Attachment_2_Addendum_1_LSGA019179_12Jul2018.pdf

FLORIDA AIR NATIONAL GUARD ‐125TH FIGHTER WING JULY 12, 2018

REPLACE FIRE CRASH / RESCUE STATION

JACKSONVILLE INTERNATIONAL AIRPORT B‐3 FINAL SUBMITTAL

PROJECT NO. LSGA019179

ADDENDUM #1

TO THE CONSTRUCTION DOCUMENTS DATED 1 DECEMBER 2017

TO ALL PLAN HOLDERS:

The following changes, additions, and or deletions are hereby made a part of the Construction

Documents for the above noted project, fully and completely as if the same were fully contained therein. All other terms, conditions and specifications of the original Invitation to Bid remain unchanged.

This addendum must be acknowledged in the space provided in the Bid Form.

The submittal Date and Time is NOT changed.

The modifications directed by this Addendum #1 are described as follows:

Specifications:

1. Insert the attached “Window Design Load Compliance Analysis” at the end of Section 08 41 13

Aluminum Framed Entrances and Storefronts. It shall become a part of that specification section.

Limited Official Use Only (LOUO)

Jacobs Buildings & Infrastructure Americas Security Engineering & Protective Structures Practice

Window System Design Load Compliances & Analysis

Project Name: FL-ANG 125th Wing Fire Crash/Rescue Station

Building Category: Inhabited Building Jacobs Design Location: Florida Protective Design Analysis Engineer: WJM Date: 4/7/2017 Revision: WJM- FINAL B2 Date: 6/15/17 QC-CK: Date:

A. Protective Design Details: UFC 4-010-01 1 Oct 2013 Standard 10. Explosive weight II (FOUO) is the controlling design basis threat to determine the window systems design load resistance at the conventional construction standoff distance as identified in the AT/FP narrative and Arch site plan at the 125th Wing Fire Crash/Rescue (ARFF) facility. The ARFF primary installation access entry and control point facilities have the ability to authenticate, validate, and search for vehicle bombs. Explosive weight I at the installation perimeter to the ARFF is not the controlling load and provides no added impact to the building. This facility is designed in accordance with UFC 4- 010-01 and is designated as a low level of protection (LLOP) building, and meets the protective compliances and strategies as stated in UFC 4-010-01 and other applicable project documents.

B. Acceptable Computer Software: (USACE Protective- Design Center- Single Degree of Freedom Blast Effects Design (SBEDS-latest Edition).Omaha Approved Software), WINGARD PE 6 or (Latest Version), and SBEDS-W (Version 1.1.1 or latest version). Other window design load tools or software that measure the dynamic response of the window system- glass, frame, anchorage and supporting structure are acceptable only by approval by owner or owner’s representative.

Note: WINGARD PE may provide a conservative approach for the design of the window systems for the facility and may not be an economical approach. Please plan accordingly for the most effective and economical design solution.

C. Glazing Level of Protection Performance:

Glazing will fracture, remain in the frame and result in a minimal hazard consisting of glass dust and slivers.(Minimal hazard rating) Doors will stay in frames, but will not be reusable.

D. Window System Mandatory Compliance References:

Primary Document Compliance: DoD Minimum Antiterrorism Standards for Buildings; Change 1, 1 October 2013 Standard 10 or latest version.

1. Applicable UFC 4-010-01 Standards (s): B-3.1 Standard 10. Windows & Skylights

2. Standard 12- Exterior Doors- B-3.3.2 (Glazed Doors)

Supporting Document Compliance:

UFC 4-010-01 DoD Minimum Antiterrorism Standards for Buildings 9 Feb 2012, Change 1, 1 Oct 2013

UFC 4-010-02 (FOUO) DoD Minimum Standoff Distances for Buildings 9 Feb 2011 ASTM F2248-12 (or latest version) Standard Practice for Specifying an Equivalent 3-Second

Duration Design Loading for Blast Resistant Glazing Fabricated with Laminated Glass.

ASTM- E 1300-09a Standard Practice for Determining Load Resistance of Glass in Buildings.

(Or, Latest Version) ASTM F1642-04 Standard Test Method for Glazing and Glazing Systems Subject to Air-blast

Loadings. (Or, Latest Version) ASTM C 1036-04 Standard Specification for Flat Glass (Or, Latest Version) ASTM C 1048-04 Standard Specification for Heat Strengthened & Fully Tempered Flat Glass

(or, Latest Version) PDC-TR 10-01 Conventional Construction Standoff Distances of the Low and Very Low Levels of Protection IAW UFC 4-010-01 PDC-TR 10-02 Blast Resistant Design Methodology for Window Systems Designed Statically and Dynamically 19 April 2012 PDC-TR 06-01, Single Degree of Freedom Blast Design Spreadsheet

(SBEDS) Methodology Manual, 2006 PDC-TR 06-08, Single Degree of Freedom Structural Response Limits for

Antiterrorism Design, 2006 Single degree of freedom Blast Effects Design Spreadsheet, U.S. Army

Corps of Engineers Protective Design Center, 2006 Unified Facilities Criteria (UFC) 3-340-1, “Design and Analysis of Hardened

Structures to Conventional Weapons Effects”, 2002 Unified Facilities Criteria (UFC) 4-020-01, “DoD Security Engineering

Facilities Planning Manual”, 2008 DoD Instruction 2000.16 Antiterrorism Standards, October 2, 2006 American Society of Civil Engineers Standard (ASCE/SEI) 7-10 Minimum Design Loads for

Buildings Air Force Instruction 10-245 Air Force Antiterrorism Standards (AT) Standards Air Force Instruction 31-101 Air National Guard Supplement 1 The Air Force Installation

Security Program

I- Hazard Resistant Glazing-Dimensions Data

Glazing Information

Lite Dimensions: (Window Reference and Architectural Window Profile: Patio & Training Storefront, Vestibule, A 602

Glazed Door Types: Reference Door type as noted in door schedule elevations. A-602

Glazing: (HS) or fully tempered. Glazing shall consist of single laminated panes, insulating glass units (IGUs) with a laminated inner pane, glass-clad polycarbonate, or laminated plastics in compliance with UFC 4-010-01 Standard 10.

II- Glass Construction: (Representative Sampling Basis of Design Lay-up for the ARFF)

Basis of Design:

Recommended glazing layups are shown in the table below with various daylight opening sizes that the layups work for in the table that follows it.

Glass Layup

G2 IGU- Laminated: 1/4 HS outboard pane, .5 airgap, Inboard pane 1/8- 0.06in PVB, 1/8 HS (1/4)

G2 IGU- Laminated: 1/4 HS outboard pane, .5 airgap, Inboard pane 1/8- 0.06in PVB, 1/8 HS (1/4)

G2 IGU- Laminated: 1/4 HS outboard pane, .5 airgap, Inboard pane 1/8- 0.06in PVB, 1/8 HS (1/4)

G2 IGU- Laminated: 1/4 HS outboard pane, .5 airgap, Inboard pane 1/8- 0.06in PVB, 1/8 HS (1/4)

G2 IGU- Laminated: 1/4 HS outboard pane, .5 airgap, Inboard pane 1/8- 0.06in PVB, 1/8 HS (1/4

G2 IGU- Laminated: 1/4 HS outboard pane, .5 airgap, Inboard pane 1/8- 0.06in PVB, 1/8 HS (1/4

*Heat Strengthened (HS) Glass is an acceptable alternative and must be part of the mockup acceptance review and meet the fabrication requirements as stated herein. (See Full Scale Mock-up and HS Compliances Section in this analysis)

Definition: Plates= glass panes

Width (Ft)

24 37 40.3

Height (Ft.)

45 W2,W3

43 W1

42 W1 W4

40.5 W2,W3

18.5 W1

Reference Window Elevations A 602

Window frames shall be aluminum. The use of other materials shall be verified through testing to meet the design basis threat loading identified in this report.

Tables 1A & B Summary of Fully Reflected Blast Loads at ARFF Charge Weight Standoff (ft) Peak Pressure Peak Impulse Positive Phase

Duration

WII (FOUO) Trash Container

Controlling Load

85.75 5.393 28.31 13.49

Summary of fully Incident Blast Load at ARFF

Charge Weight Standoff (ft) Peak Pressure Peak Impulse Positive Phase Duration

WII (FOUO) 85.75 2.51 14.63 13.49

Note: Roof blast loading (fully incident)- Max Peak pressure loading at the edge of the roof area near the threat. The roof peak pressure & impulse (at the edge) are approximately one-half of the reflected pressure & impulse applied to the walls. There is no impact because range exceeds the conventional construction standoff distance.

Standoff Distances: ARFF

Plan North- No impact for VBIED (EW-II) scaled is out of range. EW-II = 146.1 Feet to taxiway

South- No Impact/out of range of these requirements

Plan East – No Impact for VBIED (EW-II) Scale is out of range for requirements- 145.4 to roadway edge

Plan West: No impact for VBIED (EW-II) Scale is out of range for requirements- 105 Feet to nearest parking space

Plan West: No impact for VBIED (EW-II) Scale is out of range for requirements- 184.52 Feet to roadway edge

Plan West (Trash Container) PBIED (EW-II) Design Basis Threat Controlling Load= 85.75 Feet

III- GLAZING GEOMETRY DATA

A. Equivalent Triangular Load

1. Equivalence based on Pressure/Impulse

2. Explosive Type=TNT Equivalent

3. Explosive Weight II

4. Ranges= Primary DBT (Controlling Load)- (EW II @ distances noted in the table), (EW I is considered at the Air Nat Guard perimeter and provides no controlling impact to the ARFF

5. Validation of DBT loads were defined at the various distances with Explosive Weight II.

B. Design Load Details: (typical)

Equivalent 3 second Design Load: Psf to be calculated by the Contractor based on applicable standoff distances noted in this summary and project design documents.

Approximate Max. Air Blast Pressure Explosive Weight II (Reflected Pressure) Incident pressure as determined in Table B in this report.

Static Design:

Probability of Failure- 1 Max Design Stress- 110316.1 kPa

Dynamic Design:

Probability of Failure- 500 Breaks per 1000 (ASCE 59-11) Max Design Stress- 170420.8 kPa

Dead Load: Glazing= 8.0 psf System= 12.0 psf Wind Load (Punched Opening) per ASCE 7-10

Interior: per IBC (Current Edition)

Material Properties:

Aluminum- All aluminum framing, mullions, other framing components are assumed to be 6063 –T6 alloy. Yield and Ultimate Strength are taken as the typical Mechanical Properties provided in the Aluminum Design Manual.

Modulus of Elasticity- 10,000,000 psi Yield in Tension- 31,000 psi Ultimate Strength in Tension 35,000 psi Allowable Bending Stress: 15,000 psi

Steel: Ultimate Strength

Deflection Criteria:

Wind Load: L/175 Blast Load L/160

Dead Load: 1/8 inch Dynamic Load Rotation: 3 degree

Fenestration: Blast-mitigating window systems shall be designed using static or dynamic analysis in accordance with Standard 10. It shall be permitted for window design to use static analysis in accordance with ASTM F2248 and ASTM E1300 for determining the glazing capacity for a medium level of protection.

Static Increase Factors (SIF) & Dynamic Increase Factors (DIF) Material ASTM SIF DIF

Aluminum 6063-T5 1.16 1.02 Aluminum 6063-T6 1.12 1.02 Cold Formed Steel 30-50ksi 1.21 1.10 Structural steel A36 1.1 1.29 Structural Steel A572 Grade 50 1.05 1.19 Structural Steel A500 Grade B 1.05 1.19 Structural Steel A500 Grade C 1.05 1.19 Steel Reinforcing A615 Grade 60 1.1 1.17 Steel Reinforcing WWF A 185 1.00 1.12 Concrete fc 1.1 1.19

IV. Typical Window Layup (CONCEPTUAL ONLY)

Note: The Contractor is responsible for calculating the FINAL window design loads and developed layups for each opening to meet their specific design approach using either the static (3-Sec Equiv) or dynamic method in compliance with UFC 4-010-01 Standard 10. A dynamic response analysis is encouraged. The calculations in this report are conceptual only and not to be considered as FINAL.

See Representative Glazing Calculations Sampling at Appendix Section located at end of this report

V. Exterior Single & Double Glass Doors

Glazing in Door-(glazing aligned with glass construction noted in this report). Surrounding frame connections do not need to meet Standard 10 compliance as long as they cannot be propelled into an inhabited space from an explosion event

1. UFC design criteria for windows, glazed doorframe members, hardware, connections must be designed per ASTM E 1300 & ASTM F 2248. The deflection cannot exceed L/160.

2. UFC design criteria for windows, glazed door glass must be designed per ASTM E 1300 & ASTM F 2248

3. UFC design criteria for windows, glazed doorframe, connections to structural substrate system must be designed per ASTM E 1300 & ASTM F 2248.

a. Exterior Glass Door Requirements (Door Type)

Standard 12- B-3.3.2 Glazed Doors: Glazing in glazed doors must meet the glazing and frame bite provisions of Standard 10- which reads: Refer to ASTM F 2248 for glazing frame bite requirements for structurally or non- structurally glazed windows. For structurally glazed applications, apply the structural silicone bead to both sides of the glass panel-for single pane glazing but only to the inboard side for IGU.

Standard 12- paragraph B-3.3.3, Alternative Designs, states" As an alternative to the above provisions for all doors, position doors such that they will not be propelled into rooms if they fail in response to a blast or provide other means to ensure they do not become hazards to building occupants. Glass door/frame connection requirements- See ASTM F2248-12 compliance listed below

VI. Window Design Load Practice Compliance Definition

UFC Standard 10 provides a combination of prescriptive and performance based criteria that are appropriate as long as the building meets at least the minimum standoff distances defined in the UFC Standard 1 and as identified in this report. Window, frames, mullions, and sashes of aluminum or steel must be designed using the allowable stress method and the equivalent 3-second duration load listed in the ASTM F 2248-12, which has charts that provide equivalent static blast loads based on explosive weight and standoff distances. This Practice requires the equivalent 3-second duration load to be calculated using the lesser of the actual standoff distance, or “conventional construction” standoff distance (Explosive weight II @ specified ft. The window system shall be designed so that the primary member (in this case the glazing panel) will not fail at the supporting elements and their connections. In developing a static approach; the window frames and their connections to the supporting structure shall be designed to twice the resistance of the glass. Therefore, the window system construction and serviceability design requirements are per ASTM F2248 and UFC 4-010-01, using an equivalent static load defined herein as not less than two times the glazing resistance of the glass calculated per ASTM E1300. Supporting elements to which the window systems are attached shall be designed per the requirements of UFC 4-010-01.

The Contractor must ensure that connections provide ductile failure mechanisms and is capable of providing the required design strength for the max end rotations calculated for supported structural members.

VI-1A Dynamic Analysis/Design Approach

A dynamic nonlinear approach is encouraged, and more likely to provide a design that meets the design constraints of the project than a static approach. The static calculations identified in this analysis are likely to provide a conservative design solution especially when the peak pressure is considered without the effect of load duration.

The dynamic approach considers the very short duration of the loading, and the inertial effect that greatly improves response that may provide for a more balanced, economical, and constructible design in the overall window system.

VI-1.B. ASTM F 2248 Compliance Standards (Silicone Sealant):

1. The practice assumes that blast resistant glazing shall be adhered to its supporting frame using structural silicone sealant or adhesive glazing tape. The width of the structural silicone sealant bead shall be at least equal to but not larger than two the thickness designation of the glass to which it adheres. The width of the glazing tape shall be at least equal to two times but not more than four times the thickness designation of the glass to which it adheres.

VI-1.C Contractor Responsibilities for Window System Design and Supporting Calculations & Analysis:

Design Submittals will include the following elements at a minimum. Narrative of how each (applicable) standard under UFC 4-010-01 has been met, and to include;

a. Applicable explosive weight (DO NOT LIST ACTUAL EXPLOSIVE WEIGHTS IN YOUR

DOCUMENTS) identify as EW-II and level of protection.

b. Identify applicable standoff distances.

c. Provide complete validation, verification of all rectangular window opening sizes (HXW) for this project as listed in the Architectural Drawings

d. Design Build Contractor is responsible for the comprehensive FINAL design, fabrication and installation to meet the design basis threat load against the specified compliance standards identified in this summary.

e. Provide Blast resistant window system and supporting structure calculations with window system test results to meet ASTM 1642-04.

f. Provide a Statement of Compliance that clearly indicates that the window system design & analysis meet all applicable performance compliances as noted in this report and that it safely carries the calculated DBT loads without failure.

g. Provide structural building element analysis or design calculations where standoff distances of less than the applicable conventional construction standoff distance are provided. (if applicable)

h. Show Connections to the exterior façade to carry the DBT loads, the connections include;

The connection between the window glass and the window mullion transom or frame.

The connection between the window frame & the wall The connection between the wall and the structural frame to include; Jamb mullion to supporting structural element.

Window System Mock-up- to be in accordance with the primary glazing specification Requirements prior to installation, and shall include all exterior glass types. General performance for Heat

Strengthened and flat glass shall be in accordance with ASTM C-1048-04 & ASTM C 1036. Contractor shall ensure that all glazed products do not distortion i.e., roll ripple, bow or warped (positive or negative) in the fabricated glass product. The FL-ANG shall inspect the delivered product and signoff as acceptable with the contractor to ensure the complete window system mock-up meets acceptability and compliances prior to installation.

VI-1.D. Frame & Framing Attachment Requirements:

1. Performance: The window frame shall fully retain the glazing of the design blast loading.

2. The blast resistance design requires wet glazing in frame with a 3/8 inch square bead. (Dow 995 or

Equivalent) or equivalent product recommended by the glazing system manufacturer.

3. The ASTM F2248-12 (or latest version) Practice Standards assume the framing system supporting the blast resistant glazing shall attach mechanically to the structural framing system with fasteners that will resist forces generated by a uniform load acting on the blast resistant glazing that has a magnitude at least 2.0 times the magnitude of the 3-second equivalent design load as determined per the requirements listed above. (Dependent on methodology of the analysis)

4. Testing in accordance with ASTM F2248-12 (or latest version) ASTM 1642. Testing” or proven by analysis to demonstrate performance equivalent to or better than the hazard rating associated with the applicable Medium level of protection.

VI-1.e- Mullions

Provide mullions in accordance with ASTM F2248-12 (or latest version). The contractor shall consider the applied load instead of a static approach and consider the peak pressure and impulse values when design of the vertical frame members connecting the adjoining windows. A static approach may be overly conservative in this application, and may drive up weight and costs of the window system.

Performance:

Frames and mullions shall be designed to prevent two modes of failure: (1) detachment of elements from the supporting system, and (2) large deformation that leads to premature failure of the glazing.

Rotation: All structural members are required to have a rotation of 3 degrees or less

Ductility: All structural members are required to have a ductility of 6 or less.

Steel bars/shapes used to reinforce aluminum extrusions shall be fully captured in the frame in tight bearing or calculations shall be provided showing adequate internal connections are provided to transfer the blast loads across the interface between the members.

Snap on elements or other deformation sensitive members and connections shall not be considered in determining the structural capacity of the mullion unless blast testing is available demonstrating the components will remain attached at the response predicted.

For dynamic analysis, frames and mullions shall resist the glazing capacity based on a minimum probability of glass breakage equal to 500 breaks per 1,000 where balanced design is required, unless a lower statistical value can be justified.

VI-1.f. Anchorage & Connection Design:

The design of the anchorage into the supporting structural element uses the static or dynamic shears as well as the pressure loads corresponding to the maximum capacity of the glazing. The window system contractor and manufacturer shall ensure that the anchor type(s) utilized in the design are best suited to meet the integrity of the window system design and connection load compliance requirements within the supporting element configurations shown in the Contract Documents. The number, size and spacing of the anchors shall consider shear, pullout, bending, and combined loading. Ultimate failure strength of the materials may be used in the anchorage & connection design. A minimum factor of safety of 1.65 shall be maintained. Designs based upon manufacturer supplied data may use the published “ultimate capacity” values with the minimum factor of safety of 1.65 still applying.

VII Statement of Compliance (Contractors Aknowledgement):

Procedures to determine the static load resistance for all window glass identified in this report are in accordance with ASTM E1300-09a. The design of the window systems must satisfy ASTM F1642 requirements for minimal hazard, and satisfy the requirements for a medium level of protection as defined in UFC 4-010-01 Standard 10.

ASTM F1642-04 Compliance

The Contractor shall provide Certification to the OWNER or OWNERS REPRESENTATIVE that glazing was tested in accordance with ASTM F1642-04 compliances under the design loading.

The Contractor must Ensure That; The blast resistant glazing design is developed with laminated glass subject to the following conditions.

The glass is free of edge and surface damage The blast resistant glazing assembly is continuously supported along all four edges by framing elements of the window system. The framing elements of the window system shall be designed to deliver the design loads specified herein to support framing locations indicated on the Contract Documents.

The stiffness of members supporting any glass edge shall be sufficient that under an equivalent 3 second design load, edge deflections of glazing shall not exceed L/160, where L denotes that length of the supported edge.

The non-factored load values for laminated glass are representative of test data and calculations performed for polyvinyl butyral interlayer at a temperature of 50 degrees C (122 degrees F). For other limiting conditions that may apply, refer to section 5 of ASTM E1300 and local building codes \