Primary Project Team Primary Project Team COLLEGE TOWNSHIP, CENTRE - - PDF document

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328 INNOVATION BUILDING 328 INNOVATION BUILDING Primary Project Team Primary Project Team COLLEGE TOWNSHIP, CENTRE COUNTY, PA COLLEGE TOWNSHIP, CENTRE COUNTY, PA ` Owner of Record: RMP Co . Anthony Pacitti Jr. Development Of Record :

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SLIDE 1

1

Anthony Pacitti Jr.

Structural Emphasis

Spring 2005 Senior Thesis Department of Architectural Engineering Consultant: Dr. Memari

328 INNOVATION BUILDING 328 INNOVATION BUILDING

COLLEGE TOWNSHIP, CENTRE COUNTY, PA COLLEGE TOWNSHIP, CENTRE COUNTY, PA

`

Primary Project Team Primary Project Team

Owner of Record: RMP Co. Development Of Record : Innovation Capital Partners, LP Architect : Robert L. Kimball & Associates Engineer: Robert L. Kimball & Associates General Contractor : Poole Anderson MEP : Subcontracted by Poole Anderson

Existing Conditions Existing Conditions

  • Location:

Location:

  • College Township, Centre County, Pennsylvania

College Township, Centre County, Pennsylvania

  • Cost:

Cost:

  • $10.1 Million for all onsite work, including tenant fit up allow

$10.1 Million for all onsite work, including tenant fit up allowances of $9.80 ances of $9.80 per rentable square foot per rentable square foot

  • Size:

Size:

  • 3 stories with

3 stories with 73,943 sq. ft 73,943 sq. ft of tenant space

  • f tenant space
  • Functions:

Functions:

  • Research and Development

Research and Development 10,000 sq. ft 10,000 sq. ft

  • Laboratories

Laboratories 20,000 sq. ft 20,000 sq. ft

  • Corporate Office Space

Corporate Office Space 43,943 sq. ft 43,943 sq. ft

  • Project Delivery Method

Project Delivery Method: :

  • Negotiated firm price with a General Contactor, including a shar

Negotiated firm price with a General Contactor, including a share of cost e of cost savings, provided the cost is lower than an established bench ma savings, provided the cost is lower than an established bench mark. rk.

Existing Floor System Existing Floor System

Typical Bay Consists of: Typical Bay Consists of:

  • 3

3-

  • W16 X 26 Interior Beams

W16 X 26 Interior Beams

  • 2

2-

  • W24 x 26 Girders

W24 x 26 Girders

  • 1

1-

  • W16 x 26 , 1

W16 x 26 , 1-

  • W18 x 40

W18 x 40 Connecting Into Columns Connecting Into Columns

  • 3 inch Slab + 3 inch Deck

3 inch Slab + 3 inch Deck

Figure 2--Typical bay (30’-0” -39’-0”)

Existing Roof Structure Existing Roof Structure

K Joist Roof System K Joist Roof System

  • 22 K 4 Joists supported by W24 x 68

22 K 4 Joists supported by W24 x 68 Girder Girder

  • W16 x 26 Exterior Beam

W16 x 26 Exterior Beam

  • 1

1-

  • 1/2

1/2” ” 20 Gauge Type B Deck 20 Gauge Type B Deck

  • 2 W 24 x 55 Beams Were Added to

2 W 24 x 55 Beams Were Added to Support the VAV Mechanical Systems Support the VAV Mechanical Systems Typical Bay of Roof

Existing Foundation Existing Foundation

  • Square Footing and Strip Footing

Square Footing and Strip Footing

  • Square Footings Ranging in size from

Square Footings Ranging in size from 3 3’ ’-

0” ” x 3 x 3’ ’-

0” ” to 12 to 12’ ’-

0” ” x 12 x 12’ ’-

0” ”

  • Strip Footing Ranging in size from

Strip Footing Ranging in size from 1 1’ ’-

  • 2

2” ” to 2 to 2’ ’-

0” ” Existing Foundation Plan

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SLIDE 2

2

Existing Lateral System Existing Lateral System

Existing Lateral System

  • 6 Braced Frames

6 Braced Frames

  • 4

4-

  • North/South Direction

North/South Direction

  • 2

2-

  • West/East Direction

West/East Direction

  • Seismic Controls

Seismic Controls

  • Typical Frames Are Composed of :

Typical Frames Are Composed of :

  • 2

2-

  • W 10 Columns

W 10 Columns

  • Variety of W12, W16, W21, W24

Variety of W12, W16, W21, W24 and HSS Compression and Tension and HSS Compression and Tension Members Members

Redesigned Building Outline Redesigned Building Outline

  • Structural System

Structural System

  • Flat Plate System without beams

Flat Plate System without beams

  • Floor system

Floor system

  • Columns

Columns

  • Shear Walls

Shear Walls

  • Construction Schedule

Construction Schedule

  • Rescheduled for Concrete System

Rescheduled for Concrete System

  • Electrical System

Electrical System

  • Resize Main Distribution Panel

Resize Main Distribution Panel

  • Resize BUS

Resize BUS-

  • DUCT to Each Floor and In the Main Distribution Panel

DUCT to Each Floor and In the Main Distribution Panel

  • Resize Breakers

Resize Breakers

Goals for New Design Goals for New Design

  • Direct Effect on the Schedule

Direct Effect on the Schedule

  • Lower Overall Cost

Lower Overall Cost

  • More tenant Space with the

More tenant Space with the Additional 2 Stories Additional 2 Stories

  • Increase Floor to Floor Height

Increase Floor to Floor Height

Redesigned Building Size Redesigned Building Size

  • 5

5-

  • Story Building

Story Building

  • Total Height = 75

Total Height = 75’ ’-

0” ”

  • 14

14’ ’-

0’ ’ Floor to Floor Height Floor to Floor Height

  • Additional 50,000 sq. ft of Floor Area

Additional 50,000 sq. ft of Floor Area

Design Loads Design Loads

  • DEAD LOAD = 165 PSF

DEAD LOAD = 165 PSF (12 (12” ”/12)(150PSF)+(15PSF) /12)(150PSF)+(15PSF)FLOORING

FLOORING

  • LIVE LOAD = 80 PSF

LIVE LOAD = 80 PSF

  • Fy = 60,000 PSI

Fy = 60,000 PSI

  • F

F’ ’c = 4,000 PSI c = 4,000 PSI

Direct Design Criteria Direct Design Criteria

  • MINIMUM OF THREE CONTINUOUS SPANS IN EACH

MINIMUM OF THREE CONTINUOUS SPANS IN EACH DIRECTION DIRECTION

  • LONG

LONG-

  • SPAN/ SHORT

SPAN/ SHORT-

  • SPAN RATIO NOT GREATER

SPAN RATIO NOT GREATER THAN 2 THAN 2

  • SUCCESSIVE SPAN LENGTHS IN EACH DIRECTION

SUCCESSIVE SPAN LENGTHS IN EACH DIRECTION SHALL NOT DIFFER BY MORE THAN ONE 1/3 THE SHALL NOT DIFFER BY MORE THAN ONE 1/3 THE LONGER SPAN LONGER SPAN

  • ALL LOADS MUST BE DUE TO GRAVITY ONLY

ALL LOADS MUST BE DUE TO GRAVITY ONLY

  • SERVICE LIVE LOAD SHALL EXCEED TWO TIMES THE

SERVICE LIVE LOAD SHALL EXCEED TWO TIMES THE SERVICE DEAD LOAD SERVICE DEAD LOAD

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SLIDE 3

3

Flat Plate System Flat Plate System

  • Slab Thickness

Slab Thickness

  • ACI 9.5c

ACI 9.5c -

  • Table 13

Table 13-

  • 1

1

  • 12

12” ” slab slab

  • Computing the Static Moment

Computing the Static Moment

  • Exterior Panel

Exterior Panel

  • Negative Moment at the exterior end of the end span = 0.26Mo

Negative Moment at the exterior end of the end span = 0.26Mo

  • Positive Moment in the end span = 0.52 Mo

Positive Moment in the end span = 0.52 Mo

  • Negative Moment at the Interior end of the end span = 0.70 Mo

Negative Moment at the Interior end of the end span = 0.70 Mo

  • Interior Panel

Interior Panel

  • Negative Moment =

Negative Moment = -

  • 0.65 Mo

0.65 Mo

  • Positive Moment = 0.35Mo

Positive Moment = 0.35Mo

East East – –West Column/Middle Strip West Column/Middle Strip North North-

  • South Column/Middle Strip

South Column/Middle Strip

Moment Distribution Moment Distribution

East West Slab Strip 2 A-2 B2 I2 J2 l-1 30.00 30.00 30.00 l-n 28.17 28.17 28.17 l-2 25.00 25.00 25.00 wu 0.37 0.37 0.37 Mo 909.91 909.91 909.91 Coeff.

  • 0.26

0.52

  • 0.70
  • 0.65

0.35

  • 0.65
  • 0.70

0.52

  • 0.26

Moments

  • 236.58

473.15

  • 636.94
  • 591.44

318.47

  • 591.44
  • 636.94

473.15

  • 236.58

Total column moments

  • 236.58
  • 226.30
  • 226.30
  • 236.58

Calculations of negative and Positive Moments for East-West Strip 1 Strip 1 A-1 B-1 I-2 J-2 l-1 30.00 30.00 30.00 l-n 28.17 28.17 28.17 l-2 edge 12.75 12.75 12.75 wu 0.37 0.37 0.37 Mo 464.05 464.05 464.05 Coeff.

  • 0.26

0.52

  • 0.70
  • 0.65

0.35

  • 0.65
  • 0.70

0.52

  • 0.26

Moments

  • 120.65

241.31

  • 324.84
  • 301.63

162.42

  • 301.63
  • 324.84

241.31

  • 120.65

column moment from slab load

  • 120.65
  • 115.40
  • 115.40
  • 120.65

Wall Load 0.42 0.42 0.42 Wall Mo 41.65 41.65 41.65 Coeff.

  • 0.26

0.52

  • 0.70
  • 0.26

0.52

  • 0.70
  • 0.26

0.52

  • 0.70

Moments

  • 10.83

21.66

  • 29.16
  • 10.83

21.66

  • 29.16
  • 10.83

21.66

  • 29.16

Column Moments from wall load

  • 10.83
  • 18.33
  • 18.33
  • 29.16

Total Column Moments

  • 131.48
  • 133.73
  • 133.73
  • 149.81

Moment Distribution Moment Distribution

Calculations of Negative and Positive Strip A B-1 B-2 B-3 B-4 North -South l-1 25.00 25.00 25.00 l-n 23.17 23.17 23.17 l-2 30.00 30.00 30.00 wu 0.37 0.37 0.37 Mo 738.65 738.65 738.65 Coeff.

  • 0.26

0.52

  • 0.70
  • 0.65

0.35

  • 0.65
  • 0.70

0.52

  • 0.26

Moments

  • 192.05

384.10

  • 517.05
  • 480.12

258.53

  • 480.12
  • 517.05

384.10

  • 192.05

Sum of column moments

  • 192.05
  • 183.70
  • 183.70
  • 183.70
  • 183.70
  • 183.70
  • 192.05

Strip B A-1 A-2 A-3 A-4 l-1 25.00 25.00 25.00 l-n 23.17 23.17 23.17 l-2 edge 16.25 16.25 16.25 wu 0.37 0.37 0.37 Mo 400.10 400.10 400.10 Coeff.

  • 0.26

0.52

  • 0.70
  • 0.65

0.35

  • 0.65
  • 0.70

0.52

  • 0.26

Moments

  • 104.03

208.05

  • 280.07
  • 260.07

140.04

  • 260.07
  • 280.07

208.05

  • 104.03

column moments from slab load

  • 104.03
  • 99.50
  • 99.50
  • 99.50
  • 104.03

Wall Load 0.42 0.42 0.42 Wall Mo 28.18 28.18 28.18 Coeff.

  • 0.26

0.52

  • 0.70
  • 0.26

0.52

  • 0.70
  • 0.26

0.52

  • 0.70

Moments

  • 7.33

14.65

  • 19.72
  • 7.33

14.65

  • 19.72
  • 7.33

14.65

  • 19.72

Column Moments from wall load

  • 7.33
  • 12.40
  • 12.40
  • 19.72

Total Column Moments

  • 111.35
  • 111.89
  • 111.89
  • 111.89
  • 111.89
  • 123.75

East -West Divison of Moment to Column and Middle Strip Length of Strip 12.5 12.5 12.5 11.5 Column Strip Middle Strip Column Strip Middle Strip Exterior Negative Moment

  • 236.58
  • 236.58

0.00 Moment Coeff. 1.00 0.00 1.00 0.00 Moment to Column and Middle Strips

  • 236.58

0.00

  • 236.58

0.00 Wall Moment 0.00 0.00 0.00 0.00 Total Moment in Strip

  • 236.58

0.00

  • 236.58

0.00 As required(in^2) 5.39 0.00 5.39 0.00 Min As (in^2) 3.60 3.60 3.60 3.31 Steel 18 #5 bars @ 8" 20 #4 bar @ 7" 18 #5 bars @ 8" 17 #4 bar @8" As of Steel Used 5.58 4.00 5.58 3.40 End Span Positive Moments 473.15 473.15 Moment Coeff. 0.60 0.20 0.20 0.60 0.20 Moment to Column and Middle Strips 283.89 94.63 94.63 283.89 94.63 0.00 Wall Moment 0.00 0.00 0.00 0.00 Total Moment in Strip 283.89 189.26 283.89 191.15 As required(in^2) 6.47 4.31 6.47 4.36 Min As (in^2) 3.60 3.60 3.60 3.31 Steel 15 #6 bars @ 10" 15 #5 bar @ 10" 15 #6 bars @ 10" 15 #5 bar @ 10" As of Steel Used 6.60 4.65 6.60 4.65 First Interior Negative Moment

  • 591.44
  • 591.44

Moment Coeff. 0.75 0.125 0.125 0.75 0.125 Moment to Column and Middle Strips

  • 443.58
  • 73.93
  • 73.93
  • 443.58
  • 73.93

0.00 Wall Moment 0.00 0.00 0.00 0.00 Total Moment in Strip

  • 443.58
  • 147.86
  • 443.58
  • 149.34

As required(in^2) 10.11 3.37 10.11 3.40 Min As (in^2) 3.60 3.60 3.60 3.31 Steel 25#6 bars @ 6" 20 #4 bar @ 7" 25#6 bars @ 6" 17 #4 bar @8" As of Steel Used 11.00 4.00 11.00 3.40 Interior Positive Moments 318.47 318.47 Moment Coeff. 0.60 0.200 0.200 0.60 0.200 Moment to Column and Middle Strips 191.08 63.69 63.69 191.08 63.69 0.00 Wall Moment 0.00 0.00 0.00 0.00 Total Moment in Strip 191.08 127.39 191.08 128.66 As required(in^2) 4.36 2.90 4.36 2.93 Min As (in^2) 3.60 3.60 3.60 3.31 Steel 15#5 bars @ 10" 20 #4 bar @ 7" 15#5 bars @ 10" 17 #4 bar @8" As of Steel Used 4.65 4.00 4.65 3.40

Design of Reinforcement Design of Reinforcement

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SLIDE 4

4

Design of Reinforcement Design of Reinforcement

North South Divison of Moment to Column and Middle Strip Length of Strip (ft) 12.5 17.5 12.5 17.5 Column Strip Middle Strip Column Strip Middle Strip Exterior Negative Moment

  • 192.05
  • 192.05

0.00 Moment Coeff. 1.00 0.00 1.00 0.00 Moment to Column and Middle Strips

  • 192.05

0.00

  • 192.05

0.00 Wall Moment 0.00 0.00 0.00 0.00 Total Moment in Strip

  • 192.05

0.00

  • 192.05

0.00 As required(in^2) 4.38 0.00 4.38 0.00 Min As (in^2) 3.60 5.04 3.60 5.04 Steel 15#5 bars @ 10" 17 #5 bar @ 10" 15#5 bars @ 10" 17 #5 bar @ 10" As of Steel Used 4.65 5.27 4.65 5.27 End Span Positive Moments 384.10 384.10 Moment Coeff. 0.60 0.20 0.20 0.60 0.20 Moment to Column and Middle Strips 230.46 76.82 76.82 230.46 76.82 0.00 Wall Moment 0.00 0.00 0.00 0.00 Total Moment in Strip 230.46 153.64 230.46 160.04 As required(in^2) 5.25 3.50 5.25 3.65 Min As (in^2) 3.60 5.04 3.60 5.04 Steel 18 #5 bars @ 8" 17 #5 bar @ 10" 18 #5 bars @ 8" 17 #5 bar @ 10" As of Steel Used 5.58 5.27 5.58 5.27 First Interior Negative Moment

  • 517.05
  • 517.05

Moment Coeff. 0.75 0.125 0.125 0.75 0.125 Moment to Column and Middle Strips

  • 387.79
  • 64.63
  • 64.63
  • 387.79
  • 64.63

0.00 Wall Moment 0.00 0.00 0.00 0.00 Total Moment in Strip

  • 387.79
  • 129.26
  • 387.79
  • 134.65

As required(in^2) 8.84 2.95 8.84 3.07 Min As (in^2) 3.60 5.04 3.60 5.04 Steel 15 #7 bars @ 6" 17 #5 bar @ 10" 15 #7 bars @ 6" 17 #5 bar @ 10" As of Steel Used 9.00 5.27 9.00 5.27 Interior Positive Moments 258.53 258.53 Moment Coeff. 0.60 0.200 0.200 0.60 0.200 Moment to Column and Middle Strips 155.12 51.71 51.71 155.12 51.71 0.00 Wall Moment 0.00 0.00 0.00 0.00 Total Moment in Strip 155.12 103.41 155.12 107.72 As required(in^2) 3.54 2.36 3.54 2.46 Min As (in^2) 3.60 5.04 3.60 5.04 Steel 12 #5 bars @ 12" 17 #5 bar @ 10" 12 #5 bars @ 12" 17 #5 bar @ 10" As of Steel Used 3.72 5.27 3.72 5.27 Edge Column

  • 120.65

1.00

  • 120.65
  • 10.83
  • 131.48

3.00 2.16 10 #5 bar @9" 3.10 241.31 0.40 0.60 96.52 144.78 21.66 166.44 3.79 2.16 9 #6 bar @10" 3.96

  • 301.63

0.25 0.75

  • 75.41
  • 226.23
  • 29.60
  • 255.83

5.83 2.16 14 #6 bar @6" 6.16 162.42 0.40 0.60 64.97 97.45 41.65 139.10 3.17 2.16 11 #5 bars @8" 3.41

Design of Reinforcement of Design of Reinforcement of Moment Transferred By Flexure Moment Transferred By Flexure

  • Exterior Column

Exterior Column

  • 58

58” ”effective width effective width

  • 7 of the column strip bars and adding 6 #6

7 of the column strip bars and adding 6 #6 bars in the region bars in the region

  • Interior Column

Interior Column

  • Reinforcement in the slab was sufficient

Reinforcement in the slab was sufficient

Deflection Deflection

  • INTERIOR PANEL

INTERIOR PANEL

  • DEAD LOAD =150 +50 =

DEAD LOAD =150 +50 =165 PSF 165 PSF

  • SERVICE LOAD = 165 + 80 =

SERVICE LOAD = 165 + 80 = 245 PSF 245 PSF

  • CONSTRUCTION LOAD = 2*150 =

CONSTRUCTION LOAD = 2*150 = 300 PSF 300 PSF

  • CONTROLS

CONTROLS

Deflection Deflection

  • Average deflection of the mid

Average deflection of the mid-

  • spans of the

spans of the column strips in one direction added to the column strips in one direction added to the mid mid-

  • span deflection of the perpendicular

span deflection of the perpendicular middle strip. middle strip.

  • Final deflection = 0.327 < l/360 and l/480.

Final deflection = 0.327 < l/360 and l/480.

Columns Columns

  • EXTERIOR COLUMN (FOR ALL FLOORS)

EXTERIOR COLUMN (FOR ALL FLOORS)

  • 22

22” ” X 22 X 22” ”

  • 4 #10 BAR

4 #10 BAR

  • # TIES @ 18

# TIES @ 18” ”

  • LAP SPLICE = 38

LAP SPLICE = 38” ”

  • INTERIOR COLUMN (FOR ALL FLOORS)

INTERIOR COLUMN (FOR ALL FLOORS)

  • 22

22” ” X 22 X 22” ”

  • 12 #10 BAR

12 #10 BAR

  • # TIES @ 18

# TIES @ 18” ”

  • LAP SPLICE = 38

LAP SPLICE = 38 “ “

Lateral System Design Loads Lateral System Design Loads

  • Wind

Wind

  • Wind Speed = 90

Wind Speed = 90

  • Exposure B

Exposure B

  • Frequency = 3.07

Frequency = 3.07

  • Pressure = 12 psf

Pressure = 12 psf

  • Seismic

Seismic

  • Site Classification B

Site Classification B

  • Category 3 (Occupancy)

Category 3 (Occupancy)

  • Group 1

Group 1

  • Cs = 0.04

Cs = 0.04

  • T = .484 seconds

T = .484 seconds

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SLIDE 5

5

Lateral System Design Loads Lateral System Design Loads

SEISMIC SEISMIC – – CONTROLLING FACTOR CONTROLLING FACTOR

Lateral System Layout Lateral System Layout Shear Wall Design Shear Wall Design

  • Wall Thickness

Wall Thickness

  • 12

12” ”

  • 25

25’ ’ Length Length

  • 17 # 5 bars @ 18 o.c. Vertical Reinforcement

17 # 5 bars @ 18 o.c. Vertical Reinforcement

  • #4 at 12

#4 at 12” ”o.c Horizontal Reinforcement

  • .c Horizontal Reinforcement

Schedule Schedule Existing Electrical Riser Diagram Existing Electrical Riser Diagram

1600 AMP BREAKER

Existing Electrical Riser Diagram Existing Electrical Riser Diagram

1600 AMP BREAKER 1600 AMP BUS DUCT

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SLIDE 6

6

Existing Electrical Riser Diagram Existing Electrical Riser Diagram

1600 AMP BREAKER 1500 AMP BREAKER 1600 BUS DUCT

Existing Electrical Riser Diagram Existing Electrical Riser Diagram

1600 AMP BREAKER 1000 AMP Plug-In Bus Way / CABLE TAP CAP 1500 AMP BREAKER 1600 AMP BUS DUCT

New Electrical Riser Diagram New Electrical Riser Diagram

1600 AMP cap 1600 AMP BUSDUCT-480/277 1500 AMP 2500 AMP BUS DUCT 2500 AMP

2500 AMP BREAKER

New Electrical Riser Diagram New Electrical Riser Diagram

1600 AMP cap 1600 AMP BUSDUCT-480/277 1500 AMP 2500 AMP BUS DUCT 2500 AMP

2500 AMP BUS DUCT 2500 AMP BREAKER

New Electrical Riser Diagram New Electrical Riser Diagram

1600 AMP cap 1600 AMP BUSDUCT-480/277 1500 AMP 2500 AMP BUS DUCT 2500 AMP

2500 AMP BUS DUCT 2500 AMP BREAKER 1500 AMP BREAKER

New Electrical Riser Diagram New Electrical Riser Diagram

1600 AMP cap 1600 AMP BUSDUCT-480/277 1500 AMP 2500 AMP BUS DUCT 2500 AMP

2500 AMP BUS DUCT 2500 AMP BREAKER 1500 AMP BREAKER 1600 AMP Plug-In Bus Way

slide-7
SLIDE 7

7

New Electrical Riser Diagram New Electrical Riser Diagram

1600 AMP cap 1600 AMP BUSDUCT-480/277 1500 AMP 2500 AMP BUS DUCT 2500 AMP

2500 AMP BUS DUCT 2500 AMP BREAKER 1500 AMP BREAKER 1600 AMP Plug In Bus Way ADDITIONAL FLOORS

Conclusion Conclusion

  • Flat Plate System

Flat Plate System

  • Longer Schedule

Longer Schedule

  • More Columns

More Columns

  • Steel System = More Sufficient

Steel System = More Sufficient

THANK YOU THANK YOU

  • ROBERT L. KIMBALL & ASSOCIATES

ROBERT L. KIMBALL & ASSOCIATES

  • DON SMITH

DON SMITH

  • CHRIS BOWERS

CHRIS BOWERS

  • MATT MURPHY

MATT MURPHY

  • RMP Co.

RMP Co.

  • ALL AE DEPARTMENT FACULTY

ALL AE DEPARTMENT FACULTY

  • FRIENDS AND FAMILY

FRIENDS AND FAMILY

QUESTIONS???? QUESTIONS????