Fairfield Inn Marriott

Prepared by: Jacinda L. CollinsJanuary 17, 2008

Regional Engineer: Erika Winters-Downey

Comments on Provided SolutionSteel Quantity TakeoffParameters and CriteriaTypical Floor Framing PlansGravity Column Layout & ScheduleFrame Elevations

This Package Includes:

Prepared for: Girder-Slab Technologies, LLC

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solutions@aisc.org

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AISC Marketing, LLCOne East Wacker Drive, Suite 700Chicago, Illinois 60601

312.67032400 www.aisc.orgTrademarks licensed from AISC

Contact: Daniel G. Fisher, Sr.

Project Location: Gainsville, Texas

1) The Conceptual Solution and estimates for this project are based on parameters defined through architectural drawings and project criteria received on January 7, 2008:

2) The steel quantities and geometry based on this investigation are provided on floor layouts, a column and frame layout plan, a column schedule, and frame elevations on the following pages.

3) The design criteria per IBC 2006 is summarized and included in the following pages.4) The Girder-Slab System® was selected for this project. 5) The Girder-Slab System® consists of 8" precast plank supported by Dissymmetric Beams (D-Beams).6) The Girder-Slab system is a patented, but non-proprietary, system comprised of an interior girder known as an open-

web dissymmetric beam, or D-Beam, which supports precast, prestressed hollow-core slabs on its bottom flange. Upon grouting, the system develops composite action, enabling it to support residential loads. Consult the Girder-Slab Technologies website (www.girder-slab.com) for licensing, design, connections, fabrication, and erection information.

7) The application and use of the Girder-Slab System technology requires design by your registered professional engineer or architect. A registered professional engineer is engaged to design the superstructure according to customary practice, incorporating the Design-Guide information much the same as for other products, such as metal deck or bar joists.

8) In areas where the precast plank spans parallel to the exterior of the building, the precast plank can be designed and detailed to support the façade. If it is found that the precast plank can support the facade, structural steel beams are not required in these locations in the finished building.

9) According to industry standards, wide flange girders supporting precast plank are to be shored at third points, confirmed by the engineer of record, until the final grouting has cured. The shoring reduces the construction moment and accounts for the beam's unbraced top flange. This investigation does not include an evaluation of the girders for construction loads before the grout has cured. (D-Beams do not require shoring)

10) Additional structural steel beams may be required for temporary erection bracing, however this investigation does not include an evaluation of means and methods of construction and no member sizes are provided for these beams. The additional weight of any such erection members are NOT included in the provided quantities.

11) Concentric braced frames were used to estimate the lateral framing quantities of the building. AISC Seismic Provisions were not considered for this study.

12) The exact framing and usage of the penthouses observed in the provided drawings was unknown for this study. Therefore, the residential live load of 60 psf was placed in the respective locations of the penthouses to estimate the affect of the penthouses on the roof framing. No penthouse framing quantity is included in the steel quantities.

The information contained in this document is not intended as a basis for structural design for this or any project. Rather, it is a conceptual approach to the project that demonstrates the viability of the steel system for project requirements, budget, and schedule.

COMMENTS ON PROVIDED SOLUTION

866.ask.aisc ■ solutions@aisc.org

Fairfield Inn Marriot Project January 17, 2008

This document has been prepared in accordance with information made available to the American Institute of SteelConstruction, Inc., AISC Marketing, LLC, and the Steel Solutions Center, LLC at the time of its preparation. While it isbelieved to be accurate, it has not been prepared for conventional use as an engineering or construction document andshould not be used or relied upon for any specific application without competent professional examination and verificationof its accuracy, suitability and applicability by a licensed engineer, architect or other professional. AISC, AISCM, and SSCdisclaim any liability arising from information provided by others or from the unauthorized use of the information containedin this document.

Suspended Steel Floor Areas:44,659 ft2 11,510 sq ft [typical floor plan]

Estimated Steel Quantities:Gravity Columns

W12s 21 tons 0.94 psf 54 piecesHSS's 1 tons 0.03 psf 4 pieces

Gravity BeamsD-Beams 29 tons 1.3 psf 44 piecesWide Flange 35 tons 1.6 psf 88 pieces

beams cambered between 0.75 in. and 3.0 in.

Braced FramesBeams 7 tons 0.31 psf 40 piecesColumns 15 tons 0.67 psf 32 piecesBraces (HSS) 9 tons 0.40 psf 48 pieces

Steel not indicated in sketches5% 6 tons 0.26 psf

122 tons 5.5 psf 310 pieces

* The quantities are based on centerline dimensions

D-Beams are fabricated from wide flange shapes as described on the Girder Slab ® website www.girder-slab.com

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** Steel not indicated in sketches accounts for framing not included in the estimate such as framing for openings or various members eliminated for simplification. It does not include connection material, slab edge material or façade attachments.

Material SpecificationWide flange shapes are A992, Gr. 50Rectangular HSS sections are A500 Gr. B

STEEL QUANTITY TAKEOFF:

866.ask.aisc ■ solutions@aisc.org

This document has been prepared in accordance with information made available to the American Institute of SteelConstruction, Inc., AISC Marketing, LLC, and the Steel Solutions Center, LLC at the time of its preparation. While it isbelieved to be accurate, it has not been prepared for conventional use as an engineering or construction document andshould not be used or relied upon for any specific application without competent professional examination and verification ofits accuracy, suitability and applicability by a licensed engineer, architect or other professional. AISC, AISCM, and SSCdisclaim any liability arising from information provided by others or from the unauthorized use of the information containedin this document.

Fairfield Inn Marriott Project January 17, 2008

Gravity LoadsDead Loads

8" Precast Plank 60 psf

Live LoadsResidential 60 psf [40 psf Residential + 20 psf Partitions]

Roof 60 psf

Superimposed Dead LoadsResidential 5 psf [Plank topping, etc]

Roof 5 psf

Cladding LoadsFaçade 350 plf

Wind Load ParametersBasic Wind Speed = 90 mph

Wind Importance Factor, IW = 1.00Exposure Category = B

Topographical Factor = 1.00Drift Limit = H/500

Basic Seismic-Force-Resisting System

Seismic Design Parameters X-axis Y-axisSeismic Design Category = B Building Period Coefficient, CT = 0.020 0.020

Seismic Importance Factor, IE = 1.00 Response Modification Coefficient, R = 3.0 3.0Site Class = D System Overstrength Factor, Ωo = 3.0 3.0

Deflection Amplification Factor, Cd = 3.0 3.0

0.172 g

0.058 g

This investigation is based on the following criteria. The Steel Solutions Center does not assert that these are thecriteria that apply to this project. The criteria are chosen based on the project location and the widely adopted modelbuilding code, IBC 2006. Requirements by local and state jurisdictions have not been considered. If actual projectcriteria differ significantly from those listed, the results presented may no longer be valid.

Spectral Response Acceleration at Short Periods (0.2s), Ss =

Spectral Response Acceleration at One Second Period, S1 =

Concentric Braced Frames

Note: The requirements of the AISC Seismic Provisions WERE NOT considered in determining the quantity estimate for this project. Whether or not the special seismic requirements must be taken into account in the design is based on the applicable building code and

BUILDING CODE CRITERIAIBC 2006

866.ask.aisc ■ solutions@aisc.org

This document has been prepared in accordance with information made available to the American Institute of SteelConstruction, Inc., AISC Marketing, LLC, and the Steel Solutions Center, LLC at the time of its preparation. While it isbelieved to be accurate, it has not been prepared for conventional use as an engineering or construction document andshould not be used or relied upon for any specific application without competent professional examination and verification of its accuracy, suitability and applicability by a licensed engineer, architect or other professional. AISC, AISCM, and SSCdisclaim any liability arising from information provided by others or from the unauthorized use of the information containedin this document.

Fairfield Inn Marriott Project January 17, 2008