Yuksek Katli Bina Tasarimi

8/8/2019 Yuksek Katli Bina Tasarimi

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Columbus Center

East

Kegan International

10 December 2010


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Columbus Center Project10 December 2010

Agenda

I. Introduction to Kegan

II. Overview - Columbus Center Project

III. Conceptual DesignIV. Focus

I. High Rise Building The Tripod

II. Retail Center The Arch

V. Concluding Remarks

I. Costs and Benefits


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Kegan International

Project Members:

Jason COOK, Project Manager

Aurelie BLE, Structural Engineer

Sinan KETEN, Structural Engineer

Miriam SON, Architectural Engineer

Goldie KATZOFF, Construction Engineer


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Columbus Center

Project

Overview


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Columbus Center Project

Overview

Develop air rights spanning theMassachusetts Turnpike, I-90

Utilize the fragmented, small plots nearthe turnpike for structural supports

Create social and economical value forSouth End

Maintain financial appeal to investors


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Site Location

Downtown

Boston, MA

North Tipof the

South End


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Site Layout

16 17 18 19

Parcel 16: 101 Clarendon StreetParking structure to service new

development

Parcel 17: 100 Berkeley StreetHigh rise building with office and

residential space

Parcel 18: 171 Arlington StreetArch structure for retail shopping

Parcel 19: N/AUrban park environment


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Conceptual Design

Parcel 16-Parking Garage

Cantilever Structure

Design A: Concrete Segmental bridge idea

Pre-stressed & lightweight

Design B: Steel

Multi-story steel truss Prefabricate & install

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High Rise Conceptual Design

Conceptual Design

Parcel 17-High Rise

Design A: Tripod

Longest span at base Inherent lateral stability

Intriguing architecture

Design B: Hanging

Efficient use of material Column-free at grade


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Conceptual Design

Parcel 18-Retail Center

Design A: Arched Gravity Structure

Quick and easy erection

Design B: Arched Hanging Structure

Lighter structure

Less expensive


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Conceptual Design

Parcel 19-Park

Design: Hanging Platform

Concrete slab supported by3 piles

Overturning momentprevented by trussedbracing

Additional stability providedby cables


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Selected Focus

Parcel 17

The High Rise

Tripod Hanging

Parcel 18

The Arch

Hanging


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Design OverviewThe High Rise

Design OverviewStructural System

Constructability


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High Rise Design OverviewFinal Design


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High Rise Design Overview

Properties

Combination of Schemes Tripod main structure

Hanging floors

Traditional gravity supportedtop section

Structure Dimensions 57 stories, 720 ft tall

300 ft clear span at grade 60 ft minimum at intersection

135 ft span at top

700,000 sq. ft of floor space


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Structural SystemThe High Rise


Constructability


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High Rise Structural System

Overview

Main Structure

Crown

Core

Load Transfer

Foundation

Structural Analysis


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Main Structure

Main Structure

Exterior Columns

Tension Members

Floor Framing


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Exterior Columns

Function

Carries loads to ground Provides inherent lateral

stability and stiffness

Description

Triangular cross-section 76 degrees incline

Bottom to top tapering


Main Structure


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Exterior Columns

Materials

Two concentric built up steeltriangles

Concrete encased intriangular steel sections

Center kept hollow

Lowers weight

Avoids mass concrete heatdissipation problems

Increases moment of inertia


Main Structure


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Exterior Columns

Dimensions

Size determined byproportion of building

Appears robust andcommunicates stability

Bottom: 15 ft side

Top: 5 ft side


Main Structure


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Tension Members

Function

Carries floor loadsup to exteriormega-columns


Main Structure


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Tension Members

Description

Exterior members Solid steel rods

Placed at every five floors

Connected at floor-column intersection rather

than keeping angleconsistent


Main Structure


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Tension Members

Description

Interior members Solid steel rods

Each member carriesloads of varying number offloors


Main Structure


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Tension Members

Geometry

Exteriormembers sizedaccording to load

Interior membersplaced for

constant radius


Main Structure


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Floor Framing

Overview

First floor mostcritical

Large spans


Main Structure


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Floor Framing

Layout

Typical simple spanframes

Reduced unbracedlength, 8 ft on centerspacing

Corrugated metaldecking with one wayslabs


Main Structure


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Floor Framing

SAP Analysis

Floor framing Member sizing

Check for strength

Check for deflection


Main Structure


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Main Structure

Floor Framing

SAP analysis

Deformed Shape


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Deformed Shape


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The Crown

The Crown

Hat Truss

Mega-Columns


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The Crown

Hat Truss

Structure

Exterior steel truss on3 faces

W14 columns andchords, HSS diagonals

Interior truss for spanloads, lateral stability


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The Crown

Mega-Columns

Function

Carries gravity loads tothe transition intersection

Provides lateralresistance


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The Crown

Mega Columns

Structure

Same scheme as mainstructure

Gravity loads distributedto transfer system

Slabs and floor framinghelps lateral stability


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The Core

The Core

Function

Configuration


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The Core

Function

Access to floors

Resistance to inter-story drift

Support for floorframing


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The Core

Configuration Braced steel truss

Main structure Hung from transition

intersection

Larger triangle area

Crown Supported by transition

intersection

Smaller rectangulararea

Mainstructure

Crownstructure


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Load Transfer

Load Transfer

Main Structure Crown

Transition Tension Member -

Column/Girder Connection

Exterior members

Interior members


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Load Transfer

Main Structure Crown Transition

Function Point of intersection

of the main structureand crown

Distributes loads tomain structurecolumns

Provides bendingrigidity


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Load Transfer

Main Structure Crown Transition

Behavior Exterior mega-

truss diagonals forload transfer

Interior core forresisting bendingand drift

Floor framing forlateral stability


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Load Transfer

Tension Member - Column/GirderConnections

Description Exterior connections


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Load Transfer


Description Interior connections


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Load Transfer


Design considerations Typical connections

Double shear planes

Stiffeners

Hidden connections


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Load Transfer


On-site considerations Prefabricated welds

Accessibility of connections


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Structural Analysis

Structural Analysis

Main Structural Skeleton

Create geometry Dead, live and wind load combinations

Rigid floor assumption diaphragm

Find max forces on mega- columns

Core member sizing

Structural dynamics


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Structural Analysis

Structural Analysis

SAP Model of Main Structural Skeleton

Deformed shape Torsion mode

Sway mode


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Deformed Shape


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Fundamental Mode


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Second Mode


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Foundation

Foundation Considerations

Loads

Local Soil Structure Foundation for Each Column


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Loads

3 mega-columns

30,000 kips each Local Soil Structure

Organic deposits to -20 ft

Marine deposits to -105 ft

Bedrock at 105 ft


Foundation


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Foundation

Foundation forEach Column

(6) 4-ft diametercaissons underpile cap

Rock socket

length: 57 ft Caisson capacity:

5,270 kips


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ConstructabilityThe High Rise

Design ConceptsStructural Details

Constructability


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High Rise Constructability

Overview

Sequence

Schedule Projected construction

GANTT chart

Special Considerations


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Sequence

STAGE 1: Foundation

Clear site

Foundation

Drill

Caissons


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Sequence

STAGE 2: Column Construction

Stable under their own weightand wind loading up to height

of 300 ft

Transport prefabricated steelsections

Progressively fill with concrete


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Sequence


Erect a temporary bracingsystem at 252 ft

Provides lateral stability andstiffness


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Sequence


Continue construction


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Sequence


Erect a 2nd temporary bracingsystem at 450 ft


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Sequence


At 540 ft, reach transitionintersection

Inherent stiffness of tripodstructure goes into effect ascolumns meet and connectionconstructed


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Sequence

STAGE 3: Core, Rods, Flooring, Frame

Begin construction of core

Trailing the downward construction

of the core

Affix tension rods

Put in floors

Remove temporary bracing


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Sequence


Begin construction on the crown,building upwards, at 252 ft


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Sequence

Sequence


Continue with simultaneousconstruction

Building downwards on main

structure

Building upwards on crown


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Sequence

Sequence


Complete framing

Construction of hat truss

Construction of roof


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Sequence

Sequence

STAGE 4: Finishing

Timing overlaps with stage 3 Begin after the start of core

construction (Start-Start relationship)

Mechanical system

Faade

Interior finishing


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Special Considerations Mass Pike Related

Minimal highway closures

Build high rise from columns up

Utilization of climbing cranesthroughout

Safety considerations

Install safety net

Weary motorist

Provide screen to block their viewof construction

http://www.nps.gov/jeff/arch-const.htm


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On-site Storage Issues

Land surrounding columns can be used forimmediate storage

Parcel 16 can be taken advantage of to storematerials for as long as construction ofparking structure has not yet begun


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Design OverviewThe Arch


Constructability


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Total Area:

222,500 ft2

Land:21,900 ft2

Parcel 18: Retail Structure

Arch Site


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Structural SystemThe Arch


Constructability


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Arch Design Hanging Structure

Arch Structural System

Overview


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Maximal high : 71.76 ftInitial incline : 45


Optimal Shape Determination


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Concrete slabs 8 in thick

Double glazed glass roof 1 in thick

Steel frame

Arches and beams:

W section members Columns: Plain steel

tension member

Foundation LBE: concrete

Tied arch: plain steel

tension member


Materials and Description


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Ensure stability betweentwo arches

Carry roof loads of the

double glazed glass

52.80 ft wide and 4.92 ft high

W sections : W8x24

W8x10


Longitudinal Beam Description


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Tied arch:4in radius horizontal tensionmember

Soil nature:Organic Deposits until -20ftMarine Deposit until -100ftBedrock beyond -100ft

Foundations:LBE 4x9 ft at each end of the 14archesRock Socket length = 115 ft


Foundations


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ConstructabilityThe Arch

Design ConceptsStructural Details

Constructability


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Arch Constructability

Sequence STAGE 1: Foundation

Clear site

Drill

Caissons Arch Tie


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Sequence STAGE 2: Arch Erection

Off-site fabrication of segments

Truck-in and raise into place during

early morning hours Y-support, fixed at the center of the

highway to provide temporary support

Put up first two

arches concurrently


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Sequence STAGE 4: Tension Members

Put tension members into place

Pouring the first floor


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Sequence STAGE 6: Finishing Touches

Roof

Faade

Mechanical system Interior

Etc.


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Sequence Projected Time: 28 months

Start: June 2, 2008 End: October 25, 2010


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Considerations similar to high-rise

Exceptions

Highway closures in early morning hoursduring stage 1 of construction

Lifting members into place


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Concluding RemarksCosts & Benefits


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Costs & Benefits-The High Rise

Costs of the High Rise Structure

Gross estimate: $225,968,000

Material & construction costs: $82,000,000

Concrete: 17,000 CY @ $988/CY

Steel: 25,000 tons @ 2575/ton

Mechanical & electrical: $30,984,000

Difficulty factor scale: 2


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Costs and Benefits- The Arch

Cost of the Arch Structure

Gross estimate: $101,425,000

Material & construction costs: $91,000,000

Concrete: 19,000 cy @ $988/cy

Steel: 28,150 tons @ 2575/ton

Mechanical & electrical: $10,425,000


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Cost & Benefits

Benefits

The tripod high rise

Redefines the Boston skyline

Prime office space Penthouse rentals with magnificent views

The arch structure

Profitable retail space

Idea location near the high rise Brings life to the South End


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Thank You!

Go raibh mle maith agait!Merci!

Teekkrler!

Grazie!Gracias!

)YGEVMWXZ

Yuksek Katli Bina Tasarimi

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