 21.1

See Section 20.3.1

For SI: 1ft/s = 0.3048 m/s 1lb/ft² = 0.0479 kN/m² http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012-Fig1613p3p1(1).pdf http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012-Fig1613p3p1(2).pdf http://www.usgs.gov/ http://earthquake.usgs.gov/designmaps/us/report.php?template=minimal&latitude=32.90647&longitude=80.04958&siteclass=3&riskcategory=3&edition=ibc20… 2/4

Section 1613.3.3 — Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters

TABLE 1613.3.3(1)

VALUES OF SITE COEFFICIENT Fa

Site Class Mapped Spectral Response Acceleration at Short Period

SS ≤ 0.25 SS = 0.50 SS = 0.75 SS = 1.00 SS ≥ 1.25

A 0.8 0.8 0.8 0.8 0.8

B 1.0 1.0 1.0 1.0 1.0

C 1.2 1.2 1.1 1.0 1.0

D 1.6 1.4 1.2 1.1 1.0

E 2.5 1.7 1.2 0.9 0.9

F See Section 11.4.7 of ASCE 7

Note: Use straight–line interpolation for intermediate values of SS

For Site Class = D and SS = 1.499 g, Fa = 1.000

TABLE 1613.3.3(2)

VALUES OF SITE COEFFICIENT Fv

Site Class Mapped Spectral Response Acceleration at 1–s Period

S1 ≤ 0.10 S1 = 0.20 S1 = 0.30 S1 = 0.40 S1 ≥ 0.50

A 0.8 0.8 0.8 0.8 0.8

B 1.0 1.0 1.0 1.0 1.0

C 1.7 1.6 1.5 1.4 1.3

D 2.4 2.0 1.8 1.6 1.5

E 3.5 3.2 2.8 2.4 2.4

F See Section 11.4.7 of ASCE 7

Note: Use straight–line interpolation for intermediate values of S1

For Site Class = D and S1 = 0.498 g, Fv = 1.502 http://earthquake.usgs.gov/designmaps/us/report.php?template=minimal&latitude=32.90647&longitude=80.04958&siteclass=3&riskcategory=3&edition=ibc20… 3/4

Equation (1637):

Equation (1638):

Equation (1639):

Equation (1640):

SMS = FaSS = 1.000 x 1.499 = 1.499 g

SM1 = FvS1 = 1.502 x 0.498 = 0.748 g

Section 1613.3.4 — Design spectral response acceleration parameters

SDS = ⅔ SMS = ⅔ x 1.499 = 0.999 g

SD1 = ⅔ SM1 = ⅔ x 0.748 = 0.498 g http://earthquake.usgs.gov/designmaps/us/report.php?template=minimal&latitude=32.90647&longitude=80.04958&siteclass=3&riskcategory=3&edition=ibc20… 4/4

Section 1613.3.5 — Determination of seismic design category

TABLE 1613.3.5(1)

SEISMIC DESIGN CATEGORY BASED ON SHORTPERIOD (0.2 second) RESPONSE ACCELERATION

VALUE OF SDS

RISK CATEGORY

I or II III IV

SDS < 0.167g A A A

0.167g ≤ SDS < 0.33g B B C

0.33g ≤ SDS < 0.50g C C D

0.50g ≤ SDS D D D

For Risk Category = IV and SDS = 0.999 g, Seismic Design Category = D

TABLE 1613.3.5(2)

SEISMIC DESIGN CATEGORY BASED ON 1SECOND PERIOD RESPONSE ACCELERATION

VALUE OF SD1

RISK CATEGORY

I or II III IV

SD1 < 0.067g A A A

0.067g ≤ SD1 < 0.133g B B C

0.133g ≤ SD1 < 0.20g C C D

0.20g ≤ SD1 D D D

For Risk Category = IV and SD1 = 0.498 g, Seismic Design Category = D

Note: When S1 is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above.

Seismic Design Category ≡ “the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)” = D

Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category.

References

1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC2012Fig1613p3p1(1).pdf

2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC2012Fig1613p3p1(2).pdf

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Query Date: Mon Jan 23 2017 Latitude: 32.9065 Longitude: 80.0496

ASCE 710 Windspeeds (3sec peak gust in mph*):

Risk Category I: 129 Risk Category II: 143 Risk Category IIIIV: 154 MRI** 10Year: 76 MRI** 25Year: 88 MRI** 50Year: 99 MRI** 100Year: 111

ASCE 705 Windspeed:

124 (3sec peak gust in mph) ASCE 793 Windspeed:

95 (fastest mile in mph)

*Miles per hour **Mean Recurrence Interval

Users should consult with local building officials to determine if there are communityspecific wind speed requirements that govern.

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Gravity Beam Design

RAM Steel 15.04.00.000 DataBase: 17005.0 platform 03/16/17 18:10:10 Building Code: IBC Steel Code: AISC 360-10 LRFD

Floor Type: platform Beam Number = 1

SPAN INFORMATION (ft): I-End (0.00,14.00) J-End (19.54,14.00) Beam Size (User Selected) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 19.54 Mp (kip-ft) = 138.33

POINT LOADS (kips):

Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL

5.500 0.03

14.542 0.03

LINE LOADS (k/ft):

Load Dist DL LL Red% Type PartL

1 0.000 0.005 0.000 --- NonR 0.000

19.541 0.005 0.000 0.000

2 0.000 0.003 0.068 --- NonR 0.000

19.541 0.003 0.068 0.000

3 0.000 0.042 0.000 --- NonR 0.000

19.541 0.042 0.000 0.000

4 0.000 0.028 0.560 --- NonR 0.000

19.541 0.028 0.560 0.000

5 0.000 0.022 0.000 --- NonR 0.000

19.541 0.022 0.000 0.000

SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 11.04 kips 1.00Vn = 94.53 kips

MOMENTS (Ultimate):

Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1.6LL 54.0 9.8 0.0 1.00 0.90 124.50 Controlling 1.2DL+1.6LL 54.0 9.8 0.0 1.00 0.90 124.50

REACTIONS (kips):

Left Right

DL reaction 1.02 1.02 Max +LL reaction 6.14 6.14 Max +total reaction (factored) 11.04 11.04

DEFLECTIONS:

Dead load (in) at 9.77 ft = -0.059 L/D = 3941 Live load (in) at 9.77 ft = -0.357 L/D = 656 Net Total load (in) at 9.77 ft = -0.417 L/D = 563

Member Code Check

RAM Frame 15.04.00.000 DataBase: 17005.0 platform 07/25/17 12:31:12 Building Code: IBC Steel Code: AISC360-10 LRFD

BEAM INFORMATION:

Story Level = platform Frame Number = 0 Beam Number = 1 Fy (ksi) = 50.00 Beam Size = W14X22

INPUT DESIGN PARAMETERS:

X-Axis Y-Axis

Lu for Axial (ft) 9.04 9.04 Lu for Bending (ft) 9.04 9.04 K 1.00 1.00 Top Flange Continuously Braced No Bottom Flange Continuously Braced No

CONTROLLING BEAM SEGMENT FORCES - SHEAR

Load Combination: 1.200 D + 1.600 Lp Segment distance (ft) i - end 14.54 j - end 19.54

SHEAR CHECK:

Vux (kip) = -11.04 1.00Vnx (kip) = 94.53 Vux/1.00Vnx = 0.117 Vuy (kip) = 0.00 0.90Vny (kip) = 90.45 Vuy/0.90Vny = 0.000

CONTROLLING BEAM SEGMENT FORCES - AXIAL

Load Combination: 1.400 D Segment distance (ft) i - end 0.00 j - end 5.50

AXIAL CHECK:

Pu (kip) = 0.00 0.90Pnx (kip) = 292.05 Pu/0.90Pnx = 0.000

0.90Pny (kip) = 292.05 Pu/0.90Pny = 0.000

CONTROLLING BEAM SEGMENT FORCES - FLEXURE

Load Combination: 1.200 D + 1.600 Lp Segment distance (ft) i - end 5.50 j - end 14.54

CALCULATED PARAMETERS:

Pu ( kip) = -0.00 0.90Pn ( kip) = 292.05 Mux (kip-ft) = 53.97 0.90Mnx (kip-ft) = 88.43 Muy(kip-ft) = -0.00 0.90Mny (kip-ft) = 16.46 Cbx = 1.03

INTERACTION EQUATION:

Pu/Pn = 0.000 Eq H1-1b: 0.000 + 0.610 + 0.000 = 0.610

DataBase: 17005.0 platform 03/16/17 18:10:10 Building Code: IBC Steel Code: AISC 360-10 LRFD

Floor Type: platform Beam Number = 5

SPAN INFORMATION (ft): I-End (0.00,8.40) J-End (19.54,8.40) Beam Size (User Selected) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 19.54 Mp (kip-ft) = 138.33

POINT LOADS (kips):

Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL

5.500 0.03

5.500 0.07 0.00 0.0 0.15 0.00 0.0 0.00 0.0 0.00

14.542 0.03

14.542 0.07 0.00 0.0 0.15 0.00 0.0 0.00 0.0 0.00

LINE LOADS (k/ft):

Load Dist DL LL Red% Type PartL

1 5.500 0.300 0.000 --- NonR 0.000

14.541 0.300 0.000 0.000

2 0.000 0.042 0.000 --- NonR 0.000

19.541 0.042 0.000 0.000

3 0.000 0.028 0.560 --- NonR 0.000

19.541 0.028 0.560 0.000

4 0.000 0.033 0.000 --- NonR 0.000

5.500 0.033 0.000 0.000

5 0.000 0.022 0.440 --- NonR 0.000

5.500 0.022 0.440 0.000

6 5.500 0.005 0.000 --- NonR 0.000

14.541 0.005 0.000 0.000

7 5.500 0.003 0.067 --- NonR 0.000

14.541 0.003 0.067 0.000

8 14.542 0.033 0.000 --- NonR 0.000

19.541 0.033 0.000 0.000

9 14.542 0.022 0.440 --- NonR 0.000

19.541 0.022 0.440 0.000

10 0.000 0.022 0.000 --- NonR 0.000

19.541 0.022 0.000 0.000

SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 16.41 kips 1.00Vn = 94.53 kips

MOMENTS (Ultimate):

Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1.6LL 76.7 9.7 0.0 1.00 0.90 124.50 Controlling 1.2DL+1.6LL 76.7 9.7 0.0 1.00 0.90 124.50

REACTIONS (kips):

Left Right

DL reaction 2.65 2.71 Max +LL reaction 8.27 8.19 Max +total reaction (factored) 16.41 16.36

DataBase: 17005.0 platform 03/16/17 18:10:10 Building Code: IBC Steel Code: AISC 360-10 LRFD

DEFLECTIONS:

Dead load (in) at 9.77 ft = -0.187 L/D = 1255 Live load (in) at 9.77 ft = -0.436 L/D = 537 Net Total load (in) at 9.77 ft = -0.623 L/D = 376

Page 2/2

DataBase: 17005.0 platform 07/25/17 12:31:12 Building Code: IBC Steel Code: AISC360-10 LRFD

BEAM INFORMATION:

Story Level = platform Frame Number = 0 Beam Number = 5 Fy (ksi) = 50.00 Beam Size = W14X22

INPUT DESIGN PARAMETERS:

X-Axis Y-Axis

Lu for Axial (ft) 9.04 9.04 Lu for Bending (ft) 9.04 9.04 K 1.00 1.00 Top Flange Continuously Braced No Bottom Flange Continuously Braced No

CONTROLLING BEAM SEGMENT FORCES - SHEAR

Load Combination: 1.200 D + 1.600 Lp Segment distance (ft) i - end 0.00 j - end 2.20

SHEAR CHECK:

Vux (kip) = 16.41 1.00Vnx (kip) = 94.53 Vux/1.00Vnx = 0.174 Vuy (kip) = 0.00 0.90Vny (kip) = 90.45 Vuy/0.90Vny = 0.000

CONTROLLING BEAM SEGMENT FORCES - AXIAL

Load Combination: 1.400 D Segment distance (ft) i - end 0.00 j - end 2.20

AXIAL CHECK:

Pu (kip) = 0.00 0.90Pnx (kip) = 292.05 Pu/0.90Pnx = 0.000

0.90Pny (kip) = 292.05 Pu/0.90Pny = 0.000

CONTROLLING BEAM SEGMENT FORCES - FLEXURE

Load Combination: 1.200 D + 1.600 Lp Segment distance (ft) i - end 5.50 j - end 14.54

CALCULATED PARAMETERS:

Pu ( kip) = 0.00 0.90Pn ( kip) = 292.05 Mux (kip-ft) = 76.71 0.90Mnx (kip-ft) = 88.27 Muy(kip-ft) = -0.00 0.90Mny (kip-ft) = 16.46 Cbx = 1.02

INTERACTION EQUATION:

Eq H1-1b: 0.000 + 0.869 + 0.000 = 0.869

DataBase: 17005.0 platform 03/16/17 18:10:10 Building Code: IBC Steel Code: AISC 360-10 LRFD

Floor Type: platform Beam Number = 2

SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (0.00,14.00) Beam Size (User Selected) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 14.00 Mp (kip-ft) = 138.33

POINT LOADS (kips):

Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL

4.000 2.45 0.00 0.0 6.70 0.00 0.0 0.00 0.0 0.00

8.400 2.65 0.00 0.0 8.27 0.00 0.0 0.00 0.0 0.00

LINE LOADS (k/ft):

Load Dist DL LL Red% Type PartL

1 0.000 0.005 0.000 --- NonR 0.000

14.000 0.005 0.000 0.000

2 0.000 0.003 0.068 --- NonR 0.000

14.000 0.003 0.068 0.000

3 0.000 0.022 0.000 --- NonR 0.000

14.000 0.022 0.000 0.000

SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 17.35 kips 1.00Vn = 94.53 kips

MOMENTS (Ultimate):

Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1.6LL 80.4 8.4 5.6 1.65 0.90 124.50 Controlling 1.2DL+1.6LL 80.4 8.4 5.6 1.65 0.90 124.50

REACTIONS (kips):

Left Right

DL reaction 3.02 2.50 Max +LL reaction 8.57 7.36 Max +total reaction (factored) 17.35 14.77

DEFLECTIONS:

Dead load (in) at 6.93 ft = -0.079 L/D = 2116 Live load (in) at 7.00 ft = -0.232 L/D = 726 Net Total load (in) at 7.00 ft = -0.311 L/D = 540

DataBase: 17005.0 platform 07/25/17 12:31:12 Building Code: IBC Steel Code: AISC360-10 LRFD

BEAM INFORMATION:

Story Level = platform Frame Number = 0 Beam Number = 2 Fy (ksi) = 50.00 Beam Size = W14X22

INPUT DESIGN PARAMETERS:

X-Axis Y-Axis

Lu for Axial (ft) 4.40 4.40 Lu for Bending (ft) 4.40 4.40 K 1.00 1.00 Top Flange Continuously Braced No Bottom Flange Continuously Braced No

CONTROLLING BEAM SEGMENT FORCES - SHEAR

Load Combination: 1.200 D + 1.600 Lp Segment distance (ft) i - end 0.00 j - end 4.00

SHEAR CHECK:

Vux (kip) = 17.35 1.00Vnx (kip) = 94.53 Vux/1.00Vnx = 0.183 Vuy (kip) = 0.00 0.90Vny (kip) = 90.45 Vuy/0.90Vny = 0.000

CONTROLLING BEAM SEGMENT FORCES - AXIAL

Load Combination: 1.400 D Segment distance (ft) i - end 0.00 j - end 4.00

AXIAL CHECK:

Pu (kip) = 0.00 0.90Pnx (kip) = 292.05 Pu/0.90Pnx = 0.000

0.90Pny (kip) = 292.05 Pu/0.90Pny = 0.000

CONTROLLING BEAM SEGMENT FORCES - FLEXURE

Load Combination: 1.200 D + 1.600 Lp Segment distance (ft) i - end 4.00 j - end 8.40

CALCULATED PARAMETERS:

Pu ( kip) = -0.00 0.90Pn ( kip) = 292.05 Mux (kip-ft) = 80.44 0.90Mnx (kip-ft) = 124.50 Muy(kip-ft) = -0.00 0.90Mny (kip-ft) = 16.46 Cbx = 1.06

INTERACTION EQUATION:

Eq H1-1b: 0.000 + 0.646 + 0.000 = 0.646

DataBase: 17005.0 platform 03/16/17 18:10:10 Building Code: IBC Steel Code: AISC 360-10 LRFD

Floor Type: platform Beam Number = 13

SPAN INFORMATION (ft): I-End (5.50,8.40) J-End (5.50,14.00) Beam Size (User Selected) = W10X12 Fy = 50.0 ksi Total Beam Length (ft) = 5.60 Mp (kip-ft) = 52.50

LINE LOADS (k/ft):

Load Dist DL LL Red% Type PartL

1 0.000 0.012 0.000 --- NonR 0.000

5.600 0.012 0.000 0.000

SHEAR (Ultimate): Max Vu (1.4DL) = 0.05 kips 1.00Vn = 56.26 kips

MOMENTS (Ultimate):

Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Controlling 1.4DL 0.1 2.7 5.6 1.13 0.90 42.27

REACTIONS (kips):

Left Right

DL reaction 0.03 0.03 Max +total reaction (factored) 0.05 0.05

DEFLECTIONS:

Dead load (in) at 2.80 ft = -0.000 Live load (in) at 2.80 ft = -0.000 Net Total load (in) at 2.80 ft = -0.000

DataBase: 17005.0 platform 07/25/17 12:34:44 Building Code: IBC Steel Code: AISC360-10 LRFD

BRACE INFORMATION:

Story Level = platform Frame Number = 0 Brace Number = 14 Fy (ksi) = 36.00 Brace Size = HSS4X4X1/4

INPUT DESIGN PARAMETERS:

X-Axis Y-Axis

Lu for Axial (ft) 24.04 24.04 Lu for Bending (ft) 24.04 24.04 K 1.00 1.00

CONTROLLING BRACE FORCES - SHEAR

Load Combination: 1.400 D Shear Top Vux (kip) -0.00

Vuy (kip) -0.00 Shear Bot. Vux (kip) -0.00

Vuy (kip) -0.00

SHEAR CHECK:

Vux (kip) = -0.00 0.90Vnx (kip) = 29.90 Vux/0.90Vnx = 0.000 Vuy (kip) = -0.00 0.90Vny (kip) = 29.90 Vuy/0.90Vny = 0.000

CONTROLLING BRACE FORCES - AXIAL

Load Combination: 1.400 D + 1.000 E2

AXIAL CHECK:

Pu (kip) = 7.55 0.90Pnx (kip) = 21.18 Pu/0.90Pnx = 0.356

0.90Pny (kip) = 21.18 Pu/0.90Pny = 0.356

CONTROLLING BRACE FORCES - FLEXURE

Load Combination: 1.400 D + 1.000 E2 Axial Load (kip) 7.55 Moment Top Mux (kip-ft) 0.00

Muy (kip-ft) 0.00 Moment Bot. Mux (kip-ft) 0.00

Muy (kip-ft) 0.00

CALCULATED PARAMETERS:

Pu ( kip) = 7.55 0.90Pn ( kip) = 21.18 Mux (kip-ft) = 0.00 0.90Mnx (kip-ft) = 12.66 Muy(kip-ft) = 0.00 0.90Mny (kip-ft) = 12.66 KL/Rx = 189.61 KL/Ry = 189.61 Cbx = 1.00

INTERACTION EQUATION:

Pu/Pn = 0.356 Eq H1-1a: 0.356 + 8/9(0.000 + 0.000) = 0.356

Seismic Provisions Member Code Check

DataBase: 17005 07/25/17 12:34:44 Building Code: IBC Steel Code: AISC341-10 - LRFD

Brace Parameters Story: platform Frame No: 0 Member No: 14 Fy (ksi): 36.00 Size: HSS4X4X1/4 Frame Type: Ordinary Concentrically Braced Frame

Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a single line of bracing

F1.5a Basic Requirements (D1.1 Moderately Ductile) --- OK Flange b/tf = 14.17 Limit = 18.16 OK Web h/tw = 14.17 Limit = 18.16 OK

F1.6a Diagonal Brace Connections Maximum Compression force (kip) = 15.08 Seismic Load Combo: 1.400 D + 2.000 E2 Expected Compression force (kip) = 7.06 Maximum Tension force (kip) = 15.06 Seismic Load Combo: 1.400 D + 0.500 Lp - 2.000 E2 Expected Tension force (kip) = 169.85 Bolt Slip Compression (kip) = 7.55 Standard Load Combo: 1.400 D + 1.000 E2 Bolt Slip Tension (kip) = 7.53 Standard Load Combo: 1.400 D + 0.500 Lp - 1.000 E2

Gravity Column Design

DataBase: 17005.0 platform 07/25/17 12:29:34 Building Code: IBC Steel Code: AISC 360-10 LRFD

Story level platform, Column Line 0.1-A.1, Column # 4 Fy (ksi) = 46.00 Column Size = HSS5X5X3/8 Orientation (deg.) = 0.0

INPUT DESIGN PARAMETERS:

X-Axis Y-Axis

Lu (ft) 14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 5.00 5.00

Bottom 0.00 0.00

CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1:

Dead Live Roof

Axial (kip) 4.13 13.15 0.00

DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF)

Pu (kip) = 25.99 0.90Pnx (kip) = 148.99 Pu/0.90Pnx = 0.174

0.90Pny (kip) = 148.99 Pu/0.90Pny = 0.174

CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1:

Dead Live Roof

Axial (kip) 4.13 13.15 0.00 Moments Top Mx (kip-ft) 0.34 1.91 0.00

My (kip-ft) -1.26 -3.57 0.00 Bot Mx (kip-ft) 0.00 0.00 0.00

My (kip-ft) 0.00 0.00 0.00

Single curvature about X-Axis Single curvature about Y-Axis

CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF)

Pu (kip) = 25.99 0.90*Pn (kip) = 148.99 Mux (kip-ft) = 3.46 0.90*Mnx (kip-ft) = 36.57 Muy (kip-ft) = -7.23 0.90*Mny (kip-ft) = 36.57 Rm = 1.00 Cbx = 1.67 Cby = 1.67 Cmx = 0.60 Cmy = 0.60 Pex (kip) = 220.06 Pey (kip) = 220.06 B1x = 1.00 B1y = 1.00

INTERACTION EQUATION

Pu/0.90*Pn = 0.174 Eq H1-1b: 0.087 + 0.095 + 0.198 = 0.379

DataBase: 17005.0 platform 07/25/17 12:31:12 Building Code: IBC Steel Code: AISC360-10 LRFD

COLUMN INFORMATION:

Story Level = platform Frame Number = 0 Column Number = 4 Fy (ksi) = 46.00 Column Size = HSS5X5X3/8

INPUT DESIGN PARAMETERS:

X-Axis Y-Axis

Lu for Axial (ft) 14.00 14.00 Lu for Bending (ft) 14.00 14.00 K 1.00 1.00

CONTROLLING COLUMN FORCES - SHEAR

Load Combination: 1.200 D + 0.500 Lp - 1.000 W11 Shear Top Vux (kip) 0.00

Vuy (kip) -0.00 Shear Bot. Vux (kip) 0.00

Vuy (kip) -0.00

SHEAR CHECK:

Vux (kip) = 0.00 0.90Vnx (kip) = 68.54 Vux/0.90Vnx = 0.000 Vuy (kip) = -0.00 0.90Vny (kip) = 68.54 Vuy/0.90Vny = 0.000

CONTROLLING COLUMN FORCES - AXIAL

Load Combination: 1.200 D + 1.600 Lp

AXIAL CHECK:

Pu (kip) = 26.01 0.90Pnx (kip) = 148.99 Pu/0.90Pnx = 0.175

0.90Pny (kip) = 148.99 Pu/0.90Pny = 0.175

CONTROLLING COLUMN FORCES - FLEXURE

Load Combination: 1.200 D + 1.600 Lp Axial Load (kip) 26.01 Moment Top Mux (kip-ft) 0.00

Muy (kip-ft) 0.00 Moment Bot. Mux (kip-ft) 0.00

Muy (kip-ft) 0.00

CALCULATED PARAMETERS:

Pu ( kip) = 26.01 0.90Pn ( kip) = 148.99 Mux (kip-ft) = 0.00 0.90Mnx (kip-ft) = 36.57 Muy(kip-ft) = 0.00 0.90Mny (kip-ft) = 36.57 KL/Rx = 89.65 KL/Ry = 89.65 Cbx = 1.00

INTERACTION EQUATION:

Pu/Pn = 0.175 Eq H1-1b: 0.087 + 0.000 + 0.000 = 0.087

Seismic Provisions Member Code Check

DataBase: 17005 07/25/17 12:34:44 Building Code: IBC Steel Code: AISC341-10 - LRFD

Column Parameters Story: platform Frame No: 0 Member No: 4 Fy (ksi): 46.00 Size: HSS5X5X3/8 Frame Type: Ordinary Concentrically Braced Frame

Criteria Apply one and two story exceptions where applicable Use frame numbers to designate a single line of bracing

D1.4a Required Strength --- OK Compression: Max Pu (kip) = 23.99 --- Combination: 1.400 D + 0.500 Lp - 2.000 E4

Max Pu/Pn = 0.16 OK Tension: Max Pu (kip) = 8.76 --- Combination: 0.700 D + 2.000 E4

Max Pu/Pn = 0.03 OK

D2.5b Column Splices - Required Strength Design strength of column splices must meet or exceed the following forces:

Required tension and compression strength from D1.4a.

Required shear for column splice is max result from D2.5b and D2.5c Refer to AISC 341 section D2.5b for additional detailing requirements.

D2.5c Required Shear Strength Major Minor

Mpc (kip-ft) 40.63 40.63 Column Splice Shear Force Required Mpc / H Where Mpc is the lesser nominal plastic flexural strength of the column sections.

See code for more information on the Required Shear Strength

Spread Footing Design

RAM Foundation v15.04.00.000 DataBase: 17005.0 platform Date: 07/25/17 12:39:35 Building Code: IBC Design Code: ACI318-08

FOOTING DESIGN

Footing # 3 Footing Column Location: (0.2 - A.1) Footing Orientation (deg): 0.00 Column Orientation (deg): 0.00 Length (ft): 6.00 Width (ft): 6.00 Thickness (ft): 1.25 Bottom Reinf. Parallel to Length: 6 - #5 Width: 6 - #5 Top Reinf. Parallel to Length: 1 - #4 Width: 1 - #4 Concrete f'c (ksi): 3.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3320.56 Reinf. fy (ksi): 60.00 Safety Factor Uplift: 3.0 (191) Overturning: Major 1.6 (194) Minor 3.0 (191)

INPUT DATA

Column Size: HSS5X5X3/8 Base Plate Dimensions (in) 18.00 x 18.00 Percent of overhang to assume Rigid: 50.00

LOADS

Surcharge (ksf) Dead Load: 0.100 Live Load: 0.000 Axial (kip) Dead Load: 4.21

Pos. Live: 13.05 Neg. Live: N/A Pos. Roof: N/A Neg. Roof: N/A

CONCRETE CAPACITY

Major Ld Co/Code Ref. Minor Ld Co/Code Ref.

Required Shear (kip) 7.17 76 6.93 2 Provided Shear: (kip) 68.77 Sec. 11.5.6.1 a) b) c) 65.07 Sec. 11.5.6.1 a) b) c) Required Moment: (kip-ft) 14.51 76 13.74 2 Provided Moment: (kip-ft) 94.29 89.08 Required Punching Shear: (kip) 23.34 2 Provided Punching Shear: (kip) 169.62

REINFORCEMENT

Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width

Bar Quantity/Bar Size: 6-#5 6-#5 1-#4 1-#4 Required Steel/Provided Steel (in²) 1.75/ 1.86 1.75/ 1.86 0.13/ 0.20 0.13/ 0.20 Required Steel Code Ref. Sec. 7.12 Sec. 7.12 Sec. 10.2 Sec. 10.2 Bar Spacing (in) 13.08 13.08 0.00 0.00 Bar Depth (in) 11.63 11.00 13.25 12.75 Cover (in) Top 1.50 Bottom: 3.00 Side: 3.00

SOIL CAPACITY

Ld Co

Allowable Soil Bearing Capacity (ksf) 2.00 Max Unfactored Soil Bearing (ksf) 1.00 182 Max Average Unfactored Soil Bearing (ksf) 0.81 187 Max Soil Bearing for Factored Design (ksf) 1.06 96 Max Average Soil Bearing for Factored Design (ksf) 0.72 2

E. ARCHITECTURAL DESIGN

Criteria

International Building Code, 2015 Edition UFC 1-200-01, Change 3, 1 August 2015, General Building Requirements Per direction of the AHJ, Mr. Todd Martin, this building is deemed Not Mission

Essential

Basic Building Code Information

Occupancy Group: Storage Group S-1

The building is equipped throughout with a fire sprinkler system.

General Floor Plan Notes

The interior layout will remain unchanged, except for the addition of a shower.

The existing structure will remain. A new steel HVAC platform will be added between the one story sections.

Flooring will be replaced in select locations throughout both portions of the one story addition and in the coordinator’s shack.

Ceilings will be replaced in select locations.

All interior walls of the one story portion will be painted.

Building Exterior Enhancements

Exterior metal panel siding will be abraded down to near white metal and painted.

Metal panels, up to a maximum of 310, will be replaced.

Exterior exposed CMU will be abraded and painted.

Hangar downspouts serving the west side of the hangar will be replaced.

A new window will be install on the south side of the one story portion of the building in the Section Chiefs office.

Roof

The roof on the main hangar building will remain. The roof, gutters and downspouts on the one-story portion will be completely replaced.

Demolition Scope

1. Roof over one-story portion of building will be removed.

2. Gutters and downspouts at one-story portion of building will be removed. Seven downspouts from main hangar roof above one-story portion will be removed.

3. All metal panel siding on the hangar will be abraded and prepped for new paint.

4. Up to 310 exterior metal panels will be removed.

5. All exterior CMU will be abraded and prepped for new paint.

6. Ceilings, light fixtures and HVAC diffusers will be removed in one story areas.

New Work Scope

1. All exterior metal panels to be painted.

2. Provide new panels as needed.

3. All exterior CMU to be painted.

4. Provide gutters and downspouts for one-story portion on west side of building.

5. Provide seven downspouts for main hangar building on one-story side of building.

6. Provide industrial floor tile on first floor of Coordinator’s Shack.

7. Provide carpet tiles in Reserves Office, Section Chiefs and Flight Leadership.

8. Provide resilient tile in Break Room.

9. Provide slip resistant epoxy coating in strip of floor on main Hangar floor and in Tool

Room.

10. Provide 2’ x 2’ suspended acoustical ceilings at all one story spaces where ceilings were removed.

11. All interior walls of both one story portions will be painted.

12. Provide new pre-manufactured unit shower in Men’s Restroom. Ceramic tile to be provided on floor and walls.

13. Provide new plumbing fixtures in Men’s Restroom.

14. Provide steel HVAC Platform and ladder located at Southwest corner of building. All steel is to be painted. Refer to drawings.

15. Provide new exterior window at Section Chiefs office.

F. PLUMBING DESIGN

Design Guidance, Codes, Standards

UFC 3-420-01FA Plumbing UFC 3-230- 03A Water Supply UFC 3-230-04A Water Distribution UFC 3-230-07A Water Supply: Sources and General Considerations UFC 3-230-08A Water Supply: Water Treatment UFC 3-230-09A Water Supply: Water Storage UFC 3-230-10A Water Supply: Water Distribution IPC 2015 International Plumbing Code

Plumbing systems shall be designed in accordance with the U.S. Department of Energy’s Energy Policy act of 2005 (EPACT). All plumbing systems shall be in accordance with the 2015 edition of the International Building Codes, including the International Plumbing Code (IPC). The plumbing system shall include all new required sanitary waste and vent piping, potable cold water piping. The plumbing system shall also include all specified fixtures, valves and all other accessories required for an operable plumbing system. All piping shall be sized in accordance with the IPC. All piping systems shall be drainable.

All new domestic hot and cold water piping shall be type L copper above ground. Shock arresters shall be provided at each new plumbing fixture and added where appropriate throughout the system in accordance with the IPC to limit water hammer in the water distribution system.

Any new soil, waste and vent piping above ground shall be service weight no-hub cast. All soil, waste and vent piping below ground shall be service weight cast iron with elastomeric compression joints or Schedule 40 PVC.

All handicap accessible fixtures shall comply with the Americans with Disabilities Act (ADA) and with CABO A117.1. Fixtures shall be water conservation type, in accordance with the International Plumbing Code.

Specific Requirements

DEMOLITION

An existing closet in the rear of the men’s restroom shall be converted into a third shower for the facility. The entire floor slab in the closet shall be removed to allow for the sanitary waste and vent lines to be installed for the shower drain. There is an existing service sink in this closet that shall be turned over to the government, so it’s expected that a suitable waste line is nearby.

The other existing plumbing fixtures in the men’s restroom shall be demolished and replaced in kind. The p-traps, supplies, and escutcheons shall be demolished and replaced. The plumbing utilities serving the fixtures shall remain for reconnection.

NEW WORK

Domestic Water A wall chase shall be created to allow for the rough-in of a shower control valve and head in the wall. Hot and cold water shall be extended from adjacent services to this new shower location.

The current scope does not include a change to the water heater.

Soil & Waste New sanitary waste and vent lines shall connect the new shower drain.

Fixtures New shower stalls, water closets, urinals, lavatories, and wash fountains shall be provided.

Shower stalls shall be 4-piece modular stalls with base and walls, and shall fit in the existing space. Water closets shall be floor mounted, floor outlet, with manual 1.28 gpf flush valve.

Urinals shall be wall mounted with 0.5 gpf manual flush valves. Lavatory shall be wall mounted with 0.5 gpm gooseneck faucet. Wash fountain shall be floor mounted, semi-circular, with foot controls.

G. MECHANICAL DESIGN

Design Guidance, Codes, Standards

The following criteria, latest editions shall be used in the design of this project:

JBC (AB) EMCS Requirements/Definitions MIL-HDBK-1190 Military Handbook Facility Planning & Design Guide.

MIL-HDBK-1003/3

IMC 2012 International Mechanical Code

Unified Facilities Criteria UFC 3-400-02 Design: Engineering Weather Data UFC 3-400-01 Design: Energy Conservation UFC 3-410-01FA Design: Heating, Ventilating, and Air Conditioning UFC 3-410-02FA Design: Heating, Ventilating, and Air Conditioning (HVAC) Control Systems UFC 3-450-01 Design: Noise and Vibration Control UFC 4-010-01 Minimum Anti-Terrorism Standards UFC 1-200-02 High Performance and Sustainable Building Performance

American Society of Heating, Refrigeration & Air Conditioning Engineers (ASHRAE), Standards Sheet Metal and Air Conditioning Contractors’ National Association (SMACNA), Inc. (Latest Edition).

HVAC Duct Construction Standards – Metal & Flexible National Fire Protection Association (NFPA) Standards.

NFPA 90A – Installation of Air Conditioning & Ventilating Systems NFPA 90B – Installation of Warm Air Heating & Air Conditioning Systems

General Description of Existing System

Building 700 includes two adjacent one story portions (totaling 7,000 square feet) that contains a 1,200 MBh boiler, three offices, two restrooms, a break room, and a tool room. The boiler provides hot water to eight unit heaters (4 on each side of the hangar interior) as well as the one story portion.

On the west side of the hangar interior is a two story Coordinator’s shack (550 square foot per floor), that includes an open office, office, and a conference room. Split system air handling units serve each of the two floors.

On the east side of the hangar interior is a one story Jet Shop (1700 square foot), that includes offices, break room/conference room and sheet metal shop. The Jet Shop is conditioned by a package unit with supply and return ductwork above the ceiling space, and one office is conditioned by a window air conditioner.

SPACE ANALYSIS

DEMOLITION

The following is a listing of the equipment that shall be demolished.

Boiler Room 10

1. The suspended air handling unit serving the Men’s Restroom, Reserves Office and Breakroom.

2. Hydronic heating water piping serving the air-handling unit.

3. The associated 10-ton condensing unit located at the front of the building in front of the

Reserves office and associated refrigerant piping.

Figure 1 - 10-ton Condensing Unit

Break Room

1. The kitchen hood, the associated exhaust fan and the fire suppression system are to be removed.

Tool Room 4

1. The 4-ton air handling unit and associated hydronic heating water piping that serves the Tool Room proper with exposed ductwork

2. The associated 4-ton condensing unit located in front of the Tool Room and associated refrigerant piping.

3. The 3-ton air handling unit and associated hydronic heating water piping that serves the adjacent Command Office space.

Figure 2 – AHU Serving Command Offices

Command Offices

1. The distribution ductwork and ceiling diffusers that serve the two office spaces from the air handling unit suspended in the Tool Room.

2. The associated 3-ton condensing unit located outside of the Command Offices and associated refrigerant piping.

Coordinators Shack 15

1. The two air-handling units located above the ceiling on each of the floors and all associated ductwork and ceiling diffusers.

2. The two 2-ton heat pumps located outside of the Tool Room and associated refrigerant piping. A portion of the refrigerant piping is suspended approximately 10’ above the finished floor in the gap between the hangar wall and the Coordinator’s shack.

3. The condensate pump and all associated condensate piping mounted to the side of the Coordinators Shack.

Figure 3 – Coordinators Shack Jet Shop / SMCO

1. The 4-ton packaged heat pump, equipment stand and all associated distribution ductwork, ceiling diffusers and sidewall grilles.

2. The window unit serving the office in the Jet Shop shall be removed.

Figure 4 – Jet Shop Packaged Unit

NEW WORK

The following paragraphs describe load calculations and proposed system configurations. In compliance with UFC 1-200-02 new HVAC systems will use high performance equipment in order to meet the energy efficiency requirements set forth in Section 3-4. Conditioning of the space will be determined based on the requirements for comfort and outdoor design conditions in UFC 3-400-02 and UFC 3-410-01.

Equipment

HVAC Platform

An HVAC platform is located adjacent to the Section Chiefs and Flight Leadership offices plan south, with the top surface 10’ AFF. The top surface of the platform is McNichols GHB 200 (2”x¼”) bar grate or equal. The bottom of each vertical beam supporting the platform extends into concrete footing in the ground. The width of each vertical beam extends no more than five inches toward the aisle. Plate steel (4’ wide X ¼” thick X 28’ length, mounted with the bottom edge 6” AFF) shall be secured across the vertical support beams. A steel ladder is provided located plan west of the platform. The ladder extends not less than 4 feet above a 30” by 30” hole in the bar grate, to allow easy access by maintenance personnel onto the platform. The perimeter of the top surface of the platform has a 48” high handrail with a 24” high intermediate rail and 6” high kick plate. The perimeter of the 30” by 30” access hole has a 48” high handrail with a 24” high intermediate rail and 6” high kick plate. The HVAC platform design has been approved by a professional engineer and meets all OSHA safety and structural requirements/specifications.

VRV System

A DX heat recovery VRV system will be provided which allows for simultaneous heating and cooling. The efficiency is greater than a heat pump VRV system.

This system allows for individual zone control. When separate zones are in heating and cooling simultaneously, the VRV system allows for “free” cooling / heating due to offsetting of the energy.

The VRV condensing unit shall be mounted on a concrete pad outside the Tool Room. A single 16-ton condensing unit shall be provided to condition the spaces.

The air handling units are available in multiple types and sizes. Due to the presence of ceiling space and lay-in ceiling tiles, the majority of the air handlers are the ducted concealed type. The zoning of these units requires small zones since the fans do not have much power, and the duct routing from them must be minimized. Other options are the wall mounted and ceiling cassette types where the room layout allows.

Load calculations indicate that the following VRV air handling units shall serve the various spaces throughout the building.

Men’s Restroom – 1-ton Reserve’s Office – 1.5-ton Break Room – 3-ton Women’s Restroom – 0.75-ton Tool Room – 3-ton Command Office 1 – 1.5-ton Command Office 2 – 1-ton Coordinator’s Shack 1st Floor – 2-ton Coordinator’s Shack 2nd Floor Office – 1.5-ton Coordinator’s Shack 2nd Floor Conference – 1.5-ton

A condensate pump shall be provided for the air handling units in the Coordinator’s Shack since a suitable floor drain is not close to this inside facility.

The VRV air handlers do not provide very much latent capacity and struggle to condition outside air. A Energy Recovery Ventilator (ERV) shall be provided for humidity control and pressurization. The ERV shall provide 1,500 cfm of dehumidified neutral outside air, and shall discharge 1,100 cfm of exhaust to adequately ventilate the bathrooms/showers and keep the building positive.

The ERV shall examine the use of hydronic heating coils. The capacity should not be a problem since we are demolishing all of the existing air handling units with hydronic coils.

Figure 5 – ERV Unit Location

The ERV is to be located on the new HVAC platform. This location will decrease distribution ductwork sizes, not take up space on the ground and meets UFC intake location requirements.

Distribution Structural design work is required to ensure that the platform meets all OSHA safety and structural requirements/specifications.

Packaged Heat Pump

A 7.5-ton packaged heat pump shall serve the Jet Shop and SMCO. Distribution ductwork shall be routed from the unit into each of the spaces.

Exhaust Fans

The restrooms shall be exhausted through the ERV.

Existing Unit Heaters Eight unit heaters (four on each interior side wall of the hanger) have 10 HP fan motors, and are configured to operate only in a heating mode. Each of the unit heaters are configured to operate in ventilation mode (with no heat) to allow the option of providing some circulation of air within the hangar when the doors are closed. Additionally, the existing hydronic piping, isolation valves and control valves serving these units are in poor condition. The isolation valves and all the connecting piping shall be replaced on each heater and reconnected.

Figure 6 – Typical Unit Ventilator Piping

GENERAL DESIGN CONSIDERATIONS

HVAC Systems Design

Loads for heating and cooling will be calculated using an approved Energy Analysis Program.

The following design conditions will be used.

HVAC Design Conditions Outdoor Conditions:

Heating Season: 25 deg. F Dry Bulb Cooling Season: 94 deg. F Dry Bulb. 78 deg. F Wet Bulb

Indoor Conditions:

Occupied Spaces: Summer: 78 degrees F, 50 percent RH. Winter: 68 degrees F.

Unoccupied Space (Heated for Freeze Protection): Winter: 40F

Controls The JET Shop has an existing TRANE TRACE controller tied to the packaged heat pump.

Another TRANE Controller exists in the office spaces. These controllers shall be analyzed and modified as required to accommodate the new HVAC system. The VRV system shall be provided with the proper control interface for this DDC system.

General Requirements

Ductwork Conditioned air will be supplied to the spaces via galvanized steel duct and will conform to SMACNA requirements.

Ductwork will have the following pressure classifications:

1. Return/exhaust Duct: -2 in. w. g.

2. Supply duct (low pressure): 2 in. w. g.

3. Supply duct (medium pressure): 4 in. w. g.

Concealed duct shall be wrapped in 2” of fiberglass duct wrap with foil faced jacket. Ductwork in the mechanical rooms less than 8’ above finished floor shall be insulated board.

Exposed ductwork shall be double wall with a solid inner core and 1” liner insulation.

Where possible, existing penetrations will be reused, especially penetrations through any fire rated walls.

Air Distribution Devices All distribution devices shall be aluminum construction. Type and size of air distribution devices will be determined as the design progresses. Preliminarily, the air distribution in the Administrative areas will be plaque style supply air diffusers with egg crate or perforated return grilles.

Permanent Identification for HVAC Piping and Equipment:

All equipment shall have plastic engraved nameplates installed that correspond to name on drawings. All piping shall be identified with pipe markers indicating type of service and associated system.

HVAC Piping Insulation Condensate piping shall be insulated with ¾” closed cell insulation.

Hydronic heating piping shall be covered with fiberglass insulation. All new exposed piping connecting to the unit ventilators and DOAU shall be covered with plastic jacket if interior and a metal jacket if exterior to the building.

Air Duct Accessories Includes fire dampers, duct access doors, flexible duct connectors, and volume control dampers, round take-offs, and motorized dampers.

Fire Dampers Fire dampers shall be UL approved curtain style with blades completely out of the air stream.

Damper shall include fusible link.

Fire dampers will be required where ducts…