senior thesis structural option ryan friis spring 2003 111 morgan st. chicago, il 111 morgan st....

Senior ThesisSenior ThesisStructural OptionStructural Option

Ryan FriisRyan FriisSpring 2003Spring 2003

111 Morgan St.111 Morgan St.Chicago, ILChicago, IL

111 Morgan St.Chicago, IL

Ryan FriisStructural Option




Presentation Outline

Existing ConditionsExisting Conditions

Structural RedesignStructural Redesign

Cost AnalysisCost Analysis

Fire Protection RequirementsFire Protection Requirements

Acoustics Acoustics

Construction ConsiderationsConstruction Considerations




Project TeamOwner:Owner:

Architect:Architect:

Engineers:Engineers:

GC:GC:

Winthrop Properties, LLC.Winthrop Properties, LLC.

Fitzgerald Associates ArchitectsFitzgerald Associates Architects

Samartano & Co. (Structural)Samartano & Co. (Structural)

Ketchmark & Assoc. (Mechanical)Ketchmark & Assoc. (Mechanical)

Ketchmark & Associates (Electrical)Ketchmark & Associates (Electrical)

McClier Engineers (Civil)McClier Engineers (Civil)

Walsh Construction of IllinoisWalsh Construction of Illinois




Location

Downtown ChicagoDowntown Chicago

Corner of Adams & Corner of Adams & Morgan St.Morgan St.

5 blocks west of the 5 blocks west of the Sears Tower Sears Tower




Building Info

9 Story Condominium Building9 Story Condominium Building

Total Building Height - 98’-0”Total Building Height - 98’-0”

166 Units Located on 7 Floors166 Units Located on 7 Floors

180,000 Sq. ft. of residential space180,000 Sq. ft. of residential space

Prices range from $200,000 – $450,000Prices range from $200,000 – $450,000

184 Parking Spaces on 3 Floors184 Parking Spaces on 3 Floors




Building Info

1, 2 or 3 Bedroom 1, 2 or 3 Bedroom unitsunitsOak hardwood Oak hardwood floorsfloorsGranite countertopsGranite countertopsGas fireplaces in Gas fireplaces in every unitevery unitWalk-out balconiesWalk-out balconies

Luxury Condominiums




Residential Floor Plan




Existing Conditions

StructuralStructural 2-way Concrete slab gravity system2-way Concrete slab gravity system

Typical bay size of 22’-0” x 25’-8”Typical bay size of 22’-0” x 25’-8”

20” diameter columns of varying strength20” diameter columns of varying strength Floor to floor height of 10’-9”Floor to floor height of 10’-9” 8 in. shear walls located in cores8 in. shear walls located in cores




Existing Conditions

Structural Floor PlanStructural Floor Plan




Existing Conditions

Structural Structural Original Design - Chicago Building Code 1999Original Design - Chicago Building Code 1999

Seismic Design not requiredSeismic Design not required

Redesign - IBC 2000Redesign - IBC 2000 Assume wind loads controlAssume wind loads control




Existing ConditionsArchitecturalArchitectural Exposed concrete Exposed concrete

structurestructure Unpainted mechanical Unpainted mechanical

ductwork and sprinkler ductwork and sprinkler pipingpiping




Redesign Goals

Provide finished ceiling at 9’-6” minimumProvide finished ceiling at 9’-6” minimum

Add 2 floors of residential units & 1 Add 2 floors of residential units & 1 parking floorparking floor

Reduce column footprintReduce column footprint

Keep existing floor plan intactKeep existing floor plan intact

Avoid major cost increasesAvoid major cost increases

Use existing concrete parking garageUse existing concrete parking garage




Structural Redesign

Gravity systems consideredGravity systems considered

Steel JoistsSteel Joists

Standard W shapesStandard W shapes

Composite W shapesComposite W shapes




Structural Redesign

Composite Steel Design best choiceComposite Steel Design best choiceSaves 113 tons versus non-composite designSaves 113 tons versus non-composite design

Allows for greater spacing than steel joist systemAllows for greater spacing than steel joist system

Easier to frame balconies with W shapes opposed Easier to frame balconies with W shapes opposed to joiststo joists

Does not require a fire rated ceilingDoes not require a fire rated ceiling




Structural RedesignFraming planFraming plan Beams span E-WBeams span E-W Span length 14’ to 30’Span length 14’ to 30’ Space 12’-9” o. c.Space 12’-9” o. c. Beams cantilever over girder to create balcony framingBeams cantilever over girder to create balcony framing

Typical Framing Plan




Composite Steel Design

Typical beam sizeTypical beam size W12x19 [10] with ¾” camber & W14x30 [12]W12x19 [10] with ¾” camber & W14x30 [12]

6.25” lightweight concrete deck on 3” decking6.25” lightweight concrete deck on 3” decking

Beams cambered to account for wet concrete Beams cambered to account for wet concrete loadload

Live load member deflection limited to L/360Live load member deflection limited to L/360

Typical connection uses 1/4” shear tab with 3 - Typical connection uses 1/4” shear tab with 3 - A325 N bolts and 3/16” weldA325 N bolts and 3/16” weld




Composite Steel Design

Floor to floor height increased to 12’-6”Floor to floor height increased to 12’-6” Maintains 9’-6”’ ceilingsMaintains 9’-6”’ ceilings Leaves room for mechanical systems and Leaves room for mechanical systems and

provides space for finished drywall ceilingprovides space for finished drywall ceiling

Typical columns are W8 and W10Typical columns are W8 and W10 Maximum column size 15”x13” when framedMaximum column size 15”x13” when framed




Structural Redesign

Floor vibrations of 0.43%g maximumFloor vibrations of 0.43%g maximum

Overall building is lighter by 30%Overall building is lighter by 30%

Permits use of 6,000 psi concrete in parking Permits use of 6,000 psi concrete in parking garagegarage Down from 8000 psi in existing systemDown from 8000 psi in existing system

Existing caisson foundation can be used Existing caisson foundation can be used




Structural RedesignLateral Force Resisting System OptionsLateral Force Resisting System Options

Column layout prevents use of braced framesColumn layout prevents use of braced frames

Consider moment framesConsider moment frames

Modify existing shear wall systemModify existing shear wall system




Revised Lateral Design

Existing shear wall layout maintainedExisting shear wall layout maintainedShear walls increased in size from 8” to 12” in E-W directionShear walls increased in size from 8” to 12” in E-W directionWalls remain 8” in N-S directionWalls remain 8” in N-S directionTotal drift limited to H/600Total drift limited to H/600Actual drift of 2.5” in E-W directionActual drift of 2.5” in E-W directionAll walls use 4,000 psi concreteAll walls use 4,000 psi concrete




Cost Analysis

Cost analysis for structural systemCost analysis for structural system All costs calculated using R.S. Means and All costs calculated using R.S. Means and

adjusted to 2001 dollars in Chicago, ILadjusted to 2001 dollars in Chicago, IL Costs include material, labor, equipment, and Costs include material, labor, equipment, and

overhead and profitoverhead and profit




Cost Analysis

Concrete cost per floorConcrete cost per floor $384,312$384,312

Composite steel cost per floorComposite steel cost per floor $476,190 $476,190 ($390,700 excluding ceiling)($390,700 excluding ceiling)

Includes:Includes: extra building façadeextra building façade $27,429$27,429

fireproofingfireproofing $27,731$27,731

additional partition heightadditional partition height$8,450$8,450

finished ceilingfinished ceiling $85,500$85,500

Cost ReductionsCost Reductions 6,000 psi concrete in garage and 4,000 psi 6,000 psi concrete in garage and 4,000 psi

concrete in remaining shear walls concrete in remaining shear walls $38,000$38,000




Fire Protection

2 Hr. fire rating required between floors and units2 Hr. fire rating required between floors and units As builtAs built

8.5” two-way slab achieves fire rating8.5” two-way slab achieves fire rating Steel systemSteel system

6.25” Slab on 3” USD Lok-Floor provides a 2 hr 6.25” Slab on 3” USD Lok-Floor provides a 2 hr rating without fire proofingrating without fire proofing

1 1/8”+ Spray-on Fire resistive material required on 1 1/8”+ Spray-on Fire resistive material required on beams and columns (vermiculite based)beams and columns (vermiculite based)

Walls between units need to extend slab to slabWalls between units need to extend slab to slab Fireproofing in gaps created by corrugated deckFireproofing in gaps created by corrugated deck




Acoustics

Only minor changes between units on same Only minor changes between units on same floorfloor

Transmission between floors is a concernTransmission between floors is a concern

STCSTC IICIIC

Acceptable:Acceptable: 60 60 5454

Concrete:Concrete: 65 65 6060

Steel:Steel: 62 62 6060




Construction Considerations

Use same erection sequence as original systemUse same erection sequence as original system Shear walls in North first then steelShear walls in North first then steel Shear walls in South during steel erection in North Shear walls in South during steel erection in North

ScheduleSchedule Erection of first steel floor will take an additional weekErection of first steel floor will take an additional week Additional 6 weeks overall for 3 additional floorsAdditional 6 weeks overall for 3 additional floors

Site managementSite management Just in time delivery of steel for daily erectionJust in time delivery of steel for daily erection Use alley on building’s east side to stage trucksUse alley on building’s east side to stage trucks




Conclusions

Composite steel systemComposite steel system Accommodated 2 additional floorsAccommodated 2 additional floors Provided easy installation of ceilingProvided easy installation of ceiling Reduced column sizeReduced column size Improved overall appearance of condo unitsImproved overall appearance of condo units Structural system costs equivalent to existingStructural system costs equivalent to existing




Recommendation

Maximum luxury appearance is gained Maximum luxury appearance is gained with the steel systemwith the steel system Due to the exposed columns in the existing Due to the exposed columns in the existing

system it is not worth adding the ceilingsystem it is not worth adding the ceiling If additional floors were added to the concrete If additional floors were added to the concrete

system the columns could become largersystem the columns could become larger




Thank You

Dave Heselbarth & Dave Heselbarth & Walsh ConstructionWalsh Construction

AE FacultyAE Faculty

55thth Year Students Year Students




Questions

senior thesis structural option ryan friis spring 2003 111 morgan st. chicago, il 111 morgan st....

Documents