slide1 n.
Download
Skip this Video
Loading SlideShow in 5 Seconds..
ASHA National Office Building PowerPoint Presentation
Download Presentation
ASHA National Office Building

Loading in 2 Seconds...

play fullscreen
1 / 28

ASHA National Office Building - PowerPoint PPT Presentation


  • 156 Views
  • Uploaded on

2011 AE Senior Thesis. ASHA National Office Building. Ryan Dalrymple 5 th year Structural Option BAE/MAE Advisor: Dr. Thomas Boothby. Photo Courtesy of Boggs & Partners Architects. Photo Courtesy of Boggs & Partners Architects. Presentation Outline. Introduction. Introduction

loader
I am the owner, or an agent authorized to act on behalf of the owner, of the copyrighted work described.
capcha
Download Presentation

PowerPoint Slideshow about 'ASHA National Office Building' - javen


An Image/Link below is provided (as is) to download presentation

Download Policy: Content on the Website is provided to you AS IS for your information and personal use and may not be sold / licensed / shared on other websites without getting consent from its author.While downloading, if for some reason you are not able to download a presentation, the publisher may have deleted the file from their server.


- - - - - - - - - - - - - - - - - - - - - - - - - - E N D - - - - - - - - - - - - - - - - - - - - - - - - - -
Presentation Transcript
slide1

2011 AE Senior Thesis

ASHA National Office Building

Ryan Dalrymple

5th year Structural Option

BAE/MAE

Advisor: Dr. Thomas Boothby

Photo Courtesy of Boggs & Partners Architects

Photo Courtesy of Boggs & Partners Architects

slide2

Presentation Outline

Introduction

Introduction

Thesis Objectives/Goals

Structural Depth

Floor System Comparison

Gravity System Design

ETABS Model

Recalculation of Seismic Loads

Lateral Design

Foundation Check

Construction Management Breadth

Cost Analysis

Schedule Analysis

Final Summary/Conclusions

Building Name: ASHA National Office

Location: 2200 Research Blvd

Rockville, MD 20850

Occupant: American-Speech-Language-Hearing Association

Occupancy Type: Office Building

Size:   133,870 sq. ft.

Number of Stories: 5 stories above grade/2 levels of underground parking

Dates of Construction: April 2006 – December 2007

Project Cost: $48,000,000

www.bing.com

slide3

Introduction

  • Structural System
  • Gravity System of Office Tower
    • Composite steel beam floor system
        • 3 ½” NW conc. on 2” 18 gauge composite metal deck
        • 3/4” diameter shear studs
        • Typical beam sizes: W21x44, W14x22, W18x35
        • Columns are W12 and W14 members
  • Gravity System of Subgrade Parking Structure
    • Two-way flat slab system with drop panels
        • 9” thick slab with 5 ½” thick drop panels
        • Drop panels typically 7’-0”x9’-0” and 10’-0x10’-0”
        • 5000 psi concrete
        • Typical concrete column sizes: 18”x30” and 24”x21”
  • Lateral System
    • 4 shear walls/braced frames
    • Shear walls in subgrade parking structure
    • Braced frames in office tower
  • Foundation
    • Primarily spread footings
    • Range from 4’-0”x4’-0” to 11’-0”x11’-0”
    • 12” to 36” deep

Typical Framing Plan

slide4

Introduction

  • Structural System
  • Gravity System of Office Tower
    • Composite steel beam floor system
        • 3 ½” NW conc. on 2” 18 Ga. composite metal deck
        • 3/4” diameter shear studs
        • Typical beam sizes: W21x44, W14x22, W18x35
        • Columns are W12 and W14 members
  • Gravity System of Subgrade Parking Structure
    • Two-way flat slab system with drop panels
        • 9” thick slab with 5 ½” thick drop panels
        • Drop panels typically 7’-0”x9’-0” and 10’-0x10’-0”
        • 5000 psi concrete
        • Typical concrete column sizes: 18”x30” and 24”x21”
  • Lateral System
    • 4 shear walls/braced frames
    • Shear walls in subgrade parking structure
    • Braced frames in office tower

Parking Level Framing Plan

  • Foundation
    • Primarily spread footings
    • Range from 4’-0”x4’-0” to 11’-0”x11’-0”
    • 12” to 36” deep
slide5

Introduction

  • Structural System
  • Gravity System of Office Tower
    • Composite steel beam floor system
        • 3 ½” NW conc. on 2” 18 Ga. composite metal deck
        • 3/4” diameter shear studs
        • Typical beam sizes: W21x44, W14x22, W18x35
        • Columns are W12 and W14 members
  • Gravity System of Subgrade Parking Structure
    • Two-way flat slab system with drop panels
        • 9” thick slab with 5 ½” thick drop panels
        • Drop panels typically 7’-0”x9’-0” and 10’-0x10’-0”
        • 5000 psi concrete
        • Typical concrete column sizes: 18”x30” and 24”x21”
  • Lateral System
    • 4 shear walls/braced frames
    • Shear walls in subgrade parking structure
    • Braced frames in office tower
  • Foundation
    • Primarily spread footings
    • Range from 4’-0”x4’-0” to 11’-0”x11’-0”
    • 12” to 36” deep

Typical Framing Plan

slide6

Introduction

  • Structural System
  • Gravity System of Office Tower
    • Composite steel beam floor system
        • 3 ½” NW conc. on 2” 18 Ga. composite metal deck
        • 3/4” diameter shear studs
        • Typical beam sizes: W21x44, W14x22, W18x35
        • Columns are W12 and W14 members
  • Gravity System of Subgrade Parking Structure
    • Two-way flat slab system with drop panels
        • 9” thick slab with 5 ½” thick drop panels
        • Drop panels typically 7’-0”x9’-0” and 10’-0x10’-0”
        • 5000 psi concrete
        • Typical concrete column sizes: 18”x30” and 24”x21”
  • Lateral System
    • 4 shear walls/braced frames
    • Shear walls in subgrade parking structure
    • Braced frames in office tower
  • Foundation
    • Primarily spread footings
    • Range from 4’-0”x4’-0” to 11’-0”x11’-0”
    • 12” to 36” deep

Partial Foundation Plan

slide7

Introduction

  • Architecture
  • Building façade of office tower consists of a window wall system and precast concrete spandrels
  • Plaza level spaces:
    • Lobby
    • Conference Rooms
    • Pre-function Space
    • Café and Kitchen
    • Gym
  • 2nd – 5th Floor spaces:
    • Offices
    • Cubicles
  • One of the main architectural themes is curves to mimic the sound waves in the ASHA logo

www.asha.org

Pre-function Space

Curved Glass Curtain Wall

slide8

Presentation Outline

Thesis Objectives/Goals

Introduction

Thesis Objectives/Goals

Structural Depth

Floor System Comparison

Gravity System Design

ETABS Model

Recalculation of Seismic Loads

Lateral Design

Foundation Check

Construction Management Breadth

Cost Analysis

Schedule Analysis

Final Summary/Conclusions

  • Investigate the feasibility of changing the structural system of the office tower to reinforced concrete
    • Creates continuity with the concrete parking structure below
    • May eliminate the need for shear walls/braced frames
  • Architectural Breadth (Not Presented)
    • Explore impact of additional columns needed for two-way flat slab floor system
    • Create layout for Plaza level floor plan
  • Construction Management Breadth (Presented)
    • Cost Analysis
    • Schedule Analysis
  • Structural Depth
      • Explore two different floor systems
        • Two-way flat slab w/ drop panels
        • One-way slab and beam
      • Design gravity system
        • Design floor system
        • Design columns
      • Design lateral system
        • Determine if gravity members are adequate to resist gravity loads
        • Design shear walls if needed
      • Explore impact on foundations
slide9

Presentation Outline

Floor System Comparison

Introduction

Thesis Objectives/Goals

Structural Depth

Floor System Comparison

Gravity System Design

ETABS Model

Recalculation of Seismic Loads

Lateral Design

Foundation Check

Construction Management Breadth

Cost Analysis

Schedule Analysis

Final Summary/Conclusions

  • Two-way Flat Slab System w/ Drop Panels
    • 9” slab w/ 4 ½” drop panels
    • Drop panels generally 9’-0”x7’-0”
    • Concrete compressive strength of 5000 psi
    • Reinforcing designed to be #5 bars
    • Column strip and middle strip reinforcing designed in spSlab

spSlab Reinforcement Diagram Col. Line C

spSlab Model Col. Line C

slide10

Floor System Comparison

  • Two-way Flat Slab System w/ Drop Panels
    • 9” slab w/ 4 ½” drop panels
    • Drop panels generally 9’-0”x7’-0”
    • Concrete compressive strength of 5000 psi
    • Reinforcing designed to be #5 bars
    • Column strip and middle strip reinforcing designed in spSlab

Typical Framing Plan – Two-way Flat Slab

spSlab Model Col. Line C

slide11

Floor System Comparison

  • One-Way Slab and Beam System
    • 9” slab w/ #5 bars at 6” o.c.
    • Concrete compressive strength of 5000 psi
    • Flexural and shear reinforcing for one-way beams designed using spBeam
    • Beams are typically 18” wide and range from 12” to 26” deep

spBeam Reinforcement Diagram Col. Line C

spBeam Model Col. Line C

slide12

Floor System Comparison

  • One-Way Slab and Beam System
    • 9” slab w/ #5 bars at 6” o.c.
    • Concrete compressive strength of 5000 psi
    • Flexural and shear reinforcing for one-way beams designed using spBeam
    • Beams are typically 18” wide and range from 12” to 26” deep

Typical Framing Plan – One-way Slab and Beams

spBeam Model Col. Line C

slide13

Floor System Comparison

  • One-Way Slab and Beam System
    • 9” slab w/ #5 bars at 6” o.c.
    • Concrete compressive strength of 5000 psi
    • Flexural and shear reinforcing for one-way beams designed using spBeam
    • Beams are typically 18” wide and range from 12” to 26” deep

Typical Framing Plan – One-way Slab and Beams

spBeam Model Col. Line C

slide14

Floor System Comparison

Cost Comparison

Two-way flat slab system

~$20.05/sq. ft.

One-way slab and beam system

~$20.29/sq. ft.

Floor Plan Impacts

Two-way flat slab system

25 additional columns

One-way slab and beam system

No additional columns

Plaza Level Floor Plan

One-way slab and beam system ultimately chosen for thesis redesign!

slide15

Presentation Outline

Gravity System Design

Introduction

Thesis Objectives/Goals

Structural Depth

Floor System Comparison

Gravity System Design

ETABS Model

Recalculation of Seismic Loads

Lateral Design

Foundation Check

Construction Management Breadth

Cost Analysis

Schedule Analysis

Final Summary/Conclusions

  • Beam layout created
  • Beam and column widths generally kept the same for constructability
  • Four transfer girders required, which were designed using spBeam

Typical Framing Plan

slide16

Gravity System Design

  • Column Design
  • Columns designed using spColumn
  • Columns spliced once at level 4
  • Typical column sizes below splice:
  • Interior: 18x24 in
  • Exterior: 18x21 in
  • Typical column sizes above splice:
  • Interior: 18x20 in
  • Exterior: 18x18 in
slide17

Gravity System Design

  • Column Design
  • Columns designed using spColumn
  • Columns spliced once at level 4
  • Typical column sizes below splice:
  • Interior: 18x24 in
  • Exterior: 18x21 in
  • Typical column sizes above splice:
  • Interior: 18x20 in
  • Exterior: 18x18 in
slide18

ETABS Model

Presentation Outline

  • The self-weight of the columns and beams is accounted for in the model
  • Rigid end zones are applied to all beams with a reduction of 50%
  • The slabs are considered to act as rigid diaphragms
  • The self-weight of the slab is applied as an additional area mass on the rigid diaphragm
  • P-∆ effects are considered
  • The moment of inertia for columns = 0.7Ig
  • The moment of inertia for beams = 0.35Ig
  • The compressive strength of all concrete is 5000 psi

Introduction

Thesis Objectives/Goals

Structural Depth

Floor System Comparison

Gravity System Design

ETABS Model

Recalculation of Seismic Loads

Lateral Design

Foundation Check

Construction Management Breadth

Cost Analysis

Schedule Analysis

Final Summary/Conclusions

slide19

Recalculation of Seismic Loads

Presentation Outline

Introduction

Thesis Objectives/Goals

Structural Depth

Floor System Comparison

Gravity System Design

ETABS Model

Recalculation of Seismic Loads

Lateral Design

Foundation Check

Construction Management Breadth

Cost Analysis

Schedule Analysis

Final Summary/Conclusions

  • Building weight and seismic loads calculated by hand
  • R = 3.0 for ordinary concrete moment frame
  • Fundamental periods obtained from ETABS along principle axes exceeded CuTa
  • CuTa was used as the design period to calculate seismic loads
slide20

Lateral Design

Presentation Outline

Introduction

Thesis Objectives/Goals

Structural Depth

Floor System Comparison

Gravity System Design

ETABS Model

Recalculation of Seismic Loads

Lateral Design

Foundation Check

Construction Management Breadth

Cost Analysis

Schedule Analysis

Final Summary/Conclusions

  • Drift and Displacement Check
  • Allowable seismic story drift for a building in occupancy category II is 0.02hsx
  • Accepted standard for total building displacement for wind loads is L/400
slide21

Lateral Design

  • Drift and Displacement Check
  • Allowable seismic story drift for a building in occupancy category II is 0.02hsx
  • Accepted standard for total building displacement for wind loads is L/400
slide22

Lateral Design

  • Lateral Design of Beams and Columns
    • Beams and columns checked to determine if they are sufficient to resist wind and seismic loads
    • Moments on beams due to wind and seismic loads obtained from ETABS and input into spBeam models
    • Axial loads and moments on columns due to wind and seismic loads input into spColumn
  • Conclusions
    • Shear reinforcing had to be increased in half of the beams
    • Top reinforcing had to be increased for a few beams
    • Bottom reinforcing sufficient for all beams
    • Some edge beams in E-W direction had to be increased in size
  • Columns did not have to be upsized
  • Reinforcing had to be increased in some columns

Typical Framing Plan

  • Inherent moment resistance of concrete structure is sufficient to resist lateral loads
  • Shear walls are not needed!
slide23

Foundation Check

Presentation Outline

Introduction

Thesis Objectives/Goals

Structural Depth

Floor System Comparison

Gravity System Design

ETABS Model

Recalculation of Seismic Loads

Lateral Design

Foundation Check

Construction Management Breadth

Cost Analysis

Schedule Analysis

Final Summary/Conclusions

  • The spread footing at G-3 was redesigned for additional dead load from concrete structure
  • Existing 11’-0”x11’-0” footing had to be increased to 12’-0”x12’-0”
  • Reinforcing was designed by hand
  • Punching shear was checked for the 36” deep footing and was found to be adequate

Partial Foundation Plan

slide24

Construction Management Breadth

Presentation Outline

Introduction

Thesis Objectives/Goals

Structural Depth

Floor System Comparison

Gravity System Design

ETABS Model

Recalculation of Seismic Loads

Lateral Design

Foundation Check

Construction Management Breadth

Cost Analysis

Schedule Analysis

Final Summary/Conclusions

  • Cost Analysis
    • Cost information for existing structure obtained from Davis Construction
    • Costs obtained from Davis Construction were adjusted using historical cost indices found in RS Means
    • Detailed concrete, formwork, and reinforcement takeoffs were done by hand
    • RS Means used to obtain unit prices for concrete structure
slide25

Construction Management Breadth

Cost Comparison

Existing Steel Structure Cost: $5,475,712

Concrete Redesign Cost: $6,000,013

slide26

Construction Management Breadth

Presentation Outline

Construction Schedule – Concrete Redesign

Introduction

Thesis Objectives/Goals

Structural Depth

Floor System Comparison

Gravity System Design

ETABS Model

Recalculation of Seismic Loads

Lateral Design

Foundation Check

Construction Management Breadth

Cost Analysis

Schedule Analysis

Final Summary/Conclusions

Schedule Comparison

Construction Schedule – Existing Steel Structure

Total Duration = 61 days

Total Duration = 108 days

slide27

Final Summary/Conclusions

Presentation Outline

Introduction

Thesis Objectives/Goals

Structural Depth

Floor System Comparison

Gravity System Design

ETABS Model

Recalculation of Seismic Loads

Lateral Design

Foundation Check

Construction Management Breadth

Cost Analysis

Schedule Analysis

Final Summary/Conclusions

  • One-way slab and beam system was chosen as the floor system for the office tower
  • The inherent moment resistance of the concrete structure is sufficient to resist the lateral loads
  • Shear walls are not needed, which increases the flexibility of the floor plan
  • The concrete redesign is approximately $500,000 more than the existing steel structure
  • The construction duration for the concrete redesign is significantly longer than for steel
  • The concrete redesign is a viable alternative, although composite steel is most likely the best structural system
slide28

Acknowledgements

American Speech-Language-Hearing Association

Cagley & Associates

Frank Malits

Susan Burmeister

Boggs & Partners Architects

Mike Patton

Vanderweil Engineers

Davis Construction

T.J. Sterba

Penn State AE Faculty

Dr. Thomas Boothby

Dr. Linda Hanagan

Dr. Andres Lepage

Dr. Louis Geschwinder

Professor Parfitt

Professor Holland

Thank you for listening!