Am-0003_W9128F-20-R-0052.pdf

Offers must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended, by one of the following methods:

(a) By completing items 8 and 15, and returning or (c) By separate letter or electronic communication which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted, such change may be made by letter or electronic communication, provided each letter or electronic communication makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

E. IMPORTANT: Contractor is not is required to sign this document and return copies to the issuing office.

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT 1. CONTRACT ID CODE

2. AMENDMENT/MODIFICATION NUMBER 3. EFFECTIVE DATE 4. REQUISITION/PURCHASE REQUISITION NUMBER 5. PROJECT NUMBER (If applicable)

7. ADMINISTERED BY (If other than Item 6) CODE

STANDARD FORM 30 (REV. 11/2016)

Prescribed by GSA FAR (48 CFR) 53.243

FACILITY CODE

9A. AMENDMENT OF SOLICITATION NUMBER

9B. DATED (SEE ITEM 11)

10A. MODIFICATION OF CONTRACT/ORDER NUMBER

10B. DATED (SEE ITEM 13)

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offers is extended. is not extended.

12. ACCOUNTING AND APPROPRIATION DATA (If required) copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

13. THIS ITEM APPLIES ONLY TO MODIFICATIONS OF CONTRACTS/ORDERS.

IT MODIFIES THE CONTRACT/ORDER NUMBER AS DESCRIBED IN ITEM 14.

CHECK ONE A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE CONTRACT ORDER

NUMBER IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation data, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(b).

C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority)

Except as provided herein, all terms and conditions of the document referenced in Item 9A or 10A, as heretofore changed, remains unchanged and in full force and effect.

15C. DATE SIGNED

15A. NAME AND TITLE OF SIGNER (Type or print)

16C. DATE SIGNED

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

PAGE OF PAGES

6. ISSUED BY CODE

8. NAME AND ADDRESS OF CONTRACTOR (Number, street, county, State and ZIP Code) (X)

CODE

15B. CONTRACTOR/OFFEROR

(Signature of person authorized to sign)

16B. UNITED STATES OF AMERICA

(Signature of Contracting Officer)

Previous edition unusable

Amendment No. 0003 W9128F

AIR FORCE CYBERWORX, XQPZ 164001, USAF ACADEMY, COLORADO

See attached documentation for content of the amendment revisions to solicitation

Date for receipt of proposals is 11 JUN 2020 at 1400 hours

Government Point of Contact: Brian Finerty, Contract Specialist, Brian.C.Finerty@usace.army.mil

U.S.ARMY CORPS OF ENGINEERS, OMAHA

Rocky Mountain Area Office Attn: CONTRACTING DIVISION (CENWO-CT-M) 5475 Tech Center Drive, Suite 205 Colorado Springs, CO 80919

See Item 6

W9128F-20-R-0052

05/18/2020

04/16/2020

05/18/2020

Am #0003 - 1

Am #0003 - 2 (Continuation SF 30)

18 May 2020 Solicitation No. W9128F 20 R 0052

Date of Issue: 16 APR 2020 Date of Receiving Proposals: 11 JUN 2020

SUBJECT: Amendment No. 0003 to Request for Proposal Solicitation Package for Construction of AIR FORCE CYBERWORX, XQPZ 164001.

TO: Prospective Offerors and Others Concerned

1. The specifications and drawings for subject project are hereby modified as follows (revise all specification indices, attachment lists, and drawing indices accordingly).

a. Specifications. (Descriptive Changes.)

(1) Section 01 82 00, Page 6, delete “1.5.1 Optional Bid Items” and substitute “1.5.5.1 Optional Bid Items”.

(2) Section 01 86 10, Page 8, add the following paragraph:

“1.2.3.15 Thermal Conductivity Testing

A thermal conductivity test was not performed specifically for this project. Previous soil conductivity test was performed for a project within 1000’ results indicated a conductivity of 2.05 btuh/ft/°F with a diffusivity of 1.10 ft2/day and an average ground temperature of 57.1°F.”

(3) Section 01 86 26, Page 29, paragraph 1.27 LABORATORIES, DESIGN STUDIOS & LOUNGE, third subparagraph from top of page, after “Provide 20A, 120 Volt...and other equipment, add the following:

“To be included in Optional Bid Item (OBI # 21)”

(4) Section 01 86 26, Page 32, paragraph 1.29 TECHNICAL SPECIFICATIONS, delete item i in its entirety and substitute the following:

“i. not used”

(4) Section 01 89 00, Page 9, paragraph 1.6.10 Irrigation System, at the end of item e add the following:

“See figure 3-7 and 4-2 for the existing non-potable water system at the USAFA.”

b. Specifications (New and/or Revised and Reissued). Delete and substitute or add specification pages or sections as noted below. The substituted pages or sections are revised and reissued with this amendment. For convenience, on the revised specification pages, changes have been identified with highlighting, all portions of the revised specification pages apply regardless of whether changes are shown with highlighting.

Am #0003 - 3 (Continuation SF 30)

Pages or Sections Deleted Pages or Sections Substituted or Added

00 10 00CLIN 00 10 00CLIN

01 83 00 01 83 00 01 84 00 01 84 00 01 88 00 ** (section deleted)

c. Drawings (Reissued). The following drawings are revised with latest revision date as shown in the drawing border, and reissued with this amendment.

1. SHEET L-101.1, LANDSCAPE PLAN – OPTION ITEMS

2. This amendment is a part of the proposing papers and its receipt shall be acknowledged. All other conditions and requirements of the request for proposal remain unchanged.

3. Electronic Proposals. Provide proposals via the instructions provided in Section 00 22 00 of the Request for Proposal.

4. Offers will be received until 2:00 p.m., local time at place of receiving proposals, 11 JUN 2020.

Attachments:

Section 00 10 00 – SF1442 and CLIN Pricing Schedule Specifications listed in 1.b., above Drawings listed in 1.c., above

U.S. Army Corps of Engineers, Omaha District 1616 Capitol Avenue Omaha, Nebraska 68102-4901

18 MAY 2020

nep/2160

This page was intentionally left blank for duplex printing.

Am #0003 00 10 00SF-1442 -Page 1

SOLICITATION, OFFER

AND AWARD

(Construction, Alteration, or Repair)

1. SOLICITATION NO.

W9128F-20-R-0052

2. TYPE OF SOLICITATION

SEALED BID (IFB)

NEGOTIATED (RFP)

3. DATE ISSUED

16 APR 2020

PAGES OF PAGES

IMPORTANT - The "offer" section on the reverse must be fully completed by offeror.

4. CONTRACT NO. 5. REQUISITION/PURCHASE REQUEST NO.

6. PROJECT NO.

7. ISSUED BY CODE CT 8. ADDRESS OFFER TO

U.S.ARMY CORPS OF ENGINEERS, OMAHA

Rocky Mountain Area Office Attn: CONTRACTING DIVISION (CENWO-CT-M) 5475 Tech Center Drive, Suite 205 Colorado Springs, CO 80919

See Block 7

9. FOR INFORMATION

CALL:

A. NAME

Brian Finerty

B. TELEPHONE NO. (Include area code) (NO COLLECT CALLS) Use Email: Brian.C.Finerty@usace.army.mil

SOLICITATION

NOTE: In sealed bid solicitations "offer" and "offeror" mean "bid" and "bidder".

10. THE GOVERNMENT REQUIRES PERFORMANCE OF THE WORK DESCRIBED IN THESE DOCUMENTS (Title, identifying no., date):

The offeror hereby agrees to do all work described in the documents entitled:

AIR FORCE CYBERWORX

XQPZ 164001

USAF ACADEMY, COLORADO

RETURN WITH OFFER: INFORMATION REQUIRED BY SECTION 00 10 00 (SF1442), SECTION 00 22 00, AND SECTION 00 45 00.

*BLOCK 13A. – REFER TO SECTION 00 22 00 FOR THE NUMBER OF COPIES TO BE SUBMITTED WITH THE ORIGINAL OFFER.

THIS SOLICITATION IS UNRESTRICTED.

11. The Contractor shall begin performance within 10 calendar days and complete it within ** calendar days after receiving award, notice to proceed. This performance period is mandatory, negotiable. (** - See CLIN Pricing Schedule)

12A. THE CONTRACTOR MUST FURNISH ANY REQUIRED PERFORMANCE AND PAYMENT BONDS?

(If "YES," indicate within how many calendar days after award in Item 12B.)

YES NO

12B. CALENDAR DAYS

13. ADDITIONAL SOLICITATION REQUIREMENTS:

A. Sealed offers in original and * copies to perform the work required are due at the place specified in Item 8 by 1400 (hour) local time 11 JUN 2020. If this is a sealed bid solicitation, offers must be publicly opened at that time. Sealed envelopes containing offers shall be marked to show the offeror's name and address, the solicitation number, and the date and time offers are due.

B. An offer guarantee is is not required.

C. All offers are subject to the (1) work requirements, and (2) other provisions and clauses incorporated in the solicitation in full text or by reference.

D. Offers providing less than ___180___ calendar days for Government acceptance after the date offers are due will not be considered and will be rejected.

NSN 7540-01-155-3212 1442-101 STANDARD FORM 1442(REV. 4-85)

Prescribed by GSA FAR(48 CFR) 53.236-1(e)

Am #0003 00 10 00SF-1442 -Page 2

14. NAME AND ADDRESS OF OFFEROR (Include ZIP Code) 15. TELEPHONE NO. (Include area code)

DUNS Number:

16. REMITTANCE ADDRESS (Include only if different than Item 14)

CODE FACILITY CODE

17. The offeror agrees to perform the work required at the prices specified below in strict accordance with the terms of this solicitation, if this offer is accepted by the Government in writing within 180 calendar days after the date offers are due.

AMOUNTS

SEE ATTACHED CLIN PRICING SCHEDULE

Contractor’s Fax No. CAGE CODE Contractor’s E-Mail address

18. The offeror agrees to furnish any required performance and payment bonds.

19. ACKNOWLEDGMENT OF AMENDMENTS

(The offeror acknowledges receipt of amendments to the solicitation - give number and date of each)

AMENDMENT NO.

DATE

20A. NAME AND TITLE OF PERSON AUTHORIZED TO SIGN OFFER

(Type or print)

20B. SIGNATURE 20C. OFFER DATE

AWARD (To be completed by Government)

21. ITEMS ACCEPTED:

22. AMOUNT 23. ACCOUNTING AND APPROPRIATION DATA

24. SUBMIT INVOICES TO ADDRESS SHOWN IN

(4 copies unless otherwise specified)

ITEM

25. OTHER THAN FULL AND OPEN COMPETITION PURSUANT TO

10 U.S.C. 2304(c) ( ) 41 U.S.C. 253(c) ( )

26. ADMINISTERED BY CODE 27. PAYMENT WILL BE MADE BY

U.S. Army Engineer District, Omaha 1616 Capitol Ave.

Omaha, Nebraska 68102-4901

USAED Omaha c/o USACE Finance Center 5722 Integrity Drive Millington, TN 38054-5005

CONTRACTING OFFICER WILL COMPLETE ITEM 28 OR 29 AS APPLICABLE

28. NEGOTIATED AGREEMENT (contractor is required to sign this document and return _______ copies to issuing office.) Contractor agrees to furnish and deliver all items or perform all work, requisitions identified on this form and any continuation sheets for the consideration stated in this contract. The rights and obligations of the parties to this contract shall be governed by (a) this contract award,

(b) the solicitation, and (c) the clauses, representations, certifications, and specifications incorporated by reference in or attached to this contract.

29. AWARD (Contractor is not required to sign this document.) Your offer on this solicitation, is hereby accepted as to the items listed. This award consummates the contract, which consists of (a) the Government solicitation and your offer, and (b) this contract award. No further contractual document is necessary.

30A. NAME AND TITLE OF CONTRACTOR OR PERSON AUTHORIZED

TO SIGN (Type or print)

31A. NAME OF CONTRACTING OFFICER (Type or print)

30B. SIGNATURE 30C. DATE 31B. UNITED STATES OF AMERICA

BY

31C. AWARD DATE

STANDARD FORM 1442 BACK (REV. 4-85)

CLIN SCHEDULE 00 10 00 – 3 W9128F-20-R-0052

CONTRACT LINE ITEM PRICING SCHEDULE

ITEM

NO.

DESCRIPTION QTY UNIT UNIT

PRICE

AMOUNT

BASIC ITEMS

Entire work complete for Design of Air Force CyberWorx at USAFA, Colorado excluding design identified in option CLIN below

Job

XXX

Entire work complete to Construct Air Force CyberWorx at USAFA, Colorado to the five foot line excluding items listed separately below (See Note No. 7)

Entire work complete to Construct site work beyond the five foot line excluding items listed separately below (See Note No. 7)

Entire work complete for Colorado Springs Utility Electrical Connection

$ 150,000.00

TOTAL BASIC AMOUNT $_____________________________

OPTION ITEMS

[Option]

Entire work complete for Demolition of Building 2413

Procure and Install CCTV system equipment and devices

Procure and Install Intrusion Detection System

Procure and Install Electronic Security System

Procure and Install Furniture, Fixtures, and Equipment (FF&E)

Additional cost to design of Option Items listed below

Additional cost to construct marble banding in lieu of white cast-in-place concrete

Am #0003

CLIN SCHEDULE 00 10 00 – 4 W9128F-20-R-0052

[Option]

Additional cost to construct granite cladding of north face of new plinth wall in lieu of concrete coloring

1 Job XXX $______________________

[Option]

Additional cost to construct additional facility bays (approximately 1,394 square meters) (See Note No. 8)

1 Job XXX $______________________

[Option]

Additional cost to construct mezzanine level between column lines YY and A

1 Job XXX $______________________

[Option]

Additional cost to construct granite cladding of north face of old plinth wall

1 Job XXX $______________________

[Option]

Additional cost to construct aluminum fins (See Note No. 9)

1 Job XXX $______________________

[Option]

Additional cost to construct Murano mosaic glass tile in lieu of colored aluminum panels

1 Job XXX $______________________

[Option]

Additional cost to construct Cable Net Wall System in lieu of clear anodized aluminum curtainwall system with mullions

1 Job XXX $______________________

[Option]

Additional cost to construct marble main staircase in lieu of stained concrete filled metal pan stair treads at Stair 1

1 Job XXX $______________________

[Option]

NOT USED 1 Job XXX $______________________

[Option]

Additional cost to construct electrical enhancements for Rooms 115, 120, 206, 217, 218, 301, 302, 303 and 312

1 Job XXX $______________________

[Option]

Additional cost to construct secured area rooms 117, 118, and 119

1 Job XXX $______________________

[Option]

Entire work complete for BUILDER data collection and input as described in Section 01 33 39.00 10

1 Job XXX $______________________

TOTAL AMOUNT (BASIC PLUS OPTIONS) $_________________________________

OFFEROR'S NAME: ____________________________

Proposed Contract Duration in Calendar Days After the Notice to Proceed is Received: ____________ DAYS

CLIN SCHEDULE 00 10 00 – 5 W9128F-20-R-0052

(See Note No. 5)

NOTES:

1. Options will be evaluated in accordance with FAR provision 52.217-5 “Evaluation of Options” and as described below:

FAR 52.217-5 Evaluation of Options (Jul 1990)

Except when it is determined in accordance with FAR 17.206(b) not to be in the Government’s best interests, the Government will evaluate offers for award purposes by adding the total price for all options identified below to the total price for the basic requirement. Evaluation of options will not obligate the Government to exercise the option(s).

Options to be evaluated for award purposes: Items No. 0010, 0013, 0014, 0016, 0018, 0021, and 0022

2. The Government reserves the right to exercise the options items according to the following schedule of days after issuance of Notice to Proceed (NTP) below:

Option Items No. Calendar Days after Issuance of NTP to Exercise 0010, 0013, 0014, 0016, 0018, 0022 30 0017, 0021 90 0009, 0011-0012, 0019 180 0005-0008, 0015, 0023 270

3. Prices must be entered for all items of the schedule. Total amounts submitted without prices being entered on individual items will be rejected. Additions will be subject to verification by the Government. In case of variation between the lump-sum prices and the total amount, the lump-sum prices will be considered the price submitted.

4. A modification to a proposal which provides for a single adjustment to the total amount submitted, should state the application of the adjustment to each respective lump-sum price affected.

5. The Offeror shall propose a total integrated contract duration in number of calendar days after the Notice to

Proceed (NTP) is received by the Contractor, whether via electronic means or hard copy, whichever is the earliest method of delivery. The total number of proposed calendar days shall include design and construction through completion, ready for turnover. The proposed duration shall become the required contract. The Government may issue the NTP via e-mail or Facsimile (FAX) or by other means. Day number 1 is the day after the date of receipt of the NTP. See SECTION 00 73 00 SUPPLEMENTARY CONDITIONS (SPECIAL

CONTRACT REQUIREMENTS: COMMENCEMENT, PROSECUTION AND COMPLETION OF

WORK.

6. Submit a Supplemental Price Breakdown for the “TOTAL BASIC AMOUNT” in the Pricing Schedule.

Include Offeror name, project title and project location on each page of the price breakdown. See Supplemental Price Breakdown of Pricing Schedule template on the following page. See Section 00 22 00 PROPOSAL SUBMISSION REQUIREMENTS, EVALUATION CRITERIA AND BASIS OF AWARD for submission requirements.

7. The price listed for this line item should only include the price necessary to design/construct the basic bid structure and site work as identified in the plans and specifications.

8. The price listed for this item should include all costs associated with the construction of the additional bays to include, but not limited to, increased mechanical systems, electrical systems, communications systems, and changes in site work. Absolutely no costs associated with the work necessary for the construction and function of the additional bays should be included in the basic bid line items.

9. Additional cost should account for a reduction in HVAC systems due to the solar shielding provided by the aluminum fins.

CLIN SCHEDULE 00 10 00 – 6 W9128F-20-R-0052

SUPPLEMENTAL PRICE BREAKDOWN OF PRICING SCHEDULE TEMPLATE

TOTAL WITH MARKUPS AMOUNT TO EQUAL TOTAL BASIC AMOUNT

AS INDICATED ON PAGE 3 OF THIS SECTION 00 10 00

DIVISION MASTERFORMAT 2016 DESCRIPTION UNIT AMOUNT

01 GENERAL REQUIREMENTS (minus item 0101) LS $_______________

0101 01 33 29.05 20 Sustainability Documentation LS $_______________

02 EXISTING CONDITIONS LS $_______________

03 CONCRETE LS $_______________

04 MASONRY LS $_______________

05 METALS LS $_______________

06 WOOD, PLASTICS, AND COMPOSITES LS $_______________

07 THERMAL AND MOISTURE PROTECTION LS $______________

08 OPENINGS LS $_______________

09 FINISHES LS $_______________

10 SPECIALTIES LS $______________

11 EQUIPMENT LS $_______________

12 FURNISHINGS LS $_______________

13 SPECIAL CONSTRUCTION LS $_______________

14 CONVEYING EQUIPMENT LS $_______________

21 FIRE SUPPRESSION LS $_______________

22 PLUMBING LS $______________

23 HEATING, VENTILATING, AND AIR CONDITIONING LS $_______________

25 INTEGRATED AUTOMATION LS $_______________

26 ELECTRICAL LS $_______________

27 COMMUNICATIONS LS $_______________

28 ELECTRONIC SAFETY AND SECURITY LS $_______________

31 EARTHWORK LS $_______________

32 EXTERIOR IMPROVEMENTS LS $_______________

33 UTILITIES LS $_______________

34 TRANSPORTATION LS $_______________

Total Price Breakdown Amount

Prime Contractor Markups:

--G&A General and Administrative Expense $ ______________ --FOOH Field Office Overhead not defined by Division -01 $ ______________ --PROFIT Profit $ ______________ --P&PB Performance and Payment Bond $ ______________

TOTAL WITH MARKUPS

All items must be entered in dollars.

“TOTAL WITH MARKUPS” from this Price Breakdown must match the “TOTAL BASIC

AMOUNT”.

Air Force CyberWorx US Army Corps of Engineers US Air Force Academy, CO XQPZ164001

Section 01 83 00 Page 1

SECTION 01 83 00

STRUCTURAL REQUIREMENTS

PART 1 GENERAL

1.1 REFERENCES

The design publications listed below are sources of criteria for structural design. The criteria from these sources may be supplemented, but not supplanted, by applicable criteria contained in nationally recognized codes, standards, and specifications.

AMERICAN CONCRETE INSTITUTE (ACI)

ACI 301 (2016) Specifications for Structural Concrete

ACI 302.1R (2015) Guide for Concrete Floor and Slab Construction

ACI 318 (2014; Errata 1-2 2014; Errata 11-10 2017) Building Code Requirements for Structural Concrete and Commentary

AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)

AISC 325 (2017) Steel Construction Manual

AISC Steel Design Guide 3 (2nd Edition, 2004) Serviceability Design Considerations for Steel Buildings

AISC Steel Design Guide 5 (2003) Low-and Medium-Rise Steel Buildings

AISC 341 (2016) Seismic Provisions for Structural Steel Buildings

AISC Steel Design Guide 11 (2nd Edition, 2003) Vibrations of Steel- Framed Structural Systems Due to Human Activity

AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE)

[*Am-3] ASCE 7 (ASCE 7-16) (2016) Minimum Design Loads for Buildings and Other Structures

ASTM INTERNATIONAL (ASTM)

ASTM A 36/A 36M (2014) Standard Specification for Carbon Structural Steel

ASTM A 53/A 53M (2012) Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless

Section 01 83 00 Page 2

ASTM A 325 (2014) Standard Specification for

Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength

ASTM A 490 (2014) Standard Specification for

Structural Bolts, Alloy Steel, Heat Treated, 150 ksi Minimum Tensile Strength

ASTM A 500/A 500M (2013) Standard Specification for

Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes

ASTM A 572/A 572M (2015) Standard Specification for

High-Strength Low-Alloy Columbium-Vanadium Structural Steel

ASTM A 615/A 615M (2016) Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

ASTM A 706/A 706M (2016) Standard Specification for

Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement

ASTM A 992/A 992M (2015) Standard Specification for

Structural Steel Shapes

ASTM C 90 (2015) Loadbearing Concrete Masonry Units

ASTM C 270 (2014) Specification for Mortar for Unit Masonry

ASTM C 476 (2016) Specification for Grout for Masonry

ASTM F 1554 (2015) Standard Specification for Anchor

Bolts, Steel, 36, 55, and 105-ksi Yield Strength

AMERICAN WELDING SOCIETY (AWS)

AWS D1.1/D1.1M (2015 with Errata 2, 1 January 2016)

Structural Welding Code - Steel, 23rd Edition, Second Printing

INTERNATIONAL BUILDING CODE (IBC)

IBC 1603 Construction Documents

INTERNATIONAL CODE COUNCIL (ICC)

ICC IBC (2018) International Building Code

STEEL DECK INSTITUTE (SDI) PUBLICATIONS

Section 01 83 00 Page 3

Steel Deck Institute (DDM04) Diaphragm Design Manual (4th Edition, 2015)

STEEL JOIST INSTITUTE (SJI) PUBLICATIONS

Steel Joist Institute (SJI 100) Load tables and Weight Tables for Steel Joists and Joist Girders (44th Edition, 2015)

Technical Digest 5 Vibration of Steel Joists – Concrete Floors

(2015)

THE MASONRY SOCIETY (TMS)

TMS 402/602-16 (2016) Building Code Requirements and Specification for Masonry Structures

UNDERWRITERS LABORATORIES (UL)

UL 580 (2006) UL Standard for Safety Tests for

Uplift Resistance of Roof Assemblies, Fifth Edition with Revisions through 29 October, 2013

U.S. ARMY CORPS OF ENGINERS (USACE) PUBLICATIONS

UL 580 Omaha District Design Guide (ODDG) for Design Solicitations, Chapter 9 Structural (November 2014, Rev January 2015)

U.S. DEPARTMENT OF DEFENSE (DOD)

UFC 1-200-01 DoD Building Code (General Building

Requirements), (10-08-19)

UFC 3-220-01 Geotechnical Engineering (11-01-12)

UFC 3-301-01 Structural Engineering (10-01-19)

UFC 3-310-04 Seismic Design for Buildings, with Change

1 (06-20-16)

UFC 3-320-06A Concrete Floor Slabs On Grade Subjected to Heavy Loads (03-01-05)

UFC 4-010-01 DoD Minimum Antiterrorism Standards for

Buildings, (12-12—18)

UFC 4-023-03 Design of Buildings to Resist Progressive

Collapse, with Change 3 (11-01-16)

U.S. DEFENSE INTELLIGENCE AGENCY (DIA)

ICD 705 Sensitive Compartmented Information Facilities (May 2010)

Section 01 83 00 Page 4

UNITED STATES AIR FORCE ACADMEY

USAFA IFS USAFA INSTALLATION FACILITY STANDARDS

1.1.1 Project Description and Requirements

The new CyberWorx Building is an easterly extension of the cadet area and shall be located near the northeast corner of the existing Consolidated Education and Training Facility (CETF) at the United States Air Force Academy (USAFA). The building shall utilize conventional design and construction methods and be designed and constructed in accordance with DOD and U.S. Army Corps of Engineers criteria and publications including Antiterrorism/Force Protection criteria, the 2018 International Building Code (ICC IBC), and other recognized national standards. The CyberWorx Building shall be structurally designed and configured by the Contractor in accordance with the criteria shown on the RFP documents and contained herein.

1.2 STRUCTURAL DESIGN LOADS AND CONDITIONS

Structural loading criteria shall be developed using site and project specific criteria and the criteria and procedures indicated below. The CyberWorx Building shall be classified as a "Risk Category III" facility in accordance with UFC 3-301-01 (Table 2-2) for the determination of snow and wind loads for buildings and other structures containing adult education facilities, such as colleges and universities, with an occupant load greater than 500.

1.2.1 Dead Loads

Minimum design dead loads for common building materials shall be obtained from ASCE 7 as applicable. Loads for materials not listed in ASCE 7 and equipment loads shall be obtained from other recognized sources.

1.2.2 Roof Live Loads and Snow Loads

1.2.2.1 Minimum Roof Live Load

A minimum roof live load of 20 psf, per ICC IBC Table 1607.1, shall be provided for in the design to account for construction and maintenance loads. The minimum roof live load shall be applied in accordance with ASCE 7 and shall be used as a loading condition for the roof and independent of the calculated snow loads.

1.2.2.2 Roof Snow Load

Roof snow load shall be applied in accordance with ASCE 7. A flat roof snow load (Pf) of 40 psf in accordance with the USAFA IFS Requirements, shall be used. Snow drift loads shall be taken into consideration. Other factors used in determining snow loads are as follows:

Snow Exposure Category = C (ASCE 7, Section 26.7.3)

Section 01 83 00 Page 5

Snow Exposure Factor, Ce = 1.0( ASCE 7, Table 7-2, Partially Exposed) Snow Thermal Factor, Ct = 1.0 (ASCE 7, Table 7-3, All Structures) Snow Importance Factor, Is = 1.1 (UFC 3-301-01 Table 2-2, Risk Category

III)

1.2.2.3 Rain-On-Snow Load

A rain-on-snow load, if applicable, shall be applied in accordance with the ICC IBC and ASCE 7.

1.2.3 Floor Live Loads

Floor live loads shall be in accordance the ICC IBC as modified by UFC 1-200-01, and supplemented by UFC 3-301-01 and ASCE 7 for the type of occupancy indicated, except as modified herein, and to accommodate any special requirements from the buildings user.

1.2.4 Other Live Loads

Other live loads used for this facility shall be in accordance with ASCE 7.

1.2.5 Wind Loads

Wind loads for both the main wind force resisting system and for components and cladding shall be determined in accordance with ASCE 7 using the following parameters:

Basic Wind Speed, V3s (asd) = 110 mph (USAFA IFS) Wind Importance Factor, Iw = 1.15 (ASCE 7, Risk Category III) Wind Exposure Category = C (ASCE 7, Section 26.7.3)

1.2.6 Seismic Loads

Seismic loads shall be determined in accordance with ASCE 7. The total lateral seismic force shall be determined using the following parameters:

[*Am-3] Seismic Risk Category = III UFC 3-301-01 (Table 2-2) Seismic Importance Factor, Ie = 1.25 (UFC 3-301-01, Table 2-2) Mapped Spectral Response Acceleration, Sds = 0.203g (UFC 3-301-01, Table E-2) Mapped Spectral Response Coefficient, Sd1 = 0.096g (UFC 3-301-01, Table E- 2) Site Classification = B *

* Site Classification per the Geotechnical Report by CTL/Thompson dated January 9, 2018.

1.2.7 Interior Partition Lateral Loads

Interior partitions shall be designed for a horizontal load of 5 psf per ICC IBC, Chapeter 16. The deflection of interior partitions due to wind load shall not exceed 1/360 the span for walls with brittle finishes and 1/240 for walls with flexible finishes. Other design requirements such as seismic may be more restrictive and control the design of the partitions.

1.2.8 Load Combinations

Load combinations shall be in accordance with ASCE 7 and used in

Section 01 83 00 Page 6 combination with AISC Specifications and ACI 318.

1.2.9 Antiterrorism / Force Protection (AT/FP)

Conventional construction is acceptable as it pertains to Antiterrorism/Force Protection (AT/FP) requirements in UFC 4-010-01 "DoD Minimum Antiterrorism Standards for Buildings".

1.2.10 Wind Uplift Resistance

The roof construction assembly shall meet the requirements of the ICC IBC and shall have a minimum Class 1-90 rating in accordance with FM P7825 and capable of withstanding an uplift pressure of 90 pounds per square foot when tested in accordance with the uplift pressure test described in the FM DS 1-28 or as described in UL 580 and in general compliance with UFC 3-301-01. Wind uplift calculations shall be based on the criteria for Wind Loads contained herein.

1.2.11 Deflections

Deflections of structural members and systems shall not be greater than allowed by applicable codes, references, and material standards (IBC, UFC's, ACI, AISC, etc.) and shall not impair the serviceability of the structure. Deflection limits needed to restrict damage to ceilings, partitions, and other fragile non-structural elements such as glazing, windows, and storefront or curtainwalls shall not exceed the deflection over span length (l) limits permitted by Section 1604 of ICC IBC or Table 2-1 of UFC 3-301-01, or manufacturer’s limiting tolerance criteria, whichever is more stringent.

1.2.12 Drift

Lateral deflection or drift of structures and deformations of horizontal diaphragms and bracing systems due to code-specified wind and seismic effects shall not impair the serviceability of the structure. Drift limits applicable to wind and seismic loads shall be in accordance with Table 12.12-1 of ASCE 7, recommendations contained in AISC Steel Design Guide 3 "Serviceability Design Considerations for Steel Buildings" and AISC Steel Design Guide 5 "Low-and Medium-Rise Steel Buildings".

1.2.13 Vibrations

All vibration producing mechanical, electrical, or other equipment shall be mounted in manner as to prevent the transfer of vibrations to adjacent parts or areas of the building. If necessary, large vibration producing equipment installed within the facility should be located on the ground level and shall be supported on individual isolated foundations. The isolated foundations shall be separated from the building slab-on-grade by a continuous 3/4 inch expansion joint.

Vibration of steel framed floors and structural systems shall be evaluated and vibration serviceability shall be addressed early in the design.

Evaluation of typical floor framing bays and the structure globally, shall include, but not be limited to, determining whether the structural system/s designed to meet strength and deflection requirements need to be altered to meet vibration serviceability requirements. Vibration serviceability shall be addressed in accordance with AISC Steel Design

Section 01 83 00 Page 7

Guide 11 "Vibrations of Steel-Framed Structural Systems Due to Human Activity" and SJI (Steel Joist Institutes) Technical Digest 5 “Vibration of steel Joists – Concrete Slab Floors”.

1.2.14 Foundation and Slab-On-Grade Design Criteria

1.2.14.1 Foundation Design

Foundation design criteria and foundation type(s) noted are based on the information and recommendations contained in the Preliminary Geotechnical Investigation Report by CTL/Thompson, dated January 9, 2018. Preliminary foundations are based on the use of a deep foundation system which utilizes a drilled pier foundation system with cast-in-place concrete walls and grade beams.

Final foundation design criteria and the foundation type proposed to be built by the Contractor shall be based on recommendations contained in the Final Geotechnical Investigation Report which shall be provided by the Contractor. Deep foundations, shall be designed in accordance with

UFC 3-220-01.

1.2.14.2 Slabs-on-Grade Design, if utilized

If determined by the Contractor that a slab-on-grade is to be used:

slabs-on-grade (interior) shall be designed in accordance with the recommendations contained in the project specific Final Geotechnical Investigation Report, the requirements and guidance contained in Chapter 5 of UFC 3-320-06A, Concrete Floor Slabs on Grade Subjected to Heavy Loads, and ACI 302.1R, "Guide to Concrete Floor and Slab Construction".

Slabs-on-grade shall have a minimum thickness of 5 inches.

Proper construction methods, workmanship, slab-on-grade materials and preparation, and concrete mix proportioning specifications shall follow the guidelines of ACI 302.1R, "Guide to Concrete Floor and Slab Construction".

1.2.14.3 Slabs-On-grade General Requirements, if utilized

slabs-on-grade shall be designed as "floating slabs" without rigid edge support and lateral and vertical movement unrestrained. An isolation joint consisting of 30 lb. felt or 1/2 inch expansion joint material is required where slabs abut vertical surfaces.

Crack control measures shall be incorporated in the slab design. Control joint spacing and details shall be in accordance with ACI 302.1R and UFC 3-320-06A, as applicable.

1.2.14.4 Slabs-on-Grade with Tile Finish, if utilized

slabs-on-grade to receive a tile covering shall have a minimum thickness of 5 inches, and shall be reinforced with No. 4 bars at 12-inches on center each way. The slab surface shall be recessed as required. At interior edge locations the slab shall be doweled into the adjacent slab with 3/4 inch diameter x 16 inch long dowels at 12 inches on center.

1.2.14.5 Structural Stoops at Exterior Doorways

Structural stoops shall be provided at exterior doorways. Stoops shall have foundations extending down to frost depth and shall be rigidly attached to the building foundation walls.

Section 01 83 00 Page 8

1.3 STRUCTURAL MATERIALS DESIGN DATA

Materials for structural elements shall be as indicated herein and/or on the RFP drawings.

1.3.1 Reinforced Concrete

1.3.1.1 Design

Reinforced concrete shall be designed and detailed in accordance with the ICC IBC as modified by UFC 1-200-01, UFC 3-320-06A, ACI 318, and related current ACI publications that are applicable to the design. All concrete elements shall be reinforced with temperature and shrinkage reinforcement as recommended by ACI as a minimum.

1.3.1.2 Concrete Strength

The minimum 28-day concrete compressive strength (f'c) shall be as follows:

Location f'c (Min.) Unit Weight

Drilled Piers & Grade Beams 4,500 psi 150 pcf Foundation and Retaining Walls 4,000 psi 145 pcf Interior Slabs-on-Grade 4,000 psi 145 pcf Lightweight Concrete Topping 3,500 psi 115 pcf

The water cement ratio for any strength of concrete strength shall not be more than 0.45. The appropriate type of cement to be used for concrete placed in contact with the native subsurface and fill materials shall be determined per the recommendations contained in the Final Geotechnical Investigation Report. For concrete that is to be installed with exterior exposure, air-entrainment shall be required, producing a total air content in the concrete between 4-1/2 and 6 percent by volume, or as directed by UFGS Section 03 30 00.00 10 CAST-IN-PLACE CONCRETE. Terrazo concrete ARP shall follow USAFA Specifications.

1.3.1.3 Reinforcing Steel

Reinforcing bars (deformed) used in concrete design shall be ASTM A 615/A 615M, Grade 60 (Fy = 60 ksi). Reinforcing bars (deformed) required to be welded shall be ASTM A 706/A 706M, Grade 60 (Fy = 60 ksi).

The minimum bar size is No. 4 except for stirrups and ties which may be No. 3 per ACI. Nosing bars shall not be used in exterior concrete stairs.

1.3.1.4 Concrete Joints

Control joints and contraction joints shall be located to limit concrete cracking to a minimum. All exposed concrete joints shall be sealed with appropriate joint sealant.

1.3.2 Concrete Masonry

1.3.2.1 Design

Section 01 83 00 Page 9

Masonry design shall be in accordance with ACI 530/530.1 as modified by the ICC IBC and UFC 1-200-01. U.S Army Corps of Engineers Omaha District Typical Masonry Detail Sheets may be used. Reinforcement shall be sufficient to satisfy the calculated and prescriptive requirements for strength, shrinkage crack control, and seismic design. In no case shall reinforcement be less than the minimum seismic reinforcement required by

ACI 530/530.1.

Lateral support and connections between walls and the structural steel frames shall be designed to allow frame movement with minimum influence on adjoining walls.

Concrete masonry crack control measures comprised of masonry control joint, joint reinforcement, and bond beams shall be incorporated in the design of concrete masonry walls and partitions. Masonry control joints (MCJ) shall be judiciously located at spacing no greater than the maximums recommended in ACI 530/530.1. Masonry control joints shall not be placed closer than 24 inches from openings.

1.3.2.2 Concrete Masonry Material Strengths

Masonry materials shall meet the following minimum requirements:

Masonry shall have a specified prism strength f'm = 1500psi at 28 days.

Hollow concrete masonry units (CMU) shall be two cell normal weight aggregate units conforming to ASTM C 90, Type I and have a minimum compressive strength of 1900psi on the net area (1000 psi on the gross area) at 28 days.

Mortar shall be Type S conforming to ASTM C 270, with a specified minimum compressive strength of 1800psi at 28 days.

Grout shall conform to ASTM C 476 and shall have a specified minimum compressive strength (f'c) of 2000psi at 28 days.

1.3.2.3 Concrete Masonry Reinforcing

Reinforcing bars (deformed) used in masonry design shall be ASTM A 615/A 615M, Grade 60 (Fy = 60 ksi). Reinforcing bars (deformed) required to be welded shall be ASTM A 706/A 706M, Grade 60 (Fy = 60 ksi).

The minimum reinforcing bar size is a No. 4.

1.3.3 Structural Steel

1.3.3.1 Design

Structural steel shall be designed in accordance with the ICC IBC as modified by UFC 1-200-01, current AISC 325 Specifications, and AISC 341.

Welding shall comply with American Welding Society (AWS) AWS D1.1/D1.1M, "Structural Welding Code- Steel".

All structural steel members and their connections shall be designed by the Structural Engineer of Record to support all applicable loads.

Structural drawings shall clearly show all structural member sizes, locations, and connections.

Section 01 83 00 Page 10

1.3.3.2 Structural Steel Materials

Structural steel materials shall meet the following minimum requirements:

Steel Type ASTM Grade Min. Yield Strength, Fy

Structural Wide Flange Beams ASTM A 992/A 992M --- 50ksi & Columns (W-Shapes) or ASTM A 572/A 572M Structural Tees (WT-Shapes) ASTM A 992/A 992M --- 50ksi or ASTM A 572/A 572M Structural Channels & Angles ASTM A 36/A 36M --- 36ksi (C, MC, & L-Shapes) Structural Plates & Bars ASTM A 36/A 36M --- 36ksi Structural Plates ASTM A 572/A 572M --- 50ksi Structural Steel Pipe ASTM A 53/A 53M Type E or S 35ksi Structural Steel Tubing ASTM A 500/A 500M B 46ksi (HSS-Shapes) Structural Anchor Rods ASTM F 1554 --- 36ksi High Strength Structural Bolts ASTM A 325 --- Fu=120ksi

ASTM A 490 --- Fu=150ksi Welding Rods (Structural Steel) ------ E70XX Fu= 70ksi Welding Rods (Steel Decking) ------ E60XX Fu= 60ksi

1.3.3.3 Connections

Types of connections shall be consistent with the design assumptions for the basic type of steel construction used. Connections shall be designed and detailed to provide adequate capacities for the applied forces and moments. Connection design shall be the responsibility of the licensed Structural Engineer of Record and shall not be delegated to the steel fabricator.

1.3.4 Steel Joists

1.3.4.1 Design

The design and selection of steel joists shall be governed by the Steel Joist Institute (SJI) current Standard Specifications and Load Tables for Steel Joists and Joist Girders. The wind uplift requirements shall be clearly delineated on the design drawings or with the specifications.

Joists requiring special design to resist wind uplift and non-uniform loads shall be designated as such on the drawings, and the required design loads provided. The designer shall provide joist-loading diagrams on the drawings for all joists with geometric configurations outside the scope of the SJI Standard Specifications for Steel Joists and Joist Girders. Joist end supports and anchorage to resist uplift shall be designed to accommodate the applied forces, including those resulting from wind and seismic loading.

1.3.5 Steel Decking

1.3.5.1 Design

The design and selection of steel deck shall be in accordance with the provisions of the Steel Deck Institute (SDI) Design Manual for Composite Decks, Form Decks and Roof Decks. The designation of the steel decking type and gauge shall conform to SDI standards. Specific steel deck

Section 01 83 00 Page 11 manufacturer's designations shall not be used. The minimum required section properties of the steel deck shall be required to be specified or noted on the design drawings and shall be determined as prescribed by the appropriate specifications of the Steel Deck Institute Design Manual for Composite Decks, Form Decks and Roof Decks.

Acoustical and or cellular acoustical deck shall be used to limit noise where deck is exposed and Sound Transmission Class (STC) and Impact insulation Class (IIC) ratings exceed IBC and or USAFA defined standards.

Steel deck designed to function as a shear diaphragm shall be designed in accordance with the provisions of the Steel Deck Institute (DDM2) (SDI) "Diaphragm Design Manual" (2nd Edition, 1987) for allowable stress analysis, or "Steel Deck Institute (DDM04) Diaphragm Design Manual (4th Edition, 2015).

1.3.5.2 Steel Decking Material

Steel decking materials shall meet the following minimum requirements:

Type: Steel Roof Deck (Wide Rib) Minimum Yield Strength, Fy = 33 ksi

Provide acoustic deck in academic areas where the deck is exposed.

1.4 STRUCTURAL FRAMING SYSTEMS

The CyberWorx Building should utilize a structural steel building frame to accommodate the structures spans, and open areas required by the function of the project. The roof framing system shall be supported by structural steel columns and the column layout shall be generally regular, conforming with the USAFA grid and as shown in the RFP documents.

The final determination of the applicable structural system design will be by the designer of record meeting all applicable codes and UFC's.

The CyberWorx Building construction type is classified as TYPE II B, non-combustible, unprotected, according to the ICC IBC. Based on the construction type, fire proofing of the structural steel members and the roof deck is not required. Fire-resistant design, construction and rated assemblies used for the building shall be in accordance with the ICC IBC and applicable industry standards as required.

The structural system for the CyberWorx Building shall incorporate applicable AT/FP requirements of the UFC 4-010-01 "DoD Minimum Antiterrorism Standards for Buildings"(12 December 2018).

Because the building will have 3 stories, the structural design shall address all requirements of UFC 4-023-03, Design of Buildings to Resist Progressive Collapse.

1.5 LOCATION OF STRUCTURAL ELEMENTS

The structural design and corresponding selection and location of the structural elements shall be compatible with the floor and roof plans, elevations, sections, and other information included in the RFP documents.

Column locations shall be as indicated on the RFP documents and located as

Section 01 83 00 Page 12 required so as not to interfere with circulation or clearance requirements.

1.6 ROOF FRAMING SYSTEM

The final determination of the applicable roof framing system design will be by the designer of record meeting all applicable codes and UFC's.

The roof of the CyberWorx Building shall utilize a low slope roof with roof drains as indicated in the RFP documents. The roof areas shall slope to the roof drains a minimum of 1/4 inch per foot. A majority of the roof slope shall be accomplished by sloping the structural framing members of the roof framing system per UFC 3-110-

03. Tapered insulation shall be used to slope the roof to the roof drains at areas where the structural framing members of the roof framing system cannot be sloped.

The roof construction assembly shall meet the wind uplift resistance requirements of the ICC IBC.

The design of the roof framing members shall include consideration of any concentrated loads from supported or suspended mechanical, plumbing, fire suppression, electrical, and or communications equipment, including but not limited to cable trays. The location and magnitude of suspended equipment loads shall be closely coordinated with the mechanical, electrical, and communications systems design and requirements.

1.7 FLOOR FRAMING SYSTEM

The final determination of the applicable floor framing system design will be by the designer of record meeting all applicable codes and UFC's. The floor framing system shall be supported by structural steel columns.

The floor of the CyberWorx Building shall be flat and its design shall include consideration of any concentrated loads from supported or suspended electrical, and communications equipment, including but not limited to cable trays. The location and magnitude of suspended equipment loads shall be closely coordinated with the mechanical, electrical, and communications systems design and requirements.

1.8 LATERAL LOAD RESISTING SYSTEMS

The Building’s roof and floor diaphragms shall transfer lateral loads to the foundation system.

1.9 FOUNDATION SYSTEM AND SLAB ON GRADE

Based on information contained in the Preliminary Geotechnical Investigation Report prepared by CTL/Thompson date January 9, 2018, it is anticipated the CyberWorx Building will utilize a reinforced concrete deep foundation system utilizing concrete grade beams or foundation walls supported on drilled pier foundations.

Foundation analysis and design shall be based on the site specific recommendations and design criteria in the final geotechnical report.

1.10 WALLS AND PARTITIONS

Section 01 83 00 Page 13

The upper walls of the CyberWorx Building are expected to consist of full height glazing. The structural frame and façade supporting system shall meet the Antiterrorism/Force Protection (AT/FP) requirements of UFC 4-010-01.

The lower walls of the CyberWorx Building shall utilize cast-in-place concrete walls as indicated on the RFP documents. The structural walls shall span between the foundation and the floor diaphragm.

Interior non-structural partitions shall be constructed of steel studs and gypsum wallboard.

1.11 ADDITIONAL STRUCTURAL DESIGN SUBMITTAL REQUIREMENTS

a. The following shall be required:

1. Provide structural calculations for all primary, secondary, and tertiary structural elements, members and systems.

2. Provide complete seismic analyses for all building structural, mechanical, electrical, architectural, and building features, as dictated by the design category.

3. Computer generated calculations must identify the program name, source, and version. Provide loading diagrams, node diagrams, and adequate documentation to illustrate the design. The schematic models used for input must show, as a minimum, nodes/joints, element/members, materials/properties, and all loadings, induced settlements, deflections, etc., and a list of load combinations. Include an output, listing for maximum/minimum stresses/forces and deflections for each element and the reactions for each loading case and combination.

4. The final structural drawings shall comply with IBC 1603.

5. The designers of record (DOR) shall update, finalize, perform a quality check, and present design analysis with calculations necessary to substantiate and support all design documents submitted.

6. The responsible DOR shall stamp, sign, and date the design analysis and drawings.

7. Secured Area (OBI # 22) - Secured Area on level 1 to be constructed to the following standard: ICD 705 Sensitive Compartmented Information Facilities.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not Used.

Section 01 83 00 Page 14

-- End of Section --

SECTION 01 84 00 Page 1

SECTION 01 84 00

INTERIOR DESIGN REQUIREMENTS

PART 1 INTERIOR DESIGN REQUIREMENTS

Attachments: Furniture, Fixtures, and Equipment (FF&E) Package - also known as Comprehensive Interior Design (CID)

1.1 REFERENCES

The publications listed below shall be utilized for design of this facility to the extent referenced. The publications shall comply with the latest edition of the UFGS guide specification.

AMERICAN ASSOCIATION OF TEXTILE CHEMISTS AND COLORISTS (AATCC)

AATCC 16 (2014) Colorfastness to Light AATCC 134 (2016) Test Method: Electrostatic Propensity of Carpets AATCC 174 (2016) Antimicrobial Activity Assessment of Carpets

U.S. NATIONAL ARCHIVES AND RECORDS ADMINISTRATION (NARA)

16 CFR 1630 Standard for the Surface Flammability of Carpets and Rugs

(FF 1-70)

36 CFR 1191 Americans with Disabilities Act (ADA) Accessibility Guidelines for Buildings and Facilities; Architectural Barriers Act (ABA) Accessibility Guidelines

ASTM INTERNATIONAL (ASTM)

ASTM C 109 (2016) Compressive Strength of Hydraulic Cement Mortars (Using 2-

in. Cube Specimens) ASTM C 423 (2017) Sound Absorption and Sound Absorption Coefficients by the Reverberation Room Method ASTM D 1335 (2017) Standard Test Method for Tuft Bind of Pile Yarn ASTM D 2047 (2017) Static Coefficient of Friction of Polish-Coated Floor Surfaces as Measured by the James Machine ASTM E 648 (2017) Critical Radiant Flux of Floor-Covering Systems Using a Radiant Heat Energy Source ASTM E 84 (2018) Surface Burning Characteristics of Building Materials ASTM F 510 (2014) Standard Test Method for Resistance to Abrasion of Resilient Floor Coverings Using an Abrader with a Grit Feed Method…