Code Checks SOW Amend 1.pdf

Statement of Work (SOW)

Code Checks for the Champlain Towers South

A. Background

The National Construction Safety Team Act (“Act”), Pub. L. 107-231, codified at 15 U.S.C. 7301 et seq., was enacted to provide for the establishment of investigative teams (“Teams”) to assess building performance and emergency response and evacuation procedures in the wake of any building failure that has resulted in substantial loss of life or that posed significant potential for substantial loss of life. The purpose of investigations by Teams is to improve the safety and structural integrity of buildings in the United States. As stated in the statute, a Team shall (1) establish the likely technical cause or causes of the building failure; (2) evaluate the technical aspects of evacuation and emergency response procedures; (3) recommend, as necessary, specific improvements to building standards, codes, and practices based on the findings made pursuant to (1) and (2); and (4) recommend any research and other appropriate actions needed to improve the structural safety of buildings, and improve evacuation and emergency response procedures, based on the findings of the investigation. In addition, NIST has promulgated regulations implementing the Act. The regulations are found at 15 CFR part 270.

NIST sent a preliminary reconnaissance team to collect information and data related to the collapse of the Champlain Towers South (CTS) Condominium in Surfside, FL that occurred on June 24, 2021. Based on the recommendations of the preliminary reconnaissance team and evaluation of the criteria listed in the regulations implementing the Act, specifically in 15 CFR § 270.102, on June 30, 2021, the Director of the National Institute of Standards and Technology (NIST), United States Department of Commerce, established a Team to study the collapse of the Champlain Towers South Condominium in Surfside, FL. The NIST Investigation comprises six projects; including the Structural Engineering Project whose focus is to determine (1) the technical conditions that led to the collapse of the Champlain Towers South and (2) the factors that might have contributed to the collapse including building design, construction, maintenance, and materials based on sophisticated structural models. These models make use of (a) evidence collected from the collapse site, (b) results of the other Investigation projects, and (c) structural engineering and reinforced concrete design knowledge.

The construction of the CTS building in Surfside, FL was completed in 1981, and the building partially collapsed after nearly 40 years of service. Ninety-eight people died in the collapse and several others were injured. A focus of this contract is to assess the structural design of the building under design loads.

B. Purpose

The purpose of this contract is to conduct structural analyses and design checks for the CTS building under design loads in accordance with (1) current design codes and standards and design practices, and (2) design codes and standards and design practices at the time of the original building design (1979-1980).

C. Scope

The Contractor shall conduct structural analyses and design checks on various elements of the collapsed section of the CTS building (as highlighted in Appendix A) and including the western shear wall. The design checks shall include (1) reinforced concrete columns and shear walls in the basement and the first story of the building, (2) the reinforced concrete floor of the lobby/plaza level including the flat plates, slab-to-column connections, slab drops, and all beams, and (3) the reinforced concrete floor of the third floor including the flat plates and slab-to-column connections. The design checks shall be in the form of (a) strength demand-capacity ratios (DCRs), (b) detailing including reinforcement details and concrete cover, and (c) serviceability with an emphasis on deflections and crack control.

Two sets of design checks are to be conducted, one in accordance with the design codes and standards and design practices in use currently (Task 1) and the other in accordance with the design codes, standards and design practices in use at the time of the original building design (circa 1980, Task 2). The demands shall be calculated using load combinations for dead, live, and wind loads. In addition, the Contractor shall consider other loads that may be relevant as required by the building codes and standards such as, but not limited to, self-straining forces. The capacities shall address design strengths considering the strength design method as specified in the relevant building codes and standards, including resistance to axial forces, moments, combined axial forces and moments, shear forces, and punching shear capacities considering direct shear and moment transfer, as applicable. The analyses will help assess the structural design of the building relative to current design practices and relative to design practices in place at the time of the original design. In conducting both sets of design checks, the Contractor shall consider in the analysis known additions made to the building including the added penthouse and the extended balconies at the upper floors.

The analyses for current code checks (Task 1) shall include (1) an evaluation based on the reinforcing detailing required by the original design drawings (specified or inferred) and the detailing requirements of the codes and standards currently applicable (e.g., ACI 318 and ACI 315 and/or ACI SP-66) and (2) an evaluation based on the reinforcing detailing required by the original design drawings and the detailing requirements of the codes and standards applicable at the time of original design (e.g., ACI 318 and ACI 315). The analyses for code checks in accordance with the code prevalent at the time of design (Task 2) shall be based on reinforcing detailing required by the original design drawings (specified or inferred) and the detailing requirements of the codes and standards applicable at the time of design (e.g., ACI 318 and ACI 315).

D. Requirements

The contractor shall provide the labor and expertise to perform the following three tasks:

TASK 1: DESIGN COMPARED WITH REQUIREMENTS OF CURRENT BUILDING

CODES AND STANDARDS AND DESIGN PRACTICES

The Contractor shall conduct structural analyses and design checks on various elements of the collapsed section of the CTS building as specified in Section C based on the provisions of the ASCE 7-22 and ACI 318-19 standards. This task shall consider the gravity loads on the building including the building’s (1) self-weight, (2) super-imposed dead loads (SDL) based on the building loads at the time of collapse, and (3) design live loads based on the ASCE 7-22 standard. For the design checks on the plaza slab, the Contractor shall consider an additional case of SDL based on the original design of the building for the planters and flooring (Subtask 2.1) as outlined in the architectural drawings. This is done to examine the impact of changes in loads and changes in design standards (current design standards [Task 1] versus design standards at time of design [Task 2]) on the slab design. Design wind loads shall be based on those specified in the ASCE 7-22 standard. In addition, the Contractor shall consider other loads that may be relevant as required by the building codes and standards as explained in Section C. The structural analyses to determine the DCRs, and deflections shall be conducted using finite element models of the building and floors. Member capacities and deflections shall be calculated in accordance with ACI 318-19. The design checks shall also include structural integrity requirements in accordance with the ASCE 7-22 and ACI 318-19 standards.

Subtask 1.1. Review and finalize design loads

NIST has developed estimates of the dead loads on the building including self-weight and SDL (at time of collapse). Special emphasis was placed on estimating the SDL due to the planters in the plaza level, where these estimates were based on recent photographs of the CTS building prior to collapse. Design live loads were estimated based on the ASCE 7-22 standard. Design wind loads based on ASCE 7-16 were automatically generated on the building model in ETABS software (see Subtask 2.1).

The values of the loads as estimated by NIST will be furnished to the Contractor at the inception of the project.

The Contractor shall conduct a thorough review of the design loads on the building and suggest modifications if needed. Additionally, the Contractor shall consider other relevant loads specified in the standard as explained in Section C. The results of the review and recommended modifications shall be subject to review and approval by NIST. NIST’s review will be made within five business days of receipt of the Contractor’s review and recommendations modifications. NIST will either approve the modifications by the Contractor or arrange a meeting with the Contractor to resolve open questions and arrive at mutually agreeable loading.

Subtask 1.2. Review and finalize entire building model in ETABS software and two floor models in SAFE software

NIST has developed computer models of the CTS building based on the design drawings and known additions to the building (including extended balconies at upper floors and additional penthouse story) to study its performance under design loading conditions. The models will be furnished to the Contractor at the inception of the project. These models include:

Three-dimensional model of the entire building in ETABS software. The model comprises all primary structural members including columns, beams and transfer girders, and slabs. Columns and beams are modeled using frame elements (objects), and the model accounts for column and beam dimensions and orientation. Column reinforcement details are included to enable design check features within ETABS. The slabs are represented using shell elements with thicknesses provided in the design drawings. Material strength, including nominal concrete compressive strengths, and reinforcement nominal yield strengths are included based on the design drawing specifications. Stiffness modifiers are applied to represent effects of cracking on effective stiffness. The model is primarily used to evaluate the axial forces and moments in the columns and shear walls under gravity and wind loads.

Three-dimensional models of two floors in SAFE software: (1) lobby/plaza level and (2) typical floor between the third and eighth stories. The flat plate is represented with shell element and the columns and beams are represented with beam elements. The slab above the column cross section is represented with rigid shell elements. Slab drops in the lobby/plaza level are also represented.

The models are primarily used to evaluate slab shears and moments, shears and moments transferred between slabs and columns, and slab deflections under gravity loads.

The Contractor shall conduct an in-depth review of the models and suggest any recommended modifications. The review shall include appropriateness of the models for their intended uses, including modeling assumptions, level of detail, model geometry, material properties, and stiffness modifiers. The results of the model reviews shall be subject to review and approval by NIST. NIST’s review shall be made within ten business days of receipt of the Contractor’s review and modifications. NIST will either approve the modifications by the Contractor or arrange a meeting with the Contractor to resolve open questions and arrive at mutually agreeable final models. Upon receipt of NIST approval, the Contractor shall finalize the entire building model and the two floor models accordingly.

[The following italicized language is for solicitation purposes only and the Statement of Work will be modified before any award is made]: The Quoter may suggest in its quotation to develop similar models of the building using other commercially available structural software packages in lieu of the software specified by NIST (ETABS and SAFE). In this case, the Quoter shall document the reasons for such selection in the quotation. If such a quotation is successful, the Statement of Work will be modified so the Contractor shall develop these models based on the proposed design drawings.

Subtask 1.3. Conduct analysis and code checks of the building

The Contractor shall use the finalized loads of Subtask 1.1 and structural models in Subtask 1.2 to conduct static structural analyses of the models of the entire building and the two floors. The Contractor shall determine the demands based on load combinations specified in ASCE 7-22 and the capacities based on ACI 318-19. The design checks shall also include the conformance of the reinforcement details and concrete cover to the requirements of ACI 318-19.

Columns and shear walls: The Contractor shall analyze the ETABS building model and determine DCRs for all reinforced concrete columns and shear walls within the basement and the first story of the collapsed section of the building extending to and including the western shear wall (Appendix A). The Contractor shall use appropriate method(s) for calculating the column and shear wall DCRs under the following load combinations:

i) Gravity loads only. The Contractor shall analyze the building using the load combinations specified in the ASCE 7-22 standard for dead and live loads only. Linear static analysis procedure shall be used for this loading.

ii) Gravity, wind loads, and other relevant loads specified in the standard as explained in Section C. The Contractor shall analyze the building using the load combinations specified in the ASCE 7-22. Static analysis procedure with second order (P-) effects shall be used for this loading.

The Contractor shall also calculate building deflections (sway) under design wind loads.

The Contractor shall follow the ACI 318-19 procedures by checking the columns using their design compressive strength, and in addition check the transmission of column loads through the floor system using the special provisions in ACI 318-19.

Floor slabs: The Contractor shall analyze the two SAFE floor models (plaza/lobby level and third floor) and determine, for the collapsed area only (Appendix A), the DCRs for punching shear (with consideration of moment transfer) and appropriateness of slab reinforcement under the load combinations specified in the ASCE 7-22 standard for dead and live loads. Additionally, the analysis shall consider load combinations including wind and other relevant loads based on the results of the ETABS model. As stated earlier, the analysis of the plaza slab shall consider two cases for SDL: (1) based on the building loads at the time of collapse and (2) based on the loads in the original design. Appropriateness of slab reinforcement shall be evaluated both in terms of (1) DCRs (ratios of required slab reinforcement area in various slab design strips to provided slab reinforcement area) and (2) minimum reinforcement, maximum spacing, and detailing requirements of ACI 318-19. The design checks shall include structural integrity requirements in accordance with the ASCE 7-22 and ACI 318-19 standards.

The Contractor shall also calculate instantaneous and long-term floor deflections using provisions of ACI 318-19 and compare them with relevant Code limits.

Note that the geometry of the plaza slab at the interface with the tower is complex with changes in elevations and the presence of multiple slab drops and drop beams (Figure 1). The Contractor shall conduct a review of the slab drops with a view to identifying any ACI 318-19 provisions that would be applicable and, if any are applicable, what they would require. Where ACI 318-19 has specific strength requirements for the slab drops, the Contractor shall conduct detailed calculations in accordance with ACI 318-19 to determine the DCRs.

Figure 1. “Slab drop” where slab elevation changes from one location to another (left) and “drop beam” where a slab is stiffened by a beam integral with the slab (right).

Source: Champlain Towers South Structural Drawings, Sheet S5 of 14

The Contractor shall prepare plots of the models showing the DCRs and deflection contours for the various loading cases.

The results of this analysis shall be subjected to review and approval by NIST. NIST’s review will be made within ten business days of receipt of the Contractor’s analysis results. Upon receipt of the NIST’s final approval, the Contractor shall finalize the analyses accordingly.

TASK 2: DESIGN COMPARED WITH REQUIREMENTS OF BUILDING CODES AND

STANDARDS AND DESIGN PRACTICES PREVALENT AT TIME OF DESIGN

The Contractor shall conduct structural analyses and design checks on various elements of the collapsed section of the CTS building as specified in Section C based on the provisions of the 1979 version of the South Florida Building Code (SFBC 1979), which references ACI 318-77 for the design provisions for reinforced concrete structures. This task shall consider gravity and wind loads on the building, in addition to any other relevant loads as explained in Section C, in accordance with the SFBC 1979 provisions. The structural analyses to determine member demands shall be conducted using load combinations and analysis procedures of the strength design method specified in ACI 318-77. Member capacities shall be calculated using ACI 318-77.

Subtask 2.1. Develop design loads

The Contractor shall determine the design loads on the building based on the 1979 South Florida Building Code (SFBC 1979). This subtask shall consider the gravity loads on the building including (1) self-weight (including the extensions on some of the balconies and the added penthouse), (2) super-imposed dead loads (SDL) based on the original design of the building (including original planters and flooring in the plaza level), and (3) design live and wind loads in addition to any other relevant loads based on the SFBC 1979. For the design check on the plaza slab, the Contractor shall consider an additional case of SDL based on the building loads at the time of collapse for the planters and floor loading (Subtask 1.1). This is done to examine the impact of changes in loads and changes in design standards (current design standards [Task 1] versus design standards at time of design [Task 2]) on the slab’s design.

The loads estimates shall be subjected to review and approval by NIST. NIST’s review will be made within five business days of receipt of the Contractor’s load estimates.

NIST will either approve the load values by the Contractor or arrange a meeting with the Contractor to resolve open questions and arrive at mutually agreeable loading.

Subtask 2.2. Conduct analysis and code checks of the building

The Contractor shall use the finalized loads of Subtask 2.1 to conduct static structural analyses of the building to establish design actions. Methods of analysis shall be consistent with the design practice at the time of building design. While the Contractor shall use modeling approaches in effect at the time of design, the Contractor may use modern computational tools for the analysis of these models. The Contractor shall present to NIST at the inception of this subtask the proposed analysis methods that will be used in this subtask. The methods shall be subjected to review and approval by

NIST. NIST’s review will be made within five business days of receipt of the Contractor’s proposed methods of analysis. NIST will either approve the methods proposed by the Contractor or arrange a meeting with the Contractor to resolve open questions and arrive at mutually agreeable methods. The design checks shall also include the conformance of the reinforcement details and concrete cover to the requirements of ACI 318-77.

Columns and shear walls: The Contractor shall analyze the building and determine DCRs for all reinforced concrete columns and shear walls within the basement and the first story of the collapsed section of the building extending to and including the western shear wall (Appendix A). The analysis shall use the design loads from Subtask 2.1 and consider the following load combinations based on the ACI 318-77:

i) Gravity loads only. The Contractor shall analyze the building using the load combinations for dead and live loads only. The Contractor may use tributary area calculations for estimation of column and shear wall demands.

ii) Gravity, wind loads, and other relevant loads specified in the SFBC 1979. The Contractor shall analyze the building using the load combinations for dead, live, wind, and other relevant loads.

The Contractor shall follow the ACI 318-77 procedures by checking the columns using their design compressive strength, and in addition check the transmission of column loads through the floor system using the special provisions in ACI 318-77.

Floor slabs: For the collapsed areas of the third floor slab and the plaza/lobby slab (Appendix A), the Contractor shall calculate the flexural and shear demands using the gravity load combinations based on ACI 318-77. Additionally, the analysis shall consider wind loads and other relevant loads consistent with the practice at the time of the design. For that purpose, the Contractor shall use either the (1) direct design method or the (2) equivalent frame method; whichever is applicable, per the specifications of ACI 318-77. If both methods are applicable, then the Contractor shall use the method that is more likely to have been used. While the Contractor shall use modeling approaches in effect at the time of design, the Contractor may use modern computational tools for the analysis of these models, e.g., the Contractor may use a frame analysis software in lieu of the moment distribution method for estimating moment demands while applying the equivalent frame method. The Contractor shall determine DCRs for punching shear and appropriateness of slab reinforcement under the load combinations specified in ACI 318-77 for dead and live loads only. As stated earlier, the analysis of the plaza slab shall consider two cases for SDL: (1) based on the building loads at the time of collapse and (2) based on the loads in the original design. Appropriateness of slab reinforcement shall be evaluated both in terms of (1) DCRs (ratios of required slab reinforcement area in various slab design strips to provided slab reinforcement area) and (2) minimum reinforcement, maximum spacing, and detailing requirements of ACI

318-77. The Contractor shall also calculate instantaneous and long-term floor deflections using provisions of ACI 318-77 and compare them with relevant Code limits.

Note that the geometry of the plaza slab at the interface with the tower is complex with changes in elevations and the presence of multiple slab drops and drop beams. The Contractor shall conduct a review of the slab drops with a view to identifying any ACI 318-77 provisions that would be applicable and, if any are applicable, what they would require. Where ACI 318-77 has specific strength requirements for the slab drops, the Contractor shall conduct detailed calculations in accordance with ACI 318-77 to determine the DCRs.

The Contractor shall prepare plots showing the calculated DCRs and deflection contours for the various loading cases.

The results of this analysis shall be subjected to review and approval by NIST. NIST’s review will be made within ten business days of receipt of the Contractor’s analysis results. Upon receipt of the NIST’s final approval, the Contractor shall finalize the analyses accordingly.

TASK 3: REPORTING OF RESULTS

Subtask 3.1: Progress Briefings

The Contractor shall organize virtual meetings to brief NIST on the progress of the project and provide opportunity for NIST feedback. For budgeting purposes, the meetings are normally expected to last one hour or less. The virtual meetings shall be scheduled on a weekly basis, as specified in section E, with specific dates and times coordinated with NIST at least one month in advance. Meeting notices shall be transmitted as Outlook calendar items, with invitations sent to participants identified by the NIST Technical Point of Contact (TPOC). At the inception of the project, the Contractor shall organize a virtual kick-off meeting with NIST to discuss the project scope and work plan.

Briefing materials shall be delivered to the NIST TPOC at least two business days prior to the progress briefing dates. The briefing slides and other materials shall include project name and contract number on each slide, and slides that contain proprietary and/or preliminary information shall be marked as such using a format agreed upon by the COR. The briefing files shall be delivered in both .pdf and native file formats (e.g., .ppt, .docx, .xlsx).

Within one week following each progress briefing and all other project meetings, the Contractor shall provide a meeting summary that includes decisions made during the meeting, any action items for NIST and for the Contractor, and any unresolved issues.

The meeting summary shall be in either email or Microsoft Word format.

Task 3.2: Draft and Final Technical Report

The Contractor shall produce a draft technical report detailing the data, analysis, methodologies, and results of Tasks 1 and 2, in accordance with the schedule specified in Section E. The report format will be provided by the NIST TPOC.

The draft report shall be subjected to review and approval by NIST. NIST’s review will be made within 15 business days of receipt of the Contractor’s draft report. Upon receipt of the NIST’s final approval, the Contractor shall finalize the report accordingly for a digital submission.

E. DELIVERABLES AND DELIVERABLE DUE DATES:

Base Task No

Deliverable(s)

Format Deliverable Due Date/Expected

Completion Date*

1.1 a. Review design gravity and wind loads Word document One week

b. Finalize design gravity and wind loads

Word document 3 weeks

1.2 a. Review entire building model in ETABS software and two floor models in SAFE software

Word or PowerPoint document

2 Weeks

b. Finalize entire building model in ETABS software and two floor models in SAFE software

Entire building model in ETABS and floor models in SAFE

5 weeks

1.3 a. Conduct analysis and code checks of the building

Word or PowerPoint document

9 weeks

b. Finalize analysis and code checks of the building

Word or PowerPoint document

12 weeks

2.1 a. Develop draft design gravity and wind loads

Word document 3 weeks

b. Develop final design gravity and wind loads

Word document 5 weeks

2.2 a. Proposed methods of analysis for Subtask 2.2

Word or PowerPoint document

5 weeks

b. Draft analysis and code checks of the building

Word or PowerPoint document

11 weeks

* Dates relative to date of contract award

F. Period of Performance

The contract period of performance shall be six months from date of contract award.

G. Place of Performance:

The primary place of performance is expected to be the Contractor’s facility.

H. Contract Type

The contract type shall be firm-fixed price.

I. Government-Furnished Property, Data and/or Information

At the inception of the contract, the Government will provide the Contractor with (1) design drawings including structural and architectural drawings of the CTS building in PDF format, (2) estimates of the dead loads on the building including self-weight and SDL, along with live loads in Word and PowerPoint documents, and (3) computer models of the CTS building including a model of the entire building in ETABS and models of a typical floor and plaza/lobby floor in SAFE.

The Government will provide the following reviews based on the following schedule:

c. Final analysis and code checks of the building

14 weeks

3.1 Progress Briefing web-based

conferences

PowerPoint and/or Word documents, as appropriate

Kick-off meeting at project inception, followed by weekly meetings throughout period of performance

3.2 a. Draft of final technical report Word Document 19 weeks

b. Final technical report Word Document 24 weeks

Base Task No

Reviews

Format Review Due Date

1.1 Review design gravity and wind

loads

Word document Five business days after receipt of the Contractor’s review and modifications of design loads

1.2 Review entire building model in

ETABS software and two floor models in SAFE software

Word document

Ten business days after receipt of the Contractor’s review

The Government will provide the Contractor with “Instructions for Preparing NIST Technical Series Publications,” a copy of the NIST Permission Form for photos or graphics for use during investigative research, and access to NIST servers and the NIST shared file directory.

The Government will not provide any equipment to the contractor. Equipment, including computing and telephone equipment, is the responsibility of the Contractor. The Government will not be responsible for cell phone charges associated with contract performance.

N. Travel No travel is required under this contract.

O. Risk Assessment:

The HSPD-12 Security Risk Level assigned to this Contract is IT No Risk and Non-IT No Risk. The Contractor will have no access to NIST IT systems.

P. Key Personnel Requirements and modifications of computer models

1.3 Review draft analysis and code

checks of the building

Word document

Ten business days after receipt of the Contractor’s draft baseline analysis

2.1 Review draft design gravity and

wind loads

Word document Five business days after receipt of the Contractor’s draft design loads

2.2 a. Review methods of analysis for Subtask 2.2

Word document Five business days after receipt of the Contractor’s proposed methods of analysis

b. Review draft analysis and code checks of the building

Word document Ten business days after receipt of the Contractor’s draft baseline analysis

3.2 Review draft of final technical

report

Word Document Fifteen business days after receipt of the Contractor’s draft technical report

The Contractor is responsible for providing appropriate staff to support the task order requirements. As part of this, one principal investigator is required as Contractor Key Personnel. The Contractor may also propose additional key personnel.

The principal investigator must be a licensed professional engineer in at least one jurisdiction in the United States. The principal investigator and all other key personnel shall also meet the minimum qualifications listed below.

Hold at least a Master’s degree in civil or structural engineering or a related field from an accredited college or university

At least fifteen (15) years of experience in design and evaluation of reinforced concrete flat-plate structures in the eastern United States built in the late 1970s/early 1980s as well as built currently.

At least fifteen (15) years of demonstrated experience in design and evaluation of mid- to high-rise reinforced concrete flat-plate structures including performance under gravity and wind loads;

Demonstrated experience in design and analysis for frame-shear wall interaction in flat-plate structures;

Familiarity with concrete design provisions in ACI-318; both the 2019 and 1977 editions, and;

Demonstrated experience with development and analysis of structural models using ETABS and SAFE software, or other structural software that the Offeror might suggest.

Any key personnel substitutions following award must have advance Contracting Officer approval via a signed modification. Replacements for key personnel must possess qualifications equal to or better than the minimum qualifications possessed by the original key personnel leaving the project. Requests for changes shall be submitted to the Contracting Officer at least 15 days prior to making any permanent substitutions.

The request shall contain a detailed explanation of the circumstances necessitating the proposed substitutions, complete resumes for the proposed substitutions, and any additional information requested by the Contracting Officer. The Contracting Officer will notify the contractor within 10 business days after receipt of all required information of the decision on substitutions. The award will be modified to reflect any approved changes

Q. Performance Requirements Summary

Required Services (Tasks)

Performance Standards

Acceptable Quality Levels

Methods of Surveillance

Task 1.1 – Review and finalize design loads

Deliverables timely and complete

100% NIST TPOC and COR will review all deliverables

Task 1.2 – Review and finalize building models

Deliverables timely and complete

100% NIST TPOC and COR will review all deliverables

Task 1.3 – Conduct analysis and code checks of the building

Deliverables timely and complete

100% NIST TPOC and COR will review all deliverables

Task 2.1 – Develop design loads

Deliverables timely and complete

100% NIST TPOC and COR will review the draft and final versions of the report and presentation

Tasks 2.2 – Conduct analysis and code checks of the building

Deliverables timely and complete

100% NIST TPOC and COR will review the final electronic delivery of data.

Task 3.1 – Progress Briefings

Virtual meetings allowing technical aspects of the project, all deliverables, timelines, and expectations to be discussed.

100% NIST TPOC and COR will be in attendance to ensure all meeting objectives are achieved

Task 3.2 – Final Technical Report

Submitted timely, final version is free of errors

100% NIST TPOC and COR will review the draft and final version of the report

Q. General Information:

Confidential or Proprietary Data: This work does not involve confidential or proprietary data. The certification and accreditation requirements of Clause 1352.239- 73 do not apply and a security accreditation package is not required.

Media Inquiries: The Contractor or his employees shall not respond to any media inquiries. Any inquiries from the media shall be immediately relayed to the COR and/or CO. There shall be no interviews, comments, or any other response without the knowledge and approval of the NIST Public Affairs Office.

R. References

ACI 318-19 (2019), “Building code requirements for structural concrete”, American Concrete Institute (ACI), Farmington Hills, MI.

ACI 318-77 (1977), “Building code requirements for structural concrete”, American Concrete Institute (ACI), Farmington Hills, MI.

ASCE 7-22 (2022), “Minimum design loads for buildings and other structures”, American Society of Civil Engineers (ASCE), Reston, VA.

SFBC 1979 (1979), “The South Florida Building Code”