Attachment 24 SOW - Att 23 - Structural Appdx PEC Report - EHRM - Infra Upgrades - Loch Raven.pdf

United States Steel

January 16, 2012

100% DESIGN SUBMITTAL FOR:

EHRM Infrastructure Upgrades, Loch Raven VAMC, MD

BLAST DESIGN REPORT

PREPARED FOR:

Acela Architects + Engineers

2633 Moravian Ave.

Allentown, PA 18103

PREPARED BY:

Aldo E. McKay, PE, PMP

Protection Engineering Consultants

Project No. 23-114

DATE:

January 8, 2024

Blast Specialist Certification

I certify that this design and analysis has been performed by, or under the closer supervision of a Blast Specialist in accordance with

Section 1-8 of the Physical Security and Resiliency Design Manual (PSRDM)

Aldo E. McKay, PE PMP amckay Image

CONTENTS

1 INTRODUCTION

2 APPLICABLE CODES AND STANDARDS

3 BLAST RESISTANT BUILDING ENVELOPE REQUIREMENTS

3.1 Roof System

4 BLAST RESISTANT STRUCTURAL SYSTEM REQUIREMENTS

4.1 Roof Main Structure

4.2 Progressive collapse and Global Stability of the Structure

5 DESIGN RECOMMENDATIONS AND CALCULATION APPENDIX

1 INTRODUCTION

In preparation for a campus wide telecommunication upgrade, at the Loch Raven VA Medical

Center in Baltimore, Maryland, approximately 1,500 square feet (SF) of Technology Room (TR) space will be created at Building 1 through a combination of new construction and repurposing of the existing space at the basement, first, and second floors. Additionally, approximately 180 SF of

TR space will be constructed on the first floor of Building 5, on the northern façade.

Protection Engineering Consultants (PEC) is working with Acela to provide blast resistant design for this effort. The new additions and upgrades are designated as Essential facilities/spaces by the

VA PSRDM (dated October 1, 2020, and revised June 1, 2023). This report specifically addresses how the building structural design satisfies the Essential blast design requirements in chapters 6 and 7 of the PSRDM.

2 APPLICABLE CODES AND STANDARDS

The following blast design and physical security criteria are applicable:

• VA Physical Security and Resiliency Design Manual, PSRDM (June 1, 2023)

• VA Physical Security Design Standards Data Definitions (Restricted)

• ASCE 59-22, Blast Resistant Design of Buildings

3 BLAST RESISTANT BUILDING ENVELOPE REQUIREMENTS

In demonstrating compliance with the PSRDM, dynamic structural response analyses were performed using simplified single-degree-of-freedom (SDOF) analytical methods per Section 6.7 of the PSRDM. Blast loads were developed using the semi-empirical relations of UFC 3-340-01 and the related design tool CONWEP

3.1 ROOF SYSTEM

The roof deck and secondary beams were designed to withstand the maximum peak pressure and corresponding impulse GP1 per Section 6.5 and 6.2 of the PSRDM. The roof system was evaluated using a tributary area approach with single-degree-of-freedom (SDOF) analysis available in

SBEDS (Single-degree-of-freedom Blast Effects Design Spreadsheets).

The response of the elements under this section was limited to a support rotation and ductility corresponding to Heavy Damage per ASCE 59. Where needed, connection forces were coordinated with the structural discipline for inclusion in detailing and design of the roof structure. Diaphragm components contributing to the overall stability of the structure will be treated as part of the building’s primary structural system and are covered in the section below.

4 BLAST RESISTANT STRUCTURAL SYSTEM REQUIREMENTS

In demonstrating compliance with the PSRDM, dynamic structural response analyses were performed using simplified single-degree-of-freedom (SDOF) analytical methods per Section 7.6 of the PSRDM. Blast loads were developed using the semi-empirical relations of UFC 3-340-01 and the related design tool CONWEP.

The structural system of the VA facility was designed to withstand the design level threat (W1) located at a minimum standoff distance of 25-ft (Section 7.1.1 PSRDM). Following a design blast event, the building damage for Essential facilities is not required to be economically repairable and the space in and around the damaged area may not be usable or fully functional after cleanup and repairs. Therefore, the response limits for structural elements were taken in accordance with

PSRDM and ASCE 59 as follows:

• Primary elements: Moderate Damage

• Secondary elements: Heavy Damage

4.1 ROOF MAIN STRUCTURE

The roof structure contributing to the building diaphragm was designed to withstand the maximum peak pressure and corresponding impulse while sustaining a maximum wall response per Section

7.2 of the PSRDM. The roof system was evaluated using a tributary area approach with single-degree-of-freedom (SDOF) analysis available in SBEDS (Single-degree-of-freedom Blast Effects

Design Spreadsheets).

The roof response was limited to a support rotation and ductility corresponding to B2 response limits per the PDC-TR 06-08. Connection forces were coordinated with the structural staff as needed for inclusion in detailing and design of the roof structure.

4.2 PROGRESSIVE COLLAPSE AND GLOBAL STABILITY OF THE STRUCTURE

The new additions are less than three stories or exempt from progressive collapse requirements per item 18 in Table 2-1 of the PSRDM. In the event of a global structural response to the design level threats defined in the PSRDM, base shear forces were calculated per Section 7.3 of the PSRDM.

These forces were coordinated with the structural discipline for comparison with base shear requirements from environmental loading and inclusion into the design documents.

5 DESIGN RECOMMENDATIONS AND CALCULATION APPENDIX

Text Box All blast design requirements have been coordinated with the SER and verified to have been included in the 100% structural drawings package.

Error/Warning Messages

SBEDS v6.2: Steel / Aluminum Beam or Beam-Column Building: None Component: None Date: 01/07/2

By: amckay

Component Input Dynamic Reaction Factors Span, L: 6.0 ft Shear Constant Elastic Plastic Spacing, B: 1.5 ft Blast Load Type F constant = 0.110 0.120 Boundary Conditions: Simple-Simple, Uniformly Loaded Charge Weight and Standoff R constant = 0.390 0.380 Response Type: Flexural Gravity Displacement F (fixed support)=

Structural & Material Properties In direction of blast load R (fixed support)=

Axis of Bending: Strong (X-X) Pressure-Time Input Shape Size: W8X21 Time (ms) Pressure (psi)

Self-Weight, w: 21.0 lb/ft N/A N/A Moment of Inertia, I: 75.3000

000000 in4 N/A N/A Solution Control Section Modulus: Z(hot-rolled beam),S(cold-formed) 20.3999

999999 99995 in3 N/A N/A Inbound Natural Period: 6.19 Web Thickness, tw: 0.25 in N/A N/A Rebound Natural Period: 6.19 Depth, d: 8.28 in N/A N/A Max Rec. Time Step (ms) 0.1 Area, A: 6.16 in2 N/A N/A Time Step: (ms) 0.1 Supported Weight, W: 10.0 psf N/A N/A % of Critical Damping: 0.0 Loaded Area Factor - Enter 1.0 for Uniform Load: 1.0 N/A N/A Initial Velocity: (in/ms) 0.0 Inbound Unbraced Length for Compression Flange 0.0 ft Charge Weight (W) and Standoff (R) Rebound Unbraced Length for Compression Flange 6.0 ft W (lb) Explosive Type

Material Type: A992 (Grade 50) rolled steel shapes

55.00 TNT Property Inbound Rebound

Yield Strength, fy: 50000.0 psi W(TNT Equiv)(lb) R (ft) Mass, M psi-ms2/in 431.66 431.66 Ultimate Strength, fu: 70000.0 psi 55.00 25.00 Load-Mass Factors KLM Elastic Modulus, E: 29000000.

psi Blast Load Phase KLM1

KLM1

0.78 0.78

Static Strength Increase Factor: 1.05 Positive phase only KLM2

KLM2

0.78 0.78 Dynamic Increase Factor: 1.19 Blast Load Orientation KLM3

KLM3

0.66 0.66

Dynamic Yield Stress, fdy: 62475.0 psi Side-on Stiffness, K Static Axial Load, P: 0.0 lb Parameters for Reflected Loads K1 (psi/in) 346.70 346.70 No Dynamic Axial Load (See Note 3) Wall Height (ft)¹ N/A K2 (psi/in) 0.00 0.00 Leave Blank for No Dynamic Axial Load ft Wall Width (ft)¹ N/A K3 (psi/in) 0.00 0.00 Eccentricity for Axial Load, e: 0.0 in Incidence Angle² 0.00 Resistance, R None lb R1 (psi) 109.27 -101.29

Calculated Properties

Load Files

FilesXIAL(above),BLAST(below) R2 (psi) 109.27 -101.29

Positive Moment Capacity, Mp: 1.27E+06 lb-in AxialLoad Input File Not Selected Negative Moment Capacity, Mn: 1.18E+06 lb-in N/A Yield Displacement, x Negative/Positive Moment Capacity Ratio, MR: 0.9269981

616855459 Response Criteria56 x1(in) 0.32 -0.29

Ratio of Axial Load to Axial Load Capacity 370220.59 51624678

Flexure - compact section x2 (in) 0.32 -0.29

LOP/Type

LLOP/Primary θ (deg) µ Equiv Yield Defl.(in) 0.32 -0.29

3.0 3.0

Results Summary

Notes θ max = 0.12 deg Design Criteria:

1 Used for clearing of reflected load µ = 0.24 Response meets input design criteria 2 Angle in degrees from normal Xmax Inbound = 0.08 in at time 2.50 msec

3 Axial load per unit width on analyzed component from saved Dynamic Shear History file for Dynamic Shear History file for supported component.

The total dynamic axial load is this axial load per unit width multiplied by the input axially loaded width, Ba. Dynamic axial load includes static gravity load of supported horizontal member.

Xmin Rebound = -0.06 in at time 12.00 msec Rmax = 26.60 psi at time 2.50 msec Rmin = -20.59 psi at time 12.00 msec Shortest Yield Line Distance to Determine : 36.00 in

Equivalent Static Reactions* Peak Reactions Based on Ultimate Flexural Resistance: Vu

4 Shear controlled response ONLY occurs if the user sets Shear Flag" > 0.

This response typically has very limited ductility;

a maximum value of 1 is assumed in SBEDS. The user should clearly understand shear-controlled response when using the shear flag - see User's Guide.

Vu at Support A = 70805 lb Vu at Support B = 70805 lb Shear Capacity Shear Capacity: Vs = 71128 lb Results for Shear Check Shear is OK

5 For Response Criteria: TM = tension membrane Maximum Tensile Force in Beam 0.00E+00 lb

* Based on larger of inbound and rebound ultimate flexural resistance, not including tension membrane.

By: amckay

Component Input Dynamic Reaction Factors Span, L: 14.0 ft Shear Constant Elastic Plastic Spacing, B: 5.5 ft Blast Load Type F constant = 0.110 0.120 Boundary Conditions: Simple-Simple, Uniformly Loaded Charge Weight and Standoff R constant = 0.390 0.380

000000 in4 N/A N/A Solution Control Section Modulus: Z(hot-rolled beam),S(cold-formed) 20.3999

999999 99995 in3 N/A N/A Inbound Natural Period: 48.98 Web Thickness, tw: 0.25 in N/A N/A Rebound Natural Period: 48.98 Depth, d: 8.28 in N/A N/A Max Rec. Time Step (ms) 0.1 Area, A: 6.16 in2 N/A N/A Time Step: (ms) 0.1 Supported Weight, W: 10.0 psf N/A N/A % of Critical Damping: 0.0 Loaded Area Factor - Enter 1.0 for Uniform Load: 1.0 N/A N/A Initial Velocity: (in/ms) 0.0

Rebound Unbraced Length for Compression Flange 7.0 ft W (lb) Explosive Type

55.00 TNT Property Inbound Rebound

Yield Strength, fy: 50000.0 psi W(TNT Equiv)(lb) R (ft) Mass, M psi-ms2/in 248.53 248.53 Ultimate Strength, fu: 70000.0 psi 55.00 25.00 Load-Mass Factors KLM Elastic Modulus, E: 29000000.

psi Blast Load Phase KLM1

KLM1

0.78 0.78

Static Strength Increase Factor: 1.05 Positive phase only KLM2

KLM2

0.78 0.78 Dynamic Increase Factor: 1.19 Blast Load Orientation KLM3

KLM3

0.66 0.66

Dynamic Yield Stress, fdy: 62475.0 psi Side-on Stiffness, K Static Axial Load, P: 0.0 lb Parameters for Reflected Loads K1 (psi/in) 3.19 3.19 No Dynamic Axial Load (See Note 3) Wall Height (ft)¹ N/A K2 (psi/in) 0.00 0.00 Leave Blank for No Dynamic Axial Load ft Wall Width (ft)¹ N/A K3 (psi/in) 0.00 0.00 Eccentricity for Axial Load, e: 0.0 in Incidence Angle² 0.00 Resistance, R None lb R1 (psi) 5.47 -4.94

R2 (psi) 5.47 -4.94

Positive Moment Capacity, Mp: 1.27E+06 lb-in AxialLoad Input File Not Selected Negative Moment Capacity, Mn: 1.15E+06 lb-in N/A Yield Displacement, x Negative/Positive Moment Capacity Ratio, MR: 0.9031645

219664703 Response Criteria56 x1(in) 1.72 -1.55

Ratio of Axial Load to Axial Load Capacity 311656.76 928487956

Flexure - compact section x2 (in) 1.72 -1.55 µ Equiv Yield Defl.(in) 1.72 -1.55

Notes θ max = 1.22 deg Design Criteria:

1 Used for clearing of reflected load µ = 1.04 Response meets input design criteria 2 Angle in degrees from normal Xmax Inbound = 1.78 in at time 13.60 msec

3 Axial load per unit width on analyzed component from saved Dynamic Shear History file for Dynamic Shear History file for supported component.

The total dynamic axial load is this axial load per unit width multiplied by the input axially loaded width, Ba. Dynamic axial load includes static gravity load of supported horizontal member.

Xmin Rebound = -1.57 in at time 37.80 msec Rmax = 5.47 psi at time 13.60 msec Rmin = -4.94 psi at time 37.80 msec Shortest Yield Line Distance to Determine : 84.00 in

Equivalent Static Reactions* Peak Reactions Based on Ultimate Flexural Resistance: Vu

4 Shear controlled response ONLY occurs if the user sets Shear Flag" > 0.

This response typically has very limited ductility;

a maximum value of 1 is assumed in SBEDS. The user should

Vu at Support A = 30345 lb Vu at Support B = 30345 lb Shear Capacity Shear Capacity: Vs = 71128 lb Results for Shear Check Shear is OK

5 For Response Criteria: TM = tension membrane Maximum Tensile Force in Beam 0.00E+00 lb

By: amckay

Component Input Dynamic Reaction Factors Span, L: 9.0 ft Shear Constant Elastic Plastic Spacing, B: 6.5 ft Blast Load Type F constant = 0.110 0.120 Boundary Conditions: Simple-Simple, Uniformly Loaded Charge Weight and Standoff R constant = 0.390 0.380

000000 in4 N/A N/A Solution Control Section Modulus: Z(hot-rolled beam),S(cold-formed) 20.3999

999999 99995 in3 N/A N/A Inbound Natural Period: 21.53 Web Thickness, tw: 0.25 in N/A N/A Rebound Natural Period: 21.53 Depth, d: 8.28 in N/A N/A Max Rec. Time Step (ms) 0.1 Area, A: 6.16 in2 N/A N/A Time Step: (ms) 0.1 Supported Weight, W: 10.0 psf N/A N/A % of Critical Damping: 0.0 Loaded Area Factor - Enter 1.0 for Uniform Load: 1.0 N/A N/A Initial Velocity: (in/ms) 0.0

Rebound Unbraced Length for Compression Flange 9.0 ft W (lb) Explosive Type

55.00 TNT Property Inbound Rebound

Yield Strength, fy: 50000.0 psi W(TNT Equiv)(lb) R (ft) Mass, M psi-ms2/in 237.97 237.97 Ultimate Strength, fu: 70000.0 psi 55.00 25.00 Load-Mass Factors KLM Elastic Modulus, E: 29000000.

psi Blast Load Phase KLM1

KLM1

0.78 0.78

Static Strength Increase Factor: 1.05 Positive phase only KLM2

KLM2

0.78 0.78 Dynamic Increase Factor: 1.19 Blast Load Orientation KLM3

KLM3

0.66 0.66

Dynamic Yield Stress, fdy: 62475.0 psi Side-on Stiffness, K Static Axial Load, P: 0.0 lb Parameters for Reflected Loads K1 (psi/in) 15.80 15.80 No Dynamic Axial Load (See Note 3) Wall Height (ft)¹ N/A K2 (psi/in) 0.00 0.00 Leave Blank for No Dynamic Axial Load ft Wall Width (ft)¹ N/A K3 (psi/in) 0.00 0.00 Eccentricity for Axial Load, e: 0.0 in Incidence Angle² 0.00 Resistance, R None lb R1 (psi) 11.21 -9.59

R2 (psi) 11.21 -9.59

Positive Moment Capacity, Mp: 1.27E+06 lb-in AxialLoad Input File Not Selected Negative Moment Capacity, Mn: 1.09E+06 lb-in N/A Yield Displacement, x Negative/Positive Moment Capacity Ratio, MR: 0.8554972

425283189 Response Criteria56 x1(in) 0.71 -0.61

Ratio of Axial Load to Axial Load Capacity 352717.95 81595085

Flexure - compact section x2 (in) 0.71 -0.61 µ Equiv Yield Defl.(in) 0.71 -0.61

Notes θ max = 0.80 deg Design Criteria:

1 Used for clearing of reflected load µ = 1.07 Response meets input design criteria 2 Angle in degrees from normal Xmax Inbound = 0.76 in at time 6.90 msec

3 Axial load per unit width on analyzed component from saved Dynamic Shear History file for Dynamic Shear History file for supported component.

The total dynamic axial load is this axial load per unit width multiplied by the input axially loaded width, Ba. Dynamic axial load includes static gravity load of supported horizontal member.

Xmin Rebound = -0.64 in at time 17.50 msec Rmax = 11.21 psi at time 6.90 msec Rmin = -9.59 psi at time 17.50 msec Shortest Yield Line Distance to Determine : 54.00 in

Equivalent Static Reactions* Peak Reactions Based on Ultimate Flexural Resistance: Vu

4 Shear controlled response ONLY occurs if the user sets Shear Flag" > 0.

This response typically has very limited ductility;

a maximum value of 1 is assumed in SBEDS. The user should

Vu at Support A = 47203 lb Vu at Support B = 47203 lb Shear Capacity Shear Capacity: Vs = 71128 lb Results for Shear Check Shear is OK

5 For Response Criteria: TM = tension membrane Maximum Tensile Force in Beam 0.00E+00 lb

By: amckay

Component Input Dynamic Reaction Factors Span, L: 13.5 ft Shear Constant Elastic Plastic Spacing, B: 9.0 ft Blast Load Type F constant = 0.110 0.120 Boundary Conditions: Simple-Simple, Uniformly Loaded Charge Weight and Standoff R constant = 0.390 0.380

000000 in4 N/A N/A Solution Control Section Modulus: Z(hot-rolled beam),S(cold-formed) 20.3999

999999 99995 in3 N/A N/A Inbound Natural Period: 55.04 Web Thickness, tw: 0.25 in N/A N/A Rebound Natural Period: 55.04 Depth, d: 8.28 in N/A N/A Max Rec. Time Step (ms) 0.1 Area, A: 6.16 in2 N/A N/A Time Step: (ms) 0.1 Supported Weight, W: 10.0 psf N/A N/A % of Critical Damping: 0.0 Loaded Area Factor - Enter 1.0 for Uniform Load: 1.0 N/A N/A Initial Velocity: (in/ms) 0.0

Rebound Unbraced Length for Compression Flange 13.5 ft W (lb) Explosive Type

55.00 TNT Property Inbound Rebound

Yield Strength, fy: 50000.0 psi W(TNT Equiv)(lb) R (ft) Mass, M psi-ms2/in 221.83 221.83 Ultimate Strength, fu: 70000.0 psi 55.00 25.00 Load-Mass Factors KLM Elastic Modulus, E: 29000000.

psi Blast Load Phase KLM1

KLM1

0.78 0.78

Static Strength Increase Factor: 1.05 Positive phase only KLM2

KLM2

0.78 0.78 Dynamic Increase Factor: 1.19 Blast Load Orientation KLM3

KLM3

0.66 0.66

Dynamic Yield Stress, fdy: 62475.0 psi Side-on Stiffness, K Static Axial Load, P: 0.0 lb Parameters for Reflected Loads K1 (psi/in) 2.25 2.25 No Dynamic Axial Load (See Note 3) Wall Height (ft)¹ N/A K2 (psi/in) 0.00 0.00 Leave Blank for No Dynamic Axial Load ft Wall Width (ft)¹ N/A K3 (psi/in) 0.00 0.00 Eccentricity for Axial Load, e: 0.0 in Incidence Angle² 0.00 Resistance, R None lb R1 (psi) 3.60 -2.69

R2 (psi) 3.60 -2.69

Positive Moment Capacity, Mp: 1.27E+06 lb-in AxialLoad Input File Not Selected Negative Moment Capacity, Mn: 9.54E+05 lb-in N/A Yield Displacement, x Negative/Positive Moment Capacity Ratio, MR: 0.7482458

637924783 Response Criteria56 x1(in) 1.60 -1.19

Ratio of Axial Load to Axial Load Capacity 316303.00 3056293

Flexure - compact section x2 (in) 1.60 -1.19 µ Equiv Yield Defl.(in) 1.60 -1.19

Notes θ max = 1.62 deg Design Criteria:

1 Used for clearing of reflected load µ = 1.43 Response meets input design criteria 2 Angle in degrees from normal Xmax Inbound = 2.28 in at time 16.00 msec

3 Axial load per unit width on analyzed component from saved Dynamic Shear History file for Dynamic Shear History file for supported component.

The total dynamic axial load is this axial load per unit width multiplied by the input axially loaded width, Ba. Dynamic axial load includes static gravity load of supported horizontal member.

Xmin Rebound = -0.82 in at time 43.50 msec Rmax = 3.60 psi at time 16.00 msec Rmin = -2.69 psi at time 38.00 msec Shortest Yield Line Distance to Determine : 81.00 in

Equivalent Static Reactions* Peak Reactions Based on Ultimate Flexural Resistance: Vu

4 Shear controlled response ONLY occurs if the user sets Shear Flag" > 0.

This response typically has very limited ductility;

a maximum value of 1 is assumed in SBEDS. The user should

Vu at Support A = 31469 lb Vu at Support B = 31469 lb Shear Capacity Shear Capacity: Vs = 71128 lb Results for Shear Check Shear is OK

5 For Response Criteria: TM = tension membrane Maximum Tensile Force in Beam 0.00E+00 lb

By: amckay

Component Input Dynamic Reaction Factors Span, L: 8.5 ft Shear Constant Elastic Plastic Spacing, B: 1.0 ft Blast Load Type F constant = 0.110 0.120 Boundary Conditions: Simple-Simple, Uniformly Loaded Charge Weight and Standoff R constant = 0.390 0.380

000000 in4 N/A N/A Solution Control Section Modulus: Z(hot-rolled beam),S(cold-formed) 20.3999

999999 99995 in3 N/A N/A Inbound Natural Period: 11.53 Web Thickness, tw: 0.25 in N/A N/A Rebound Natural Period: 11.53 Depth, d: 8.28 in N/A N/A Max Rec. Time Step (ms) 0.1 Area, A: 6.16 in2 N/A N/A Time Step: (ms) 0.1 Supported Weight, W: 10.0 psf N/A N/A % of Critical Damping: 0.0 Loaded Area Factor - Enter 1.0 for Uniform Load: 1.0 N/A N/A Initial Velocity: (in/ms) 0.0

Rebound Unbraced Length for Compression Flange 8.5 ft W (lb) Explosive Type

55.00 TNT Property Inbound Rebound

Yield Strength, fy: 50000.0 psi W(TNT Equiv)(lb) R (ft) Mass, M psi-ms2/in 557.56 557.56 Ultimate Strength, fu: 70000.0 psi 55.00 25.00 Load-Mass Factors KLM Elastic Modulus, E: 29000000.

psi Blast Load Phase KLM1

KLM1

0.78 0.78

Static Strength Increase Factor: 1.05 Positive phase only KLM2

KLM2

0.78 0.78 Dynamic Increase Factor: 1.19 Blast Load Orientation KLM3

KLM3

0.66 0.66

Dynamic Yield Stress, fdy: 62475.0 psi Side-on Stiffness, K Static Axial Load, P: 0.0 lb Parameters for Reflected Loads K1 (psi/in) 129.11 129.11 No Dynamic Axial Load (See Note 3) Wall Height (ft)¹ N/A K2 (psi/in) 0.00 0.00 Leave Blank for No Dynamic Axial Load ft Wall Width (ft)¹ N/A K3 (psi/in) 0.00 0.00 Eccentricity for Axial Load, e: 0.0 in Incidence Angle² 0.00 Resistance, R None lb R1 (psi) 81.67 -70.84

R2 (psi) 81.67 -70.84

Positive Moment Capacity, Mp: 1.27E+06 lb-in AxialLoad Input File Not Selected Negative Moment Capacity, Mn: 1.11E+06 lb-in N/A Yield Displacement, x Negative/Positive Moment Capacity Ratio, MR: 0.8674140

623878568 Response Criteria56 x1(in) 0.63 -0.55

Ratio of Axial Load to Axial Load Capacity 356055.19 14047307

Flexure - compact section x2 (in) 0.63 -0.55 µ Equiv Yield Defl.(in) 0.63 -0.55

Notes θ max = 0.17 deg Design Criteria:

1 Used for clearing of reflected load µ = 0.26 Response meets input design criteria 2 Angle in degrees from normal Xmax Inbound = 0.15 in at time 4.30 msec

3 Axial load per unit width on analyzed component from saved Dynamic Shear History file for Dynamic Shear History file for supported component.

The total dynamic axial load is this axial load per unit width multiplied by the input axially loaded width, Ba. Dynamic axial load includes static gravity load of supported horizontal member.

Xmin Rebound = -0.14 in at time 10.20 msec Rmax = 19.19 psi at time 4.30 msec Rmin = -18.16 psi at time 10.20 msec Shortest Yield Line Distance to Determine : 51.00 in

Equivalent Static Reactions* Peak Reactions Based on Ultimate Flexural Resistance: Vu

4 Shear controlled response ONLY occurs if the user sets Shear Flag" > 0.

This response typically has very limited ductility;

a maximum value of 1 is assumed in SBEDS. The user should

Vu at Support A = 49980 lb Vu at Support B = 49980 lb Shear Capacity Shear Capacity: Vs = 71128 lb Results for Shear Check Shear is OK

5 For Response Criteria: TM = tension membrane Maximum Tensile Force in Beam 0.00E+00 lb

By: amckay

Component Input Dynamic Reaction Factors Span, L: 9.0 ft Shear Constant Elastic Plastic Spacing, B: 1.0 ft Blast Load Type F constant = 0.140 0.120 Boundary Conditions: Fixed-Fixed, Uniformly Loaded Charge Weight and Standoff R constant = 0.360 0.380

000000 in4 N/A N/A Solution Control Section Modulus: Z(hot-rolled beam),S(cold-formed) 20.3999

999999 99995 in3 N/A N/A Inbound Natural Period: 5.74 Web Thickness, tw: 0.25 in N/A N/A Rebound Natural Period: 5.74 Depth, d: 8.28 in N/A N/A Max Rec. Time Step (ms) 0.1 Area, A: 6.16 in2 N/A N/A Time Step: (ms) 0.1 Supported Weight, W: 10.0 psf N/A N/A % of Critical Damping: 0.0 Loaded Area Factor - Enter 1.0 for Uniform Load: 1.0 N/A N/A Initial Velocity: (in/ms) 0.0

Rebound Unbraced Length for Compression Flange 8.5 ft W (lb) Explosive Type

55.00 TNT Property Inbound Rebound

Yield Strength, fy: 50000.0 psi W(TNT Equiv)(lb) R (ft) Mass, M psi-ms2/in 557.56 557.56 Ultimate Strength, fu: 70000.0 psi 55.00 25.00 Load-Mass Factors KLM Elastic Modulus, E: 29000000.

psi Blast Load Phase KLM1

KLM1

0.77 0.77

Static Strength Increase Factor: 1.05 Positive phase only KLM2

KLM2

0.78 0.78 Dynamic Increase Factor: 1.19 Blast Load Orientation KLM3

KLM3

0.66 0.66

Dynamic Yield Stress, fdy: 62475.0 psi Side-on Stiffness, K Static Axial Load, P: 0.0 lb Parameters for Reflected Loads K1 (psi/in) 513.63 513.63 No Dynamic Axial Load (See Note 3) Wall Height (ft)¹ N/A K2 (psi/in) 102.73 102.73 Leave Blank for No Dynamic Axial Load ft Wall Width (ft)¹ N/A K3 (psi/in) 0.00 0.00 Eccentricity for Axial Load, e: 0.0 in Incidence Angle² 0.00 Resistance, R None lb R1 (psi) 109.27 -94.78

R2 (psi) 145.69 -126.37

Positive Moment Capacity, Mp: 1.27E+06 lb-in AxialLoad Input File Not Selected Negative Moment Capacity, Mn: 1.11E+06 lb-in N/A Yield Displacement, x Negative/Positive Moment Capacity Ratio, MR: 0.8674140

623878568 Response Criteria56 x1(in) 0.21 -0.18

Ratio of Axial Load to Axial Load Capacity 376549.54 36970257

Flexure - compact section x2 (in) 0.57 -0.49 µ Equiv Yield Defl.(in) 0.35 -0.31

Notes θ max = 0.06 deg Design Criteria:

1 Used for clearing of reflected load µ = 0.15 Response meets input design criteria 2 Angle in degrees from normal Xmax Inbound = 0.05 in at time 2.40 msec

3 Axial load per unit width on analyzed component from saved Dynamic Shear History file for Dynamic Shear History file for supported component.

The total dynamic axial load is this axial load per unit width multiplied by the input axially loaded width, Ba. Dynamic axial load includes static gravity load of supported horizontal member.

Xmin Rebound = -0.04 in at time 11.10 msec Rmax = 27.53 psi at time 2.40 msec Rmin = -20.66 psi at time 11.10 msec Shortest Yield Line Distance to Determine : 54.00 in

Equivalent Static Reactions* Peak Reactions Based on Ultimate Flexural Resistance: Vu

4 Shear controlled response ONLY occurs if the user sets Shear Flag" > 0.

This response typically has very limited ductility;

a maximum value of 1 is assumed in SBEDS. The user should

Vu at Support A = 94407 lb Vu at Support B = 94407 lb Shear Capacity Shear Capacity: Vs = 71128 lb Results for Shear Check Shear is Not OK

5 For Response Criteria: TM = tension membrane Maximum Tensile Force in Beam 0.00E+00 lb

By: amckay

Component Input Dynamic Reaction Factors Span, L: 16.5 ft Shear Constant Elastic Plastic Spacing, B: 7.0 ft Blast Load Type F constant = 0.140 0.120 Boundary Conditions: Fixed-Fixed, Uniformly Loaded Charge Weight and Standoff R constant = 0.360 0.380

000000 in4 N/A N/A Solution Control Section Modulus: Z(hot-rolled beam),S(cold-formed) 20.3999

999999 99995 in3 N/A N/A Inbound Natural Period: 33.08 Web Thickness, tw: 0.25 in N/A N/A Rebound Natural Period: 33.08 Depth, d: 8.28 in N/A N/A Max Rec. Time Step (ms) 0.1 Area, A: 6.16 in2 N/A N/A Time Step: (ms) 0.1 Supported Weight, W: 10.0 psf N/A N/A % of Critical Damping: 0.0 Loaded Area Factor - Enter 1.0 for Uniform Load: 1.0 N/A N/A Initial Velocity: (in/ms) 0.0

Rebound Unbraced Length for Compression Flange 16.5 ft W (lb) Explosive Type

55.00 TNT Property Inbound Rebound

Yield Strength, fy: 50000.0 psi W(TNT Equiv)(lb) R (ft) Mass, M psi-ms2/in 233.82 233.82 Ultimate Strength, fu: 70000.0 psi 55.00 25.00 Load-Mass Factors KLM Elastic Modulus, E: 29000000.

psi Blast Load Phase KLM1

KLM1

0.77 0.77

Static Strength Increase Factor: 1.05 Positive phase only KLM2

KLM2

0.78 0.78 Dynamic Increase Factor: 1.19 Blast Load Orientation KLM3

KLM3

0.66 0.66

Dynamic Yield Stress, fdy: 62475.0 psi Side-on Stiffness, K Static Axial Load, P: 0.0 lb Parameters for Reflected Loads K1 (psi/in) 6.50 6.50 No Dynamic Axial Load (See Note 3) Wall Height (ft)¹ N/A K2 (psi/in) 1.30 1.30 Leave Blank for No Dynamic Axial Load ft Wall Width (ft)¹ N/A K3 (psi/in) 0.00 0.00 Eccentricity for Axial Load, e: 0.0 in Incidence Angle² 0.00 Resistance, R None lb R1 (psi) 4.64 -3.14

R2 (psi) 6.19 -4.19

Positive Moment Capacity, Mp: 1.27E+06 lb-in AxialLoad Input File Not Selected Negative Moment Capacity, Mn: 8.63E+05 lb-in N/A Yield Displacement, x Negative/Positive Moment Capacity Ratio, MR: 0.6767449

446352514 Response Criteria56 x1(in) 0.72 -0.48

Ratio of Axial Load to Axial Load Capacity 357663.44 89045824

Flexure - compact section x2 (in) 1.91 -1.29 µ Equiv Yield Defl.(in) 1.19 -0.81

Notes θ max = 0.83 deg Design Criteria:

1 Used for clearing of reflected load µ = 1.20 Response meets input design criteria 2 Angle in degrees from normal Xmax Inbound = 1.43 in at time 11.80 msec

3 Axial load per unit width on analyzed component from saved Dynamic Shear History file for Dynamic Shear History file for supported component.

The total dynamic axial load is this axial load per unit width multiplied by the input axially loaded width, Ba. Dynamic axial load includes static gravity load of supported horizontal member.

Xmin Rebound = -0.34 in at time 63.20 msec Rmax = 5.56 psi at time 11.80 msec Rmin = -3.70 psi at time 29.90 msec Shortest Yield Line Distance to Determine : 99.00 in

Equivalent Static Reactions* Peak Reactions Based on Ultimate Flexural Resistance: Vu

4 Shear controlled response ONLY occurs if the user sets Shear Flag" > 0.

This response typically has very limited ductility;

a maximum value of 1 is assumed in SBEDS. The user should

Vu at Support A = 51495 lb Vu at Support B = 51495 lb Shear Capacity Shear Capacity: Vs = 71128 lb Results for Shear Check Shear is OK

5 For Response Criteria: TM = tension membrane Maximum Tensile Force in Beam 0.00E+00 lb

SBEDS v6.2: Corrugated Metal Panel

By: amckay

Component Input Dynamic Reaction Factors Span, L 8.5 ft Shear Constant Elastic Plastic

Boundary Conditions: Fixed-Simple, Uniformly Loaded Blast Load Type F constant = 0.083 0.120

Response Type: Flexural Manual Input R constant = 0.290 0.297 Structural & Material Properties Gravity Displacement 0.190 0.120

Select Panel Type: User-Defined in 0.430 0.463 Self-Weight, w: 4.34 psf Pressure-Time Input Nominal Thickness, t 0.06 in Time (ms) Pressure (psi)

Rib Height, h: 2.0 in 0.0 4.0 Rib Spacing, b 5.15 in 14.0 0.0 Solution Control Moment of Inertia, I: 0.790 in4/ft N/A N/A Inbound Natural Period: 39.82 Section Modulus, S: 0.580 in3/ft N/A N/A Rebound Natural Period: 39.82 Supported Weight, W: 5.0 psf N/A N/A Max Rec. Time Step (ms) 0.1 Yield Strength, fy: 40000 psi N/A N/A Time Step: (ms) 0.1 Elastic Modulus, E: 29000000.0 psi N/A N/A % of Critical Damping: 0.0 Static Strength Increase Factor: 1.21 N/A N/A Initial Velocity: (in/ms) 0.0 Dynamic Increase Factor: 1.10 Charge Weight (W) and Standoff (R) Dynamic Yield Stress, fdy: 53240.0 psi W (lb) Explosive

Type

Cross Sectional Area, A: 0.106 in2/in N/A N/A Property Inbound Reboun d lb/in R (ft) Mass, M psi-ms2/in 167.99 167.99

N/A N/A Load-Mass Factors KLM

Moment Capacity: 2315 lb-in/in Blast Load Phase KLM1

KLM1

0.78 0.78 Tension Membrane Force: 0 lb/in N/A KLM2

KLM2

0.78 0.78

Blast Load Orientation KLM3

KLM3

0.66 0.66

N/A Stiffness, K

Parameters for Reflected Loads K1 (psi/in) 3.26 3.26

Wall Height (ft)¹ N/A K2 (psi/in) 1.35 1.35

Wall Width (ft)¹ N/A K3 (psi/in) 0.00 0.00

Incidence Angle² N/A Resistance, R

R1 (psi) 1.78 -1.78

Load Files FilesXIAL(above),BLAST(below)

R2 (psi) 2.67 -2.67

AxialLoad Input File Not Selected

Response Criteria6 Yield Displacement, x

Limited TM capacity x1(in) 0.55 -0.55

LLOP/Secondary-

NS

x2 (in) 1.20 -1.20 µ

2.0 3.0 Equiv Yield Defl.(in) 0.95 -0.95

Notes θ max = 1.52 deg Design Criteria:

LLOP/Secondary-NS 1 Used for clearing of reflected load µ = 1.43 Response meets input design criteria

2 Angle in degrees from normal Xmax Inbound = 1.35 in at time 16.20 msec 3 Shear controlled response ONLY occurs if the user sets Shear Flag" > 0. This response typically has very limited ductility;

a maximum value of 1 is assumed in SBEDS. The user should

Xmin Rebound = -0.27 in at time 36.80 msec

Rmax = 2.67 psi at time 16.20 msec

Rmin = -2.12 psi at time 36.80 msec

Shortest Yield Line Distance to Determine : 51.00 in

Equivalent Static Reactions* Peak Reactions Based on Ultimate Flexural Resistance: Vu

4 For Response Criteria: TM = tension membrane. Vu at Support A = 170 lb/in Vu at Support B = 102 lb/in

Shear Capacity

Shear Area: Av = 0.0466 in2/in Shear Capacity: Vs = 506 lb/in

Results based on Max Shear Region Shear is OK

Building: None Component: None Date: 11/15/2

By: amckay

Component Input Dynamic Reaction Factors Span, L: 14.0 ft Shear Constant Elastic Plastic Spacing, B: 3.5 ft Blast Load Type F constant = 0.110 0.120 Boundary Conditions: Simple-Simple, Uniformly Loaded Charge Weight and Standoff R constant = 0.390 0.380

Shape Size: W6X16 Time (ms) Pressure (psi)

Self-Weight, w: 16.0 lb/ft N/A N/A Moment of Inertia, I: 32.1000

000000 in4 N/A N/A Solution Control Section Modulus: Z(hot-rolled beam),S(cold-formed) 11.6999

999999 99998 in3 N/A N/A Inbound Natural Period: 49.81 Web Thickness, tw: 0.26 in N/A N/A Rebound Natural Period: 49.81 Depth, d: 6.28 in N/A N/A Max Rec. Time Step (ms) 0.1 Area, A: 4.74 in2 N/A N/A Time Step: (ms) 0.1 Supported Weight, W: 5.0 psf N/A N/A % of Critical Damping: 0.0 Loaded Area Factor - Enter 1.0 for Uniform Load: 1.0 N/A N/A Initial Velocity: (in/ms) 0.0

Rebound Unbraced Length for Compression Flange 14.0 ft W (lb) Explosive Type

55.00 TNT Property Inbound Rebound

Yield Strength, fy: 50000.0 psi W(TNT Equiv)(lb) R (ft) Mass, M psi-ms2/in 172.15 172.15 Ultimate Strength, fu: 70000.0 psi 55.00 25.00 Load-Mass Factors KLM Elastic Modulus, E: 29000000.

psi Blast Load Phase KLM1

KLM1

0.78 0.78

Static Strength Increase Factor: 1.05 Positive phase only KLM2

KLM2

0.78 0.78 Dynamic Increase Factor: 1.19 Blast Load Orientation KLM3

KLM3

0.66 0.66

Dynamic Yield Stress, fdy: 62475.0 psi Side-on Stiffness, K Static Axial Load, P: 0.0 lb Parameters for Reflected Loads K1 (psi/in) 2.14 2.14 No Dynamic Axial Load (See Note 3) Wall Height (ft)¹ N/A K2 (psi/in) 0.00 0.00 Leave Blank for No Dynamic Axial Load ft Wall Width (ft)¹ N/A K3 (psi/in) 0.00 0.00 Eccentricity for Axial Load, e: 0.0 in Incidence Angle² 0.00 Resistance, R None lb R1 (psi) 4.93 -3.13

R2 (psi) 4.93 -3.13

Positive Moment Capacity, Mp: 7.31E+05 lb-in AxialLoad Input File Not Selected Negative Moment Capacity, Mn: 4.64E+05 lb-in N/A Yield Displacement, x Negative/Positive Moment Capacity Ratio, MR: 0.6353270

253303813 Response Criteria56 x1(in) 2.31 -1.47

Ratio of Axial Load to Axial Load Capacity 202359.62 429240678

Flexure - compact section x2 (in) 2.31 -1.47 µ Equiv Yield Defl.(in) 2.31 -1.47

Notes θ max = 1.77 deg Design Criteria:

1 Used for clearing of reflected load µ = 1.37 Response meets input design criteria 2 Angle in degrees from normal Xmax Inbound = 2.59 in at time 13.80 msec

3 Axial load per unit width on analyzed component from saved Dynamic Shear History file for Dynamic Shear History file for supported component.

The total dynamic axial load is this axial load per unit width multiplied by the input axially loaded width, Ba. Dynamic axial load includes static gravity load of supported horizontal member.

Xmin Rebound = -2.01 in at time 39.60 msec Rmax = 4.93 psi at time 13.80 msec Rmin = -3.13 psi at time 39.60 msec Shortest Yield Line Distance to Determine : 84.00 in

Equivalent Static Reactions* Peak Reactions Based on Ultimate Flexural Resistance: Vu

4 Shear controlled response ONLY occurs if the user sets Shear Flag" > 0.

This response typically has very limited ductility;

a maximum value of 1 is assumed in SBEDS. The user should

Vu at Support A = 17404 lb Vu at Support B = 17404 lb Shear Capacity Shear Capacity: Vs = 56105 lb Results for Shear Check Shear is OK

5 For Response Criteria: TM = tension membrane Maximum Tensile Force in Beam 0.00E+00 lb

ID 10

By: amckay

Component Input Dynamic Reaction Factors Span, L: 14.0 ft Shear Constant Elastic Plastic Spacing, B: 7.0 ft Blast Load Type F constant = 0.083 0.120 Boundary Conditions: Fixed-Simple, Uniformly Loaded Charge Weight and Standoff R constant = 0.290 0.297 Response Type: Flexural Gravity Displacement F (fixed support)= 0.190 0.120

0.430 0.463

Shape Size: W6X16 Time (ms) Pressure (psi)

Self-Weight, w: 16.0 lb/ft N/A N/A Moment of Inertia, I: 32.1000

000000 in4 N/A N/A Solution Control Section Modulus: Z(hot-rolled beam),S(cold-formed) 11.6999

999999 99998 in3 N/A N/A Inbound Natural Period: 39.60 Web Thickness, tw: 0.26 in N/A N/A Rebound Natural Period: 39.60 Depth, d: 6.28 in N/A N/A Max Rec. Time Step (ms) 0.1 Area, A: 4.74 in2 N/A N/A Time Step: (ms) 0.1 Supported Weight, W: 5.0 psf N/A N/A % of Critical Damping: 0.0 Loaded Area Factor - Enter 1.0 for Uniform Load: 1.0 N/A N/A Initial Velocity: (in/ms) 0.0

55.00 TNT Property Inbound Rebound

Yield Strength, fy: 50000.0 psi W(TNT Equiv)(lb) R (ft) Mass, M psi-ms2/in 131.04 131.04 Ultimate Strength, fu: 70000.0 psi 55.00 25.00 Load-Mass Factors KLM Elastic Modulus, E: 29000000.

psi Blast Load Phase KLM1

KLM1

0.78 0.78

Static Strength Increase Factor: 1.05 Positive phase only KLM2

KLM2

0.78 0.78 Dynamic Increase Factor: 1.19 Blast Load Orientation KLM3

KLM3

0.66 0.66

Dynamic Yield Stress, fdy: 62475.0 psi Side-on Stiffness, K Static Axial Load, P: 0.0 lb Parameters for Reflected Loads K1 (psi/in) 2.57 2.57 No Dynamic Axial Load (See Note 3) Wall Height (ft)¹ N/A K2 (psi/in) 1.07 1.07 Leave Blank for No Dynamic Axial Load ft Wall Width (ft)¹ N/A K3 (psi/in) 0.00 0.00 Eccentricity for Axial Load, e: 0.0 in Incidence Angle² 0.00 Resistance, R None lb R1 (psi) 2.47 -1.57

R2 (psi) 3.70 -2.35

Positive Moment Capacity, Mp: 7.31E+05 lb-in AxialLoad Input File Not Selected Negative Moment Capacity, Mn: 4.64E+05 lb-in N/A Yield Displacement, x Negative/Positive Moment Capacity Ratio, MR: 0.6353270

253303813 Response Criteria56 x1(in) 0.96 -0.61

Ratio of Axial Load to Axial Load Capacity 245729.80 887395286

Flexure - compact section x2 (in) 2.11 -1.34 µ Equiv Yield Defl.(in) 1.66 -1.06

Notes θ max = 2.18 deg Design Criteria:

1 Used for clearing of reflected load µ = 1.92 Response meets input design criteria 2 Angle in degrees from normal Xmax Inbound = 3.19 in at time 14.30 msec

3 Axial load per unit width on analyzed component from saved Dynamic Shear History file for Dynamic Shear History file for supported component.

The total dynamic axial load is this axial load per unit width multiplied by the input axially loaded width, Ba. Dynamic axial load includes static gravity load of supported horizontal member.

Xmin Rebound = 0.00 in at time 0.00 msec Rmax = 3.70 psi at time 14.30 msec Rmin = -2.35 psi at time 31.90 msec Shortest Yield Line Distance to Determine : 84.00 in

Equivalent Static Reactions* Peak Reactions Based on Ultimate Flexural Resistance: Vu

4 Shear controlled response ONLY occurs if the user sets Shear Flag" > 0.

This response typically has very limited ductility;

a maximum value of 1 is assumed in SBEDS. The user should

Vu at Support A = 32632 lb Vu at Support B = 19579 lb Shear Capacity Shear Capacity: Vs = 56105 lb Results for Shear Check Shear is OK

5 For Response Criteria: TM = tension membrane Maximum Tensile Force in Beam 0.00E+00 lb

ID 11

By: amckay

Component Input Dynamic Reaction Factors Span, L: 7.0 ft Shear Constant Elastic Plastic Spacing, B: 12.0 ft Blast Load Type F constant = 0.110 0.120 Boundary Conditions: Simple-Simple, Uniformly Loaded Charge Weight and Standoff R constant = 0.390 0.380

Structural & Material Properties None (vertical component) R (fixed support)=

Shape Size: L 4X4X.5 Time (ms) Pressure (psi)

Self-Weight, w: 12.8 lb/ft N/A N/A Moment of Inertia, I: 5.56000

000000 00005 in4 N/A N/A Solution Control Section Modulus: Z(hot-rolled beam),S(cold-formed) 2.95499

999999 99996 in3 N/A N/A Inbound Natural Period: 225.13 Web Thickness, tw: 0.5 in N/A N/A Rebound Natural Period: 225.13 Depth, d: 4.0 in N/A N/A Max Rec. Time Step (ms) 0.1 Area, A: 3.75 in2 N/A N/A Time Step: (ms) 0.1 Supported Weight, W: 157.0 psf N/A N/A % of Critical Damping: 0.0 Loaded Area Factor - Enter 1.0 for Uniform Load: 1.0 N/A N/A Initial Velocity: (in/ms) 0.0 Inbound Unbraced Length for Compression Flange 3.5 ft Charge Weight (W) and Standoff (R) Rebound Unbraced Length for Compression Flange 7.0 ft W (lb) Explosive Type

55.00 TNT Property Inbound Rebound

Yield Strength, fy: 50000.0 psi W(TNT Equiv)(lb) R (ft) Mass, M psi-ms2/in 2842.97 2842.97 Ultimate Strength, fu: 70000.0 psi 55.00 25.00 Load-Mass Factors KLM Elastic Modulus, E: 29000000.

psi Blast Load Phase KLM1

KLM1

0.78 0.78

Static Strength Increase Factor: 1.05 Positive phase only KLM2

KLM2

0.78 0.78 Dynamic Increase Factor: 1.19 Blast Load Orientation KLM3

KLM3

0.66 0.66

Dynamic Yield Stress, fdy: 62475.0 psi Reflected without Clearing Stiffness, K Static Axial Load, P: 0.0 lb Parameters for Reflected Loads K1 (psi/in) 1.73 1.73 No Dynamic Axial Load (See Note 3) Wall Height (ft)¹ N/A K2 (psi/in) 0.00 0.00 Leave Blank for No Dynamic Axial Load ft Wall Width (ft)¹ N/A K3 (psi/in) 0.00 0.00 Eccentricity for Axial Load, e: 0.0 in Incidence Angle² 0.00 Resistance, R None lb R1 (psi) 1.43 -1.30

R2 (psi) 1.43 -1.30

Positive Moment Capacity, Mp: 1.82E+05 lb-in AxialLoad Input File Not Selected Negative Moment Capacity, Mn: 1.66E+05 lb-in N/A Yield Displacement, x Negative/Positive Moment Capacity Ratio, MR: 0.9122957

52861576 Response Criteria56 x1(in) 0.83 -0.76

Ratio of Axial Load to Axial Load Capacity 151675.07 923172033

Flexure - compact section x2 (in) 0.83 -0.76 µ Equiv Yield Defl.(in) 0.83 -0.76

Notes θ max = 2.93 deg Design Criteria:

1 Used for clearing of reflected load µ = 2.60 Response meets input design criteria 2 Angle in degrees from normal Xmax Inbound = 2.15 in at time 77.30 msec

3 Axial load per unit width on analyzed component from saved Dynamic Shear History file for Dynamic Shear History file for supported component.

The total dynamic axial load is this axial load per unit width multiplied by the input axially loaded width, Ba. Dynamic axial load includes static gravity load of supported horizontal member.

Xmin Rebound = 0.00 in at time 0.00 msec Rmax = 1.43 psi at time 77.30 msec Rmin = -1.30 psi at time 188.40 msec Shortest Yield Line Distance to Determine : 42.00 in

Equivalent Static Reactions* Peak Reactions Based on Ultimate Flexural Resistance: Vu

4 Shear controlled response ONLY occurs if the user sets Shear Flag" > 0.

This response typically has very limited ductility;

a maximum value of 1 is assumed in SBEDS. The user should

Vu at Support A = 8648 lb Vu at Support B = 8648 lb Shear Capacity Shear Capacity: Vs = 68722 lb Results for Shear Check Shear is OK

5 For Response Criteria: TM = tension membrane Maximum Tensile Force in Beam 0.00E+00 lb

Area B L RCMU lateral support

SBEDS v6.2: Reinforced Masonry

By: amckay

Component Input Dynamic Reaction Factors

Span Length, L: 12.0 ft Shear Constant Elastic Plastic Width Resisting Blast Load/Loaded Width, Bw:

1.0 Blast Load Type F (simple support)= 0.083 0.120

Boundary Conditions: One Way: Fixed-Simple, Uniformly Loaded Charge Weight and Standoff R (simple support)= 0.290 0.297 Response Type: Flexural Gravity Displacement F (fixed support)= 0.190 0.120 Cross Section Type: Type I None (vertical component) R (fixed support)= 0.430 0.463

Structural & Material Properties Pressure-Time Input Total Wall Thickness, t: 11.65 in Time (ms) Pressure (psi)

Reinf. Steel Spacing for Bars Spanning Parallel to L, bL: 16.0 in N/A N/A Not Used for One-Way Response: None in N/A N/A Solution Control Area of Reinforcing Steel (Symmetric reinforcement assumed) N/A N/A Inbound Natural Period: 38.59 Positive Moment Steel Parallel to L: 0.31 in2 N/A N/A Rebound Natural Period: 38.59 Not Used for One-Way Response: None in2 N/A N/A Max Rec. Time Step (ms) 0.1 Negative Moment Steel Parallel to L: 0.31 in2 N/A N/A Time Step: (ms) 0.1 Not Used for One-Way Response: None in2 N/A N/A % of Critical Damping: 0.0 Thickness of Cover to Center of Bars: dc

N/A N/A Initial Velocity: (in/sec) 0.0 Non-Loaded Side Spanning Parallel to L: 5.825 in Charge Weight (W) and Standoff (R)

Leave Input Blank for One-way Response None in W (lb) Explosive Type

Loaded Side Spanning Parallel to L: 5.825 in 55.00 TNT Property Inbound Rebound Leave Input Blank for One-way Response None in W(TNT Equiv)(lb) R (ft) Mass, M psi-ms2/in 2761.52 2761.52 Masonry Type: Medium Weight CMU psf

55.00 25.00 Load-Mass Factors KLM

Supported Weight, w: 37.5 psf Blast Load Phase KLM1

KLM1

0.78 0.78 Percent of Void Space Grouted 100.0 % Positive phase only KLM2

KLM3

0.78 0.78

Masonry Compressive Strength, fm: 2000.0 psi Blast Load Orientation KLM3

KLM2

0.66 0.66 Masonry Dynamic Compr. Increase Factor (>=1): 1.19 Reflected without Clearing KLM4

KLM3

0.66 0.66

Wall Self-Weight, W: 116.04 psf Parameters for Reflected Loads KLM5

KLM2

0.66 0.66 Masonry Dynamic Compr. Strength, f`dc: 2380.0 psi Wall Height (ft)¹ N/A Masonry Elastic Modulus, Ec: 2000000.0 psi Wall Width (ft)¹ N/A Stiffness, K Select Reinforcement: A616 (Grade 60) Incidence Angle²

0.00

0.00 K1 (psi/in) 57.12 57.12

Reinf. Steel Yield Strength, fs: 60000.0 psi Load Files K2 (psi/in) 23.71 23.71 Reinf. Steel Ultimate Strength, fu: 90000.0 psi AxialLoad Input File Not Selected K3 (psi/in) 0.00 0.00 Static Strength Increase Factor: 1.1

N/A K4 (psi/in) 0.00 0.00

Dynamic Increase Factor: 1.22

Response Criteria76 K5 (psi/in) 0.00 0.00 Dynamic Reinf. Steel Yield Stress, fds: 80520 psi Flexure Resistance, R Reinf. Steel Elastic Modulus, Es: 29000000 psi LOP/Type6

LLOP/Primary R1 (psi) 3.27 -3.27

Static Axial Load, P: lb/in θ (deg) µ R2 (psi) 4.91 -4.91 No Dynamic Axial Load (See Note 3) Note 3 2.0 N/A

R3 (psi) 4.91 -4.91 Leave Blank for No Axial Load N/A in

R4 (psi) 4.91 -4.91

Leave Blank for No Dynamic Axial Load N/A ft

Yield Displacement, x

Rebound Positive H-Direction Moment Capacity, MpH: 0 lb-in/in x1 (in) 0.06 -0.06 Inbound Positive H-Direction Moment Capacity, MpH: 0 lb-in/in x2 (in) 0.13 -0.13 Reinforcement Ratio, ppH (Tension only and Net6): 0.0000 0.0000 x3 (in) 0.13 -0.13 Rebound Negative H-Direction Moment Capacity, MnH: 0 lb-in/in x4 (in) 0.13 -0.13 Inbound Negative H-Direction Moment Capacity, MnH: 0 lb-in/in Reinforcement Ratio, ppH (Tension only and Net6): 0.0000 0.0000 Equiv Yield Defl.(in) 0.10 -0.10 Rebound Positive L-Direction Moment Capacity, MpL: 8485 lb-in/in Results Summary

Inbound Positive L-Direction Moment Capacity, MpL: 8485 lb-in/in θ max = 0.44 deg Design Criteria: LLOP/Primary Reinforcement Ratio, ppH (Tension only and Net6): 0.0033 0.0033 µ = 5.58 Response meets input design criteria Rebound Negative L-Direction Moment Capacity, MnL: 8485 lb-in/in Xmax Inbound = 0.56 in at time 21.80 msec Inbound Negative L-Direction Moment Capacity, MnL: 8485 lb-in/in Xmin Rebound = 0.00 in at time 0.00 msec Reinforcement Ratio, ppH (Tension only and Net6): 0.0033 0.0033 Rmax = 4.91 psi at time 21.80 msec Reinforcement Ratio Check: Reinforcement OK Rmin = -4.02 psi at time 41.90 msec Equiv. Stress Block Factor, b1: 0.85 Shortest Yield Line Distance to Determine θ: 72.00 msec Over-Reinf. Criteria - 50% of Balanced Reinf. Ratio 0.0055 Equivalent Static Reactions (1) Average Cover Depth for Moment of Inertia, dcavg:

5.83 in Peak Reactions Based on Ultimate Flexural Resistance: Vu Average Moment of Inertia, Ia:

66.38 in4/in V_u at fixed support 441 lb/in

V_u at simple support 265 lb/in Maximum Vu at distance d from support= 413 lb/in

Notes

1 Used for clearing of reflected load

Diagonal Shear Capacity, Vc,diag = 521 lb/in

2 Angle in degrees from normal

Tensile steel depth for shear calculations, d:

5.83 in 3 Axial load per unit width on analyzed component from saved Dynamic Shear History file for supported component. Dynamic axial load includes static gravity load of supported horizontal member.

Results based on Max Shear Region (See Note 5)

Diagonal Shear at support: Shear is OK Diagonal Shear at distance d from support:

Shear is OK Shear is OK

4 Shear controlled response ONLY occurs if the user sets “Shear Flag" > 0. This response has very limited ductility; SBEDS assumes a value of 1. The user should understand shear-controlled response – see User’s Guide.

Shear Steel Area per unit spacing, Avs, Req'd in Max Shear Region (2),(3) Diagonal bars @ support per unit spacing (s): 0.0000 in2/in2

Stirrups for shear @ d from support per unit spacing (s): 0.0000 in2/in2

5 For internal loading, user must check diagonal shear at support (SBEDS does not check this).

(1) Based on larger of inbound and rebound ultimate flexural resistance, not including tension or compression membrane.

6 Based on tensile steel reinf. minus any compression (i.e. rebound) steel reinf.

(2) Multiply Avs values by shear steel spacing to get steel area

7 For Response Criteria: TM = tension membrane, F&C = Flexure and Compression

(3) Vmax at distance d from support is conservatively overestimated

8 If Deep beam, See User's Manual for shear information incl. minimum shear

By: amckay

Component Input Dynamic Reaction Factors Span, L: 13.0 ft Shear Constant Elastic Plastic Spacing, B: 7.0 ft Blast Load Type F constant = 0.110 0.120 Boundary Conditions: Simple-Simple, Uniformly Loaded Charge Weight and Standoff R constant = 0.390 0.380

Shape Size: W8X24 Time (ms) Pressure (psi)

Self-Weight, w: 24.0 lb/ft N/A N/A Moment of Inertia, I: 82.8000

000000 in4 N/A N/A Solution Control Section Modulus: Z(hot-rolled beam),S(cold-formed) 23.1999

999999 99996 in3 N/A N/A Inbound Natural Period: 44.79 Web Thickness, tw: 0.245 in N/A N/A Rebound Natural Period: 44.79 Depth, d: 7.93 in N/A N/A Max Rec. Time Step (ms) 0.1 Area, A: 7.08 in2 N/A N/A Time Step: (ms) 0.1 Supported Weight, W: 10.0 psf N/A N/A % of Critical Damping: 0.0 Loaded Area Factor - Enter 1.0 for Uniform Load: 1.0 N/A N/A Initial Velocity: (in/ms) 0.0

55.00 TNT Property Inbound Rebound

Yield Strength, fy: 50000.0 psi W(TNT Equiv)(lb) R (ft) Mass, M psi-ms2/in 241.53 241.53 Ultimate Strength, fu: 70000.0 psi 55.00 25.00 Load-Mass Factors KLM Elastic Modulus, E: 29000000.

psi Blast Load Phase KLM1

KLM1

0.78 0.78

Static Strength Increase Factor: 1.05 Positive phase only KLM2

KLM2

0.78 0.78 Dynamic Increase Factor: 1.19 Blast Load Orientation KLM3

KLM3

0.66 0.66

Dynamic Yield Stress, fdy: 62475.0 psi Side-on Stiffness, K Static Axial Load, P: 0.0 lb Parameters for Reflected Loads K1 (psi/in) 3.71 3.71 No Dynamic Axial Load (See Note 3) Wall Height (ft)¹ N/A K2 (psi/in) 0.00 0.00 Leave Blank for No Dynamic Axial Load ft Wall Width (ft)¹ N/A K3 (psi/in) 0.00 0.00 Eccentricity for Axial Load, e: 0.0 in Incidence Angle² 0.00 Resistance, R None lb R1 (psi) 5.67 -4.59

R2 (psi) 5.67 -4.59

Positive Moment Capacity, Mp: 1.45E+06 lb-in AxialLoad Input File Not Selected Negative Moment Capacity, Mn: 1.17E+06 lb-in N/A Yield Displacement, x Negative/Positive Moment Capacity Ratio, MR: 0.8086235

738438629 Response Criteria56 x1(in) 1.53 -1.24