2 - Clyde Atkins USCH Lobby Expansion Security Enhancement - AT-FP Calculations - Bid Set 2020 12 01.PDF

C. Clyde Atkins U.S. Courthouse

AT/FP Narrative

Prepared For

US General Services Administration

GSA Project No: N1891438

Prepared By

Thornton Tomasetti Inc.

2001 K Street NW

Suite 600 North

Washington, DC 20006

+1.202.580.6300 www.ThorntonTomasetti.com

December 1, 2020 – Bid Set

TTV ARCHITECTS, INC.

GSA- Lobby Expansion & Security Enhancement Project Miami, Florida Bid Set Report & Analysis

PROPERTY OF THE UNITED STATES GOVERNMENT

Copying, dissemination, or distribution of these documents to unauthorized persons is prohibited Do not remove this notice. Properly destroy documents when no longer needed Page | 2

Table of Contents

A. PHYSICAL SECURITY REQUIREMENTS 3

1. Referenced Standards 3

2. Applicable Explosive Design Basis Threats 3

3. Applicable Security Countermeasures 4

4. Blast Mitigation Designs 5

4.1 Curtain Wall Design 5

4.2 Interior Hardening 8

GSA- Lobby Expansion & Security Enhancement Project

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A. PHYSICAL SECURITY REQUIREMENTS:

1. Referenced Standards:

• The Risk Management Process for Federal Facilities (RMP): An Interagency Security Committee Standard, 2nd Edition, November 2016.

• RMP Appendix A - The Design-Basis Threat Report (ISC Report), Dated 2019.

• RMP Appendix B - Countermeasures (ISC Report), Dated 2019.

• GSA Facilities Security Requirements for Explosive Devices Applicable to Facilities Security Level III and IV (GSA Interpretation of ISC Physical Security Committee Risk Management Process for Federal Facilities:

An Interagency Security Committed Standard - Appendix B: Countermeasures), 2nd Edition, December 21, 2018.

Per the SOW and respective ISC Criteria documents, the C. Clyde Atkins Courthouse has been identified as a Facility Security Level (FSL) IV facility. Although the existing building has not been designed/renovated to meet the FSL IV associated security requirements, the Lobby Expansion & Security Enhancements project will incorporate some security provisions associated with lobbies. The “ISC Risk Management Process for Federal Facilities” (ISC RMP) includes two appendices that were utilized throughout the design process; Appendix A – The Design-Basis Threat Report, and Appendix B – Countermeasures.

2. Applicable Explosive Design Basis Threats:

The applicable design basis explosive threats (from the “ISC Risk Management Process for Federal Facilities” (ISC RMP), Appendix A – The Design-Basis Threat Report) for the lobby expansion and security enhancements project include:

• Unscreened VBIED

• Screened VBIED

• Internal PBIED

• External PBIED

• Suicide/Homicide – External

• Suicide/Homicide – Internal

Based on the project SOW and security coordination meetings with USMS and the Court’s representatives on 11/13/2019 and 12/19/2019, the only applicable explosive threats that will be considered as part of the Lobby Expansion & Security Enhancement project are the Unscreened VBIED, Screened VBIED, and Suicide/Homicide – Internal threats.

Unscreened VBIED – This threat represents a vehicle-borne improvised explosive device (VBIED) located in any legal parking spaces, prior to screening. The ISC RMP Appendix A specifies this threat as a parked vehicle that is remotely detonated. However, due to the observed behavior of vehicles traveling along adjacent roadways, in which it is not uncommon for drivers to stop their vehicles for significant periods of time, the unscreened VBIED threat was considered at the barrier line along NE 3rd Street. See Figure 1 for the location of this DBT in relation to the Lobby Expansion project.

GSA- Lobby Expansion & Security Enhancement Project

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Figure 1- VBIED Threat Locations

Screened VBIED – This threat represents a vehicle-borne improvised explosive device (VBIED) that is concealed in a sealed void space within a vehicle that is subject to a physical inspection. This threat is considered legally parked in controlled parking areas and loading docks per the ISC-DBT document. There is no nearby above grade screened vehicle parking and therefore, this threat is not applicable to the design of this project.

Suicide/Homicide - Internal – This threat represents a suicide vest improvised explosive device attached to the attacker’s chest. The threat can be detonated remotely or by the individual wearing the device. The threat is considered in the pre-screening/public portions of the building lobby at the closest point to a target that a suicidal adversary can stand, considering any architectural features or security operational procedures that provide separation. The device may also contain enhancements that result in added shrapnel.

3. Applicable Security Countermeasures:

The applicable security countermeasures (from the “ISC Risk Management Process for Federal Facilities” (ISC RMP), Appendix B – Countermeasures) for the lobby expansion and security enhancements project include:

• Countermeasure 16: Blast Resistance-Windows – A two-story blast resistant curtain wall will be constructed to enclose the new lobby space within the footprint of the existing building. The two-story curtain wall glazing will be designed to achieve a Low Hazard rating per ASTM 1642 due to the computed blast loads whereas the curtain wall framing members will be designed to achieve Heavy Damage per ASCE 59. Curtain wall attachments to the respective structural elements will be designed for the corresponding blast reaction forces.

• Countermeasure 24: Isolated Ventilation Systems – A separate isolated HVAC system will be provided for the new lobby.

• Countermeasure 39: Occupant Screening – X-rays and metal detectors will be provided in the new lobby arrangement to screen all occupants that do not possess an acceptable ID for the facility.

• Countermeasure 40: Visitor Screening – X-rays and metal detectors will be provided in the new lobby arrangement to screen visitors before entering the facility.

GSA- Lobby Expansion & Security Enhancement Project

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• Countermeasure 41: Ballistic Protection at Screening Location – A ballistic resistant guard desk (UL 752 Level 3) will be provided in the new lobby adjacent to the screening/x-ray machines.

• Countermeasure 42: Lobby Queuing – Queuing will be minimized by creating separate flow patterns for visitors and employees.

• Countermeasure 45: Entrance Co-location – Separate flow patterns will be established for visitors and employees.

• Countermeasure 46: Perimeter Doors & Door Locks – New exterior doors at the lobby will incorporate non-removable hinges and high-security mechanical or electronic locks.

• Countermeasure 57: Blast Resistance-Interior Public Spaces – Interior hardening of interior structural and non-structural walls, slabs, and beams is not identified in the project SOW and project scope; however, structural hardening methods have been presented herein to protect the columns in areas accessible to unscreened persons. Additionally, window film will be applied to existing interior windows around the lobby which boarder occupied spaces as a blast hazard mitigation measure.

4. Blast Mitigation Designs:

4.1 Curtain Wall Design:

As indicated in Countermeasure 16: Blast Resistance - Windows, the new curtain wall system will be designed for both the computed blast loads as well as the necessary hurricane impact requirements. The computed blast loads based on a 100ft standoff to the barriers along NE 3rd St (as shown in Figure 1) are approximately 10psi and 60psi-ms. In order for the curtain wall framing to meet the applicable wind and blast performance criteria, steel shapes/plates will be incorporated into the mullion extrusions as reinforcement. The curtain wall mullions will be reinforced similarly to what is shown in Figure 2, with the mullions at the door jambs containing more reinforcement than the typical curtain wall members. The additional stiffness provided by these supplemental framing members will ensure that the framing system achieves the Heavy Damage response limits specified in ASCE 59. Additionally, this reinforcement is also needed to limit deflection of the glazing system under extreme wind loading scenarios.

Figure 2- Basis-of-Design Reinforced Curtain Wall Mullion System (Left – Typical, Right – Door Jamb)

The curtain wall framing will free span approximately 28ft from the existing ground floor structure to the underside of the level 3 structure. Although the curtain wall extrusions and glazing itself will stop at the underside of the precast panels suspended from level 3, the internal steel reinforcement will extend up through the top of the curtain wall to the underside of the level 3 slab. At the ground floor level, the curtain wall framing will sit on top of a concrete curb which will be designed to receive the blast forces from the curtain wall framing. Figure 3 and Figure 4 below schematically show the initial designs of the curtain wall framing system, with the structural design of the concrete curb shown in Figure 5. Figure

GSA- Lobby Expansion & Security Enhancement Project

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3 displays the locations of the reinforced mullions (typical shown in red, jamb conditions shown in orange) within the extents of the proposed curtain wall (shown in blue); Figure 4 displays an elevation of the framing system with the steel reinforcement (typical shown in red, door jamb conditions shown in orange) spanning between structural levels. All curtain wall attachments to the respective structural elements will be designed for the corresponding blast reaction forces.

The glazing within the curtain wall system will be designed to achieve a Low Hazard rating per ASTM 1642 due to design blast loads as well as meet the large/small hurricane impact requirements. The basis-of-design glazing layup to be used for the curtain wall can be seen in Figure 66.

Figure 3- Curtain Wall Framing System (Plan View)

GSA- Lobby Expansion & Security Enhancement Project

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Figure 4- Curtain Wall Framing System (Elevation View)

Figure 5- Concrete Curb Design

GSA- Lobby Expansion & Security Enhancement Project

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Figure 6- Basis-of-Design Curtain Wall Glazing Layup

Although the curtain wall glazing stops at the existing soffit, hurricane impact and blast requirements extend to the underside of the level 3 slab. In order to form a complete blast envelope behind the precast facade at this location, 14-gauge steel plates will span between the mullion reinforcement. Horizontal struts will be provided behind these plates, also spanning between the mullion reinforcement, to stiffen the system such that the desired blast performance criteria is met. In addition to being blast resistant, this infill framing will be designed to withstand the same hurricane impact requirements as the rest of the curtain wall. Figure 7 shows a section through the top of the curtain wall, schematically detailing the steel plates (shown in red) and the horizontal struts (shown in blue).

Figure 7- Curtain Wall Infill Framing (Section View)

4.2 Interior Hardening:

As indicated in Countermeasure 57: Blast Resistance – Interior Public Spaces, hardening of interior structural and non-structural walls, slabs, and beams is not identified in the project SOW and project scope; however, based on discussions with GSA and USMS stakeholders, some interior hardening/blast mitigation measures have been

GSA- Lobby Expansion & Security Enhancement Project

Do not remove this notice. Properly destroy documents when no longer needed Page | 9 presented herein. These interior hardening/blast mitigation measures do not fully address the requirements of Countermeasure 57 but do address some of the more critical lobby elements. Specifically, the columns located in the lobby were analyzed against the internal suicide/homicide threat. It was determined that the two columns within public portion of the lobby will require steel jackets (see Figure 88, Figure 99, and Figure 10) in order to withstand this threat, however, no modifications are required for the balance of the columns located within the secure portion of the lobby.

Figure 8-Typical Column Jacketing Detail

Additionally, although the existing interior walls and windows around the lobby will not be hardened/design for the interior explosive threats, a daylight applied (i.e. not mechanically attached) film will be applied to the interior surface of the glass in the existing windows/storefront surrounding the lobby. This film application will not provide a specified blast resistance, nor make the existing window system blast resistant; however it will provide glass debris mitigation in the event of an internal explosion. While this does not meet the requirements specified within Appendix B of the ISC RMP, it will provide an additional level of protection to building occupants in a blast event relative to the existing storefront condition. The window film shall have the following minimum properties:

• Film composite strength and elongation rate measured at a strain rate not exceeding 50% per minute shall not be less than the following:

• Yield strength: 12,000 psi

• Elongation at yield: 3%

• Longitudinal tensile strength: 22,000 psi

• Traverse tensile strength: 25,000 psi

• Longitudinal elongation at break: 90%

• Traverse elongation at break: 75%

The locations of the required window film application (shown in blue) can be seen in Figure 9.

GSA- Lobby Expansion & Security Enhancement Project

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Figure 9- Extents of Interior Hardening (Level 1)

Figure 10- Extents of Interior Hardening (Level 2)

AT/FP Calculations

Prepared For

US General Services Administration

GSA Project No: N1891438

Prepared By

Thornton Tomasetti Inc.

2001 K Street NW

Suite 600 North

Washington, DC 20006

+1.202.580.6300 www.ThorntonTomasetti.com

December 1, 2020 – Bid Set

AT/FP Calculations – Bid Set July 7, 2020

TABLE OF CONTENTS

Blast Load Determination………….………………………………………………………………………..3

Curtain Wall Analysis – Mullions…………………………………………………………………………..6

Curtain Wall Analysis – Glazing…………………………………………………………………………...20

Curtain Wall Analysis – Soffit Enclosure………………………………………………………………...30

Column Analysis……………………………………………………………………………………………..33

PROJECT

BY

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DATE

SUBJECT

PAGE OF

Thornton Tomasetti 3

Clyde Atkins

RNW 10/12/2020

AT/FP Calculations Blast Load Determination

Blast Load Determination

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DATE

SUBJECT

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Thornton Tomasetti 4

Clyde Atkins

RNW 10/12/2020

AT/FP Calculations Blast Load Determination

KEY:

BUILDING

EXTENTS

PROPOSED

CURTAINWALL

LEGAL

PARKING

DBT LOCATION

100'-0"

Blast Load Determination

Design Basis Threat:

Standoff = 100'-0" Pressure = 10 psi Impulse = 60 psi-ms

Note: Due to the observed behavior of vehicles stopping along 3rd Street, the DBT was conservatively taken along the barrier line at this location rather than from a legal parking space as directed in the ISC RMP.

UNCLASSIFIED

ConWep 2.2.1.0 Mon Mar 30 05:27:29 PM

Aboveground Airblast Hemispherical Surface Burst Charge weight ........................................ XX Range to target ...................................... 100 feet

Peak incident overpressure .................... 3.787 psi Normally reflected pressure ................... 8.358 psi Time of arrival ........................................ 57.99 msec Positive phase duration .......................... 18.96 msec Incident impulse ..................................... 29.24 psi-msec Reflected impulse ................................... 58.59 psi-msec Shock front velocity ................................ 1233 feet/sec Peak dynamic pressure .......................... 0.335 psi Peak particle velocity .............................. 185.7 feet/sec Shock density ......................................... 0.09004 lb/cubic foot Specific heat ratio ................................... 1.4 lb/cubic foot

Decay coefficient α (msec), where

P(t)=Pso*[1-(t-ta)/to]*exp[-(t-ta)/α] ............ 29.14 lb/cubic foot

CHECKED BY

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Thornton Tomasetti 6

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AT/FP Calculations Curtain Wall Analysis - Mullions

Curtain Wall Analysis - Mullions

CHECKED BY

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DATE

SUBJECT

PAGE OF

Thornton Tomasetti 7

11 1/4"

4"

Clyde Atkins

RNW 10/12/2020

AT/FP Calculations Curtain Wall Analysis - Mullions

Curtain Wall Analysis - Typical Mullions

Design Inputs:

Mullion Length = 28'-0" Tributary Width = 3'-4 1/2" Additional Mass = 9 psf Boundary Conditions = Simply Supported

Mullion Cross-Section:

Reinforcement:

C8x18.75 Steel Channel

Level 3 Slab

Top of Curtain Wall/ Existing Soffit

Precast Facade

Level 1 Slab/ Concrete Curb

Mullion w/ Steel Reinforcement

2'-3" 4'-6"

28'-0"

Legend:

Typical Mullion Door Jamb Mullion

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Thornton Tomasetti 8

11 1/4"

4"

Clyde Atkins

RNW 10/12/2020

AT/FP Calculations Curtain Wall Analysis - Mullions

Curtain Wall Analysis - Typical Mullions

Design Inputs:

Mullion Length = 28'-0" Tributary Width = 6'-9" Additional Mass = 9 psf Boundary Conditions = Simply Supported

Mullion Cross-Section:

Reinforcement:

8.5"x1.75" Steel Plate

Level 3 Slab

Top of Curtain Wall/ Existing Soffit

Precast Facade

Level 1 Slab/ Concrete Curb

Mullion w/ Steel Reinforcement

2'-3" 4'-6"

28'-0"

Legend:

Typical Mullion Door Jamb Mullion

PROJECT: Clyde Atkins SUBJECT: Mullion Design

BY: RNW DATE: 9/30/2020

CK'D BY: DATE:

Physical Security Vertical Mullions (Typical - Section M3)

Section Transformation: ≔nI =――― 29000 ksi

10000 ksi

2.9 ≔nA =―――

490 pcf

168 pcf 2.92

≔nS =―― 36 ksi

25 ksi

1.44 ≔nZ =nS 1.44

Aluminum Properties:

Area:

(Calculated)

≔AAl =-(( ⋅11.25 in 4 in)) (( ⋅10.75 in 3.75 in)) 4.69 in2 (calculated from approx. dims. below)

Moment of Inertia:

(Given)

≔IAl 91.852 in4

Elastic Section Modulus:

(Given)

≔SAl 17.615 in3

Plastic Section Modulus:

(Calculated)

The plastic section modulus of the aluminum extrusion will be scaled from the provided elastic section modulus. The scale factor will be determined by calculating estimated section properties from approximate dimensions of the mullion extrusion.

Approx. Dimensions: ≔b 4 in ≔d 11.25 in

≔b1 3.75 in ≔d1 10.75 in

Approx. Elastic Section Modulus:

≔Sapprox =――――― -⋅b d3 ⋅b1 d1

⋅6 d

15.36 in3

Approx. Plastic Section Modulus:

≔Zapprox =-―― ⋅b d2

⋅b1 d1

18.22 in3

Scale Factor: ≔Scale =―― Zapprox

Sapprox

1.19

Actual Plastic Section Modulus:

≔ZAl =⋅SAl Scale 20.9 in3

Steel Properties: (Steel Section = C8x18.75)

Area: ≔ASt =5.51 in2 5.51 in2

Moment of Inertia: ≔ISt 44.0 in4

Elastic Section Modulus: ≔SSt 11.0 in3

Plastic Section Modulus: ≔ZSt =13.9 in3 13.9 in3

Combined/Transformed Section Properties:

Area: ≔AM3 =+AAl ⋅nA ASt 20.76 in2

Moment of Inertia: ≔IM3 =+IAl ⋅nI ISt 219.45 in4

Elastic Section Modulus: ≔SM3 =+SAl ⋅nS SSt 33.46 in3 Section M3

Plastic Section Modulus: ≔ZM3 =+ZAl ⋅nZ ZSt 40.92 in3

CK'D BY: DATE:

Physical Security Vertical Mullions (Door Jamb - Section w/ Modified Reinf.)

Section Transformation: ≔nI =――― 29000 ksi

10000 ksi

2.9 ≔nA =―――

490 pcf

168 pcf 2.92

≔nS =―― 36 ksi

25 ksi

1.44 ≔nZ =nS 1.44

Aluminum Properties:

Area:

(Calculated)

≔AAl =-(( ⋅11.25 in 4 in)) (( ⋅10.75 in 3.75 in)) 4.69 in2 (calculated from approx. dims. below)

Moment of Inertia:

(Given)

≔IAl 91.852 in4

Elastic Section Modulus:

(Given)

≔SAl 17.615 in3

Plastic Section Modulus:

(Calculated)

The plastic section modulus of the aluminum extrusion will be scaled from the provided elastic section modulus. The scale factor will be determined by calculating estimated section properties from approximate dimensions of the mullion extrusion.

Approx. Dimensions: ≔b 4 in ≔d 11.25 in

≔b1 3.75 in ≔d1 10.75 in

Approx. Elastic Section Modulus:

≔Sapprox =――――― -⋅b d3 ⋅b1 d1

⋅6 d

15.36 in3

Approx. Plastic Section Modulus:

≔Zapprox =-―― ⋅b d2

⋅b1 d1

18.22 in3

Scale Factor: ≔Scale =―― Zapprox

Sapprox

1.19

Actual Plastic Section Modulus:

≔ZAl =⋅SAl Scale 20.9 in3

Steel Properties: (Steel Section = 8.5"x1.75" Plate)

Area: ≔ASt =⋅1.75 in 8.5 in 14.88 in2

Moment of Inertia: ≔ISt =÷⋅1.75 in ((8.5 in))

12 89.56 in4

Elastic Section Modulus: ≔SSt =÷⋅1.75 in ((8.5 in))

6 21.07 in3

Plastic Section Modulus: ≔ZSt =÷⋅1.75 in ((8.5 in))

4 31.61 in3

Combined/Transformed Section Properties:

Area: ≔Ajamb =+AAl ⋅nA ASt 48.07 in2

Moment of Inertia: ≔Ijamb =+IAl ⋅nI ISt 351.58 in4

Elastic Section Modulus: ≔Sjamb =+SAl ⋅nS SSt 47.96 in3 Section w/ Modified Reinf.

Plastic Section Modulus: ≔Zjamb =+ZAl ⋅nZ ZSt 66.42 in3

CK'D BY: DATE:

Physical Security Horizontal Mullions (At Concrete Curb Sill)

Aluminum Properties:

Approx. Dimensions: ≔b 3 in ≔d 7.21875 in

≔b1 2.75 in ≔d1 6.96875 in

Area:

(Calculated)

≔AHoriz =-(( ⋅11.25 in 4 in)) (( ⋅10.75 in 3.75 in)) 4.69 in2

Moment of Inertia:

(Calculated)

≔IHoriz =――――― -⋅b d3 ⋅b1 d1

16.49 in4

Elastic Section Modulus:

(Calculated)

≔SHoriz =――――― -⋅b d3 ⋅b1 d1

⋅6 d

4.57 in3

Plastic Section Modulus:

(Calculated)

≔ZHoriz =-―― ⋅b d2

⋅b1 d1

5.7 in3

Tributary Width:

Long Span (4'-6"): ≔L =+4 ft 6 in 54 in

≔wequiv. =― L

13.5 in

Short Span (2'-3"): ≔L =+2 ft 3 in 27 in

≔wequiv. =― L

6.75 in

CK'D BY: DATE:

Components and Cladding Wind Deflection: Vertical Mullion (Section M3)

Design Wind Pressure: ≔p 94 psf (Worst-case Components and Cladding wind loads obtained from structural drawings)

Strength Check for Wind:

Max. Trib. Width: ≔wtrib =+⋅―

54 in ⋅―

27 in 40.5 in

Unbraced Length: ≔L 28 ft

Maximum Moment: ≔Mu =―――― ⋅⎛⎝ ⋅p wtrib⎞⎠ L2

31.09 ⋅kip ft

Mullion Properties:

Moment of Inertia: ≔Ix =IM3 219.45 in4

Elastic Section Modulus: ≔Sx =SM3 33.46 in3

Moment Capacity: ≔ϕMn =⋅⋅0.9 Sx ((25 ksi)) 62.73 ⋅kip ft

CK'D BY: DATE:

Deflection Check for Wind:

Allow. Deflection: ≔Δallow =+―― L

0.25 in 1.65 in

Max. Deflection: ≔Δmax =―――――― ⋅⋅5 ⎛⎝ ⋅⋅0.6 p wtrib⎞⎠ L4

⋅⋅384 ((10000 ksi)) Ix

1.2 in

CK'D BY: DATE:

Components and Cladding Wind Deflection: Vertical Mullion (Modified Reinf.)

Design Wind Pressure: ≔p 94 psf (Worst-case Components and Cladding wind loads obtained from structural drawings)

Strength Check for Wind:

Max. Trib. Width: ≔wtrib =++⋅―

54 in 27 in ⋅―

54 in 81 in

Unbraced Length: ≔L 28 ft

Maximum Moment: ≔Mu =―――― ⋅⎛⎝ ⋅p wtrib⎞⎠ L2

62.18 ⋅kip ft

Mullion Properties:

Moment of Inertia: ≔Ix =Ijamb 351.58 in4

Elastic Section Modulus: ≔Sx =Sjamb 47.96 in3

Moment Capacity: ≔ϕMn =⋅⋅0.9 Sx ((25 ksi)) 89.93 ⋅kip ft

CK'D BY: DATE:

Deflection Check for Wind:

Allow. Deflection: ≔Δallow =+―― L

0.25 in 1.65 in

Max. Deflection: ≔Δmax =―――――― ⋅⋅5 ⎛⎝ ⋅⋅0.6 p wtrib⎞⎠ L4

⋅⋅384 ((10000 ksi)) Ix

1.5 in

CK'D BY: DATE:

Blast Analysis: Vertical Mullion (Typical)

Blast Loads: ≔P 10 psi

≔I ⋅60 psi ms

Performance Requirements:

(FSL IV, Glazing System Framing)

≔μreq 7

≔θreq 6 deg

The span length in this analysis accounts for the height of the curb at the base of the mullions.

CK'D BY: DATE:

Blast Analysis: Vertical Mullion (Door Jamb)

Blast Loads: ≔P 10 psi

≔I ⋅60 psi ms

Performance Requirements:

(FSL IV, Glazing System Framing)

≔μreq 7

≔θreq 6 deg

The span length in this analysis accounts for the height of the curb at the base of the mullions.

CK'D BY: DATE:

Blast Analysis: Horizontal Mullion (Long Span)

Blast Loads: ≔P 10 psi

≔I ⋅60 psi ms

Performance Requirements:

(FSL IV, Glazing System Framing)

≔μreq 7

≔θreq 6 deg

This analysis was performed to determine the horizontal mullion reactions at the base of the curtain wall and does not represent the worst-case flexural analysis for this member.

CK'D BY: DATE:

Blast Analysis: Horizontal Mullion (Short Span)

Blast Loads: ≔P 10 psi

≔I ⋅60 psi ms

Performance Requirements:

(FSL IV, Glazing System Framing)

≔μreq 7

≔θreq 6 deg

This analysis was performed to determine the horizontal mullion reactions at the base of the curtain wall and does not represent the worst-case flexural analysis for this member.

CHECKED BY

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AT/FP Calculations Curtain Wall Analysis - Glazing

Curtain Wall Analysis - Glazing

CHECKED BY

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DATE

SUBJECT

PAGE OF

Thornton Tomasetti 21

Clyde Atkins

RNW 10/12/2020

AT/FP Calculations Curtain Wall Analysis - Glazing

Curtain Wall Analysis - Glazing

Design Inputs:

Glazing Heights = 3'-6", 11'-6" Glazing Widths = 4'-6", 2'-3" Glazing Bite = 1" Edge Conditions = Four-Side Supported Silicone Depth = 1/4"

Glazing Layup:

Level 3 Slab

Top of Curtain Wall/ Existing Soffit

Precast Facade

Level 1 Slab/ Concrete Curb

Mullion w/ Steel Reinforcement

2'-3"4'-6"

11'-6" 11'-6"

3'-6"(1) (2)

(3) (4)

WINGARD PE 5.5.1 (WINdow Glazing Analysis Response and Design) - AUGUST 2008

Window System = Lobby Curtainwall 1

Run Date = 9/30/2020 Time = 14:52: 4

WINDOW INPUT

Height = 42.00 in

Width = 27.00 in

Height above floor = 96.00 in

Height to center of window = 117.00 in

Specified Bite = 1.00 in

Opening Area = 1134.00 sq in

Percent Critical Damping = 2.00 %

Wet-Glazed on all Four Edges

Silicone depth = 0.25 in

Silicone strength = 350.00 psi

GLAZING PROPERTIES

STATISTICAL GLASS PARAMETERS

Property | Coef. | Static Design | Dynamic Design |

Name | Variation | (Pf) | psi | (Pf) | psi |

Heat Strengthened - 500| 0.150 | 1.0 | 7600.0 | 500.0 | 14166.8 |

GLASS

Property | Modulus | Poisson | Density |Max. Defl.|Ductility| Stress |

Name | ksi | Ratio | pcf |(F*thick) | Factor | psi |

Heat Strengthened - 500| 10000. | 0.22 | 155.520 | 10.0 | 1.00 | 14166.8 |

LAMINATE AND FILM

Property | Modulus | Poisson | Density | Strength | Elong. |

Name | ksi | Ratio | pcf | psi |at Break |

PVB (Elastic-Plastic) | 50. | 0.47 | 65.664 | 3000.0 | 2.05 |

GLAZING LAYUP (BEGINS AT INSIDE FACE)

Pane | Plate | Layer |Property |Thickness| Weight | Lam |

No. | No. | No. |Name | in | lb | psf | Factor |

1 | 1 | 1 |Heat Strengthened - 500| 0.219 | 22.35 | 2.838 | 0.73 |

1 | 1 | 2 |PVB (Elastic-Plastic) | 0.090 | 3.88 | 0.492 |

1 | 1 | 3 |Heat Strengthened - 500| 0.219 | 22.35 | 2.838 |

| 2 | 1 |Airgap | 0.500 | | |

2 | 3 | 1 |Heat Strengthened - 500| 0.219 | 22.35 | 2.838 | 1.00 |

| 1.247 | 70.93 | 9.007 |

AIRBLAST INPUT

Method = Pressure and Time

Time of arrival = 0.00 msec

Pressure = 10.00 psi Input

Positive load ends at = 12.00 msec

CALCULATED PARAMETERS (BEGINS AT INSIDE FACE)

Pane | Ultimate | Ultimate | Effective | Maximum | Average | Natural |

No. | Resistance | Deflection | Mass | Stiffness | Stiffness | Period |

| psi | in | psi-msec^2| psi/in | psi/in | msec |

1 | 10.74 | 5.03 | 81.568 | 32.030 | 24.010 | 11.58 |

2 | 4.24 | 0.82 | 37.528 | 9.891 | 3.773 | 19.82 |

PEAK EDGE SHEAR GLAZING REACTION LOADS (DYNAMIC)

| Corner | Edge | Total | Avg |

Direction | | Long | Short | Long | Short | Long | Short |

| lb | lb | lb | lb | lb | lb/in | lb/in |

Inward | -727.3 | 4991. | 2962. | 4263. | 2235. | 101.5 | 82.8 |

Outward | 0.1 | -850. | -445. | -849. | -445. | -20.2 | -16.5 |

In-plane | 5844. | 1766. | 139.1 | 65.4 |

RESULTS

Plate 1, Layer 1, Fails at Time = 4.15 msec

Plate 1, Layer 3, Fails at Time = 6.32 msec

Plate 3, Layer 1, Fails at Time = 6.95 msec

Pane 2 Failure

Displacement at Failure = 0.81 in

Velocity at Failure = 181.52 in/sec

Contact First Occurs at Time = 19.45 msec

Pane 1 Does Not Fail

Maximum Displacement = 2.67 in

Time at Maximum Displacement = 17.53 msec

Calculation Ends at Time = 112.80 msec

* GSA PERFORMANCE CONDITION 2 | UK HAZARD RATING = BREAKS SAFELY *

* Note: The current implementation for analysis of wet-glazed systems is *

* preliminary, and has not been tested or validated significantly. *

* This option should be used with great care. *

* Note: Non-default glass properties are used *

* Note: This report was produced using WINGARD PE. The developers of *

* this software (GSA and Applied Research Associates,Inc.) highly *

* recommend that all blast-resistant and hazard-mitigating window *

* designs and analyses be performed by trained and qualified blast *

* analysts. The use of this software and all results are controlled *

* by the software license agreement and associated disclaimers. *

Window System = Lobby Curtainwall 2

Run Date = 9/30/2020 Time = 14:52: 5

WINDOW INPUT

Height = 42.00 in

Width = 54.00 in

Height above floor = 96.00 in

Height to center of window = 117.00 in

Specified Bite = 1.00 in

Opening Area = 2268.00 sq in

Percent Critical Damping = 2.00 %

Wet-Glazed on all Four Edges

Silicone depth = 0.25 in

Silicone strength = 350.00 psi

GLAZING PROPERTIES

STATISTICAL GLASS PARAMETERS

Property | Coef. | Static Design | Dynamic Design |

Name | Variation | (Pf) | psi | (Pf) | psi |

Heat Strengthened - 500| 0.150 | 1.0 | 7600.0 | 500.0 | 14166.8 |

GLASS

Property | Modulus | Poisson | Density |Max. Defl.|Ductility| Stress |

Name | ksi | Ratio | pcf |(F*thick) | Factor | psi |

Heat Strengthened - 500| 10000. | 0.22 | 155.520 | 10.0 | 1.00 | 14166.8 |

LAMINATE AND FILM

Property | Modulus | Poisson | Density | Strength | Elong. |

Name | ksi | Ratio | pcf | psi |at Break |

PVB (Elastic-Plastic) | 50. | 0.47 | 65.664 | 3000.0 | 2.05 |

GLAZING LAYUP (BEGINS AT INSIDE FACE)

Pane | Plate | Layer |Property |Thickness| Weight | Lam |

No. | No. | No. |Name | in | lb | psf | Factor |

1 | 1 | 1 |Heat Strengthened - 500| 0.219 | 44.70 | 2.838 | 0.79 |

1 | 1 | 2 |PVB (Elastic-Plastic) | 0.090 | 7.76 | 0.492 |

1 | 1 | 3 |Heat Strengthened - 500| 0.219 | 44.70 | 2.838 |

| 2 | 1 |Airgap | 0.500 | | |

2 | 3 | 1 |Heat Strengthened - 500| 0.219 | 44.70 | 2.838 | 1.00 |

| 1.247 | 141.86 | 9.007 |

AIRBLAST INPUT

Method = Pressure and Time

Time of arrival = 0.00 msec

Pressure = 10.00 psi Input

Positive load ends at = 12.00 msec

CALCULATED PARAMETERS (BEGINS AT INSIDE FACE)

Pane | Ultimate | Ultimate | Effective | Maximum | Average | Natural |

No. | Resistance | Deflection | Mass | Stiffness | Stiffness | Period |

| psi | in | psi-msec^2| psi/in | psi/in | msec |

1 | 9.14 | 8.16 | 79.210 | 13.680 | 7.044 | 21.07 |

2 | 2.20 | 1.17 | 36.443 | 4.182 | 1.267 | 33.69 |

Direction | | Long | Short | Long | Short | Long | Short |

| lb | lb | lb | lb | lb | lb/in | lb/in |

Inward | -1164.2 | 6739. | 5010. | 5574. | 3846. | 103.2 | 91.6 |

Outward | 0.1 | -982. | -677. | -982. | -677. | -18.2 | -16.1 |

In-plane | 5733. | 3287. | 106.2 | 78.3 |

RESULTS

Plate 1, Layer 1, Fails at Time = 5.47 msec

Plate 3, Layer 1, Fails at Time = 6.54 msec

Pane 2 Failure

Displacement at Failure = 1.17 in

Velocity at Failure = 305.96 in/sec

Plate 1, Layer 3, Fails at Time = 7.16 msec

Contact First Occurs at Time = 19.83 msec

Pane 1 Does Not Fail

Maximum Displacement = 4.91 in

Time at Maximum Displacement = 22.44 msec

Calculation Ends at Time = 170.09 msec

* GSA PERFORMANCE CONDITION 2 | UK HAZARD RATING = BREAKS SAFELY *

* Note: The current implementation for analysis of wet-glazed systems is *

* preliminary, and has not been tested or validated significantly. *

* This option should be used with great care. *

* Note: Non-default glass properties are used *

* Note: This report was produced using WINGARD PE. The developers of *

* this software (GSA and Applied Research Associates,Inc.) highly *

* recommend that all blast-resistant and hazard-mitigating window *

* designs and analyses be performed by trained and qualified blast *

* analysts. The use of this software and all results are controlled *

* by the software license agreement and associated disclaimers. *

Window System = Lobby Curtainwall 3

Run Date = 9/30/2020 Time = 14:52: 5

WINDOW INPUT

Height = 138.00 in

Width = 27.00 in

Height above floor = 138.00 in

Height to center of window = 207.00 in

Specified Bite = 1.00 in

Opening Area = 3726.00 sq in

Percent Critical Damping = 2.00 %

Wet-Glazed on all Four Edges

Silicone depth = 0.25 in

Silicone strength = 350.00 psi

GLAZING PROPERTIES

STATISTICAL GLASS PARAMETERS

Property | Coef. | Static Design | Dynamic Design |

Name | Variation | (Pf) | psi | (Pf) | psi |

Heat Strengthened - 500| 0.150 | 1.0 | 7600.0 | 500.0 | 14166.8 |

GLASS

Property | Modulus | Poisson | Density |Max. Defl.|Ductility| Stress |

Name | ksi | Ratio | pcf |(F*thick) | Factor | psi |

Heat Strengthened - 500| 10000. | 0.22 | 155.520 | 10.0 | 1.00 | 14166.8 |

LAMINATE AND FILM

Property | Modulus | Poisson | Density | Strength | Elong. |

Name | ksi | Ratio | pcf | psi |at Break |

PVB (Elastic-Plastic) | 50. | 0.47 | 65.664 | 3000.0 | 2.05 |

GLAZING LAYUP (BEGINS AT INSIDE FACE)

Pane | Plate | Layer |Property |Thickness| Weight | Lam |

No. | No. | No. |Name | in | lb | psf | Factor |

1 | 1 | 1 |Heat Strengthened - 500| 0.219 | 73.44 | 2.838 | 0.73 |

1 | 1 | 2 |PVB (Elastic-Plastic) | 0.090 | 12.74 | 0.492 |

1 | 1 | 3 |Heat Strengthened - 500| 0.219 | 73.44 | 2.838 |

| 2 | 1 |Airgap | 0.500 | | |

2 | 3 | 1 |Heat Strengthened - 500| 0.219 | 73.44 | 2.838 | 1.00 |

| 1.247 | 233.06 | 9.007 |

AIRBLAST INPUT

Method = Pressure and Time

Time of arrival = 0.00 msec

Pressure = 10.00 psi Input

Positive load ends at = 12.00 msec

CALCULATED PARAMETERS (BEGINS AT INSIDE FACE)

Pane | Ultimate | Ultimate | Effective | Maximum | Average | Natural |

No. | Resistance | Deflection | Mass | Stiffness | Stiffness | Period |

| psi | in | psi-msec^2| psi/in | psi/in | msec |

1 | 10.73 | 5.03 | 83.152 | 14.443 | 14.319 | 15.14 |

2 | 1.23 | 0.92 | 38.257 | 1.334 | 1.334 | 33.65 |

Direction | | Long | Short | Long | Short | Long | Short |

| lb | lb | lb | lb | lb | lb/in | lb/in |

Inward | -503.9 | 12630. | 1946. | 12126. | 1442. | 87.9 | 53.4 |

Outward | 0.1 | -5915. | -703. | -5915. | -703. | -42.9 | -26.1 |

In-plane | 34108. | 3136. | 247.2 | 116.2 |

RESULTS

Plate 1, Layer 1, Fails at Time = 4.07 msec

Plate 1, Layer 3, Fails at Time = 5.60 msec

Plate 3, Layer 1, Fails at Time = 6.00 msec

Pane 2 Failure

Displacement at Failure = 0.91 in

Velocity at Failure = 209.02 in/sec

Contact First Occurs at Time = 18.14 msec

Pane 1 Does Not Fail

Maximum Displacement = 3.56 in

Time at Maximum Displacement = 14.70 msec

Calculation Ends at Time = 169.60 msec

* GSA PERFORMANCE CONDITION 2 | UK HAZARD RATING = BREAKS SAFELY *

* Note: The current implementation for analysis of wet-glazed systems is *

* preliminary, and has not been tested or validated significantly. *

* This option should be used with great care. *

* Note: Non-default glass properties are used *

* Note: This report was produced using WINGARD PE. The developers of *

* this software (GSA and Applied Research Associates,Inc.) highly *

* recommend that all blast-resistant and hazard-mitigating window *

* designs and analyses be performed by trained and qualified blast *

* analysts. The use of this software and all results are controlled *

* by the software license agreement and associated disclaimers. *

Window System = Lobby Curtainwall 4

Run Date = 9/30/2020 Time = 14:52: 6

WINDOW INPUT

Height = 138.00 in

Width = 54.00 in

Height above floor = 138.00 in

Height to center of window = 207.00 in

Specified Bite = 1.00 in

Opening Area = 7452.00 sq in

Percent Critical Damping = 2.00 %

Wet-Glazed on all Four Edges

Silicone depth = 0.25 in

Silicone strength = 350.00 psi

GLAZING PROPERTIES

STATISTICAL GLASS PARAMETERS

Property | Coef. | Static Design | Dynamic Design |

Name | Variation | (Pf) | psi | (Pf) | psi |

Heat Strengthened - 500| 0.150 | 1.0 | 7600.0 | 500.0 | 14166.8 |

GLASS

Property | Modulus | Poisson | Density |Max. Defl.|Ductility| Stress |

Name | ksi | Ratio | pcf |(F*thick) | Factor | psi |

Heat Strengthened - 500| 10000. | 0.22 | 155.520 | 10.0 | 1.00 | 14166.8 |

LAMINATE AND FILM

Property | Modulus | Poisson | Density | Strength | Elong. |

Name | ksi | Ratio | pcf | psi |at Break |

PVB (Elastic-Plastic) | 50. | 0.47 | 65.664 | 3000.0 | 2.05 |

GLAZING LAYUP (BEGINS AT INSIDE FACE)

Pane | Plate | Layer |Property |Thickness| Weight | Lam |

No. | No. | No. |Name | in | lb | psf | Factor |

1 | 1 | 1 |Heat Strengthened - 500| 0.219 | 146.88 | 2.838 | 0.80 |

1 | 1 | 2 |PVB (Elastic-Plastic) | 0.090 | 25.49 | 0.492 |

1 | 1 | 3 |Heat Strengthened - 500| 0.219 | 146.88 | 2.838 |

| 2 | 1 |Airgap | 0.500 | | |

2 | 3 | 1 |Heat Strengthened - 500| 0.219 | 146.88 | 2.838 | 1.00 |

| 1.247 | 466.12 | 9.007 |

AIRBLAST INPUT

Method = Pressure and Time

Time of arrival = 0.00 msec

Pressure = 10.00 psi Input

Positive load ends at = 12.00 msec

CALCULATED PARAMETERS (BEGINS AT INSIDE FACE)

Pane | Ultimate | Ultimate | Effective | Maximum | Average | Natural |

No. | Resistance | Deflection | Mass | Stiffness | Stiffness | Period |

| psi | in | psi-msec^2| psi/in | psi/in | msec |

1 | 5.36 | 9.29 | 83.152 | 2.265 | 1.286 | 50.53 |

2 | 0.61 | 2.19 | 38.257 | 0.537 | 0.201 | 86.72 |

Direction | | Long | Short | Long | Short | Long | Short |

| lb | lb | lb | lb | lb | lb/in | lb/in |

Inward | -879.2 | 10242. | 3402. | 9363. | 2523. | 67.8 | 46.7 |

Outward | 0.1 | -7239. | -1951. | -7239. | -1951. | -52.5 | -36.1 |

In-plane | 31420. | 5779. | 227.7 | 107.0 |

RESULTS

Plate 1, Layer 1, Fails at Time = 7.50 msec

Plate 3, Layer 1, Fails at Time = 8.30 msec

Pane 2 Failure

Displacement at Failure = 2.19 in

Velocity at Failure = 526.82 in/sec

Contact First Occurs at Time = 9.71 msec

Plate 1, Layer 3, Fails at Time = 11.31 msec

Pane 1 Does Not Fail

Maximum Displacement = 6.83 in

Time at Maximum Displacement = 26.91 msec

Calculation Ends at Time = 428.27 msec

* GSA PERFORMANCE CONDITION 2 | UK HAZARD RATING = BREAKS SAFELY *

* Note: The current implementation for analysis of wet-glazed systems is *

* preliminary, and has not been tested or validated significantly. *

* This option should be used with great care. *

* Note: Non-default glass properties are used *

* Note: This report was produced using WINGARD PE. The developers of *

* this software (GSA and Applied Research Associates,Inc.) highly *

* recommend that all blast-resistant and hazard-mitigating window *

* designs and analyses be performed by trained and qualified blast *

* analysts. The use of this software and all results are controlled *

* by the software license agreement and associated disclaimers. *

CHECKED BY

DATE

DATE

SUBJECT

PAGE OF

Thornton Tomasetti 30

Clyde Atkins

RNW 10/12/2020

AT/FP Calculations Curtain Wall Analysis - Soffit Enclosure

Curtain Wall Analysis - Soffit Enclosure

CHECKED BY

DATE

DATE

SUBJECT

PAGE OF

Thornton Tomasetti 31

Clyde Atkins

RNW 10/12/2020

AT/FP Calculations Curtain Wall Analysis - Soffit Enclosure

Curtain Wall Analysis - Soffit Enclosure

Design Inputs:

Plate Span Length = 8" Plate Thickness = 14 Ga. = 0.078" Additional Mass = 0 psf Boundary Conditions = Fixed-Pinned

M

EXISTING PRECAST

JOIST BEYOND

EXISTING CONCRETE SLAB

EXTERIOR INTERIOR

CURTAIN WALL MULLION

WITH INTERNAL STEEL

REINF TO EXTEND TO

UNDERSIDE OF SLAB

L6X6X3/8X2'-0" LONG

CLIP WITH (4) 1/2" DIA

HILTI HY200 ADHESIVE

ANCHORS WITH

2 3/4" EMBED

6" 6" 6"

CONNECTION TO MULLION BY

CURTAIN WALL MANUFACTURER

EXISTING PRECAST PANEL

TYP

14GA GALV STEEL

PLATE TO MEET BLAST

REQUIREMENTS BY

CURTAIN WALL MANUF

NEW CFS FRAMING

AND SOFFIT TO MEET

WIND LOADS. G.C. TO

SUBMIT S&S SHOP

DRAWINGS AND

CALCULATIONS FOR

CFS CONNECTIONS

AND SHEATHING

EXISTING CEILING

CURTAIN WALL MANUF TO

PROVIDE HORIZ STRUTS TO

SUPPORT STEEL PLATES

Legend:

Steel Plate Curtain Wall

PROJECT: Clyde Atkins SUBJECT: Soffit Enclosure

CK'D BY: DATE:

Blast Analysis: Soffit Enclosure (Steel Plate)

Blast Loads: ≔P 10 psi

≔I ⋅60 psi ms

Performance Requirements:

(FSL IV, Steel Plate Bent About Weak Axis)

≔μreq 20

≔θreq 6 deg

The analysis was performed on a unit width basis (i.e. 1 ft.)

CHECKED BY

DATE

DATE

SUBJECT

PAGE OF

Thornton Tomasetti 33

Clyde Atkins

RNW 10/12/2020

AT/FP Calculations Column Analysis

Column Analysis

CHECKED BY

DATE

DATE

SUBJECT

PAGE OF

Thornton Tomasetti 34

NEW

UNSECURED

LOBBY

O

PE

N T

O A

BO

VE

SLO

PE

OPTION #3 - NEW

BLAST RATED STEEL JACKETS

AROUND EXISTING CONCRETE COLUM

NS

Clyde Atkins

RNW 10/12/2020

AT/FP Calculations Column Analysis

Column Analysis

The columns located in the unsecured portion of the lobby will require steel jackets as they are susceptible to a direct contact detonation and are expected to spall and breach.

This analysis is for the column located directly behind the security desk/screening station in the secured portion of the lobby. It was determined that a steel jacket was not necessary for this column.

NEW SECURED

LOBBY

CHECKED BY

DATE

DATE

SUBJECT

PAGE OF

Thornton Tomasetti 35

Clyde Atkins

RNW 10/12/2020

AT/FP Calculations Column Analysis

Column Analysis

Design Basis Threat:

Standoff = 3'-0" Pressure = 383 psi Impulse = 138 psi-ms

Note: Rather than using the peak loads associated with the DBT, equivalent uniform loads were used to account for the pressure and impulse distributing over the face of the column.

Due to the use of equivalent uniform loads, the larger standoff of 6' governed the analysis.

3'-0"

6'-0"

CHECKED BY

DATE

DATE

SUBJECT

PAGE OF

Thornton Tomasetti 36

Clyde Atkins

RNW 10/12/2020

AT/FP Calculations Column Analysis

Column Analysis

Design Inputs:

Exist. Concrete Strength = 4,000 psi Concrete SIF = 1.10 Concrete DIF = 1.19 Final Concrete Strength =5,236 psi

Exist. Steel Reinf. Strength = 60,000 psi Steel SIF = 1.10 Steel DIF = 1.17 Final Steel Reinf. Strength = 77,220 psi

Existing Design Information:

ConWep 2.2.1.0 Wed Apr 1 02:46:12 PM

Pressure Distribution on a Wall Charge weight ........................................ XX Standoff distance from target ................. 3 feet

Peak pressure ........................................ 1.073e+04 psi at X = ..................................................... 0 feet Y = ...................................................... 0 feet Minimum pressure .................................. 23.27 psi at X = ..................................................... -1.5 feet Y = ...................................................... 23.5 feet Peak impulse .......................................... 1584 psi-msec at X = ..................................................... 0 feet Y = ...................................................... 0 feet Average impulse .................................... 184.1 psi-msec

Equivalent uniform load Supports fixed top/bottom Equivalent uniform peak pressure .......... 522.4 psi Equivalent uniform impulse .................... 125 psi-msec Decay coefficient of equivalent uniform pressure, α .............................. 4.179 psi-msec

Scenario 1: Shorter Standoff

Standoff distance from target ................. 3 feet

Peak pressure ........................................ 1.073e+04 psi at X = ..................................................... 0 feet Y = ...................................................... 0 feet Minimum pressure .................................. 23.27 psi at X = ..................................................... -1.5 feet Y = ...................................................... 23.5 feet Peak impulse .......................................... 1584 psi-msec at X = ..................................................... 0 feet Y = ...................................................... 0 feet Average impulse .................................... 184.1 psi-msec

Equivalent uniform load Supports fixed top/bottom Equivalent uniform peak pressure .......... 522.4 psi Equivalent uniform impulse .................... 125 psi-msec

XX XX

ConWep 2.2.1.0 Wed Apr 1 04:11:20 PM

Standoff distance from target ................. 6 feet

Peak pressure ........................................ 2830 psi at X = ..................................................... 0 feet Y = ...................................................... 0 feet Minimum pressure .................................. 24.06 psi at X = ..................................................... -1.5 feet Y = ...................................................... 23.5 feet Peak impulse .......................................... 557 psi-msec at X = ..................................................... 0 feet Y = ...................................................... 0 feet Average impulse .................................... 166 psi-msec

Equivalent uniform load Supports fixed top/bottom Equivalent uniform peak pressure .......... 382.7 psi Equivalent uniform impulse .................... 137.6 psi-msec uniform pressure, α .............................. 2.782 psi-msec

Scenario 1: Larger Standoff

Through analysis the loads corresponding to the larger standoff were found to govern.

Therefore the following calculations were performed with these loads.

Standoff distance from target ................. 3 feet

Peak pressure ........................................ 1.073e+04 psi at X = ..................................................... 0 feet Y = ...................................................... 0 feet Minimum pressure .................................. 23.27 psi at X = ..................................................... -1.5 feet Y = ...................................................... 23.5 feet Peak impulse .......................................... 1584 psi-msec at X = ..................................................... 0 feet Y = ...................................................... 0 feet Average impulse .................................... 184.1 psi-msec

Equivalent uniform load Supports fixed top/bottom Equivalent uniform peak pressure .......... 522.4 psi Equivalent uniform impulse .................... 125 psi-msec

XX XX

Licensee stated below acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spColumn computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spColumn program. Although STRUCTUREPOINT has endeavored to produce spColumn error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spColumn program. Licensed to: Thornton Tomasetti - NYC Madison Ave. License ID: 69486-1064835-4-2508B-2DB1F spColumn v6.00 Computer program for the Strength Design of Reinforced Concrete Sections

Copyright - 1988-2020, STRUCTUREPOINT, LLC.

All rights reserved y x

STRUCTUREPOINT - spColumn v6.00 Page | 2 Licensed to: Thornton Tomasetti - NYC Madison Ave. License ID: 69486-1064835-4-2508B-2DB1F 7/2/2020 p:\dc1\projects\m19134.00 - fl-miami clyde atkins courthouse\04 eng\4.3 ...\lobby column design.col 12:40 PM

Contents

1. General Information

2. Material Properties

2.1. Concrete

2.2. Steel

3. Section

3.1. Shape and Properties

3.2. Section Figure

4. Reinforcement

4.1. Bar Set: ASTM A615

4.2. Confinement and Factors

4.3. Arrangement

5. Factored Loads and Moments with Corresponding Capacities

List of Figures Figure 1: Column section

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1. General Information File Name p:\dc1\projects\m19134...\lobby column design.col

Project Clyde Atkins

Column Lobby

Engineer RNW

Code ACI 318-14

Bar Set ASTM A615

Units English

Run Option Investigation

Run Axis X - axis

Slenderness Not Considered

Column Type Structural

2. Material Properties

2.1. Concrete

Type User-defined f'c 5.236 ksi

Ec 3605 ksi fc 4.4506 ksi εu 0.003 in/in β1 0.7882

2.2. Steel

Type Standard fy 77.22 ksi

Es 29000 ksi εyt 0.00266276 in/in

3. Section

3.1. Shape and Properties

Type Circular

Diameter 30 in

Ag 706.858 in2

Ix 39760.8 in4

Iy 39760.8 in4 rx 7.5 in ry 7.5 in

Xo 0 in

Yo 0 in

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3.2. Section Figure

Circular 30 x 30 in 1.08% reinf.

Figure 1: Column section

4. Reinforcement

4.1. Bar Set: ASTM A615

Bar Diameter Area Bar Diameter Area Bar Diameter Area in in2 in in2 in in2

#3 0.38 0.11 #4 0.50 0.20 #5 0.63 0.31

#6 0.75 0.44 #7 0.88 0.60 #8 1.00 0.79

#9 1.13 1.00 #10 1.27 1.27 #11 1.41 1.56

#14 1.69 2.25 #18 2.26 4.00

4.2. Confinement and Factors

Confinement type Tied

For #10 bars or less #3 ties

For larger bars #4 ties

Capacity Reduction Factors

Axial compression, (a) 0.8

Tension controlled ɸ, (b) 0.9

Compression controlled ɸ, (c) 0.65

4.3. Arrangement

Pattern All sides equal

Bar layout Circular

Cover to Transverse bars

Clear cover 2 in

Bars 6 #10 y x

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Total steel area, As 7.62 in2

Rho 1.08 %

Minimum clear spacing 10.72 in

5. Factored Loads and Moments with Corresponding Capacities No Pu Mux ɸMnx ɸMn/Mu NA Depth dt Depth εt ɸ kip k-ft k-ft in in

1 0.00 1.00 486.23 486.227 6.27 26.99 0.00992 0.900

Axial loads were not considered in the determination of the moment capacity b/c the axial DCR of the column was less than 0.2.

PROJECT: Clyde Atkins SUBJECT: Column SDOF Inputs

BY: RNW DATE: 04/01/2020

CK'D BY: DATE:

SDOF Inputs for Column Analysis

Column Geometry

Support Conditions: ≔BC “Fixed-Fixed”

Column Type: ≔Type “Circular”

Concrete Modulus ≔E 3605 ksi

Concrete Density ≔γc 150 pcf

Column Diameter ≔d 30 in

Unbraced Length ≔L 28 ft

Gross Area: ≔Ag =⋅π d

706.86 in 2

Moment of Inertia: ≔Ix =―― ⋅π d

39760.78 in

Resistance

Nominal Moment Capacity

≔ϕMn ⋅486 kip ft (from SP Column)

Plastic Moment Capacity

≔Mp =―― ϕMn

0.9

540.00 ⋅kip ft

Resistance ≔R =⋅―

L ⎛⎝Mp

⎞⎠ 231.43 kip

R

⋅d L

22.96 ―― lbf in

Stiffness

Stiffness ≔K =―――― ⋅⋅384 E Ix

L

1451.02 ―― kip in

K

⋅d L

143.95 ―― lbf in

Mass

Mass ≔M =⋅0.77 ――― ⋅⋅γc Ag L g

41.12 ―――

⋅lbf s in

M

⋅d L

0.00408 ⋅s

2 ―― lbf in

PROJECT: Clyde Atkins SUBJECT: Column SDOF Inputs

BY: RNW DATE: 04/01/2020

CK'D BY: DATE:

Blast Analysis:

Blast Loads: ≔P 383 psi

≔I ⋅138 psi ms

Performance Requirements:

(FSL IV, Primary Member, Reinf. Conc., Beam-Column)

= N/Aμreq

≔θreq 2 deg

Check Rotation: ≔θ =atan

0.18 in

⋅0.5 L

0.061 deg Rotation < 2 deg - Good!

Check Shear: ≔Vn =+⋅⋅⋅2 ‾‾‾‾5236 psi (( ⋅0.8 d)) d ――――――――――― ⋅⋅⎛⎝ ⋅2 0.11 in

2 ⎞⎠ ((77.22 ksi)) ((18.5 in))

18 in

121.66 kip

≔Vu =⋅―

R 115.71 kip

≔DCR =――

Vu

Vn 0.95