B-2 Performance Work Statement.pdf

NB731050-20-02803

Statement of Work/Performance Work Statement/Specifications

Title: Fabrication, Design and Delivery of Steel Structural Reaction Frames

1. Background

The Engineering Laboratory at the National Institute of Standards and Technology (NIST) is currently enhancing its structural testing capabilities by outfitting the Structural Testing Laboratory in Building 226 with a new set of steel reaction frames (SRFs). The Structural Testing Laboratory has a 6 ft thick heavily reinforced concrete strong floor (Figure 1) containing an embedded grid of steel wide flange beams spanning in the east-west direction and continuous steel plates (1¼ in × 15 in) spanning in the north-south direction. Threaded socket anchors (1.5 in UNF) are embedded in the concrete in a regular pattern with a center-to-center spacing in the east-west direction of 60 in and an alternating center-to-center spacing in the north-south direction of 13 in and 47 in (Figure 2). Each floor anchor has a working capacity of 100 kips in tension and 100 kips in shear, where 1 kip = 1000 lbs. The Structural Testing Laboratory is also equipped with servohydraulic actuators and a hydraulic power distribution and control system for applying controlled forces and displacements in structural testing.

Figure 1 – Overview of Structural Testing Laboratory (dimensions in feet and inches)

78'-0"

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53'-0"

Strong Floor Laboratory

43'-0"

5' -6

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(a) (b) Figure 2 – Layout of existing floor anchors in strong floor (dimensions in inches):

(a) plan view; (b) section view through strong floor

In previous procurements, the Engineering Laboratory at NIST has procured concrete structural reaction blocks (CSRBs) and a set of SRFs. These CSRBs, together with the existing set of SRFs form the building blocks of a modular structural reaction system. This system is comprised of the strong floor, various post-tensioned configurations of CSRBs, and various configurations of SRFs that are post-tensioned to either the strong floor, or the CSRBs. To expand the testing capabilities and allow for simultaneous testing configurations, a new set of SRF components is required. Two example test setup configurations are shown in Figure 3, (a) one utilizing the existing SRF set and

(b) another utilizing the new SRF set that is the subject of this procurement. This expanded modular structural reaction system will permit researchers to study the response of structural systems to demands resulting from disproportionate collapse, earthquakes, and other diverse structural loads. Research performed in this facility will help to provide the technical basis for the development and improvement of codes, standards, and practices governing the design of buildings and other structures.

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60.060.060.0

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1.5-UNF typ.

Continuous Steel Plate Spanning Embedded Beams

Strong Floor

Removable Plug Threaded Bar

Embedded Wide Flange

1-1/4" Steel Plate Steel Base Plate

Beam

(a)

(b)

Figure 3 – Example test setups combining structural steel reaction frames with concrete reaction wall configurations: (a) existing SRF setup for testing of concrete shear wall (b) new SRF setup for testing of beams in shear

2. Objective The purpose of this acquisition is for the fabrication of steel structural reaction frames (SRFs) to be delivered to the Structural Testing Laboratory located in Building 226 at NIST in Gaithersburg, MD. The intended use of the new SRFs is to be assembled into test setups, that are post-tensioned to either the strong floor or the CSRBs, for application of vertical and lateral loads in structural testing. The components of these new SRFs include steel beams, outriggers, bolt-in stiffeners, anchor plates, and other more specialized accessories. These components are described in more detail in Section 3.2. NIST is providing design drawings for the new SRFs. Fabrication tolerances on the specified dimensions of the new SRFs are critical to ensure (i) compatibility with the existing configuration of floor anchors embedded in the strong floor, (ii) compatibility with the existing SRF components that were purchased previously, and (iii) that the new SRF components can be assembled together as required. Acceptance of the new SRFs will be based on demonstration that tolerances are adequate for the new SRFs to perform as intended.

3. Specific Requirements

Summary

The Contractor shall provide the equipment, materials, and labor necessary to fabricate the SRFs and deliver them to the structural testing laboratory in Building 226 at NIST in Gaithersburg, MD.

All structural steel SRF-components shall be fabricated in accordance with the following standards:

1. American Institute of Steel Construction (AISC) Specification for Structural Steel Buildings (ANSI/AISC 360-16)

2. American Society for Testing and Materials (ASTM) Standard Specification for General Requirements for Rolled Structural Steel Bars, Plates, Shapes, Sheet Piling

(ASTM A6 / A6M - 19)

3. American Welding Society (AWS) Structural Welding code (AWS D1.1-2020)

4. Research Council on Structural Connections (RCSC) Specification for Structural

Joints (2014)

5. Research Council on Structural Connections (RCSC) Code of Standard Practice for

Steel Buildings and Bridges (AISC 303-16)

The SRFs required by this performance work statement are summarized in Table 1, which specifies required quantities for each subassembly. The column heading labeled “Qty. ea.” specifies the number(s) of each component per subassembly. Each component is designated by drawing label, with the drawings provided in Appendix A. Options 1 through 3 allow for purchasing of additional quantities of SRF components to complete the setup shown in Figure 3(b). Quotations are requested for the base requirement and for all options. NIST may exercise any or all Option Items detailed in Table 2 one time, at time of award or at any time throughout the period of performance, pursuant to FAR 52.217-7 Option for Increased Quantity-Separately Price Line Item (Mar1989).

Exercised options shall be completed within the base period of performance.

Table 1 – Required products

Drawing No. Qty. Qty.

ea.

Description

Base Requirement F-4AB-ASM 2 Foundation Four-Anchor Beam Assembly F-4AB-WF 1 Four-anchor beam wide-flange section (W27×235, 215.5 in. long) B-EP 2 Beam end plate F-CM-ASM 4 Foundation Cross Member Assembly F-CM-WF 1 Cross member beam wide-flange section (W27×235, 57 in. long) F-CM-SP 12 Cross member stiffener plate B-CEP 2 Cope end plate B-CWS 4 Cope web stiffener F-BST-ASM 16 Foundation Beam Bolt-in Stiffener Assembly F-BST-BP 1 Foundation bolt-in stiffener bent-plate F-BST-SP 2 Foundation stiffener shear plate LB-BST-ASM 8 Load Beam Bolt-in Stiffener Assembly LB-BST-BP 1 Load beam bolt-in stiffener bent-plate LB-BST-SP 2 Load beam stiffener shear plate F-BP 8 Foundation Bottom Plate F-TP 8 Foundation Top Plate F-SHM 4 Foundation Cross Member Shim Plate F-AP 4 Foundation Anchor Base Plate LB-OP 2 Load Beam-Outrigger Plate LB-LAT-OP 2 Load Beam Lateral (Out-of-Plane) Bracing Connection Plate RW-ACP 1 Reaction Wall Anchor Connection Plate SC-FP 1 Specimen-to-Beam Flange Connection Plate

Table 2 – Options

Drawing No. Qty. Qty.

ea.

Description

Option Item 1 – Load Beam Assemblies LB-H-ASM 2 Horizontal Load Beam Assembly LB-H-WF 1 Horizontal load beam wide-flange section (W27×235, 215.5 in. long) B-EP 2 Beam end plate LB-V-ASM 1 Vertical Load Beam Assembly LB-V-WF 1 Vertical load beam wide-flange section (W27×235, 61.5 in. long) LB-V-SP 12 Vertical load beam stiffener plate B-EP 1 Beam end plate LB-V-XEP 1 Vertical load beam extended end plate (45 in. long) LB-V-XST 2 Vertical load beam extended end plate stiffener O-CB-ASM 4 Column-to-Beam Outrigger Assembly O-CB-WF 1 Column-to-beam outrigger wide-flange section (W27×235, 20.395 in. long) B-EP 1 Beam end plate B-CEP 1 Cope end plate B-CWS 2 Cope web stiffener O-PB-ASM 4 Pantograph-to-Beam Outrigger Assembly O-PB-WF 1 Pantograph-to-beam outrigger wide-flange section (W27×235, 18 in. long) B-EP 1 Beam end plate B-CEP 1 Cope end plate B-CWS 2 Cope web stiffener Option Item 2 – Bracing and Support Assemblies LB-BR-ASM 1 Load Beam Brace Assembly

LB-BR-WF 1 Load beam brace wide-flange section (W14×109) LB-BR-VEP 1 Load beam brace-to-vertical beam end plate LB-BR-HEP 1 Load beam brace-to-horizontal beam end plate C-ASM 4 Column Assembly C-WF 1 Column wide-flange section (W14×109, 254.5 in. long) C-EP 1 Column end plate C-XEP 1 Column extended base plate (20 in. x 27 in. x 1.5 in. thick) Option Item 3 – Pantograph and other Miscellaneous Item Assemblies P-DG-ASM 4 Pantograph Diagonal Assembly P-DG-HSS 1 Pantograph diagonal HSS section (HSS6x6x5/8, 37 in. long) P-DG-RP 4 Pantograph diagonal reinforcement plate (1/2 in. thick) P-HZ-ASM 1 Pantograph Horizontal Assembly P-HZ-HSS 1 Pantograph horizontal HSS section (HSS6x6x5/8, 189 in. long) P-HZ-FP 2 Pantograph filler plate P-HZ-CPL 4 Pantograph center connection plate P-CON-ASM 4 Pantograph-to-Beam Pin Clevis Connection Plate Assembly LB-OP 1 Load Beam Outrigger Plate P-CON-PCP 4 Pantograph Pin Clevis Connection Plate ATB-ASM 4 Actuator Transition Block Assembly (220 kip) ATB-AP 1 Transition block actuator attachment plate ATB-BP 1 Transition block beam attachment plate ATB-HSS 1 Transition block HSS section (wall tube) LB-LAT-WT 4 Load Beam Lateral (Out-of-Plane) Bracing WT Section (WT12x27.5, 45 in. long) P-PIN 8 Pantograph 2 in. Diameter Heat Treated AISI 4140 Steel Pin

SRF Components

3.2.1 Overview

The structural reaction frame setup consists of foundation components, load beam components, and miscellaneous connecting parts to construct the setup, as shown in Figure 4. From bottom to top, the key components of this setup are a foundation, an “L-shaped” load beam, two pantographs, and a top load beam. There are also columns that provide a load transfer path to the foundation and provide lateral support. The foundation setup includes foundation beams tied together by cross members, as shown in Figure 5. For this procurement, the foundation beams can attach to four anchors; a three-anchor beam setup is shown for illustrative purposes only. The mid-height loading beam setup, shown in Figure 6, includes a vertical beam connected to a horizontal beam that forms an “L-shaped” loading member. The mid-height “L-shaped” member has attached outriggers that are attached to each pantograph. The top beam setup, shown in Figure 7, includes another horizontal beam attached to outriggers. These top outriggers attach to the pantographs and to the columns, providing a force transfer mechanism to the foundation.

A unique feature of this test setup is the pantograph mechanism. This pantograph is a pin connected set of links that enforce a kinematic restraint on the connected beams. For this test setup, the pantograph allows the mid-height load beam to move horizontally and vertically but restrains the beam from rotating relative to the top beam.

Figure 4 – SRF setup

Figure 5 – Exploded view of foundation setup

Figure 6 – Exploded view of mid-height “L-shaped” load beam setup

Figure 7 – Exploded view of top load beam setup

3.2.2 Foundation Beam Assemblies

Each foundation beam assembly (Drawing F-4AB-ASM) consists of a length of rolled W27×235 wide-flange section with end plates welded onto both ends as shown in Figure 8. Both beam ends, which are welded to the end plates, shall be milled so that they are flush with the end plates. The exterior groove welds on the exterior faces of flanges, as well as any portion of the end plates overhanging the exterior faces of the flanges, shall be ground flush with the flanges.

Each foundation beam has a replicative hole pattern through which various components such as other beams, outriggers, bolt-in stiffeners, and transitions blocks can be attached via high-strength bolts. The foundation beam provides four locations at which it can be anchored to the strong floor.

Cutouts in the flanges permit the floor anchor rods to pass through the flanges to allow post-tensioning to the strong floor.

Figure 8 – Foundation four-anchor beam assembly.

3.2.3 Horizontal Load Beam Assembly

The horizontal load beam assembly (Drawing LB-H-ASM) is like the foundation beam but does not have flange cutouts as shown in Figure 9. No flange cutouts are included to increase the moment strength of the section. The horizontal load beams have replicative hole patterns like the foundation beams. Two load beams are required for the test setup shown previously in Figure 4.

One load beam is attached to the top of the specimen (mid-height of overall setup) and the other load beam is attached at the top of the test setup. These two load beams are tied together by two pantographs and the associated outriggers (see Figure 4 and Figure 5).

Figure 9 – Horizontal load beam assembly.

3.2.4 Vertical Load Beam Assembly

The vertical load beam (Drawing LB-V-ASM) is a shorter length of rolled W27×235 wide-flange section with end plates welded to both ends as shown in Figure 10. The vertical load beam has no flange cutouts and has a different flange hole pattern than the foundation beam and the horizontal load beam. One end has a stiffened extended end plate (Drawing LB-V-XEP). The extended end plate is connected to the end of the wide flange section via a single-beveled complete joint penetration groove (CJP) weld backed by a 5/16 in (7.98 mm) fillet weld. The end plate stiffener is attached to the beam and the end plate via a double beveled CJP groove weld. A set of stiffeners are also welded to the web to provide a direct force transfer mechanism for the concentrated actuator load. The vertical load beam can be connected to the horizontal load beam to form an “L-shaped” loading assembly, as shown previously in Figure 6.

Figure 10 – Vertical load beam assembly

3.2.5 Cross Member Assembly

The cross members tie the foundation beams together, providing a surface to mount test specimens.

Both ends of the cross members are coped and have welded cope end plates (Drawing B-CEP) and welded cope web stiffeners (Drawing B-CWS) as shown in Figure 11. The cross members have a unique hole pattern and welded web stiffeners to accommodate the direct attachment of test specimens.

The overall foundation configuration, including cross members connected to the foundation beams, is shown in Figure 5. The coped ends permit the cross members to frame into the webs of the foundation beams, with the cross-member cope plates aligning flush with the foundation beam webs when an additional foundation shim plate is used as a filler (Drawing F-SHM). The cross members also attach to the foundation beams flanges via top (Drawing F-TP) and bottom (Drawing F-BP) flange plates.

Figure 11 – Foundation cross member assembly

3.2.6 Outrigger Assemblies

The outriggers connect the horizontal load beams to the pantographs or both the pantographs and the columns (see Figure 4). One end of the outrigger is coped, while the other end is not. The coped end has a welded cope plate (Drawing B-CEP) and two welded cope web stiffeners (Drawing B-CWS) (Figure 12). The other end of the outrigger has an end plate with the same hole pattern and weld detailing as shown above for the horizontal load beam assemblies. The coped ends permit the outriggers to frame into the webs of the horizontal load beams, with the outrigger cope plates aligning flush with the beam webs. The end of the outriggers with the end plate allow connection to the column (top of setup). The outriggers are attached to the load beams, pantograph, and column as shown in Figure 4.

a) b)

Figure 12 –Outrigger assemblies for the a) column-to-beam outrigger and b) pantograph-to-beam outrigger

3.2.7 Bolt-in Stiffener Assemblies

There are two types of bolt-in stiffeners: one type is has two stiffener plates (Drawing LB-BST- ASM) that are flush with edge of beam flange, and the other type has two stiffener plates (Drawing F-BST-ASM) (Figure 13) that extends beyond the beam flange. Both types of bolt-in stiffeners are intended to be placed within the webs of the W27×235 beam cross-section. Generally, stiffener flange bolts are either blind-bolted into anchor plates (placed on the exterior faces of the flanges) or bolted through the flange. The stiffener web bolts are bolted through the beam webs. In the example configuration shown in Figure 14, the bottom bolts of the stiffener are blind-bolted into an anchor plate, while the top bolts are bolted through the top flange.

Figure 13 –Stiffener weldments for (a) foundation beam anchor locations and (b) attachment to load beam

Figure 14 – Schematic of bolt-in stiffeners

3.2.8 Transition Block Assemblies

A transition block (Drawing ATB-ASM) is used to “transition” the bolt pattern replicated throughout the beam and outrigger assemblies to specialized hole spacings required for connections to actuator swivels. The transition block features top and bottom end plates (Drawing ATB-TP and ATB-BP) connected by a short length of HSS18×18×7/8 tube as shown in Figure 15.

The connection between the plates and HSS tube are specified in the assembly drawings in Appendix A.

Figure 15 – (a) Top perspective view and (b) bottom perspective view of transition block assemblies for mounting actuator to load beam and to reaction wall anchor plate

3.2.9 Column Assembly

Each column assembly (Drawing C-ASM) consists of a length of rolled W14×109 wide-flange section with end plates welded onto both ends as shown in Figure 16. Both column ends shall be milled so that they are flush with the end plates before welding. The bottom end plate (Drawing C-XEP) extends beyond the cross-section footprint and includes a hole pattern that allows attachment to the top flange of the foundation beam. Each column has a replicative hole pattern in the flanges over a portion of is length, which allows for the top beam to be connection, via the outriggers, at different locations.

Figure 16 – Column assembly

3.2.10 Pantograph Diagonal Assemblies

Two pantographs are part of the SRF as shown in Figure 4. Each pantograph consists of four diagonal 37 in (939.8 mm) long HSS 6×6×5/8 tubes (Drawing P-DG-ASM) as shown in Figure

17. Each diagonal member has a 2.0 in (50.8 mm) diameter hole reinforced with 0.5 in (12.7 mm) plates. The center-to-center hole dimension is 30 in (762 mm). A fully functional pantograph mechanism requires the alignment of all HSS members, welded plates, and pin holes as specified in the drawings of Appendix A.

Figure 17 – View of (a) complete pantograph mechanism and (b) diagonal pantograph assembly

3.2.11 Pantograph Horizontal Assemblies

Each pantograph consists of one horizontal 189 in (4801 mm) long HSS 6×6×5/8 tube (Drawing P-HZ-ASM). Two extending plates are welded to the sides at each end to form a clevis for attachment of the diagonal members. The clevis plates have a 2.0 in (50.8 mm) diameter through holes for the providing a pin-clevis connection. A fully functional pantograph mechanism requires the alignment of all HSS members, welded plates, and pin holes as specified in the drawings of Appendix A.

Figure 18 – Horizontal pantograph assembly

3.2.12 Pantograph-to-Beam Pin Clevis Connection Plate Assembly

The pantograph-to-beam pin clevis connection plate assembly (P-CON-ASM) (Figure 19) enables connecting the load beam flanges to the outrigger flanges and provides the clevis attachment for the diagonal member of the pantograph.

Figure 19 – Pantograph-to-beam pin clevis connection plate assembly

3.2.13 Foundation Bottom Plate

The foundation bottom plates (Drawing F-BP) (see Figure 5) provide an elevated bearing surface for the foundation beam to sit on and enables connecting the foundation beam bottom flange to the cross member flange. These plates are 1.50 in (38.1 mm) thick and have exterior dimension of

22.50 in × 29.75 in (572 mm × 756 mm).

3.2.14 Foundation Top Plate

The foundation top plates (Drawing F-TP) (see Figure 5) provide a bearing surface for attachment of test specimens and enables connecting the foundation beam top flange to the cross member flange. These plates are 1.50 in (38.1 mm) thick and have exterior dimension of 34.375 in ×

29.75 in (873 mm × 756 mm).

3.2.15 Foundation Shim Plate

The foundation shim plates (Drawing F-SHM) (see Figure 5) provide a shim for the attachment of the cross member coped ends to the foundation beam webs.

3.2.16 Foundation Anchor Base Plate

The foundation anchor base plates (Drawing F-AP) (see Figure 5) are 1.5 in (38.1 mm) thick and have exterior dimensions of 14.5 in × 18.0 in (368 mm × 450 mm). These plates sit under the foundation beam and have 1.75 in (44.5 mm) holes spaced 13 in (330 mm) apart to allow the anchor rods to pass through.

3.2.17 Load Beam-Outrigger Plate

The load beam-outrigger plates (Drawing LB-OP) (see Figure 6) enable connecting the load beam flanges to the outrigger flanges. For the setup illustrated in Figure 4, these plates are used on the top flange of the top horizontal beam. These plates are 1.5 in (38.1 mm) thick and have exterior dimension of 29.75 in × 40.75 in (756 mm × 1035 mm).

3.2.18 Load Beam Lateral (Out-of-Plane) Bracing Connection Plate

The load beam lateral (out-of-plane) bracing connection plates (Drawing LB-LAT-OP) (see Figure

6) enable connecting the load beam bottom flanges to the outrigger flanges and to connect WT12x27.5 sections to restrain lateral (out-of-plane) movement for the setup illustrated in Figure

4. These plates are 1.5 in (38.1 mm) thick and have exterior dimension of 33.75 in × 40.75 in (756 mm × 857 mm).

3.2.19 Load Beam Lateral (Out-of-Plane) Bracing WT Section

The load beam lateral (out-of-plane) bracing WT section (Drawing LB-LAT-WT) is mounted to the bottom of the load beam lateral (out-of-plane) bracing connection plates of the mid-height load beam to provide out-of-plane restraint by bearing against the column. These members are made from 45 in (1143 mm) long WT12×27.5 sections.

3.2.20 Reaction Wall Anchor Connection Plate

The reaction wall anchor connection plates (Drawing RW-ACP) (see Figure 6) are intended to be mounted to the CSRBs, using the anchor hole pattern formed on the sides of stacked blocks. The CSRB anchor plates are 2.0 in (50.8 mm) thick and have exterior dimensions of 45.0 in × 45.0 in (1143 mm × 1143 mm). The 1.75 in diameter thru-holes align with the anchor hole pattern located on the vertical faces of the CSRBs, and the 1 in : 8 threaded holes align with the hole pattern on the flange of the vertical load assembly which is different from that replicated throughout the webs and flanges of other beam and outrigger assemblies.

3.2.21 Specimen-to-Beam Flange Connection Plate

The specimen-to-beam flange connection plate (Drawing SC-FP) (see Figure 6) is attached to the bottom flange of the mid-height load beam. This plate provides additional strength for the load beam (i.e., acts as a cover plate) and provides a wider mounting surface for mounting the top portion of a test specimen (e.g., concrete end caps). This plate is 1.5 in (38.1 mm) thick, 24.0 in (610 mm) wide, and 105.0 in (2667 mm) long.

3.2.22 Pantograph Pin

The pantograph pin (Drawing P-PIN) is a 2.0 in (50.8 mm) diameter cylindrical section made from AISI 4140 heat-treated steel used to connect the components in the pantograph mechanism. The pin shall be held in place on both ends by a retaining ring, which attaches to a groove at the end of each pin. The Contractor shall submit proposal for design of retaining ring groove location.

Tolerances

A. Fabricate SRF components, so each finished member complies with the tolerances specified in Table 3 for component dimensions, center-locations and diameters of holes, dimensions of cutouts, and locations/positions of components in welded assemblies.

Table 3 – Maximum acceptable fabrication tolerances for SRF components

Dimension Acceptable Tolerance General Requirements

Width, height, depth1,2 ±1/32 in Through-hole diameter (excluding pantograph pin holes) ±1/64 in

Cut-length of rolled cross-sections ±1/32 in Center-to-center spacing between holes (excluding pantograph pin holes) ±1/32 in

Locations/positions of components in welded assemblies ±1/32 in

Length, width, height, depth of welded assemblies1,2 ±1/32 in

Flatness, Planeness, Rightness1,2 ±1/32 in over any dimension Pantograph-Specific Requirements

Through-hole diameter for pantograph pin holes ±1/128 in

Fit of pin into clevis holes (hole diameter minus pin diameter) +1/128 in

Center-to-center spacing between pantograph pin holes on each component ±1/128 in 1Not including the cross-sectional dimensions of the rolled W27×235, W14×109 cross-sections, whose permissible cross-sectional variations are set by ASTM A6 Tolerances for W-Shapes and HP-Shapes.

2Not including the cross-sectional dimensions of the rolled HSS6×6×5/8 cross-section, whose permissible cross-sectional variations are set by the relevant ASTM specification (e.g., ASTM A500 or ASTM A618).

**NOTE: Stronger preference will be given to fabricators that can demonstrate more exacting tolerances than those specified in Table 3. Fabricators meeting or exceeding this preference shall specify in their documentation these more exacting tolerances according to the dimensions listed in the first column of Table 3 (e.g., width, height, depth, through-hole diameter, cut-length of rolled sections, etc.). Additionally, stronger preference will be given to fabricators who demonstrate ability to create pin clevis assembly with minimal diametrical gap while enabling the pin-connected members to rotate relative to one another.

**These fabricator-specified tolerances shall become the basis for evaluation of the fabrication tolerances for acceptance (refer to Section 5.1).

4. Deliverables, Delivery, Storage, and Handling Delivery of the SRF components to the Structural Testing Laboratory at NIST, Gaithersburg, shall be coordinated by the Contractor with the NIST TPOC and COR. Delivery terms shall be FOB DESTINATION. The Structural Testing Laboratory is located on the ground floor and is directly accessible through a rollup door with dimensions of approximately 11 ft wide × 13 ft high. The laboratory has an overhead crane with a rated capacity of 20 tons (40,000 lb). NIST staff will unload the SRFs from the delivery truck inside the structural testing laboratory using the overhead crane and/or forklift. Handling, Storage, and Delivery of the SRFs by the Contractor shall comply with the following requirements.

A. Deliver all structural reaction frame components in such quantities and at such times to assure compliance with the agreed upon project schedule.

B. Handle and transport components in a manner to avoid excessive stresses that could cause deformations or other damage.

Submittals/Deliverables

A. Shop (Erection) Drawings: The contractor shall provide shop (erection) drawings of all SRF components. The shop (erection) drawings shall:

1. Include development of accurate, detailed dimensional information to provide fit-up of all components.

2. Indicate plan views, elevations, dimensions, shapes, and cross sections of each component.

3. Indicate welded connections by American Welding Society (AWS) standard symbols per AWS D1.1/D1.1M:2020. The weld design specification shall include the specification of the weld type/process and consumable, size and length of the weld, edge preparation, weld contouring and tolerances, and required inspection.

Shop (erection) drawings shall be produced using an electronic format such as AutoCAD or equivalent and shall be submitted to NIST for review and approval. Drawings will be returned to the Contractor within 14 days. If required, the Contractor shall make all corrections noted by NIST and furnish revised shop (erection) drawings within 14 days after receiving corrections request by NIST (see Table 4).

B Welding Certificates: Copies of certificates for welding procedure specifications (WPS) and shop and/or personnel certification(s).

C. Material Certificates: Signed by manufacturers certifying that each of the following items complies with requirements.

1. Structural steel shapes, such as rolled wide-flange sections, channel sections, and hollow structural sections.

2. Structural steel plate materials.

3. High-strength bolt and threaded rod materials.

All products and services shall be delivered in accordance with the schedule listed below in Table

4. All dates are specified in calendar days.

Table 4 – Project schedule

Description Date First submittal to NIST:

Comprehensive shop (erection) drawings (Section 4.1, Item A)

30 days after date of award

NIST request for revisions to Contractor: Revisions to shop (erection) drawings (first submittal to NIST) requested by NIST

14 days after receipt of first submittal

Second submittal to NIST:

Comprehensive shop (erection) drawings (Section 4.1, Item A)

14 days after receipt of NIST request for revisions

Shop drawings approved by NIST 14 days after receipt of second submittal

Delivery of Steel Reaction Frames (SRFs) to NIST:

1. All SRF assemblies and components

2. Product quality-control data (Section 4.1)

3. Welding certificates (Section 4.1 Item B)

4. Non-destructive test methodology and results of welds

(Section 5.2)

4. Material certificates (Section 4.1 Item C)

180 days after date of award

Acceptance of SRFs after completion of inspection and evaluation.

60 days after receipt of all SRFs

NOTE: Shaded rows indicate required approvals by NIST.

Quality Assurance

A. Contractor Qualifications: A firm that complies with the following requirements in producing structural steel components of similar complexity to those indicated for this Statement of Work.

1. Assumes responsibility for complying with performance requirements. This responsibility includes preparation of shop (erection) drawings.

2. Participates in the American Institute of Steel Construction’s (AISC’s) Certification program at the time of quotation submission and is certified through the AISC as a Certified Building Fabricator (BU, formerly STD). In lieu of being a Certified Building Fabricator, this requirement can be met if the Contractor has AISC’s bridge certifications (Certified Bridge Fabricator – Simple (SBR), Certified Bridge Fabricator

– Intermediate (IBR), and/or Certified Bridge Fabricator – Advanced (ABR)).

3. Certification shall be maintained throughout the fabrication of the SRF components.

Fabrication shall immediately cease if at any time the Contractor’s certification is revoked, regardless of the status of completion of contracted work. Fabrication will not be allowed to re-start until the necessary corrections are made and certification has been re-established.

B. Design Standards: Comply with the AISC Code of Standard Practice for Steel Buildings and Bridges (COSP), which sets forth criteria for the trade practices involved in steel buildings, bridges and other structures.

C. Quality-Control Standard: For quality control recommendations for the types of SRF components required by this performance statement, comply with 2016 AISC Code of Standard Practice for Steel Buildings and Bridges (COSP).

1. Comply with dimensional tolerances specified in Section 3.3, which are more exacting than those specified in the 2016 AISC Code of Standard Practice for Steel Buildings and Bridges (COSP).

D. Welding: Qualify procedures and personnel according to the American Welding Society’s

Structural Welding Code – Steel (AWS D1.1/D1.1M:2020).

Materials

4.3.1 Rolled Structural Shapes, Steel Plates, Steel Tubes, and Steel Pins

A. Rolled Structural Steel Shapes (wide-flange sections): ASTM A992

B. Steel Plates and Angles: ASTM A572 Grade 50

C. Steel Structural Tubing (HSS sections): ASTM A572 Grade 50 or ASTM A595, Grade A.

D. Steel Pins: ASTM A29 Grade 4140 heat-treated (hardened)

4.3.2 Weld Materials

A. Welding Electrodes: Comply with the requirements of the American Welding Society’s Structural Welding Code – Steel (AWS D1.1/D1.1M:2020) for steel type and/or alloy being welded.

Period of Performance

The Period of Performance shall be effective for 14 months from date of award.

5. Inspection and Acceptance In addition to the inspection and acceptance terms articulated in Federal Acquisition Regulation 52.212-4, the Government reserves the right to perform such performance tests and evaluations as defined below to verify specified system performance. Such tests and evaluations, if performed, shall be conducted within the environment that the system is to be operated. The Contractor has the right to be present during the tests and evaluations, if performed, at the Contractor’s expense.

Evaluation of Fabrication Tolerances

To inspect whether the fabrication tolerances are adequate for the SRFs to perform as intended, two different inspection procedures will be employed, as outlined in Sections 5.1.1 and 5.1.2.

5.1.1 Inspection Prior to Delivery

Selected SRF components will be inspected by NIST staff at the Contractor’s fabrication facility (NIST is responsible for its travel costs to the Contractor’s facility). The Contractor shall coordinate with the NIST TPOC and COR to schedule an inspection of the SRF components by NIST staff. NIST staff will travel to the Contractor’s fabrication facility to measure the length, width, height, and other relevant finished dimensions of the SRF components to verify that they meet the fabrication tolerances specified in Table 3. NIST is responsible for all travel costs incurred by NIST staff. Dimensions may be measured using a tape measure, Vernier caliper, laser, or any other measurement device of NIST’s choosing, provided that the accuracy of the measurement device exceeds the specified tolerances. NIST will provide the measurement device(s).

Contractor will perform fit-up movement check of the pantograph mechanism to ensure proper movement and function. Contractor is responsible for proposing and creating additional components, if needed, to demonstrate proper fit-up and movement. Fabrication tolerances that are tighter than specified to reach this performance objective are the responsibility of the Contractor.

5.1.2 Inspection Upon Delivery

A. NIST staff will inspect each SRF component for damage sustained during transportation.

B. NIST will evaluate whether the fabrication tolerances meet the requirements specified in specified in Section 3.2.10. Selected critical measurements of the SRFs will be taken as specified in the following. SRF components that have deviations in these measurements that exceed the fabrication tolerances specified in Table 3 are unacceptable. Certain unacceptable deviations may be corrected by grinding, but only provided that the extent of grinding is approved by NIST and will not impair the structural adequacy, serviceability and durability of the component.

1. Length, Width, Height, Hole Diameter: The length, width, height, and other relevant dimensions, as specified per Table 3, may be measured at any location for any SRF component. Dimensions may be measured using a tape measure, Vernier caliper, laser, or any other measurement device of NIST’s choosing, provided that the accuracy of the measurement device meets or exceeds the specified tolerances.

Grinding of certain steel components by the Contractor may be permitted by NIST to meet certain fabrication tolerances on overall length or thickness, provided that the extent of grinding is approved by NIST and will not impair the structural adequacy, serviceability and durability of the component.

2. Center-to-Center Spacing between Through- and Threaded-Holes: Center-to-center spacings between through- and threaded-holes may be measured using a tape measure, Vernier caliper, laser, or any other measurement device of NIST’s choosing, provided that the accuracy of the measurement device meets or exceeds the specified tolerances.

3. Flatness, Planeness, Rightness: The maximum deviation from flatness, planeness, or rightness of welded assemblies may be measured using a tape measure, Vernier caliper, laser, carpenters square, protractor, inclinometer, or any other measurement device of NIST’s choosing, provided that the accuracy of the measurement device exceeds the specified tolerances. Grinding of certain steel components by the Contractor may be permitted by NIST to meet certain fabrication tolerances on overall length or thickness, provided that the extent of grinding is approved by NIST and will not impair the structural adequacy, serviceability and durability of the component.

C. NIST staff will evaluate alignment of selected assemblies of SRF components with embedded floor anchors. Acceptance of the SRFs requires demonstration that the tolerances are adequate for compatibility between SRF assemblies and the anchors in the strong floor at the NIST Structural Testing Laboratory. NIST staff will perform an alignment check of the assembly shown in Figure 5, by erecting and positioning them over the floor anchors to ensure that compatibility is met (i.e., to ensure that the anchor rods can be threaded into the existing socket anchors embedded in the strong floor). If the required fabrication tolerances are met, the alignment check will also be automatically met. NIST will furnish the quantities of structural bolts, high-strength all-thread rod, washers, etc.

required to bolt together the SRF components into the assembly shown in Figure 5.

D. An SRF component shall be deemed unacceptable when damage or deficiencies are identified that would prevent the SRF component from performing as required and cannot be resolved through minor repairs. Each SRF component will be inspected for damage upon delivery in accordance with Item A, and subsequently its tolerances evaluated in accordance with Items B and C.

1. Remove unacceptable component(s) and replace with new component(s) that comply with the requirements.

Evaluation of Weld Integrity

All welding shall comply with the American Welding Society’s Structural Welding Code – Steel (AWS D1.1/D1.1M:2020) and shall be performed by certified welders. The Contractor shall perform non-destructive testing (NDT) on welded connections to verify the quality of the welding performed under this Statement of Work. A report shall be provided to NIST summarizing the NDT evaluation methodology and results.

6. Quality Assurance Plan

Table 5 presents a quality assurance plan for this statement of work.

Table 5 – Quality Assurance Plan

Desired Output Required Service Performance Standard

Monitoring Method

The desired output is a set of modular, reconfigurable structural reaction frames (SRFs) that are compatible with current SRFs and that can be post-tensioned to the strong floor of the Structural Testing Laboratory in Building 226 at NIST and/or to Concrete Structural Reaction Blocks (CSRBs) (procured separately), for application of loads in structural testing.

The Contractor shall provide the equipment, materials, and labor necessary to fabricate the SRFs within specified tolerances.

The Contractor shall deliver the SRFs to NIST, Gaithersburg, MD, Building 226, Room A150.

The Contractor shall provide comprehensive shop (erection) drawings for the SRFs that must be approved by the NIST TPOC and COR before initiating fabrication. The Contractor shall provide quality-control data for the SRFs. After delivery, NIST will inspect the SRFs to verify that no significant damage was sustained during transportation. NIST will also evaluate the fabrication tolerances to verify that they are adequate for the SRF components to perform as intended, by measuring the finished dimensions and performing an alignment check with existing socket anchors embedded in the strong floor. NIST will base final acceptance on the successful completion of these criteria.

The NIST TPOC and COR will use frequent email and phone contact with the Contractor to coordinate the work defined herein. During the time that the Contractor is on-site at NIST, the TPOC and COR will interact directly with the Contractor. The TPOC and COR may, at his/her discretion, involve NIST staff who will use the products on a regular basis to review work and advise the TPOC and COR.

7. General Information

Safety: Contractor employees shall be responsible for knowing and complying with NIST installation safety prevention regulations. Such regulations include, but are not limited to, general safety, fire prevention, and waste disposal.

Security: NIST is a restricted campus. An identification badge is required for access, for entry into buildings, and is shown to the armed Security Police when entering the NIST Gaithersburg campus.

Identification Badges: Contractor employees shall comply with NIST identification and access requirements. The Contractor employee is responsible for absences due to expired identification and access documents. Each Contractor employee shall wear a visible identification badge issued by the NIST Security Office. The issued identification badge must show the Contractor employee’s full name, title, and if required by NIST, the words “Contractor”. The Contractor employee shall return the NIST identification badge and vehicle pass to the TPOC, COR, or Contracting Officer (CO) upon termination of their services under this contract.

Contractor Registration: The contractor shall provide the name and citizenship information of the on-site technician(s) to the NIST TPOC and COR one day prior to arrival at the NIST Gaithersburg campus. The TPOC or COR will submit the name(s) and citizenship information to the NIST Office of Security in order for a given Contractor employee to enter the NIST Gaithersburg campus to perform on-site preventive maintenance or repairs of the instruments.

Vehicle Registration: All Contractor employees must register their vehicles with the NIST Security Office to gain access to the NIST Gaithersburg campus. A valid driver’s license, Government-furnished civilian ID, proof of vehicle insurance and current registration must be presented to the NIST Security Office, at which time a NIST vehicle pass will be issued. The NIST vehicle pass shall be displayed on the vehicle’s rear view mirror in accordance with NIST Security Office’s instructions. The Contractor employee shall follow NIST procedures for removal and turn-in of the vehicle pass upon termination of their services under this contract.

3.3 Tolerances

5.2 Evaluation of Weld Integrity