chagrin highlands building one beechwood, ohio branden j. ellenberger - structural option senior...

Chagrin Highlands Building OneChagrin Highlands Building OneBeechwood, OhioBeechwood, Ohio

Branden J. Ellenberger - Structural Option

Senior Thesis 2004Senior Thesis 2004

Chagrin Highlands Building OneChagrin Highlands Building One

Branden Ellenberger – Structural OptionBranden Ellenberger – Structural Option Senior Thesis 2004Senior Thesis 2004

• Background InformationBackground Information• Existing StructureExisting Structure• Problem Statement Problem Statement • ProposalProposal• Structural RedesignStructural Redesign• Breadth StudyBreadth Study• ConclusionsConclusions

Thesis Presentation Outline



Owner:Owner:

General Contractor:General Contractor:

Architect:Architect:

Structural Engineer:Structural Engineer:

MEP Engineer:MEP Engineer:

Landscape/Civil Engineer:Landscape/Civil Engineer:

Primary Project Team

The Richard E. Jacobs GroupThe Richard E. Jacobs Group

The Whiting-Turner CompanyThe Whiting-Turner Company

Kohn Pederson Fox Associates, PCKohn Pederson Fox Associates, PC

Gilsanz-Murray-SteficekGilsanz-Murray-Steficek

Cosentini AssociatesCosentini Associates

Opus DesignOpus Design



Building OneBuilding One is located in the is located in the Beechwood EastBeechwood East section of the Chagrin section of the Chagrin Highlands corporate community Highlands corporate community

www.chagrinhighlands.com

Building Location

http://www.chagrinhighlands.com/



• 4 story multi-use office building4 story multi-use office building• Single level under building parking garageSingle level under building parking garage• $13,600,000 overall cost$13,600,000 overall cost• Building foot print = ~31,500SF Building foot print = ~31,500SF • Total sq. ft. = ~130,000SFTotal sq. ft. = ~130,000SF• Floor to floor heights:Floor to floor heights:

– Parking to Ground floor – 12ftParking to Ground floor – 12ft– Ground & Penthouse – 15ftGround & Penthouse – 15ft– 22ndnd, 3, 3rdrd, & 4, & 4thth – 13ft – 13ft

Building Information



• Open plan designOpen plan design

• Single level of underground parkingSingle level of underground parking

• Horizontal glass curtain wall defines the contemporary styleHorizontal glass curtain wall defines the contemporary style

• 2 story entry lobby atrium2 story entry lobby atrium

• Monolithic stone panels help draw attention to the entranceMonolithic stone panels help draw attention to the entrance

Architectural Details



SubstructureSubstructure• 4000 psi concrete• 5” slab-on-grade

Existing Structure

• Exterior columns sit on spread footings• 10” reinforced foundation walls

• Core columns sit on deeper tied footings



Substructure Substructure (con’t)(con’t)

Structural Background

• 40 perimeter spread footings• The core of the building is supported by 3 sets of tied spread footings.

• from 6 ½’x6 ½’x20”deep… • to 11’x11’x28”deep



Superstructure• Composite beams• 3”composite decking • 4000psi concrete deck• Steel columns


• Typical 40’x40’ Bay




East/West Lateral SystemEast/West Lateral System• 5 identical laterally braced frames 5 identical laterally braced frames

located at column lines 5,6,7,9,&10located at column lines 5,6,7,9,&10

North/South Lateral SystemNorth/South Lateral System• 2 identical laterally braced 2 identical laterally braced

frames located along column frames located along column lines B & Clines B & C

• Design controlled by Wind in E-W direction• Design controlled by Seismic in N-

S direction



Lateral Bracing LocationsLateral Bracing Locations




• Change existing steel structure to concreteChange existing steel structure to concrete

• Stay consistent with open plan designStay consistent with open plan design

• Monitor constructabilityMonitor constructability

Problem Statement



• Cast-in-place concrete structureCast-in-place concrete structure

Proposal

Gravity LoadingGravity Loading-Post-tensioned t-beams-Post-tensioned t-beams-Post-tensioned girders-Post-tensioned girders-Edge Beams-Edge Beams-Concrete columns-Concrete columns

Lateral LoadingLateral Loading-Concrete Shear walls-Concrete Shear walls



Post-tensioning Design Criteria**Design based on ACI allowable stress criteriaConcrete• Normal weight – 150 pcf• Strength – 5000 psi• Modulus of Elasticity – 4030.5 ksi• Creep factor for deflections for beams/slabs – 2.0Tensioning Strands• Unbonded or greased strands• Ultimate strength – 270 ksi• ½” strands – 0.153 in^2Mild Steel• Yield strength – 60 ksi

Structural Redesign


Design Span ConditionsWidth of member

Deepest member

Tributary width

Slab thickness # of strands

Tendon force

40’-22’-40’ w/columns 4 ½’ 20” 20ft 5” 26 702 kips

40’-22’-40’ w/girders 4 ½’ 20” 20ft 5” 24 648 kips

41.5’-22’-40’ w/columns 4 ½’ 20” 20ft 5” 29 783 kips

41.5’-22’-40’ w/girders 4 ½’ 20” 20ft 5” 26 702 kips

40’-22’-40’ w/columns 5’ 20” 25ft 6” 43 1161 kips

Single 41 ½’ span 4 ½’ 20” 20ft 5” 20 540 kips


Post-tensioned T-Beam Design

Structural Redesign




Structural Redesign


Design Span ConditionsWidth of member

Deepest member

Tributary width

Slab thickness

# of strands

Tendon force

40’-22’-40’ w/columns 4 ½’ 20” 20ft 5” 26 702 kips

40’-22’-40’ w/girders 4 ½’ 20” 20ft 5” 24 648 kips

41.5’-22’-40’ w/columns 4 ½’ 20” 20ft 5” 29 783 kips

41.5’-22’-40’ w/girders 4 ½’ 20” 20ft 5” 26 702 kips

40’-22’-40’ w/columns 5’ 20” 25ft 6” 43 1161 kips

Single 41 ½’ span 4 ½’ 20” 20ft 5” 20 540 kips



Structural Redesign




Structural Redesign



Typical Tensioning Strand Drape

Structural Redesign



Post-tensioned Girder Design

Structural Redesign


Design Span Cases Width Depth Tributary width # of strands Strand Force

15’-45’-40’ 18” 20” 20” 7 189 kips

20’-45’-40’ 18” 20” 20” 7 189 kips


Post-tensioned Girder Design• Design for worst 3 span conditions• Same depth as beam design for constructability• Use ADAPT to take into account moment transfer

Structural Redesign



Edge Beam Design

• 30ft beam span • 20’ tributary width• 6” slab• 303ft-kip moment

Reinforcement

Structural Redesign

Design CaseDesign Case Beam Sizes Beam Sizes (wide x deep)(wide x deep)

Shear Shear ReinforcingReinforcing

Top Top ReinforcingReinforcing

Bottom Bottom ReinforcingReinforcing

24” x 20”24” x 20” #5 bars @ 10.5”#5 bars @ 10.5” 5-#7 bars5-#7 bars 5-#5 bars5-#5 bars

30” x 20”30” x 20” #6 bars @ 9”#6 bars @ 9” 6-#6 bars6-#6 bars 5-#5 bars5-#5 bars

• 40ft beam span• 10’ tributary width• 5” slab• 276 ft-kip moment

30 ft edge beam

40 ft edge beam



Column Design

Structural Redesign

Exterior Column Interior Column



Shear Wall Design & Lateral Analysis

Structural Redesign


Shear Wall Thickness Designed Length Actual Length

Resist E-W direction 10” 15’-0” 22’-0”

Resist N-S direction 8” 46’-6” 60’-0”


Lateral Analysis

Structural Redesign

• Seismic forces control the deflection in the N-S direction• Wind controls in the deflection in the E-W direction.



Redesigned Structure

Structural Redesign

Plan View



• Office plan lighting and ceiling was specified to the tenants

Lighting Design

Design Assumptions:• 40’ x 40’ Bay• If partitions, they had to be between columns• Lighting designed for no daylight



Lighting Design

• Desired illuminance of 50 foot candles (fc)

• 2’x4’ Parabolic, 3-lamp fixtures with 3” louvers (www.columbia-ltg.com)

• 10’x10’ lighting grid

Total Fixtures:Per 40’x40’ Bay – 16Per typical Floor – 232

• Modeled in Lighting Designer to yield 69.1 fc



Existing Structure CostBased on:• W-shape steel beams, girders, and columns• Lateral bracing TS members• Base plates• Shear studs• Steel decking• Concrete deck• WWF

Construction Management

Final Cost - $1,900,000



Redesigned Structure CostBased on:• Structural concrete• Pre-stressing steel strand weight• Mild steel reinforcing weight• Concrete forms• Shoring• Placing concrete

Construction Management

Redesign Cost - $ 1,480,000



Construction ManagementStructural Cost Comparison

Existing: $1,900,000Redesign: $1,480,000

$ 390,000 saved in redesign



SummaryStructure

Gravity and Lateral system20” max floor depth

LightingDirect louvered lighting

Construction ManagementCost savings of $390,000

Conclusions



• Post-tensioning design & composite steel framing are used hand in hand with in this span condition to limit the structural depth

• Given further construction information I would be able to investigate scheduling more closely to find which system would be better.

Recommendation



AcknowledgementsAE FacultyAE Faculty

Professor ParfittDr. HanaganDr. Boothby

Jonathan Dougherty

Special ThanksSpecial ThanksGilsanz Murray Steficek

Adapt CorporationDr. Andrea Schokker

Brian SiverlingMy AE Friends

My Thesis SponsorsMy Thesis Sponsors



Any Questions?...Any Questions?...

The End!

chagrin highlands building one beechwood, ohio branden j. ellenberger - structural option senior...

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