Anthony Pacitti Jr.

Structural Emphasis

Spring 2005 Senior Thesis

Department of Architectural Engineering

Consultant: Dr. Memari

328 INNOVATION BUILDING328 INNOVATION BUILDINGCOLLEGE TOWNSHIP, CENTRE COUNTY, PACOLLEGE TOWNSHIP, CENTRE COUNTY, PA

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Primary Project TeamPrimary Project Team

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

Existing ConditionsExisting Conditions Location: Location:

College Township, Centre County, PennsylvaniaCollege Township, Centre County, Pennsylvania Cost: Cost:

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

Size:Size: 3 stories with 3 stories with 73,943 sq. ft73,943 sq. ft of tenant space of tenant space

Functions: Functions: Research and DevelopmentResearch and Development 10,000 sq. ft10,000 sq. ft LaboratoriesLaboratories 20,000 sq. ft20,000 sq. ft Corporate Office SpaceCorporate Office Space 43,943 sq. ft43,943 sq. ft

Project Delivery MethodProject Delivery Method: : Negotiated firm price with a General Contactor, including a Negotiated firm price with a General Contactor, including a

share of cost savings, provided the cost is lower than an share of cost savings, provided the cost is lower than an established bench mark.established bench mark.

Existing Floor SystemExisting Floor SystemTypical Bay Consists of:Typical Bay Consists of:

3-W16 X 26 Interior Beams3-W16 X 26 Interior Beams 2- W24 x 26 Girders2- W24 x 26 Girders 1- W16 x 26 , 1- W18 x 40 1- W16 x 26 , 1- W18 x 40

Connecting Into ColumnsConnecting Into Columns 3 inch Slab + 3 inch Deck3 inch Slab + 3 inch Deck

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

Existing Roof StructureExisting Roof StructureK Joist Roof SystemK Joist Roof System

22 K 4 Joists supported by W24 22 K 4 Joists supported by W24 x 68 Girderx 68 Girder

W16 x 26 Exterior Beam W16 x 26 Exterior Beam 1-1/2” 20 Gauge Type B Deck1-1/2” 20 Gauge Type B Deck 2 W 24 x 55 Beams Were 2 W 24 x 55 Beams Were

Added to Support the VAV Added to Support the VAV Mechanical SystemsMechanical Systems

Typical Bay of Roof

Existing FoundationExisting Foundation Square Footing and Strip FootingSquare Footing and Strip Footing

Square Footings Ranging in size Square Footings Ranging in size from 3’-0” x 3’-0” to 12’-0” x 12’-from 3’-0” x 3’-0” to 12’-0” x 12’-0”0”

Strip Footing Ranging in size Strip Footing Ranging in size from 1’-2” to 2’-0”from 1’-2” to 2’-0”

Existing Foundation Plan

Existing Lateral SystemExisting Lateral System

Existing Lateral System

6 Braced Frames6 Braced Frames4-North/South Direction4-North/South Direction2-West/East Direction2-West/East DirectionSeismic ControlsSeismic Controls

Typical Frames Are Typical Frames Are Composed of :Composed of :

2-W 10 Columns2-W 10 ColumnsVariety of W12, W16, W21, Variety of W12, W16, W21, W24 and HSS Compression W24 and HSS Compression and Tension Membersand Tension Members

Redesigned Building Redesigned Building OutlineOutline

Structural System Structural System Flat Plate System without beamsFlat Plate System without beams

• Floor systemFloor system• ColumnsColumns• Shear WallsShear Walls

Construction ScheduleConstruction Schedule Rescheduled for Concrete SystemRescheduled for Concrete System

Electrical System Electrical System Resize Main Distribution PanelResize Main Distribution Panel Resize BUS-DUCT to Each Floor and In the Main Distribution Resize BUS-DUCT to Each Floor and In the Main Distribution

PanelPanel Resize BreakersResize Breakers

Goals for New DesignGoals for New Design Direct Effect on the ScheduleDirect Effect on the Schedule Lower Overall CostLower Overall Cost More tenant Space with the More tenant Space with the

Additional 2 StoriesAdditional 2 Stories Increase Floor to Floor Increase Floor to Floor

HeightHeight

Redesigned Building SizeRedesigned Building Size 5-Story Building5-Story Building Total Height = 75’-0”Total Height = 75’-0” 14’-0’ Floor to Floor Height14’-0’ Floor to Floor Height Additional 50,000 sq. ft of Additional 50,000 sq. ft of

Floor Area Floor Area

Design LoadsDesign Loads

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

LIVE LOAD = 80 PSFLIVE LOAD = 80 PSF

Fy = 60,000 PSIFy = 60,000 PSI

F’c = 4,000 PSIF’c = 4,000 PSI

Direct Design CriteriaDirect Design Criteria MINIMUM OF THREE CONTINUOUS SPANS IN EACH MINIMUM OF THREE CONTINUOUS SPANS IN EACH

DIRECTIONDIRECTION

LONG-SPAN/ SHORT-SPAN RATIO NOT GREATER LONG-SPAN/ SHORT-SPAN RATIO NOT GREATER THAN 2THAN 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 SPANLONGER SPAN

ALL LOADS MUST BE DUE TO GRAVITY ONLYALL 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 LOADSERVICE DEAD LOAD

Flat Plate SystemFlat Plate System Slab ThicknessSlab Thickness

ACI 9.5c -Table 13-1 ACI 9.5c -Table 13-1 12” slab12” slab

Computing the Static MomentComputing the Static Moment

Exterior PanelExterior Panel• Negative Moment at the exterior end of the end span = 0.26MoNegative Moment at the exterior end of the end span = 0.26Mo• Positive Moment in the end span = 0.52 MoPositive Moment in the end span = 0.52 Mo• Negative Moment at the Interior end of the end span = 0.70 MoNegative Moment at the Interior end of the end span = 0.70 Mo

Interior PanelInterior Panel• Negative Moment = -0.65 MoNegative Moment = -0.65 Mo• Positive Moment = 0.35MoPositive Moment = 0.35Mo

East –West Column/Middle StripEast –West Column/Middle Strip

North-South Column/Middle StripNorth-South Column/Middle Strip

Moment Distribution Moment Distribution East West SlabStrip 2 A-2 B2 I2 J2

l-1 30.00 30.00 30.00l-n 28.17 28.17 28.17l-2 25.00 25.00 25.00wu 0.37 0.37 0.37Mo 909.91 909.91 909.91Coeff. -0.26 0.52 -0.70 -0.65 0.35 -0.65 -0.70 0.52 -0.26Moments -236.58 473.15 -636.94 -591.44 318.47 -591.44 -636.94 473.15 -236.58Total column moments -236.58 -226.30 -226.30 -236.58

Calculations of negative and Positive Moments for East-West Strip 1Strip 1 A-1 B-1 I-2 J-2

l-1 30.00 30.00 30.00l-n 28.17 28.17 28.17l-2 edge 12.75 12.75 12.75wu 0.37 0.37 0.37Mo 464.05 464.05 464.05Coeff. -0.26 0.52 -0.70 -0.65 0.35 -0.65 -0.70 0.52 -0.26Moments -120.65 241.31 -324.84 -301.63 162.42 -301.63 -324.84 241.31 -120.65column moment from slab load -120.65 -115.40 -115.40 -120.65

Wall Load 0.42 0.42 0.42Wall Mo 41.65 41.65 41.65Coeff. -0.26 0.52 -0.70 -0.26 0.52 -0.70 -0.26 0.52 -0.70Moments -10.83 21.66 -29.16 -10.83 21.66 -29.16 -10.83 21.66 -29.16Column Moments from wall load -10.83 -18.33 -18.33 -29.16Total 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-4North -South

l-1 25.00 25.00 25.00l-n 23.17 23.17 23.17l-2 30.00 30.00 30.00wu 0.37 0.37 0.37Mo 738.65 738.65 738.65Coeff. -0.26 0.52 -0.70 -0.65 0.35 -0.65 -0.70 0.52 -0.26Moments -192.05 384.10 -517.05 -480.12 258.53 -480.12 -517.05 384.10 -192.05Sum 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 25.00l-n 23.17 23.17 23.17l-2 edge 16.25 16.25 16.25wu 0.37 0.37 0.37Mo 400.10 400.10 400.10Coeff. -0.26 0.52 -0.70 -0.65 0.35 -0.65 -0.70 0.52 -0.26Moments -104.03 208.05 -280.07 -260.07 140.04 -260.07 -280.07 208.05 -104.03column moments from slab load -104.03 -99.50 -99.50 -99.50 -104.03

Wall Load 0.42 0.42 0.42Wall Mo 28.18 28.18 28.18Coeff. -0.26 0.52 -0.70 -0.26 0.52 -0.70 -0.26 0.52 -0.70Moments -7.33 14.65 -19.72 -7.33 14.65 -19.72 -7.33 14.65 -19.72Column Moments from wall load -7.33 -12.40 -12.40 -19.72Total Column Moments -111.35 -111.89 -111.89 -111.89 -111.89 -123.75

East -West Divison of Moment to Column and Middle StripLength of Strip 12.5 12.5 12.5 11.5

Column Strip Middle Strip Column Strip Middle StripExterior Negative Moment -236.58 -236.58 0.00Moment Coeff. 1.00 0.00 1.00 0.00Moment to Column and Middle Strips -236.58 0.00 -236.58 0.00Wall Moment 0.00 0.00 0.00 0.00Total Moment in Strip -236.58 0.00 -236.58 0.00As required(in^2) 5.39 0.00 5.39 0.00Min As (in^2) 3.60 3.60 3.60 3.31Steel 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 473.15 473.15Moment Coeff. 0.60 0.20 0.20 0.60 0.20Moment to Column and Middle Strips 283.89 94.63 94.63 283.89 94.63 0.00Wall Moment 0.00 0.00 0.00 0.00Total Moment in Strip 283.89 189.26 283.89 191.15As required(in^2) 6.47 4.31 6.47 4.36Min As (in^2) 3.60 3.60 3.60 3.31Steel 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 -591.44Moment Coeff. 0.75 0.125 0.125 0.75 0.125Moment to Column and Middle Strips -443.58 -73.93 -73.93 -443.58 -73.93 0.00Wall Moment 0.00 0.00 0.00 0.00Total Moment in Strip -443.58 -147.86 -443.58 -149.34As required(in^2) 10.11 3.37 10.11 3.40Min As (in^2) 3.60 3.60 3.60 3.31Steel 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 318.47 318.47Moment Coeff. 0.60 0.200 0.200 0.60 0.200Moment to Column and Middle Strips 191.08 63.69 63.69 191.08 63.69 0.00Wall Moment 0.00 0.00 0.00 0.00Total Moment in Strip 191.08 127.39 191.08 128.66As required(in^2) 4.36 2.90 4.36 2.93Min As (in^2) 3.60 3.60 3.60 3.31Steel 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

Design of Reinforcement Design of Reinforcement North SouthDivison of Moment to Column and Middle StripLength of Strip (ft) 12.5 17.5 12.5 17.5

Column Strip Middle Strip Column Strip Middle StripExterior Negative Moment -192.05 -192.05 0.00Moment Coeff. 1.00 0.00 1.00 0.00Moment to Column and Middle Strips -192.05 0.00 -192.05 0.00Wall Moment 0.00 0.00 0.00 0.00Total Moment in Strip -192.05 0.00 -192.05 0.00As required(in^2) 4.38 0.00 4.38 0.00Min As (in^2) 3.60 5.04 3.60 5.04Steel 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 384.10 384.10Moment Coeff. 0.60 0.20 0.20 0.60 0.20Moment to Column and Middle Strips 230.46 76.82 76.82 230.46 76.82 0.00Wall Moment 0.00 0.00 0.00 0.00Total Moment in Strip 230.46 153.64 230.46 160.04As required(in^2) 5.25 3.50 5.25 3.65Min As (in^2) 3.60 5.04 3.60 5.04Steel 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 -517.05Moment Coeff. 0.75 0.125 0.125 0.75 0.125Moment to Column and Middle Strips -387.79 -64.63 -64.63 -387.79 -64.63 0.00Wall Moment 0.00 0.00 0.00 0.00Total Moment in Strip -387.79 -129.26 -387.79 -134.65As required(in^2) 8.84 2.95 8.84 3.07Min As (in^2) 3.60 5.04 3.60 5.04Steel 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 258.53 258.53Moment Coeff. 0.60 0.200 0.200 0.60 0.200Moment to Column and Middle Strips 155.12 51.71 51.71 155.12 51.71 0.00Wall Moment 0.00 0.00 0.00 0.00Total Moment in Strip 155.12 103.41 155.12 107.72As required(in^2) 3.54 2.36 3.54 2.46Min As (in^2) 3.60 5.04 3.60 5.04Steel 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

-131.483.002.16

10 #5 bar @9"3.10

241.310.40 0.60

96.52 144.7821.66

166.443.792.16

9 #6 bar @10"3.96

-301.630.25 0.75

-75.41 -226.23-29.60

-255.835.832.16

14 #6 bar @6"6.16

162.420.40 0.60

64.97 97.4541.65

139.103.172.16

11 #5 bars @8"3.41

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

Exterior ColumnExterior Column 58”effective width 58”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 ColumnInterior Column Reinforcement in the slab was sufficient Reinforcement in the slab was sufficient

Deflection Deflection

INTERIOR PANELINTERIOR PANEL

DEAD LOAD =150 +50 =DEAD LOAD =150 +50 =165 PSF165 PSF SERVICE LOAD = 165 + 80 = SERVICE LOAD = 165 + 80 = 245 PSF245 PSF CONSTRUCTION LOAD = 2*150 = CONSTRUCTION LOAD = 2*150 = 300 PSF 300 PSF

CONTROLS CONTROLS

Deflection Deflection

Average deflection of the mid-spans Average deflection of the mid-spans of the column strips in one direction of the column strips in one direction added to the mid-span deflection of added to the mid-span deflection of the perpendicular middle strip.the perpendicular middle strip.

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

ColumnsColumns EXTERIOR COLUMN (FOR ALL FLOORS)EXTERIOR COLUMN (FOR ALL FLOORS)

22” X 22”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” X 22”22” X 22”• 12 #10 BAR 12 #10 BAR • # TIES @ 18”# TIES @ 18”• LAP SPLICE = 38 “LAP SPLICE = 38 “

Lateral System Design Lateral System Design LoadsLoads

WindWind Wind Speed = 90Wind Speed = 90 Exposure BExposure B Frequency = 3.07Frequency = 3.07 Pressure = 12 psfPressure = 12 psf

SeismicSeismic Site Classification B Site Classification B Category 3 (Occupancy)Category 3 (Occupancy) Group 1Group 1 Cs = 0.04Cs = 0.04 T = .484 secondsT = .484 seconds

Lateral System Design Lateral System Design LoadsLoads

SEISMIC – CONTROLLING FACTORSEISMIC – CONTROLLING FACTOR

Lateral System LayoutLateral System Layout

Shear Wall DesignShear Wall Design

Wall ThicknessWall Thickness 12”12” 25’ Length25’ Length 17 # 5 bars @ 18 o.c. Vertical Reinforcement17 # 5 bars @ 18 o.c. Vertical Reinforcement #4 at 12”o.c Horizontal Reinforcement#4 at 12”o.c Horizontal Reinforcement

ScheduleSchedule

Existing Electrical Riser Existing Electrical Riser DiagramDiagram

1600 AMP BREAKER

Existing Electrical Riser Existing Electrical Riser DiagramDiagram

1600 AMP BREAKER

1600 AMP BUS DUCT

Existing Electrical Riser Existing Electrical Riser DiagramDiagram

1600 AMP BREAKER

1500 AMP BREAKER

1600 BUS DUCT

Existing Electrical Riser Existing Electrical Riser DiagramDiagram

1600 AMP BREAKER

1000 AMP Plug-In Bus Way / CABLE

TAP CAP

1500 AMP BREAKER

1600 AMP BUS DUCT

New Electrical Riser New Electrical Riser DiagramDiagram

1600 AMP cap1600 AMP BUSDUCT-480/277

1500 AMP

2500 AMP BUS DUCT

2500 AMP

2500 AMP BREAKER

New Electrical Riser New Electrical Riser DiagramDiagram

1600 AMP cap1600 AMP BUSDUCT-480/277

1500 AMP

2500 AMP BUS DUCT

2500 AMP

2500 AMP BUS DUCT

2500 AMP BREAKER

New Electrical Riser New Electrical Riser DiagramDiagram

1600 AMP cap1600 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 New Electrical Riser DiagramDiagram

1600 AMP cap1600 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

New Electrical Riser New Electrical Riser DiagramDiagram

1600 AMP cap1600 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

ConclusionConclusion Flat Plate SystemFlat Plate System

Longer ScheduleLonger Schedule More Columns More Columns

Steel System = More SufficientSteel System = More Sufficient

THANK YOUTHANK YOU ROBERT L. KIMBALL & ASSOCIATESROBERT L. KIMBALL & ASSOCIATES

DON SMITHDON SMITH CHRIS BOWERSCHRIS BOWERS MATT MURPHYMATT MURPHY

RMP Co.RMP Co. ALL AE DEPARTMENT FACULTYALL AE DEPARTMENT FACULTY FRIENDS AND FAMILYFRIENDS AND FAMILY

QUESTIONS????QUESTIONS????