W911KB-17-R-0011_JBE041_AM12.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: Phase 2 proposal due date has not been extended. Proposal due date remains May 3, 2017, 2:00PM Alaska Time.

Proposals shall be submitted in accordance w ith Section 00 21 00, Para 1.9, Proposal Submittals.

This amendment provides changes to the solicitation as indicated on the continuation page of this document.

YOU ARE REQUIRED TO ACKNOWLEDGE RECEIPT OF THIS AMENDMENT ON THE REVERSE SIDE OF THIS STANDARD FOR 1442.

1. CONTRACT ID CODE PAGE OF PAGES

1 2

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

16C. DATE SIGNED

BY 18-Apr-2017

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

18-Apr-2017

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:

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SECTION 00 11 00 - STANDARD FORM (SF) 1442

The required response date/time has not been extended.

SUMMARY OF CHANGES

a. The following drawings are substituted for the superseded drawings.

NONE

b. The following revised documents are substituted for the superseded documents. The identifier “AM#12” appears before and after new and/or revised material, except as noted below.

SECTION 00 11 00, Phase 1, CLIN Schedule SECTION 01 10 00, Phase 2, 2.3 STRUCTURAL DESIGN AND CONSTRUCTION CRITERIA

NOTE: Revisions within the following documents do not contain the above referenced identifiers.

c. The following clause has been added:

N/A

d. The following clauses have been updated:

N/A

e. The following section is deleted.

f. The following documents are added.

Area 5 Narrative Addendum

g. The following revisions are incorporated.

h. Other:

W911KB-17-R-0011

PS-1

PROPOSAL SCHEDULE

ADD/ALTER AWACS ALERT HANGAR

JBER-ELMENDORF, ALASKA

AM#012… BASE ITEMS

Item No.

Description Estimated Quantity

Unit Unit Price Amount

0001 Design AWACS Alert hangar, Complete 1 Job $_________ $_________

0002 Renovation of bldg 14410, Complete 1 Job $_________ $_________

0003 Construct additional AWACS Alert Crew and Squadron Operation areas within the 5-foot line, Complete

1 Job $_________ $_________

0004 Construct Sitework beyond the building 5-foot line, Complete 1 Job $_________ $_________

0005 Design Foundation Overturning Upgrades, Area 5, Complete 1 Job $_________ $_________

0006 Construct Foundation Overturning Upgrades, Area 5, Complete 1 Job $_________ $_________

Total of Base Items 0001 thru 0004 $_________

OPTION ITEMS

Item No.

Description Estimated Quantity

Unit Unit Price Amount

Remove, Sample stockpile 10 Cubic Yards of POL Contaminated Soil including Construction of Holding Cells, Complete*

10 CY $_________ $_________

0008 Construct fall prevention system, complete** 1 Job $_________ $_________

Construct Hangar catwalk system and associated structural upgrades, complete

1 Job $_________ $_________

Total of Option Item 0005 thru 000986 $_________

Total of Base and Optional Items 0001 thru 000986 $_________

PS-2

Proposed Contract Duration: ____________________

* Work on CLIN 0005 shall be the cost for work identified in Specs 02 61 13 “Excavation and Handling of Contaminated Material” and Section 01 57 20.01 29 “Environmental Protection” that is additional to the requirements of the normal project excavation and the field screening identified in Section 31 09 20.00 29 “Field Screen Testing of Soils for POL Contamination”. For CLIN 0005, the Contractor shall keep a record of the amount of contaminated soil being excavated and disposed of. If the amount of contaminated soil being excavated & disposed of is above 115% or below 85% of the estimated quantity, the equitable adjustment will be in accordance with FAR CLAUSE 52.211-18, VARIATION IN ESTIMATED QUANTITY.

** CLIN 0008 can be exercised at any time during the construction period. …AM#012

EVALUATION OF OFFERS.

1. AWARD: Award will be made in accordance with Section 00 22 11 - EVALUATION

FACTORS FOR AWARD.

2. INCOMPLETE OFFERS: Failure to submit an offer on all items in the schedule constitutes an incomplete offer. Incomplete offers may be rejected. Lump sum or unit prices must be shown for each item within the schedule.

3. EXTENSIONS: All extensions of the unit prices shown will be subject to verification by the Government. In case of variation between the unit price and the extension, the unit price will be considered to be the offer.

4. SPECIAL CONDITION: If a modification to an offer based on unit prices is submitted which provides for a lump sum adjustment to the total estimated cost, the application of the lump sum adjustment to each unit price in the proposal schedule must be stated. If it is not stated, the offeror agrees that the lump sum adjustment shall be applied on a pro rata basis to every unit price in the proposal schedule.

-- END OF PROPOSAL SCHEDULE --

AM#012

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 Seismic upgrades to the existing structure shall be per the recommendations contained in the “JBE036 Hangar 8 Seismic Evaluation Report” dated 15 December 2015. Complete design for removal and replacement of existing braces where recommended in the JBE036 report. Complete design for retrofit roof diaphragm bracing in the Area 5 original hangar where recommended in the JBE036 report.

Complete design for other seismic structural upgrades as recommended in the JBE036 report.

AM#012…Area 5 foundation overturning upgrade recommendations are listed in the attachment titled “AREA 5 – 1958 Nose Dock Construction Structural Narrative – JBE036 Updates – 17 April 2017”.

Design shall consider current wind loads. …AM#012

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 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.

The Design-Build Contractor’s Structural Engineer of Record shall be responsible for the design of the complete seismic upgrades for the existing structure. Seismic upgrades to the existing structure shall be per the recommendations contained in the “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 shall be replaced with buckling restrained braces where recommended in the JBE036 report. Roof diaphragm in Area 5 shall be analyzed and upgraded with braces as recommended in the JBE036 report. Braces in other 1 story low areas shall be replaced or retrofitted with braces meeting IBC 2015 requirements for ordinary braced frames where recommended in the JBE036 report.

Other recommended seismic upgrades shall be designed and installed where recommended in the JBE036 report.

2.4.2.1 AM#0120… The Design-Build Contractor’s Structural Engineer of Record shall design foundation overturning upgrades for Area 5, Original Nose and Wing Hangar (1958) per recommendations. provide a 2 page minimum addendum to the 15 December 2015 report for the foundations in Area 5, Original Nose & Wing Hangar (1958). The report addendum shall determine whether overturning upgrades are required to the existing Area 5 foundation where upgrades to the braced frames are being installed. …AM#0120

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 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 seismic isolation joint shall be provided between the 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. 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 Provide access stairs, ladders, and catwalks as required to allow access for servicing and maintenance of lighting and mechanical systems in mechanical rooms.

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 Catwalk 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.

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

Seismic upgrades to the existing structure shall be per the recommendations contained in the “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.

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.

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

The building is classified as Risk Category II

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.

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

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.

2.4.9.4 Wind Loads

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 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.).

2.4.9.5 Seismic Loads

Seismic design shall be in accordance with IBC (ASCE 7 by reference).

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.

Area 5 – 1958 Nose Dock Construction Structural Narrative – JBE036 Updates – 17 April 2017.

Summary of Analysis

The original hangar was constructed around 1958. The structure consisted of a steel structure with steel braced frames at the exterior walls. The analysis conducted for this report focused on the lateral force resisting system. The Gravity load carrying system was not analyzed in detail.

A 3d model of the structure was developed in Risa 3D. The model was used to evaluate the capacity of the existing lateral force resisting system. A review of the detailing in the as built drawings indicates that the original lateral force resisting system consisted of ordinary concentrically braced frames. A summary of the loading can be found in the attached calculations.

Findings

The analysis showed the following deficiencies in the existing lateral system:

1. Several braces that are intended to be compression members exceed slenderness limits for compression buckling

2. The existing braces do not meet the width to thickness ratios that are required by the current seismic code.

3. The braces exceeded allowable stress levels in a majority of the frames.

4. The existing roof diaphragm is inadequate to transfer code required loading.

5. The ASCE41 basic life safety checklist requires foundations of existing braced frames to be evaluated for overturning when the width to height ratio is less than .6*Sa=.9. This was investigated further based on JBE041 bidder inquiries. Several frames are recommended to have additional overturning restraint designed and installed depending on the cost.

Summary of Existing Bracing Conditions

Location Discription Existing Brace Type Length Load (Kips) 1 Allowable Yeild Kips

Gridline 9 (As-built elevation FF) ST 5 WF 10.5 16 16.4 46.6

Gridline 14 (as-built elevation EE) ST 5 WF 10.5 23.5 63.6 46.6

Gridline 15 (As-built elevation DD) ST 5 WF 10.5 28.5 NA See note 5

Gridline C (as-built elevation CC) ST 5 WF 10.5 33 57.1 46.6

Gridline E (as-built elevation BB) ST 5 WF 10.5 22.75 69.2 46.6

1. Loads are generated from a risa 3dD Model. Loads are the worst case generated by Eqx or Eqy using Load Combination 5 from

ASCE7-10

2. Length is the length of the longest Brace in a given frame

3. Load in kips is generated from a RISA 3 model. In frames, or frame pairs, where the compression member exceeds kl/r limits it is assumed that the tension member takes all of the load.

4. Allowable Yeild is taken from AISC table 5-3, and proportionately reduced from 50 ksi to 24 ksi.

5. The bracing in the lower portion of these frames exceed kl/r limits for compression members. The orientation of the lower braces only allows them to resist tension loading in one direction. These frames are ineffective for carrying loads in the event of load reversal. These frames were not considered in the building analysis.

6. Redundancy factor =1.33

Recommendations

Given the fact that a majority of the braced frames have braces that are overstressed the braces should be replaced. It is recommended that the existing braces be replaced with buckling restrained braces.

Converting the frames to buckling restrained frames will improve overall structural performance and allow the use of a more desirable response modification factor in the lateral system. The increased response modification factor will decrease the demands on the building foundation.

Replacing the existing braces with larger steel braces was considered; however this approach would result in higher demands on framing connections and foundation elements. Upgrading foundation elements appeared to be cost prohibitive therefore this alternative was not included in the cost proposal.

The structural model also showed that there were inadequacies in the roof diaphragm. This can be corrected by adding horizontal bracing in four bays that are currently unbraced.

Based on the 17 April overturning evaluation, it is recommended that overturning upgrades be installed at the retrofitted frames on grid C, grid 14, grid 3, grid 15 and grid 2. The option investigated in the overturning evaluation was to install grade beams along retrofitted braced frame grid lines to resist overturning as outlined in the calculation attachment. Other alternatives including earth anchors or footings may also be utililized.

Level 1 0' - 0"

34567

15' - 3 1/2" 19' - 5 1/2" 17' - 4 1/2" 17' - 4 1/2"

REMOVE EXISTING BRACE

AND REPLACE WITH

BUCKLING RESTRAINED

BRACE

REMOVE EXISTING BRACE

AND REPLACE WITH

BUCKLING RESTRAINED

BRACE

REMOVE EXISTING BRACE

Level 1 0' - 0"

2 3 25' - 4 1/2"

REMOVE EXISTING BRACE AND

REPLACE WITH BUCKLING RESTRAINED

BRACE

REMOVE EXISTING BRACE

Level 1 0' - 0"

EFG

Level 3 31' - 0 1/4"

Level 4 37' - 2 1/2"

20' - 0" 19' - 7"

REMOVE EXISTING BRACE AND REPLACE

WITH BUCKLING RESTRAINED BRACE

Level 1 0' - 0"

CDE

27' - 3" 21' - 10 1/8"

REMOVE EXISTING BRACE AND

REPLACE WITH BUCKLING

RESTRAINED BRACE

Level 1 0' - 0"

ABC

20' - 5 5/8" 14' - 0"

REMOVE EXISTING BRACE

REMOVE EXISTING BRACE AND

REPLACE WITH BUCKLING

RESTRAINED BRACE

REMOVE EXISTING BRACE AND

REPLACE WITH BUCKLING

RESTRAINED BRACE

ORIENT NEW BRACE AS SHOWN

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HGFEDCBA

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US Army Corps of Engineers ® Alaska District

P N

076601

JBE036

F -14

1-85 -07

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Project Status S.1

F ram e E levation s

P roject N am e

E n ter address he re A u th or

S ym

A ction D e scrip tion D a te

A ppvd

1/8" = 1'-0" 1 Elevation BB

1/8" = 1'-0" 2 Elevation CC

1/8" = 1'-0" 4 Elevation HH

1/8" = 1'-0" 5 Elevation JJ

1/8" = 1'-0" 6 Elevation LL

Aspect ratio =.6 .6 <.9 check for overturning effects

Aspect ratio > 1.0 no overturning check

Aspect ratio = 42.5/31 .1>.9 with tug house extension no overturing check

Aspect ratio = .73 .73 < .9 check for overturning effects

Aspect ratio = .73 .73 < .9 check for overturning effects

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JBER 036 Hangar 8 Seismic Evaluation Seismic Loads

Area 5- 1958 Nose Dock Braced Frames

Equivelent Later Force Procedure R = 3.25 ASCE 7-10 Table 12.2-1 Ordinary Steel Concentrically Braced Frames I = 1 Ω₌ 2 Cd= 3.25

SDs = 2/3 Fa Ss Sm1 = 2/3 Fv S1

Fa = 1 Table 11.4-1 Fv = 1.5 Table 11.4-2

Ss = 1.52 S1 = 0.68

SDS = 1.013333333 EQ 11.4-1 & EQ 11.4-3

SD1 = 0.68 EQ 11.4-2 & EQ 11.4-4

Total Seismic Mass 763,875 lbs 755104 lb original report 1.2% ok

Equivelent Lateral Force Procedure

V = CsW

Cs = SDS*I/R

Cs = 0.311794872 ASCE 7-05 12.8-2

Check Cs max T= 0.51 sec Fundamental Period of Structure See 12.8.2 Csmax = 0.41025641 ASCE 7-05 12.8-3 Check t Make sure Csmax does not govern

V = Cs*W

V = 238172.3077 lbs

ASCE 7-10 MWRS PRESSURE ON MONOSLOPE BUILDING project: Area5

Required: MWFRS transverse wind pressures JBE036, Area 5, windward pressure 24.86

Scott M. Haan, US Army Corp of Engineers Alaska District, CEPOA-EC-D-SA revised: 3/10/2017

Assumptions: wall pressure based on tall wall r*Vseismic = 238172 kip .7*r*Vseismic = 166720 kip

V= 132 MPH door closed

V = 75 MPH door open V=75mph=\60mph ASD*sqrt(1.6) for Risk Cat 2

Exposure C hz wall pressure = 50.83 ft

B = 394 ft [ perpendicular to wind = getting blown on]

L = 83.72917 ft [ parallel to wind direction] hhi 50.83 ft hlo = 32.17 ft havg= 41.50 ft for qh determination

Aproj short wall = 6337 ft^2 - conservative doesn't take out wind directly to base

Aproj tall wall = 10014 ft^2 - conservative doesn't take out wind directly to base

Kzt = 1 Kzt=1 flat

Kd = 0.85 wind directionality

Kz hi = 1.274 Kzhi=2.01*(hz/900)^(2/9.5) for Exposure C

Kz lo = 1.176 Kzlo=2.01*(hz/900)^(2/9.5) for Exposure C

Kh = 1.230 Kh=2.01*(havg/900)^(2/9.5) for Exposure C closed qz hi = 48.30 psf qz =.00256*Kd*Kz*Kzt*V^2 closed qz lo = 44.60 psf qz =.00256*Kd*Kz*Kzt*V^2 closed qh = 46.62 psf qz =.00256*Kd*Kh*Kzt*V^2 open door qz = 15.59 psf open door qh = 15.05 psf

G = 0.85 gust factor

L/B = 0.213

Cpw = 0.8 windward Cp .8

Cpl = 0.5 if(L/B>4,Cpl=.2,if(L/B<1,Cpl=.5,Cpl=.3)

GCpi = 0.18 .18 enclosed, .55 partially enclosed

Force windward tall wall

Froof = -25640 lb LRFD acts same direction as tall wall wind ward tall wall

G*Cpw = 0.68

(G*Cpw+GCpi) = 0.86

PLRFD = 41.54 psf Pww =qzhi*(GCpw+Gcpi)

PASD = 24.92 psf

Fwindward wall LRFD = 415915 lb windward w/ internal pressure F LRFD/2 = 207957 lb half shielded

FASD = 249549 lb FASD/2 = 124774 lb half shielded leeward short wall

G*Cpl = 0.43

(GCpl-GCpi) = 0.25

PLRFD = 10.93 psf Plw =qzlo*(GCpw+Gcpi)

PASD = 6.56 psf

Fleeward wall LRFD = 69255 lb leeward w/ internal pressure

FASD = 41553 lb

VLRFD total = 302853 lb > V seismic = 238172 lb

VASD total = 181712 lb

Force windward short wall

Froof = 1065 lb LRFD acts same direction as tall wall wind short tall wall

G*Cpw = 0.68

(G*Cpw+GCpi) = 0.86

PLRFD = 38.36 psf Pww =qzlo*(GCpw+Gcpi)

PASD = 23.02 psf

Fwindward wall LRFD = 243100 lb windward w/ internal pressure

FASD = 145860 lb leeward tall wall - assume half of tall wall shielded by 1980's area 9 addition

G*Cpl = 0.43

(GCpl-GCpi) = 0.25

PLRFD = 11.83 psf Plw =qzhi*(GCpw+Gcpi)

PASD = 7.10 psf

Fleeward wall LRFD = 118487 lb leeward w/ internal pressure F LRFD/2 = 59244 lb half shielded

FASD = 71092 lb FASD/2 = 35546 lb half shielded

VLRFD total = 303408 lb > V seismic = 238172 lb

VASD total = 182045 lb

ASCE 7-10 MWRS ROOF PRESSURE ON MONOSLOPE BUILDING project: Area5

Required: MWFRS transverse wind pressures JBE036, Area 5, windward pressure 24.86

Scott M. Haan, US Army Corp of Engineers Alaska District, CEPOA-EC-D-SA revised: 3/10/2017

Assumptions: Method 2 pitch = 2 12 slope = 9.462 degrees cos ( 90-slope) = 0.164 horizontal projection adj hlo = 32.17 ft havg= 41.50 ft for qh determination havg= 41.50 ft for qh determination

L = 83.73 ft [ parallel to wind direction] projected roof area = 7352.04 ft^2 h/L = 0.496

Enclosed Building Roof Force 132 MPH leeward roof (enclosed)

Gcpi -0.18 + - enclosed

Cp = -0.65 for h/L = .5 Cp=(.9+.9+.5+.3)/4 = .65 average

G*Cp = -0.553

G*Cp+Gcpi = -0.7325 away from building leeward PLRFD = -30.31 psf

F LRFD = -36629 lb LRFD horiz

F ASD = -25640 lb windward roof

Cp = -0.18

G*Cp = -0.153

G*Cp-Gcpi = 0.027 away from building windward PLRFD = 1.26 psf use windward PLRFD = 1.26 psf - can't counteract other effects

F LRFD = 1522 lb LRFD horiz

F ASD = 1065 lb

Partially Eclosed Building Roof Force 75 MPH leeward roof (enclosed)

Gcpi 0.55 + - partially enclosed

Cp = -0.65 for h/L = .5 Cp=(.9+.9+.5+.3)/4 = .65 average

G*Cp = -0.5525

G*Cp-Gcpi = -1.1025 away from building leeward PLRFD = -9.78 psf

F LRFD = -11825 lb LRFD horiz

F ASD = -8277 lb windward roof

Cp = -0.18

G*Cp = -0.153

G*Cp+Gcpi = 0.397 away from building windward PLRFD = 5.98 psf use windward PLRFD = 5.98 psf - can't counteract other effects

F LRFD = 7222 lb LRFD horiz

F ASD = 5056 lb

Area 5 .2*snow=8 psf Snow wt = 183,448 lb Total wt = 615,215lb

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615,295 763,875 lb

OBF R=3.25 I=1.0 Sds=1.0 VLRFD =.312*W = 249,153 lb VASD =.7*.312*W=.215*W = 174,407 lb buckling restrained R=7 I=1.0 Sds =1.0

VLRFD =.143*W

VASD =.7*.143*W = .1*W

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E Adams

JBER 036

Hangar 8 joints

SK - 3

Apr 14, 2017 at 1:14 PM

Area 5 Steel Framing - OT check.r3d

N1 N2

N4

N6

N7

N8 N9

N10 N11

N12

N13 N14

N15

N16

N17 N18

N20

N48

N49

N50

N51

N208

N209

N235 N236

N238

N240

N241

N242 N243

N245 N246

N248

N249 N250 N252 N277

N278

N279

N280

N437

N438

Y

XZ

Loads: BLC 12, Seismic X

A'A B

C

D

E F

G

Hangar 8 seismic x only overturning

SK - 1

Apr 14, 2017 at 1:04 PM

Area 5 Steel Framing - OT check.r3d

-13.5 -13.4

29.5

-2.4 -51.7

62.1 3.2

-1.6

-.7 -2

-3.2

-62.4

74.9

74.8

-4.2

-4

-14.3 -12.5

29.4

-2.4 -51.4

61.7

3.3

-1.8

-.8 -2

-3.2

-62.3

-4.2

-4

Y

XZ

Loads: BLC 12, Seismic X Results for LC 1, Seismic X only Y-direction Reaction Units are k and k-ft

A'A B

C

D

E

Hangar 8

-seismic X only overturning reactions

SK - 4

Apr 14, 2017 at 1:18 PM

Area 5 Steel Framing - OT check-...

13.48 13.38

-29.47

2.4

51.67

-62.06

-3.16

1.65 0.74

1.99

3.22

62.4

-74.92

-74.81

4.19

3.98

14.31 12.49

-29.37

2.43

51.45

-61.71

-3.34

1.76 0.77 1.97

3.19

62.32

4.19

3.95

Y

XZ

Loads: BLC 12, Seismic X Results for LC 2, -Seismic X only Y-direction Reaction Units are k and k-ft

A'A B

C

D

E

Hangar 8

Seismic Y only

SK - 1

Apr 14, 2017 at 3:40 PM

Area 5 Steel Framing - OT check-...

-10.41 -8.64

70.2

-48.13

-21.49

67.37

6.65

-28.22

34.67

-54.42

0.07

-2.39

2.89

-2.84 0

-.04

-.08

-.29

11.027.82

-70.14

48.22

21.41

-67.11

-7.05

28.53

-36.17

55.25

-.07

2.35

-.05

-.17

0.7

0.54

Y

XZ

Results for LC 5, Seismic Y only Y-direction Reaction Units are k and k-ft

A'A B

C

D

E

Hangar 8

Wind X only reactions

SK - 2

Apr 14, 2017 at 1:10 PM

Area 5 Steel Framing - OT check.r3d

-17.2 -17.1

37.6

-3.1 -65.8

79.1

-2.1 -.9

-2.5

-4.1

-79.5

95.5

95.3

-5.3

-5.1

-18.2 -15.9

37.4

-3.1 -65.6

78.6

4.3

-2.2 -1

-2.5

-4.1

-79.4

-5.3

-5

Y

XZ

Loads: BLC 12, Seismic X Results for LC 3, Wind X only Y-direction Reaction Units are k and k-ft

A'A B

C

D

E

Hangar 8

-wind X only reactions

SK - 5

Apr 14, 2017 at 1:22 PM

Area 5 Steel Framing - OT check-...

17.18 17.05

-37.55

3.06

65.84

-79.08

-4.02

2.1 0.95

2.53

4.11

79.51

-95.47

-95.33

5.33

5.07

18.23 15.91

-37.43

3.1

65.55

-78.64

-4.25

2.24 0.98 2.51

4.07

79.41

5.34

5.03

Y

XZ

Loads: BLC 12, Seismic X Results for LC 4, -Wind X only Y-direction Reaction Units are k and k-ft

A'A B

C

D

E

Area 5 LRFD Wind and Seismic Reactions seismic x only reactions - seismic x only reactions seismic Y only reactions

X kip Y kip Z kip X kip Y kip Z kip X kip Y kip Z kip

1 N1 0 -13.484 0 2 N1 0 13.484 0 5 N1 0.001 -10.408 -0.013

1 N2 -4.575 -13.384 -0.001 2 N2 4.575 13.384 0.001 5 N2 -3.326 -8.643 0.012

1 N4 -12.214 29.469 0.244 2 N4 12.214 -29.469 -0.244 5 N4 -9.381 70.196 29.253

1 N6 -0.035 -2.402 0.004 2 N6 0.035 2.402 -0.004 5 N6 -0.035 -48.132 -0.076

1 N7 -24.634 -51.669 0 2 N7 24.634 51.669 0 5 N7 -9.32 -21.486 0

1 N8 -20.035 62.059 2.147 2 N8 20.035 -62.059 -2.147 5 N8 -9.554 67.375 26.089

1 N9 0 3.156 -0.005 2 N9 0 -3.156 0.005 5 N9 0 6.654 -0.006

1 N10 -0.169 -1.649 1.28 2 N10 0.169 1.649 -1.28 5 N10 -0.003 -28.22 24.248

1 N11 -0.001 -0.743 0.002 2 N11 0.001 0.743 -0.002 5 N11 0 34.675 0.03

1 N12 -0.179 -1.988 2.971 2 N12 0.179 1.988 -2.971 5 N12 -0.016 -54.424 39.313

1 N13 -0.187 -3.223 0 2 N13 0.187 3.223 0 5 N13 -0.048 0.072 0

1 N14 0 0.003 0 2 N14 0 -0.003 0 5 N14 0 0 0

1 N15 -30.58 -62.401 0 2 N15 30.582 62.4 0 5 N15 -1.044 -2.388 0

1 N16 -26.152 74.921 0 2 N16 26.15 -74.921 0 5 N16 -1.129 2.885 0.001

1 N17 -26.091 74.815 0 2 N17 26.088 -74.815 0 5 N17 1.111 -2.837 0.001

1 N18 0 -0.001 0 2 N18 0 0.001 0 5 N18 0 -0.001 0

1 N20 0 0.002 0 2 N20 0 -0.002 0 5 N20 0 0.001 0

1 N48 0 0 0 2 N48 0 0 0 5 N48 0 0 0

1 N49 0 0 0 2 N49 0 0 0 5 N49 0 0 0

1 N50 0 0 0 2 N50 0 0 0 5 N50 0 -0.041 0

1 N51 0 0 0 2 N51 0 0 0 5 N51 0 0 0

1 N208 -0.371 -4.186 0 2 N208 0.371 4.186 0 5 N208 -0.082 -0.079 0.003

1 N209 -0.051 -3.981 0 2 N209 0.051 3.981 0 5 N209 -0.006 -0.289 0.003

1 N235 0.002 -14.307 0.012 2 N235 -0.002 14.307 -0.012 5 N235 -0.002 11.02 0.021

1 N236 -4.459 -12.488 0.005 2 N236 4.459 12.488 -0.005 5 N236 3.233 7.818 0.022

1 N238 -12.512 29.372 -0.248 2 N238 12.512 -29.372 0.248 5 N238 9.623 -70.137 29.285

1 N240 -0.035 -2.434 -0.004 2 N240 0.035 2.434 0.004 5 N240 0.022 48.221 -0.075

1 N241 -24.529 -51.446 0 2 N241 24.529 51.446 0 5 N241 9.289 21.413 0

1 N242 -19.944 61.715 -2.088 2 N242 19.944 -61.715 2.088 5 N242 9.521 -67.108 25.962

1 N243 0 3.338 0.006 2 N243 0 -3.338 -0.006 5 N243 0 -7.054 -0.007

1 N245 -0.169 -1.756 -1.355 2 N245 0.169 1.756 1.355 5 N245 0.002 28.53 24.4

1 N246 0 -0.769 -0.003 2 N246 0 0.769 0.003 5 N246 0 -36.168 0.029

1 N248 -0.178 -1.968 -2.967 2 N248 0.178 1.968 2.967 5 N248 0.015 55.25 39.758

1 N249 -0.183 -3.194 0 2 N249 0.183 3.194 0 5 N249 0.041 -0.068 0

1 N250 0 0.003 0 2 N250 0 -0.003 0 5 N250 0 0 0

1 N252 -30.554 -62.318 0 2 N252 30.556 62.318 0 5 N252 1.025 2.348 0

1 N277 0 0 0 2 N277 0 0 0 5 N277 0 0 0

1 N278 0 0 0 2 N278 0 0 0 5 N278 0 -0.051 0

1 N279 0 0 0 2 N279 0 0 0 5 N279 0 0 0

1 N280 0 0 0 2 N280 0 0 0 5 N280 0 -0.169 0

1 N437 -0.37 -4.19 0 2 N437 0.37 4.19 0 5 N437 0.06 0.702 0.003

1 N438 -0.05 -3.951 0 2 N438 0.05 3.951 0 5 N438 0.005 0.544 0.003

1 Totals: -238.26 20.922 0 2 Totals: 238.26 -20.922 0 5 Totals: 0 0 238.26

1 COG (ft): NC NC NC 2 COG (ft): NC NC NC 5 COG (ft): NC NC NC wind x only reactions - wind x only reactions

X kip Y kip Z kip X kip Y kip Z kip

3 N1 0.001 -17.181 0 4 N1 -0.001 17.181 0

3 N2 -5.829 -17.054 -0.001 4 N2 5.829 17.054 0.001

3 N4 -15.564 37.551 0.311 4 N4 15.564 -37.551 -0.311

3 N6 -0.044 -3.06 0.005 4 N6 0.044 3.06 -0.005

3 N7 -31.39 -65.839 0 4 N7 31.39 65.839 0

3 N8 -25.529 79.079 2.736 4 N8 25.529 -79.079 -2.735

3 N9 -0.001 4.021 -0.006 4 N9 0.001 -4.021 0.006

3 N10 -0.216 -2.102 1.631 4 N10 0.216 2.102 -1.63

3 N11 -0.001 -0.946 0.003 4 N11 0.001 0.946 -0.003

3 N12 -0.228 -2.533 3.786 4 N12 0.228 2.533 -3.786

3 N13 -0.238 -4.102 0 4 N13 0.238 4.107 0

3 N14 -0.001 0.004 0 4 N14 0.001 -0.004 0

3 N15 -38.965 -79.523 0 4 N15 38.97 79.513 0

3 N16 -33.324 95.472 0 4 N16 33.32 -95.467 0

3 N17 -33.246 95.337 0 4 N17 33.242 -95.332 0

3 N18 -0.001 -0.002 0 4 N18 0.001 0.002 0

3 N20 -0.001 0.002 0 4 N20 0.001 -0.002 0

3 N48 0 0 0 4 N48 0 0 0

3 N49 0 0 0 4 N49 0 0 0

3 N50 0 0 0 4 N50 0 0 0

3 N51 0 0 0 4 N51 0 0 0

3 N208 -0.473 -5.334 0 4 N208 0.473 5.334 0

3 N209 -0.064 -5.073 0 4 N209 0.064 5.073 0

3 N235 0.003 -18.23 0.015 4 N235 -0.003 18.23 -0.015

3 N236 -5.682 -15.912 0.006 4 N236 5.682 15.912 -0.006

3 N238 -15.943 37.428 -0.316 4 N238 15.943 -37.427 0.316

3 N240 -0.045 -3.102 -0.005 4 N240 0.045 3.102 0.005

3 N241 -31.256 -65.555 0 4 N241 31.256 65.555 0

3 N242 -25.413 78.64 -2.661 4 N242 25.413 -78.639 2.661

3 N243 -0.001 4.253 0.008 4 N243 0.001 -4.253 -0.008

3 N245 -0.215 -2.238 -1.727 4 N245 0.215 2.238 1.727

3 N246 -0.001 -0.979 -0.004 4 N246 0.001 0.979 0.004

3 N248 -0.227 -2.508 -3.78 4 N248 0.227 2.508 3.78

3 N249 -0.233 -4.065 0 4 N249 0.233 4.07 0

3 N250 -0.001 0.003 0 4 N250 0.001 -0.003 0

3 N252 -38.932 -79.417 0 4 N252 38.937 79.407 0

3 N277 0 0 0 4 N277 0 0 0

3 N278 0 0 0 4 N278 0 0 0

3 N279 0 0 0 4 N279 0 0 0

3 N280 0 0 0 4 N280 0 0 0

3 N437 -0.471 -5.339 0 4 N437 0.471 5.339 0

3 N438 -0.064 -5.034 0 4 N438 0.064 5.034 0

3 Totals: -303.6 26.66 0 4 Totals: 303.6 -26.66 0

3 COG (ft): NC NC NC 4 COG (ft): NC NC NC

Company : Apr 14, 2017 1:06 PMDes igner : E Adams

Job Number : JBER 036 Checked By:_____ Model Name : Hangar 8

Bas ic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area(Me... Surface(...

1 Dead Load DL -1 2 Live Load LL 3 Snow Load SL 4 Wind X1 WL 132 5 Wind X2 WL 6 Wind X3 WL 7 Wind X4 WL 8 Wind Y1 WL 9 Wind Y2 WL 10 Wind Y3 WL 11 Wind Y4 WL 12 Seismic X EL 132 13 Seismic Y EL 132 14 Snow Drift Loads SL

Load Combinations Des cription S ... PDelta S ... B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...

1 Seismic X only Yes 12 1 2 -Seismic X only Yes 12 -1 3 Wind X only Yes 4 1 4 -Wind X only Yes 4 -1

J oint Reactions LC Joint Label X [k] Y [k] Z [k] MX [k-ft] MY [k-ft] MZ [k-ft]

1 1 N1 0 -13.484 0 0 0 0 2 1 N2 -4.575 -13.384 -.001 -.024 -.017 .071 3 1 N4 -12.214 29.469 .244 -.011 -.012 .04 4 1 N6 -.035 -2.402 .004 0 0 0 5 1 N7 -24.634 -51.669 0 0 0 0 6 1 N8 -20.035 62.059 2.147 0 0 0 7 1 N9 0 3.156 -.005 0 0 0 8 1 N10 -.169 -1.649 1.28 0 0 0 9 1 N11 -.001 -.743 .002 0 0 0 10 1 N12 -.179 -1.988 2.971 0 0 0 11 1 N13 -.187 -3.223 0 0 0 0 12 1 N14 0 .003 0 0 0 0 13 1 N15 -30.58 -62.401 0 0 0 0 14 1 N16 -26.152 74.921 0 0 0 0 15 1 N17 -26.091 74.815 0 0 0 0 16 1 N18 0 -.001 0 0 0 0 17 1 N20 0 .002 0 0 0 0 18 1 N48 0 0 0 0 0 0 19 1 N49 0 0 0 0 0 0 20 1 N50 0 0 0 0 0 0 21 1 N51 0 0 0 0 0 0 22 1 N208 -.371 -4.186 0 0 -.003 0 23 1 N209 -.051 -3.981 0 0 0 0 24 1 N235 .002 -14.307 .012 0 0 0

RISA-3D Version 14.0.0 Page 1 [X:\...\...\...\...\...\...\R ISA\Area 5 Steel Framing - OT check.r3d]

Seismic X only reactions

1:06 PMDes igner : E Adams

Job Number : JBER 036 Checked By:_____ Model Name : Hangar 8

J oint Reactions (Continued) LC Joint Label X [k] Y [k] Z [k] MX [k-ft] MY [k-ft] MZ [k-ft]

25 1 N236 -4.459 -12.488 .005 .074 .052 .065 26 1 N238 -12.512 29.372 -.248 .007 .008 .03 27 1 N240 -.035 -2.434 -.004 0 0 0 28 1 N241 -24.529 -51.446 0 0 0 0 29 1 N242 -19.944 61.715 -2.088 0 0 0 30 1 N243 0 3.338 .006 0 0 0 31 1 N245 -.169 -1.756 -1.355 0 0 0 32 1 N246 0 -.769 -.003 0 0 0 33 1 N248 -.178 -1.968 -2.967 0 0 0 34 1 N249 -.183 -3.194 0 0 0 0 35 1 N250 0 .003 0 0 0 0 36 1 N252 -30.554 -62.318 0 0 0 0 37 1 N277 0 0 0 0 0 0 38 1 N278 0 0 0 0 0 0 39 1 N279 0 0 0 0 0 0 40 1 N280 0 0 0 0 0 0 41 1 N437 -.37 -4.19 0 0 .003 0 42 1 N438 -.05 -3.951 0 0 0 0 43 1 Totals: -238.26 20.922 0 44 1 COG (ft): NC NC NC

RISA-3D Version 14.0.0 Page 2 [X:\...\...\...\...\...\...\R ISA\Area 5 Steel Framing - OT check.r3d]

V =238.172 kip per spreadsheet

1:12 PMDes igner : E Adams

Job Number : JBER 036 Checked By:_____ Model Name : Hangar 8

Bas ic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area(Me... Surface(...

1 Dead Load DL -1 2 Live Load LL 3 Snow Load SL 4 Wind X1 WL 132 5 Wind X2 WL 6 Wind X3 WL 7 Wind X4 WL 8 Wind Y1 WL 9 Wind Y2 WL 10 Wind Y3 WL 11 Wind Y4 WL 12 Seismic X EL 132 13 Seismic Y EL 132 14 Snow Drift Loads SL

Load Combinations Des cription S ... PDelta S ... B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...

1 Seismic X only Yes 12 1 2 -Seismic X only Yes 12 -1 3 Wind X only Yes 4 1 4 -Wind X only Yes 4 -1

J oint Reactions LC Joint Label X [k] Y [k] Z [k] MX [k-ft] MY [k-ft] MZ [k-ft]

1 3 N1 .001 -17.181 0 0 0 0 2 3 N2 -5.829 -17.054 -.001 -.03 -.021 .091 3 3 N4 -15.564 37.551 .311 -.015 -.015 .051 4 3 N6 -.044 -3.06 .005 0 0 0 5 3 N7 -31.39 -65.839 0 0 0 0 6 3 N8 -25.529 79.079 2.736 0 0 0 7 3 N9 -.001 4.021 -.006 0 0 0 8 3 N10 -.216 -2.102 1.631 0 0 0 9 3 N11 -.001 -.946 .003 0 0 0 10 3 N12 -.228 -2.533 3.786 0 0 0 11 3 N13 -.238 -4.102 0 0 0 0 12 3 N14 -.001 .004 0 0 0 0 13 3 N15 -38.965 -79.523 0 0 0 0 14 3 N16 -33.324 95.472 0 0 0 0 15 3 N17 -33.246 95.337 0 0 0 0 16 3 N18 -.001 -.002 0 0 0 0 17 3 N20 -.001 .002 0 0 0 0 18 3 N48 0 0 0 0 0 0 19 3 N49 0…