W911KB-17-R-0011_AM28.pdf

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

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.

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

30-105-04EXCEPTION TO SF 30

APPROVED BY OIRM 11-84

STANDARD FORM 30 (Rev. 10-83) Prescribed by GSA

FAR (48 CFR) 53.243

PROJECT TITLE/LOCATION: JBE041 ADD/ALTER AWACS ALERT HANGAR, JBER Alaska

PROPOSAL DUE DATE: The revised proposal due date remains unchanged at August 23, 2018, at 2:00 PM Alaska time.

YOU ARE REQUESTED TO ACKNOWLEDGE RECEIPT OF THIS AMENDMENT ON THE REVERSE SIDE OF THE SF1442.

See Page 2 Continuation Sheet for details.

1. CONTRACT ID CODE PAGE OF PAGES

1 2

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

16C. DATE SIGNED

BY 30-Jul-2018

16B. UNITED STATES OF AMERICA15C. DATE SIGNED15B. CONTRACTOR/OFFEROR

(Signature of Contracting Officer)(Signature of person authorized to sign)

8. NAME AND ADDRESS OF CONTRACTOR (No., Street, County, State and Zip Code) X W911KB-17-R-0011

X 9B. DATED (SEE ITEM 11)

20-Oct-2016

10B. DATED (SEE ITEM 13)

9A. AMENDMENT OF SOLICITATION NO.

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

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

Offer 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 1 copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

or (c) By separate letter or telegram 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 telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

12. ACCOUNTING AND APPROPRIATION DATA (If required)

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

IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

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

CONTRACT ORDER NO. IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation date, 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)

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

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

10A. MOD. OF CONTRACT/ORDER NO.

2. AMENDMENT/MODIFICATION NO. 5. PROJECT NO.(If applicable)

6. ISSUED BY

3. EFFECTIVE DATE

30-Jul-2018

CODE

U.S. ARMY ENGINEER DISTRICT, AK

CEPOA-CT (W911KB)

PO BOX 6898

JBER AK 99506-0898

W911KB 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

Amendment #28 (AM#28)

27 July 2018

Summary of Changes

a. The following drawings are substituted for the superseded documents/sections:

NONE

b. The following drawings are added:

c. The following revised documents/sections are substituted for the superseded documents/sections:

The identifier “AM #28” appears before and after new and/or revised materials, except as noted below. Additions are in italics. Deletions are strikethrough text.

01 10 00, 2.4.1.1 Added paragraph to add paragraph regarding DOR liability and finite element models.

d. The following documents/sections are added:

e. The following documents/sections are deleted:

f. Other:

RISA Structural files are included in the amendment.

ALL OTHER TERMS AND CONDITIONS SHALL REMAIN THE SAME

(End of Summary of Changes)

SECTION 01 10 00

2.4 STRUCTURAL DESIGN AND CONSTRUCTION CRITERIA

Scope and Objectives

The structural design includes but is not limited to the following:

2.4.1.1 AM#26… AM#21… For seismic, wind and snow upgrades to the existing structure see the recommendations contained in the “JBE041 AWACS Hangar Structural Evaluation” dated July 2018”.

“JBE036 Hangar 8 Seismic Evaluation Report” dated 15 December 2015. The JBE036 report was developed for Risk Category II. Existing structure seismic performance objectives shall be determined considering Risk Category III and ASCE 41-13 section 5-2.1.1. Tier I deficient components shall be evaluated and upgraded with Tier II deficiency based evaluation and retrofit per ASCE 41-13 or per the IEBC. Per NIST GCR 11-917-12 RP8 section 4.4.1 local modification of deficient components shall be permitted as an applicable measure if the resultant building conforms with ASCE 41. See seismic structural upgrades as recommended in the JBE036 report. Area 5 foundation overturning upgrade recommendations are listed in the attachment titled “AREA 5 – 1958 Nose Dock Construction Structural Narrative – JBE036 Updates 9 February 2018 17 April 2017 Design shall consider current wind loads.

Design shall consider current Risk Category wind, snow and seismic loads. …AM#21 …AM#26

Other methods of compliance may be designed by the contractor.

AM#28…Structural finite element models are provided for reference only. The Contractor’s DOR accepts all responsibility for final design and assumes all the liability for structural finite element models used for design purposes. The author of the evaluation report “JBE041 AWACS Hangar Structural Evaluation” dated July 2018”, Coffman Engineers, Inc., assumes no liability for structural finite element models provided for reference with this RFP….AM#28

2.4.1.2 Foundations and superstructure new structures. Complete gravity and lateral load resisting systems shall be designed and detailed.

2.4.1.3 Structural design and detailing of all attachments, supports, and restraints of non-structural elements.

2.4.1.4 Structural design and detailing of all antiterrorism / force protection measures.

2.4.1.5 Structural design of miscellaneous site foundation ns (i.e. light pole footings, manholes, etc.)

and site elements (i.e. dumpster enclosures, signs, retaining walls, covered walk ways, planters, etc.).

2.4.1.6 AM#21… Where the catwalk option is exercised, structural design and detailing for the catwalk structure including the catwalk gravity system, catwalk bracing and retrofit strengthening of the existing structure. …AM#21

2.4.1.7 AM#21… Structural design of the fall protection system and supporting structure.

2.4.1.8 AM#26… The Design-Build Contractor’s Structural Engineer of Record shall be responsible for the design of the complete snow, wind, and seismic upgrades for the existing structure. See the recommendations contained in the “JBE041 AWACS Hangar Structural Evaluation” dated July 2018.”

“JBE036 Hangar 8 Seismic Evaluation Report” dated 15 December 2015. See “Drawings” in the Appendices for seismic upgrade areas referenced in the JBE036 report and in these structural design criteria. Braces in braced frames in Area 5, Area 6 and Area 9 are recommended to be replaced with buckling restrained braces where recommended in the JBE036 report. Roof diaphragm in Area 5 is recommended to shall be analyzed and upgraded with braces as recommended in the JBE036 report.

Braces in other 1 story low areas are recommended to be replaced or retrofitted with braces meeting IBC 2015 requirements for ordinary braced frames. See other recommended seismic upgrades in the JBE036 report. Other methods of compliance may be designed by the contractor. where existing braces are recommended to be removed and replaced with buckling restrained braces. …AM#21 …AM#26

2.4.1.9 AM#21… DOR shall verify existing loads and check increased loading on existing buildings where Risk Category causes increases in design loads or where loads are increased. Original loading per original plans appears as follows:

Original Nose and Wing Hangar: 1958, snow 40 psf, wind 30 psf. Seismic Zone III Pacific Coast Uniform Building Code.

A.G.E. Storage, A.G.E. Shop, Hangar Extension, A.G.E. Shop, (1981) snow 51 psf per ETL-1110-3-317, wind 95 MPH per ANSI 58.1-72. Seismic: Zone 4 High loss potential per TM-5-809-10.

Tug House Extension (1981) snow 46 psf per ETL-1110-3-317, wind 95 MPH per ANSI 58.1-72. Seismic:

Zone 4 High loss potential per TM-5-809-10.

Wind:

The design wind speeds have changed locally over time. The building codes have changed dramatically also. Wind per 2014 UFC 3-301-01 Table E-1 Elmendorf Risk Category 3 requires 135 MPH wind.

These wind speeds are per ASCE 7-10, factored 3 second gust wind speed with importance factors built

in. The 1981 additions were designed for 95 mph fastest mile wind speed. The plans don't say the importance factor.

95 MPH fastest mile equates to 110 MPH unfactored 3 second gust per ASCE 7-05. 110 MPH unfactored 3 second gust per ASCE 7-05 equates to 139 MPH factored 3 second gust per ASCE 7-10.

139 MPH is greater than current code requirement of 135 MPH for Risk Category 3. Existing 1981 additions meet current Risk Category 3 requirements for wind.

The combined wind pressure on the windward and leeward walls for the original Nose Hangar appears to be 30.02 psf ASD. It can be rationalized that there is not an increase in wind load on the existing Hangar changing to Risk Category 3. DOR shall verify.

Snow:

Snow, per 2014 UFC 3-301-01 Table E-2 Elmendorf 50 psf ground snow load. Per current ASCE 7-10 with low slope roof it depends whether you argue the existing hangar is partially exposed or fully exposed.

For a low slope roof cold roof Risk Category 3 partially exposed, the roof snow is 42.4 psf. For a low slope roof cold roof Risk Category 3 fully exposed, the roof snow is 38.1 psf. I would argue from photos the main hangar is fully exposed. 38.1 psf < 40 psf designed for. 42.4 <46. 42.4< 51. Most of the hangar appears adequate for current roof snow loads. The original nose dock wasn't designed for snow drift per the current code however. DOR shall verify.

…AM#21

AM#21… The Design-Build Contractor’s Structural Engineer of Record shall design foundation verify overturning upgrades for Area 5, per Tier 1 checklists for Area 5, Original Nose and Wing Hangar (1958) and retrofit for overturning if required. per recommendations. …AM#21

The Design-Build Contractor’s Structural Engineer of Record shall be responsible for the design of the complete structural system for new structures. Complete structural system for the buildings shall include foundations, walls, floor and roof framing, floor and roof diaphragms, lateral load stability, framing and connection of any architectural features, and support and bracing of mechanical, architectural, and electrical related structures, although they may be shown on other disciplines’ drawings. Also included shall be analysis defining and determining the required structural restraints for architectural elements, mechanical, and electrical equipment. The structural design shall be sealed by the engineer in responsible charge. The engineer shall be licensed as a Structural or Civil engineer and have 5 years continuous experience in seismic and sub-arctic regions design.

A current geotechnical investigation has been completed by the Government and is included in the appendices. It is the Contractor's responsibility to accomplish any additional fieldwork deemed necessary on the project site and to prepare the foundation report. Foundation reports shall be provided

Formatted: Not All caps by a licensed engineer with a geotechnical specialization and who is employed by the Contractor.

Foundations shall be designed and installed based on geotechnical recommendations in the report.

Exterior footings for heated buildings shall have 42 inch minimum burial per local building code requirements.

Minimum Requirements

A minimum separation of 10 feet shall be provided between existing structures and the new structure.

New structures shall not cause additional snow drift or sliding snow on existing structures unless the existing structure is upgraded to support the additional new snow load. New structures shall not be wood frame construction and shall not be braced with wood panel. All structures must have complete gravity and lateral force resisting structural systems. Any system or method of construction to be used shall be based on rational analysis in accordance with well-established principles of mechanics. Such analysis shall result in a system that provides a complete load path capable of transferring all loads and forces from their point of origin to the load-resisting elements.

2.4.5.1 The systems shall be capable of withstanding design wind loads and design earthquake ground motion. The total lateral force shall be distributed to the various vertical elements of the lateral -force-resisting system in proportion to their rigidities considering the rigidity of the horizontal bracing system or diaphragm. Rigid elements that are assumed not to be part of the main lateral for resisting system may be incorporated in buildings, provided that their effect on the action of the system is considered and provided for in the design. Provisions shall be made for the increased forces induced on resisting elements of the structural system resulting from torsion due to eccentricity between the center of application of the lateral forces and the center of rigidity of the lateral-force-resisting system.

2.4.5.2 The structural system shall be compatible with building use. For example, columns shall not be located in rooms requiring visibility or open space, such as entries, common areas, etc.

2.4.5.3 At elevated floors, vibration control shall be included in the analysis and design for occupant and equipment induced vibrations. For steel framed floor systems, the methodologies provided in AISC Design Guide #11, Floor Vibrations Due to Human Activity is considered acceptable practice.

2.4.5.4 Buildings and other structures shall be designed to sustain local damage with the structural system as a whole remaining stable and not being damaged to an extent disproportionate to the original local damage. This shall be achieved through an arrangement of the structural elements that provides stability to the entire structural system. Provide sufficient continuity, redundancy, or ductility, or a combination thereof, in the members of the structure.

2.4.5.5 The environmental conditions of the project location, including temperatures, shall be considered in the design of all structures.

2.4.5.6 Architectural, mechanical, electrical, and other non-structural systems, components, and elements shall be attached, supported, or restrained to resist gravity, seismic and lateral loads.

2.4.5.7 AM#21… Provide access stairs, and ladders, and catwalks (optional) as required to allow access for servicing and maintenance of lighting and mechanical systems in mechanical rooms.

…AM#21

2.4.5.8 At slabs, provide control joints per ACI recommendations to mitigate cracking. Coordinate slope of slab surface in areas with floor drains and ramps with architectural and mechanical disciplines.

Coordinate slab surface finishes with architectural. Slab on grade thickness shall be designed to support 10 kip forklift traffic and be 6 inches or greater in thickness. Reinforcement shall be designed and detailed to limit cracking.

2.4.5.9 At slabs on grade, provide vapor retarder under slab only if required by architectural requirements. Install retarder in accordance with ACI302.1R paragraph 3.2.3. Crack control joint sealants shall meet the floor covering manufacturer installation instructions.

2.4.5.10 Exterior structural masonry and masonry veneer shall be specified and installed to reduce efflorescence. Provide siloxane penetrator sealer on exterior CMU and CMU veneer. Provide BASF Rheopel or Grace Dry-Block II water repellant admixture or approved equivalent to units and mortar for exterior CMU and CMU veneer. Use type S mortar to prevent efflorescence in exterior walls. Use units manufactured with low alkali cement per ASTM C90, washed aggregates meeting the requirements of ASTM C144, clean potable water and industry specific admixtures to minimize efflorescence. Store units dry. Keep masonry dry during construction. Fill all cells with grout.

2.4.5.11 Exterior control joint spacing locations for CMU walls shall follow NCMA TEK 10-01A and NCMA TECK 10-03 or other recognized industry design methods.

2.4.5.12 Place floor mounted mechanical and electrical equipment on housekeeping pads. All exterior mechanical or electrical equipment shall be installed on concrete pads.

Specific Structural Requirements

2.4.6.1 Structural steel and reinforcing steel shall be bonded to electrical grounding system via direct and positive connections.

2.4.6.2 All structural steel roof framing shall be covered with architectural finishes. Diagonal steel bracing shall be concealed within the plane of the wall or enclosed by wall framing. All exposed steel shall be architecturally pleasing and integrated with the interior design concept.

2.4.6.3 Architectural, mechanical, and electrical components shall not be supported directly from metal decking. Attachments shall be to primary or interstitial framing members.

2.4.6.4 Slab-on-grade floor flatness shall meet the recommendations of ACI 302.1R-04 Figure 8.7 based on use and floor covering. Floor flatness shall be determined per ACI 117-10 and ASTM E1155.

2.4.6.5 All exterior pedestrian doors shall have concrete stoops. Consideration shall be made for the foundation under the stoop to prevent frost heave of the stoop that could block the door swing.

2.4.6.6 AM#21… Catwalk (option) floor coverings shall be installed to span in the strong direction.

Exits shall be provided per architectural requirements. Catwalk floor coverings shall have supports at joints to prevent differential movement on either side of the joint. …AM#21

2.4.6.7 Concrete

2.4.6.7.1 Minimum concrete strength shall be 4000 psi. Concrete mix design for both general structural concrete and flexural concrete shall be approved by the Structural Engineer of Record and shall be suitable for the site weather conditions. Concrete mix design requires Government approval prior to placement.

2.4.6.7.2 Concrete for use in areas that will be exposed to freezing and thawing or deicing chemicals shall be air-entrained with air content indicated in ACI 318 Table 4.2.1 Total Air Content for Frost- Resistant Concrete.

2.4.6.7.3 Entrained air shall not be used for concrete to be given a smooth, dense, hard-troweled finish because blistering and delamination may occur.

2.4.6.7.4 Concrete for trowel-finished interior concrete floors made with normal weight aggregates should not include an air-entraining admixture. Interior non air-entrained concrete shall be protected from freezing during the entire curing and protection period in accordance with ACI 306R-88. After completion of the curing period, the non air-entrained interior concrete floor shall be protected from any moisture until ambient temperatures surrounding the floor are kept above freezing.

2.4.6.7.5 Refer to the latest edition of ACI 302.1R Guide for Concrete Floor and Slab Construction for a detailed discussion on how to produce high-quality concrete slabs-on-ground and suspended floors for various classes of service. ACI 302.1R emphasizes aspects of construction such as site preparation, concreting materials, concrete mixture proportions, concreting workmanship, joint construction, load transfer across joints, form stripping procedures, finishing methods, and curing.

2.4.6.7.6 Refer to Chapter 7, the latest edition of ACI 302.2R Guide for Concrete Slabs that Receive Moisture Sensitive Flooring Materials on selection and location of vapor retarder/barrier.

2.4.6.8 Non-bearing exterior curtain walls and interior non-bearing partitions shall be isolated from structural framing deflections or shall be designed to support loads imposed on them by structural deflections.

2.4.6.9 Interior bearing and non-bearing partitions shall be designed for a minimum 5 psf lateral load normal to the partition. Deflection due to lateral pressure shall not exceed L/240 of the height of the wall.

Exterior wall deflections shall be limited per building code requirements and wall covering recommendations.

Seismic Upgrade Requirements

AM#26… Seismic upgrades to the existing structure shall be per the recommendations contained in the “JBE041 AWACS Hangar Structural Evaluation” dated July 2018.” “JBE036 Hangar 8 Seismic Evaluation Report” dated 15 December 2015. See “Drawings” in the Appendices for seismic upgrade areas referenced in the JBE036 report and in these structural design criteria. Other methods of compliance may be designed by the contractor where existing braces are recommended to be removed and replaced with buckling restrained braces. Recommendations include:

2.4.7.1 A majority of the braced frames in all portions of the building were found to not meet slenderness limits, width to thickness limits, connection strength requirements and in some cases were overstressed for ordinary braced frame load combinations. Most of the portions of the building braced with steel braced frames are considered non-redundant.

2.4.7.2 In Area 5, Original Nose & Wing Hangar (1958), and Area 6, Tug House Extension (1981), visual inspection of the braced frames triggered a detailed evaluation. After evaluation, it is recommended to replace existing braces with buckling restrained braces (BRBs).

2.4.7.3 Area 5, Original Nose & Wing Hangar (1958): Roof bracing is overstressed. Additional steel x-bracing is recommended to be retrofitted in the roof of the original Nose & Wing Hangar (1958) to strengthen the roof diaphragm.

2.4.7.4 Area 6, Tug House Extension (1981): One of the original roof beams was found to be overstressed for gravity loads because of the addition. This beam should be strengthened. Existing braces were found to be overstressed and do not meet required width to thickness ratios. It is recommended that the braces on side walls be retrofitted with buckling restrained braced frames.

2.4.7.5 Area 7, Boiler Room (1958), and Area 3, Lockers & Restroom (1958): The steel roof deck connection to the existing concrete and masonry walls is not visible and is not detailed on the original structural drawings. For this reason it is unknown whether these connections are adequately installed. It is recommend that connections be retrofitted to connect the roof diaphragm to the existing walls.

2.4.7.6 Area 8, A.G.E. Shop (1981): Steel braces were found to not meet width to thickness ratios.

Braced frames were found to be non-redundant. Some braces were overstressed. It is recommended to replace these braces with thicker braces.

2.4.7.7 Area 9, Hangar Extension (1981): Several braced frame connections appear inadequate to meet ordinary braced frame requirements. The braces do not meet width to thickness limits. It is recommended to replace the existing braces with buckling restrained braces. The existing rigid frames appear acceptable for current ordinary moment frame requirements.

2.4.7.8 Area 10, A.G.E. Storage (1981): Steel braces were found to not meet width to thickness ratios.

Braced frames were found to be non-redundant. It is recommended to replace the braces with thicker braces. …AM#26

CODE REQUIREMENTS

2.4.8.1 Governing code for structural design of building superstructure and foundations and support and attachment of nonstructural elements and components:

IBC, 2015

UFC 3-301-01, Structural Engineering, with Change 1, 15 May 2014

ASCE 7, 2010

2.4.8.2 Governing code for structural design and detailing of Sensitive Compartmented Information Facilities (SCIF):

UFC 4-010-05 Sensitive Compartmented Information Facilities Planning, Design, and Construction, with Change 1

2.4.8.3 Governing code for structural design and detailing of all antiterrorism/force protection measures:

UFC 4-010-01, DoD Minimum Antiterrorism Standards for Buildings

Blast resistant design shall be performed by an AT/FP Consultant experienced in blast protection design in accordance with UFC 4-010-01 and UFC 4-010-02 (FOUO).

In addition to gravity, seismic, and lateral loads, design ancillary building items, e.g. doors, window jambs and connections, overhead architectural features, equipment bracing, for the requirements of UFC 4-010- 01, DOD Minimum Antiterrorism Standards for Buildings. Ensure and document that the design of glazed items includes, but is not limited to, the following items under the design loads prescribed in UFC 4-010- 01:

1. Supporting members of glazed elements, e.g. window jamb, sill, header

2. Connections of glazed element to supporting members, e.g. window to header

3. Connections of supporting members to each other, e.g. header to jamb

4. Connections of supporting members to structural system, e.g. jamb to foundation.

Antiterrorism/Force Protection loads and minimum requirements are per UFC 4-010-01. For design of structural components subjected to dynamic loads, the U.S. Army Corps of Engineers Protective Design Center (PDC) developed SBEDS, Single-Degree-of-Freedom Blast Effects Design Spreadsheets (SBEDS). SBEDS is available freely at the software tab of the PDC website, https://pdc.usace.army.mil/.

Office areas in existing buildings shall be considered inhabited primary gathering facilities. The new building shall be considered inhabited billeting and primary gathering.

Design Loads

AM#21… The building is classified as Risk Category II III …AM#21 Formatted: Font: Bold https://pdc.usace.army.mil/

Importance factors per UFC 3-310-01

2.4.9.1 Dead Loads shall be according to the actual weight of materials. Weights of various building materials may be taken from applicable tables of ASCE 7-10. Actual weight of equipment, mechanical, electrical and piping shall be used in design of the supporting structure.

2.4.9.2 Live Loads shall be according to requirements of IBC 2015 and ASCE 7-10.

AM#21… Catwalk (option): 40 psf or Concentrated load 300 lbs whichever produces the greater load effects. …AM#21

2.4.9.3 Snow Loads

Snow loads shall be in accordance with IBC (ASCE 7)

Ground snow load Pg=50 psf, per 2014 UFC 3-301-01 Table E-2

Minimum flat roof snow load Pf=40 psf

Drift loading and unbalanced loading shall be in accordance with IBC (ASCE 7 by reference) requirements.

AM#21… DOR shall verify snow loads. …AM#21

2.4.9.4 Wind Loads

AM#21… LRFD Wind loads shall be in accordance with IBC 2015 (ASCE 7-10 by reference) based on a wind speed (3 second gust) of 132 135 mph per 2014 UFC 3-301-01 Table E-1, exposure “C”. The design wind uplift pressure for the roof system shall be clearly indicated on the drawings (gross, net, etc.).

AM#21

2.4.9.5 Seismic Loads

AM#21… Seismic design of new structures shall be in accordance with IBC (ASCE 7 by reference).

…AM#21

Maximum Considered Earthquake (MCE) ground motion for JBER, Elmendorf AFB, shall be per UFC 3- 301-01. PGA=.50, Ss=1.50, S1=.68

Construction Inspections and Tests

2.4.10.1 Provide inspection and testing of structural materials and construction through independent test agencies and laboratories.

2.4.10.2 Testing and inspection shall be specified by the structural engineer of record based on the design methods and materials used. At a minimum regular inspections and Special inspection requirements shall conform to the requirements of the IBC and UFGS Specification 01 45 35 Special Inspections.

Deferred Submittals

2.4.11.1 Submit shop drawings prepared under the supervision of a registered professional Civil Engineer for fabrication, bending, and placement of concrete reinforcement. Comply with ACI 315 “Manual of Standard Practice for Detailing Reinforced concrete Structures” showing bar schedules, diagrams of bent bars, and arrangement of concrete reinforcement.

2.4.11.2 Submit shop drawings for structural steel, steel joists and metal decking prepared under supervision of a registered professional Civil Engineer, showing layout, including complete details and schedules. Show assembly for structural steel, joist types, and metal decking types. The shop drawings shall be reviewed and signed by the engineer of record.

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