08 00 01 Blast Requirements- Ammendment to IFB.pdf

EXPAND PRIMARY CARE

AT LAKE NONA (EAST) BLAST PERFORMANCE REQUIREMENTS

Orlando VA Medical Center SECTION 08 00 01

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SECTION 08 00 01

BLAST PERFORMANCE REQUIREMENTS

PART 1 - GENERAL

1.1 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and

Supplementary conditions and Division 01 Specification sections, apply to work of this section.

B. Related Requirements:

1. Specification 033053 “Cast-in-Place Concrete”

2. Specification 034500 “Precast Architectural Concrete”

3. Specification 051200 “Structural Steel Framing”

4. Specification 053600 “Composite Metal Decking”

5. Specification 054000 “Cold-Formed Metal Framing”

6. Specification 055000 “Metal Fabrications”

7. Specification 081113 “Hollow Metal Doors and Frames”

8. Specification 084113 “Aluminum Framed Entrances and Storefronts”

9. Specification 084413 “Glazed Aluminum Curtain Walls”

10. Specification 088000 “Glazing”

11. Specification 089000 “Louvers and Vents”

1.2 SUMMARY

A. This section includes all blast performance requirements for delegated design components of the building structure, including, but not limited to, glazing, window framing, metal panel, cold-formed metal studs, architectural precast concrete, louvers, canopies, and photovoltaic panels. Reference other specification sections for non-blast related requirements of these systems.

B. Definitions:

1. Ductility Ratio (μ): The ratio of an element’s maximum deflection to its maximum elastic deflection

2. Support Rotation (Θ): The angle a flexural element has rotated at its support due to deflection under blast loading. The support rotation shall be calculated using the ratio of the maximum

08 00 01 - 2 deflection to the distance between hinge or yield line locations, when modeled as an equivalent single-degree-of-freedom dynamic system.

3. Ultimate Flexural Resistance: The flexural capacity of an element associated with the formation of one plastic hinge in the system.

C. Reference Standards:

1. Comply with the provision of the following codes, specifications, and standards except where more stringent requirements are shown or specified:

a. VA Physical Security and Resiliency Design Manual, 2021

b. ASCE 59-11, “Blast Protection of Buildings”

c. AISC 360, “Specification for Structural Steel Buildings

d. ACI 318, "Building Code Requirements for Structural Concrete."

e. ASTM F2912, “Standard Specification for Glazing and Glazing

Systems Subjected to Airblast Loadings”

f. ADM, “Aluminum Design Manual”

D. Basis of Design

1. The sizes and composition of performance-specified members provided in the design contract documents are intended to show design intent.

However, it is the Contractor’s responsibility to meet and demonstrate compliance with all requirements in this specification.

1.3 DESIGN PROCEDURES

A. All systems specified herein shall be designed to resist the blast loads specified in this section. Building components analyzed shall be shown to respond within the performance limits specified in this section when subjected to the blast loading.

B. Designing to meet blast requirements does not dismiss the need to design for other applicable conventional requirements or other loading conditions.

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C. Blast loads shall be combined with applicable dead loads that would be present during a blast event, but otherwise shall be considered to be independent from conventional design loads.

D. All blast analyses shall be conducted in accordance with ASCE 59-11 or other accepted industry standards for inelastic systems subjected to dynamic loads. The following procedures shall be used to demonstrate compliance with blast requirements:

1. Single Degree of Freedom (SDOF) Analysis

a. SDOF analysis methods are acceptable for any component expected to undergo flexural response to applied blast loading

b. SDOF shall be based on appropriate load and mass distribution

c. SDOF shall consider appropriate approximation of boundary conditions

d. Connections at supports shall be designed for the calculated inbound and rebound reaction forces from dynamic analysis

e. For connection design, the reaction shall be associated with the element’s ultimate flexural resistance. For members that do not yield under the design blast loads, the ultimate flexural resistance reactions may be scaled by the member ductility ratio. If the member does not yield under the applied blast loading, an additional 1.125 factor shall be added to the scaled reactions, up to the ultimate flexural resistance of the member.

f. As an alternative to the element’s ultimate flexural resistance, the peak dynamic reaction may be used as a static reaction for connection design.

2. Multi-Degree of Freedom (MDOF) Analyses

a. May be utilized to more accurately analyze explicit interactions between connected members, i.e. Finite Element

Analysis

b. Response of building elements shall be shown to be within equivalent ductility, rotation, or shear limits.

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c. MDOF methodologies shall utilize industry standard methodologies and be submitted for review and approval prior to implementation.

E. Load Path

1. Delegated systems shall be shown to span between building diaphragms or other intended structural support locations.

2. If intended support location is not obvious from architectural or structural contract documents, contractor shall submit an RFI with proposed support conditions prior to completing calculations and shop drawings.

3. If delegated systems are supported by another delegated system, the general contractor shall coordinate blast requirements, designs, and connections between the two delegated system contractors.

4. Building envelope systems shall not transfer blast loads to columns or primary horizontal elements (other than at diaphragm locations) without the approval of the Structural Engineer of Record.

F. Dynamic Material Strengths

1. Material strengths used in dynamic blast analyses shall be increased by the applicable Average Strength Factors (ASF) and Dynamic

Increase Factors (DIF) indicated below:

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2. Glass strengths used in dynamic blast analyses shall utilize an average strength equivalent to a probability of failure of 500 breaks per 1000 units of glass tested according to the approved glass analysis software.

G. Blast Loading

1. Blast loads shall only be combined with applicable dead or live loads and shall be combined where necessary utilizing the factors as indicated in ASCE 59-11.

2. Blast loads provided below shall be modeled by a linearly decaying pressure-time history with instantaneous rise to peak pressure, except where noted differently.

3. Negative phase effects shall not be considered.

4. Design Blast Loads for exterior envelope:

a. Threat-based Blast load

Pressure = 13.5 psi

Material Property Failure Mode ASF DIF

Flexure 1.10 1.19

Compression 1.10 1.12

Direct Shear 1.10 1.10

Flexure 1.10 1.17

Compression 1.10 1.10

Direct Shear 1.10 1.10

Flexure/Shear 1.10 1.29

Tension/Compression 1.10 1.19

Ultimate Strength All 1.00 1.10

Flexure/Shear 1.10 1.19

Tension/Compression 1.10 1.12

Ultimate Strength All 1.00 1.05

Cold-Formed Steel Yield Strength All 1.10 1.10

Aluminum 6061-T6 Yield Strength All 1.14 1.02

Aluminum 6063-T6 Yield Strength All 1.24 1.02

Compressive

Strength

Yield Strength

Yield Strength

Concrete|Masonry

Reinforcing Steel Bars

A36 Structural Steel

Yield Strength

A992|A572 Structural Steel

A1085 Gr A Structural Steel

API 5L X52 Pipe

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Impulse = 51 psi-msec

b. Maximum Capacity Blast Load

The blast load corresponding to Performance Condition

2 for the largest tributary lite of glass to the element being designed

1.4 BLAST PERFORMANCE REQUIREMENTS

A. Exterior Glass and Window Systems

1. Glass in all exterior systems shall achieve the performance requirements listed in response to the specified blast loads

2. Minimum Prescriptive Glass Requirements

a. Glazing shall be laminated with a polyvinyl butyral (PVB) interlayer which is capable of transferring shear forces between glass layers. For insulated glazing units, this requirement applies to the inner lite.

b. Use of alternate interlayer material shall be subject to approval by design team.

3. Analysis Software

a. Pre-approved software includes Wingard v5.5.1 or later.

b. Alternative software must be submitted for review and approval prior to use

4. Performance Requirements

a. All glazing: GSA Performance Condition 2 or better

5. Glazing Retention

a. Unless demonstrated by analysis that a dry glazed system is adequate, the glass must be restrained within the mullions/frames with a minimum 1/2” bite and a minimum 3/8” wide continuous bead of structural silicone adhesive attaching

08 00 01 - 7 the inner lite of glass to the frame to allow it to develop its post-damage capacity.

B. Exterior Curtainwall and Storefront Window Systems – Metal Framing

1. Exterior metal framing, including curtain wall and storefront mullions, associated braces, and connections shall be designed to resist the specified blast loads and maximum capacity design blast loads.

2. Analysis Methods

a. Performance shall be demonstrated through inelastic dynamic structural analysis methods as defined in DESIGN PROCEDURES of this specification

3. Performance Requirements

a. Threat-based design

1) Corresponding to Threat-based Blast Load

2) Maximum deflection: L/40

3) Shear Demand-Capacity Ratio: 1.0

b. Maximum Capacity design

1) Corresponding to Maximum Capacity Blast Load

2) Maximum deflection: L/20

3) Shear Demand-Capacity Ratio: 1.0

4. Section Properties

a. Snapped or clipped together pieces of aluminum that are not structurally detailed to act as a single member shall not be considered in determining the capacity of the mullions.

b. Combined section properties of mullion components may be used if calculations demonstrate deformation compatibility between the aluminum and steel components.

5. Curtainwall Connection Design

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a. Connections shall be designed for the computed inbound and rebound framing member reactions calculated based on dynamic analysis.

b. Blast loads shall be combined with applicable gravity reactions

c. Load factors shall be applied as specified in ASCE 59-11

d. Connection design shall utilize code-prescribed material and limit-state specific phi factors.

e. Window connection designs shall not utilize Dynamic Increase

Factors (DIFs) and Average Strength Factors (ASF) for connection capacities.

f. Connection designs utilizing manufacturer supplied data may use the ultimate capacity values multiplied by 0.67.

C. Exterior Doors

1. Exterior metal framing, which surround and support the doors, associated braces, and connections shall be designed to resist the specified blast loads structural analysis methods as defined in DESIGN PROCEDURES of this specification

3. Performance Requirements for Glazed Doors

a. Door glazing: Door glazing shall meet the requirements in

Section 1.4.A

b. Doors shall be designed and detailed to provide a continuous blast load path from the glazing to the door support frame.

c. Door Support Frame Performance Requirements

1) Threat-based design

a) Corresponding to Threat-based Blast Load

b) Maximum deflection: L/40

c) Shear Demand-Capacity Ratio: 1.0

2) Maximum Capacity design

a) Corresponding to Maximum Capacity Blast Load

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b) Maximum deflection: L/20

c) Shear Demand-Capacity Ratio: 1.0

4. Performance Requirements for Solid Metal Doors

a. Door Leaves

1) Minimum 14 gauge metal panel

2) Exempt from explicit blast analysis

b. Door Frame Performance Requirements

1) Threat-based design

a) Corresponding to Threat-based Blast Load

b) Maximum deflection: L/20

c) Shear Demand-Capacity Ratio: 1.0

5. Section Properties

a. Snapped or clipped together pieces of aluminum or steel that are not structurally detailed to act as a single member shall not be considered in determining the capacity of the mullions.

b. Combined section properties of mullion components may be used if calculations demonstrate deformation compatibility between components.

6. Connection Design

a. Connections shall be designed for the computed inbound framing member reactions calculated based on dynamic analysis.

b. Blast loads shall be combined with applicable gravity reactions

c. Load factors shall be applied as specified in ASCE 59-11

d. Connection design shall utilize code-prescribed material and limit-state specific phi factors.

e. Door connection designs shall not utilize Dynamic Increase

Factors (DIFs) or Average Strength Factors (ASF) for connection capacities.

f. Connection designs utilizing manufacturer supplied data may use the ultimate capacity values multiplied by 0.67.

D. Exterior Cold Formed Metal Framing

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1. Exterior cold formed metal framing, associated braces, and connections shall be designed to resist the specified blast loads, including those tributary to cold formed systems from glazing or door systems structural analysis methods as defined in DESIGN PROCEDURES of this specification

3. Performance Requirements

a. Stud with sliding connection

1) Maximum Rotation Limit (Θ): N/A

2) Maximum Ductility Limit (μ): 0.8

b. Stud connected top and bottom

1) Maximum Rotation Limit (Θ): N/A

2) Maximum Ductility Limit (μ): 1.0

4. Connection Design

a. Connections shall be designed for the computed inbound framing member reactions calculated based on dynamic analysis. Rebound reactions need not be considered.

b. Blast loads shall be combined with applicable gravity reactions

c. Load factors shall be applied as specified in ASCE 59-11

d. Connection design shall utilize code-prescribed material and limit-state specific phi factors.

e. Connection designs shall not utilize Dynamic Increase Factors

(DIFs) or Average Strength Factors (ASF) for connection capacities.

f. Connection designs utilizing manufacturer supplied data may use the ultimate capacity values multiplied by 0.67.

E. Non-glazed Façade elements

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1. Exterior metal panels and connections shall be designed to resist the specified blast loads structural analysis methods as defined in DESIGN PROCEDURES of this specification

3. Performance Requirements

a. Non-glazed façade elements shall be designed in accordance with

ASCE 59-11 requirements.

4. Connection Design

a. Connections shall be designed for the computed inbound framing member reactions calculated based on dynamic analysis.

b. Blast loads shall be combined with applicable gravity reactions

c. Load factors shall be applied as specified in ASCE 59-11

d. Connection design shall utilize code-prescribed material and limit-state specific phi factors.

e. Connection designs shall not utilize Dynamic Increase Factors

(DIFs) for connection capacities.

f. Connection designs utilizing manufacturer supplied data may use the ultimate capacity values multiplied by 0.67.

F. Precast Concrete Systems

1. General: Provide delegated design services, submittals, shop drawings and calculations described in Section 080001 in accordance with all requirements noted therein

2. Precast concrete system design criteria

a. All exterior precast shall be designed for blast resistance, and fabricated and installed to resist the applied blast loads and performance requirements defined in this section.

b. The precast concrete Subcontractor shall be responsible for determining all performance, reaction forces and connection designs based on the actual geometry and make-up for all

08 00 01 - 12 conditions. Analysis shall be provided for all typical and atypical conditions

c. Attachment directly to primary building columns is prohibited, unless submitted and approved by architect of record, structural engineer, and blast engineer

d. Blast analysis of the precast concrete and supporting systems shall be performed using a program capable of performing non-linear dynamic analysis such as SBEDS distributed by the USACE

Protective Design Center (PDC) or, with approval of the project blast consultant, another analysis code accepted by the U.S.

government

e. Precast concrete and supporting backup systems (frames, connections, anchorages, and other hardware) shall be designed for the blast loads defined in this specification

3. Precast Concrete Panel System and Frame Performance Criteria:

Design and fabricate precast concrete wall systems, including supporting members to comply with the following:

a. Design Methods: The performance of the precast concrete and supporting frames shall be demonstrated by Inelastic dynamic structural analysis methods. Such analysis methods must be validated through comparison with industry recognized existing explosive testing of similar components

b. Precast Concrete Performance Criteria

1) Rotation (θ) and Ductility (µ): Conventionally reinforced

Precast concrete panel span end rotations and displacement ductility shall not exceed the following at the specified design blast loading

a) Rotation (θ) < 4 degrees

c. Supporting Steel Framing Performance Criteria

1) Rotation (θ) and Ductility (µ): Supporting steel framing end rotations and displacement ductility shall not exceed the following at the specified design blast loading for compact Rolled Steel sections (refer to Cold-formed metal framing systems where cold-formed steel is used as a backup system to support precast concrete panels)

a) Rotation (θ) < 5 degrees

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d. Shear demand for all precast systems and components shall result in a shear demand/capacity ratio less than 1.0

e. Rebound shall be calculated based on actual analysis response and considered in the design of the panel, frame and anchorage system

f. Components: Design concrete panels and frames using the expected strength of their respective materials

4. Anchorage & Connection Design: The precast concrete and supporting wall system anchorages shall be designed, fabricated, and installed to meet the conditions specified in this Section within limits and under conditions indicated

a. Reaction Forces: Connections to the structure shall be engineered for the calculated reaction forces of the specified design load of the precast concrete panel and wall framing members

b. Contractor to be responsible for coordination of anchorage hardware and the supporting structure

c. Design shall address the axial effects on connections or detailed and analyzed in a way to relieve axial restraint

d. SIF and DIF shall not be applied for to the design capacity of connection components

e. Design anchorages and connections as per the latest versions of AISC LRFD manuals for steel connections, the latest version of the ASIS Cold Formed Steel Design Manual for cold formed framing connections, and the latest version of ACI-318 for anchorage to concrete

1) Load factor for blast reactions shall be 1.0

2) Resistance factors (Φ) specified in the noted design manuals shall be used to design applicable components

3) Where a resistance factor is not specified or an LRFD code does not apply, use a resistance factor of 0.67 on the ultimate strength of the component

4) Design shall consider available support structure geometric and reinforcing conditions

5) Breakout reinforcing shall be designed as required by embed design

6) Lateral connection locations:

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a) Lateral connections to the slab or top of spandrel beams are preferred

b) Lateral connections to the bottom of the spandrel beam are allowed only in locations where a kicker or bracing beam has been provided to resist the blast reactions as indicated on the structural drawings

c) Lateral connections to building columns are prohibited except at locations between the top of the slab and the bottom of the spandrel beam with a kicker or bracing beam or as permitted by the Structural

Engineer of Record and the Blast Consultant

f. Gravity connections to columns shall be detailed such that they do not transfer lateral loads to the column and that they will maintain gravity load integrity under the peak panel deflections in response to blast loads

G. Exterior Canopy Systems

1. Framing for exterior canopy systems need not be designed for specific blast loading or member performance requirements.

2. Member to member and member to support structure connections shall be designed with sufficient strength to be capable of transferring the load resulting from the capacity of the canopy it’s supporting.

H. Sunshades

1. Sunshades attached to exterior window systems need not be designed for specific blast loading or member performance requirements.

2. Member to member and member to support structure connections shall be designed to develop the flexural yield capacity of the material which it connects.

I. Louvers

1. Exterior louvers need not be designed for specific blast loading or member performance requirements.

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1.5 SUBMITTALS

A. Blast Methodology

1. Prior to completing calculations or shop drawings, submit a proposed blast analysis methodology in a basis of design document for review.

2. Contractor shall provide a statement of compliance with applicable design basis threat analyses by risk types and mitigation requirements.

B. Calculation Report

1. Submit signed and sealed calculations, by a Professional Engineer licensed in the United States, and shall demonstrate conformance of all components specified by the blast criteria.

2. Submit summary narrative, calculation summaries, design sketches, and blast analysis calculations that adequately shows analysis methodology and results of all applicable components.

3. Calculation report shall be coordinated with shop drawings, such that specific members, sections, details, and connections can easily be referenced between the report and the shop drawings.

C. Product Data: Submit technical data for materials specified in the systems.

D. Shop Drawings:

1. Shop drawings shall clearly reference the blast calculations to correlate blast forces (magnitude and direction) being imposed on the support structure.

2. Shop drawings and details shall be coordinated with blast calculation report, such that specific members, sections, details, and connections can easily be referenced between the report and the shop drawings.

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1.6 QUALITY ASSURANCE

A. Qualifications:

1. Prior to beginning work, submit qualifications for contractor’s blast engineer. It shall be demonstrated that the blast engineer has at least 5 years of experience performing similar scope of work.

2. Blast engineer of record for delegated design components shall be licensed as a professional engineer in the United States.

3. The blast engineer of record (EOR) for blast analysis, blast mitigations and for any other analysis of physical effects from established threats on the building structure, shall demonstrate sufficient previous experience in completing force protection design for building projects of a similar nature.

4. The blast engineer of record shall review blast analysis performed by the various subcontracted entities and suppliers who perform blast analysis for their supplied building components and certify that they meet the blast performance requirements.

PART 2 - PRODUCTS

PART 3 - EXECUTION

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