Presentation: Prudential Center Overview - Thornton Tomasetti
Prudential Center Newark (NJ Devils) Arena Newark, New Jersey
Presented by:
Armindo Monteiro, P.E. Chris Christoforou, P.E.
February 27, 2008
Newark Arena
§ General Information § Arena Design § § § §
Foundations Main Bowl Auxiliary Structures Roof
§ Construction
Design & Construction Team: § § § § § § § § § §
Developer / Owner : Design Architect : Exterior Architect : Structural Engineer : Associate Engineer : Geotechnical Eng. : MEP Engineer : CM / GC: Steel Contractor: Concrete Contractor:
NJ Devils / City of Newark HOK SVE Morris Adjmi Architects Thornton Tomasetti KS Engineers Langan Engineering R.G. Vanderweil Gilbane Cives / Cornell Durrant / D’Annunzio
Arena – Site Location
Downtown Newark Master Plan Parking
Office
NEWARK ARENA Retail/Entertainment
Commercial Hotel Parking Commercial Residential Commercial
Master Plan
Arena Stats
§ § § § §
Construction Cost $360 Million Overall Plan Dimensions 480’ x 620’ 858,000 sq.ft. on Six Levels 17,600 Seats + 78 Luxury Suites Start: Fall ‘05 End: October ‘07
Newark Arena
§ General Information § Arena Design § § § §
Foundations Main Bowl Auxiliary Structures Roof
§ Construction
Site Challenges § Tight Urban Site § Existing Adjacent Historic Buildings § Underground Utilities § Site on a Landfill § Main Concourse on Grade Vs Elevated § Excavation Concerns § Final Scheme – Service Level on Grade § Total Height = 156’
Foundation Design § Shallow Foundations § Bearing on Loose Soil and Fills § Initial Design for 2 tsf Bearing § Dynamic Compaction / Soil Improvement § Redesign for 3 tsf § Cost savings in Concrete, Rebar, Formwork
Dynamic Compaction § Soil Improvement process § Performed on loose, soft soils § Drop 10 to 20 ton weights § Drop from 90 ft height § Penetrates and densifies soil layers up to 35 ft deep § Works best for sandy soils
Stages of Dynamic Compaction
Stage 1
Stage 2
Stage 3
Stage 4
Dynamic Compaction Plan
Isolation Trenches
Test Location
SPT (Standard Penetration Test)
Improvement Graphs
Foundation Plan Designed for 2 TSF
Foundation Plan Designed for 3 TSF
25%30% Rebar and Concrete Saved
Foundation Site Photos
Foundation Site Photos
Newark Arena
§ General Information § Arena Design § § § §
Foundations Main Bowl Auxiliary Structures Roof
§ Construction
Newark Arena Layout 500 ft Office Building
325 ft
Loading Dock & Ramp
Practice Ice Rink
480 ft Main Arena No expansion Joint
S11
120 ft
Main Entry Cylinders
Material Selection § Choice of construction materials critical to schedule § Multiple Schemes evaluated by A/E, CM, and Owner: § ALL CIP CONCRETE SUPERSTRUCTURE § ALL STEEL STRUCTURE § HYBRID STRUCTURE § CM upon evaluation of options concluded that the ALL STEEL STRUCTURE was the most feasible for this site
Structural SystemSummary §
All steel structure
§
Code: IBC 2000, New Jersey Edition
§
GRAVITY SYSTEM §
Composite Beams with Composite Metal Deck – 2”M.D+ 4 ½” N.W (nonfireproofed) – Typical span = 8’ to 9’ – Mild reinforcing was used to control shrinkage cracking and resist heavy concourse loads – Girders spanned in shorter radial direction (18 to 40 ft spans). Typically 24 to 30inch depth – Beams spanned in longitudinal direction (typ. 30 to 36 ft). Typically 14 to 18inch depth.
Structural SystemSummary §
GRAVITY SYSTEM – cont. §
Seating bowl – Stadia units are precast double or triple units – Precast units span to steel raker beams in radial bents above 1 st concourse level – Lower bowl all precast (including rakers and columns) to facilitate high roof erection
Structural SystemSummary §
MAIN ARENA LATERAL SYSTEM §
WIND LOADS – Exposure B – V=100 mph – I=1.15
§
SEISMIC LOADS – Seismic Design Category B – R=3 (no special seismic detailing) – I=1.25
§
Wind loads predominantly control design
Structural SystemSummary §
MAIN ARENA LATERAL SYSTEM – cont. §
BRACED FRAMES not feasible – Architectural layout and circulation patterns – Used above the upper deck level to high roof
§
MOMENT FRAMES – most viable option! – All radial bents contained moment frames – Allowed construction sequence flexibility – Deep girders required for gravity combined with shorter radial bays, made MF efficient
Structural SystemSummary §
MAIN ARENA LATERAL SYSTEM §
MOMENT FRAMES – cont. – Continuous ring moment frame used to resist torsional loads and overall stability – Balanced stiffness nature of MF: No expansion joints – Sloped rakers acted as braces
Design and Analysis Tools
STAAD.Pro
SAP2000
RAM
AutoCAD3D
Arena East/West Bent Elevation
Gravity Frames Moment Frames
S510
Precast Concrete
Arena – North/South Bent Elevation
Moment Frames
Precast Concrete
Structural SystemMain Concourse Transfer Area
P re c
a s t C
oncr
S13
S510
Ic e R in k
Moment Frames
e t e
Newark ArenaConcrete Encased Steel Columns
~30’ Long Columns at Main concourse. 10’15’ is encased. Increase Stiffness, Controls drift Saves steel (W14 Col instead W30) S510
§ § § §
S510
Structural SystemSuite1 Level
Moment Frames
Precast Tub Support At Suite1 Level
S510
Structural SystemSuite2 Level
Moment Frames
Precast Tub Support At Suite2 Level
Height
Requirement!
S510
Structural SystemUpper Concourse Level
Moment Frames Raker Trusses Rakers Sloped Braces
Raker Trusses
§ Support precast seating § Up to ~50’ in length and ~20’ of cantilever § Vibration checked for prescribed criteria
Precast Tub Support At Upper Concourse Level
Structural SystemUpper Deck Level
S510
Verti
Moment Frames Diagonal Braces Vertical Braces
cal B
races
Newark ArenaVertical Braces in Elevation
Arena – Practice Ice Rink
S11
Practice Ice Rink
Moment Frames
Arena Main Entry Cylinders
S11
Main Entry Cylinders
Main Entry Cylinders 71 ft
118 ft
14 ft
Main Entry Cylinders § Main architectural focal point of arena § Clad with glass, faceted to create cylinder shape § No horizontal diaphragm bracing § Moment frame system with tie backs at 3 levels used
Columns = HSS 16” dia. typ. = moment frame (TS 14x14 typ.) = girt (TS 6 x 6 typ.)
Cylinders Ties Ÿ Curved tubes act as tension/compression rings Ÿ Deliver load to tie backs and brace columns
TYP. at Main Concourse & Upper Concourse
At Roof
Main Entry Cylinders § Cylinders were modeled in SAP with main arena structure to study compatability § Fasttrack nature of project did not allow time for wind tunnel study § Code mandated wind loads applied at varying angles and directions
Cylinders Wind Analysis
Cylinders Wind Analysis
Cylinders Wind Analysis
Cylinders Wind Analysis
Cylinders Wind Analysis
Cylinders Wind Analysis
Cylinders Wind Analysis
Cylinders Wind Analysis
Cylinders Wind Analysis
Cylinders Wind Analysis
Cylinders Wind Analysis
Cylinders Wind Analysis
Cylinders – Deflected Shape
Newark Arena
§ General Information § Arena Design § § § §
Foundations Main Bowl Auxiliary Structures Roof
§ Construction
Overall Roof Plan Dimensions ~500’
~370
~480’
’
~325’ HIGH
ROO
F
LOW ROOF
Options Studied § Truss Economy: § Tonnage § Ease of Fabrication/ Maximize Shop Assembly § Ease of Erection § Functionality
§ Many schemes have been evaluated, but it came down to these: § OneWay Conventional Trusses – Light, Difficult Fabrication, Obstructive § OneWay TiedArch Trusses – Lighter, Easier Fabrication, Open Layout
Comparison of Truss Schemes
Conventional Truss
TiedArch Truss
Typical High Roof Super Truss Elevation Bridging Trusses ~48’
~12’
Tension Tie
§ § § §
Span ~370’ between bowl columns Total Depth 48’ with panel points @ 10’ o.c. Bracing Trusses ~40’ spacing Press, Catwalks, Rigging hung from truss
High Roof – Top Chord Plan
S510
370 f
t
47’
Horizontal braces Main Roof Trusses Vertical Braces Bridging Trusses
35’
High Roof Bottom Chord Plan
S510
Verti
Moment Frames Diagonal Braces Vertical Braces
cal B
races
High Roof –Tension Tie/Catwalk Plan
S co reb Riggin oard g
S510
Catw al k
P ress
Level
Newark Arena
§ General Information § Arena Design § § § §
Foundations Main Bowl Auxiliary Structures Roof
§ Construction
Erection Sequence FOURTH LIFT
THIRD LIFT
SECOND LIFT
FIRST LIFT
S13
Erection Sequence
High Roof Truss Erection Sequence
Shoring Towers Footings For Shoring Towers
Ground Breaking Ceremony (Oct. 3, 2005)
Construction / Site Observation
04/03/2006
First steel erection (March 2, 2006)
04/10/2006
04/07/2006
Construction / Site Observation
05/08/2006
06/09/2006
Construction / Site Observation
Construction / Site Observation
Arena Quantities
§ 8,500 tons of Steel § 25,000 cubic yards of Concrete
Questions?
Presented by:
Armindo Monteiro, P.E. Chris Christoforou, P.E.
February 27, 2008
Newark Arena
§ General Information § Arena Design § § § §
Foundations Main Bowl Auxiliary Structures Roof
§ Construction
Design & Construction Team: § § § § § § § § § §
Developer / Owner : Design Architect : Exterior Architect : Structural Engineer : Associate Engineer : Geotechnical Eng. : MEP Engineer : CM / GC: Steel Contractor: Concrete Contractor:
NJ Devils / City of Newark HOK SVE Morris Adjmi Architects Thornton Tomasetti KS Engineers Langan Engineering R.G. Vanderweil Gilbane Cives / Cornell Durrant / D’Annunzio
Arena – Site Location
Downtown Newark Master Plan Parking
Office
NEWARK ARENA Retail/Entertainment
Commercial Hotel Parking Commercial Residential Commercial
Master Plan
Arena Stats
§ § § § §
Construction Cost $360 Million Overall Plan Dimensions 480’ x 620’ 858,000 sq.ft. on Six Levels 17,600 Seats + 78 Luxury Suites Start: Fall ‘05 End: October ‘07
Newark Arena
§ General Information § Arena Design § § § §
Foundations Main Bowl Auxiliary Structures Roof
§ Construction
Site Challenges § Tight Urban Site § Existing Adjacent Historic Buildings § Underground Utilities § Site on a Landfill § Main Concourse on Grade Vs Elevated § Excavation Concerns § Final Scheme – Service Level on Grade § Total Height = 156’
Foundation Design § Shallow Foundations § Bearing on Loose Soil and Fills § Initial Design for 2 tsf Bearing § Dynamic Compaction / Soil Improvement § Redesign for 3 tsf § Cost savings in Concrete, Rebar, Formwork
Dynamic Compaction § Soil Improvement process § Performed on loose, soft soils § Drop 10 to 20 ton weights § Drop from 90 ft height § Penetrates and densifies soil layers up to 35 ft deep § Works best for sandy soils
Stages of Dynamic Compaction
Stage 1
Stage 2
Stage 3
Stage 4
Dynamic Compaction Plan
Isolation Trenches
Test Location
SPT (Standard Penetration Test)
Improvement Graphs
Foundation Plan Designed for 2 TSF
Foundation Plan Designed for 3 TSF
25%30% Rebar and Concrete Saved
Foundation Site Photos
Foundation Site Photos
Newark Arena
§ General Information § Arena Design § § § §
Foundations Main Bowl Auxiliary Structures Roof
§ Construction
Newark Arena Layout 500 ft Office Building
325 ft
Loading Dock & Ramp
Practice Ice Rink
480 ft Main Arena No expansion Joint
S11
120 ft
Main Entry Cylinders
Material Selection § Choice of construction materials critical to schedule § Multiple Schemes evaluated by A/E, CM, and Owner: § ALL CIP CONCRETE SUPERSTRUCTURE § ALL STEEL STRUCTURE § HYBRID STRUCTURE § CM upon evaluation of options concluded that the ALL STEEL STRUCTURE was the most feasible for this site
Structural SystemSummary §
All steel structure
§
Code: IBC 2000, New Jersey Edition
§
GRAVITY SYSTEM §
Composite Beams with Composite Metal Deck – 2”M.D+ 4 ½” N.W (nonfireproofed) – Typical span = 8’ to 9’ – Mild reinforcing was used to control shrinkage cracking and resist heavy concourse loads – Girders spanned in shorter radial direction (18 to 40 ft spans). Typically 24 to 30inch depth – Beams spanned in longitudinal direction (typ. 30 to 36 ft). Typically 14 to 18inch depth.
Structural SystemSummary §
GRAVITY SYSTEM – cont. §
Seating bowl – Stadia units are precast double or triple units – Precast units span to steel raker beams in radial bents above 1 st concourse level – Lower bowl all precast (including rakers and columns) to facilitate high roof erection
Structural SystemSummary §
MAIN ARENA LATERAL SYSTEM §
WIND LOADS – Exposure B – V=100 mph – I=1.15
§
SEISMIC LOADS – Seismic Design Category B – R=3 (no special seismic detailing) – I=1.25
§
Wind loads predominantly control design
Structural SystemSummary §
MAIN ARENA LATERAL SYSTEM – cont. §
BRACED FRAMES not feasible – Architectural layout and circulation patterns – Used above the upper deck level to high roof
§
MOMENT FRAMES – most viable option! – All radial bents contained moment frames – Allowed construction sequence flexibility – Deep girders required for gravity combined with shorter radial bays, made MF efficient
Structural SystemSummary §
MAIN ARENA LATERAL SYSTEM §
MOMENT FRAMES – cont. – Continuous ring moment frame used to resist torsional loads and overall stability – Balanced stiffness nature of MF: No expansion joints – Sloped rakers acted as braces
Design and Analysis Tools
STAAD.Pro
SAP2000
RAM
AutoCAD3D
Arena East/West Bent Elevation
Gravity Frames Moment Frames
S510
Precast Concrete
Arena – North/South Bent Elevation
Moment Frames
Precast Concrete
Structural SystemMain Concourse Transfer Area
P re c
a s t C
oncr
S13
S510
Ic e R in k
Moment Frames
e t e
Newark ArenaConcrete Encased Steel Columns
~30’ Long Columns at Main concourse. 10’15’ is encased. Increase Stiffness, Controls drift Saves steel (W14 Col instead W30) S510
§ § § §
S510
Structural SystemSuite1 Level
Moment Frames
Precast Tub Support At Suite1 Level
S510
Structural SystemSuite2 Level
Moment Frames
Precast Tub Support At Suite2 Level
Height
Requirement!
S510
Structural SystemUpper Concourse Level
Moment Frames Raker Trusses Rakers Sloped Braces
Raker Trusses
§ Support precast seating § Up to ~50’ in length and ~20’ of cantilever § Vibration checked for prescribed criteria
Precast Tub Support At Upper Concourse Level
Structural SystemUpper Deck Level
S510
Verti
Moment Frames Diagonal Braces Vertical Braces
cal B
races
Newark ArenaVertical Braces in Elevation
Arena – Practice Ice Rink
S11
Practice Ice Rink
Moment Frames
Arena Main Entry Cylinders
S11
Main Entry Cylinders
Main Entry Cylinders 71 ft
118 ft
14 ft
Main Entry Cylinders § Main architectural focal point of arena § Clad with glass, faceted to create cylinder shape § No horizontal diaphragm bracing § Moment frame system with tie backs at 3 levels used
Columns = HSS 16” dia. typ. = moment frame (TS 14x14 typ.) = girt (TS 6 x 6 typ.)
Cylinders Ties Ÿ Curved tubes act as tension/compression rings Ÿ Deliver load to tie backs and brace columns
TYP. at Main Concourse & Upper Concourse
At Roof
Main Entry Cylinders § Cylinders were modeled in SAP with main arena structure to study compatability § Fasttrack nature of project did not allow time for wind tunnel study § Code mandated wind loads applied at varying angles and directions
Cylinders Wind Analysis
Cylinders Wind Analysis
Cylinders Wind Analysis
Cylinders Wind Analysis
Cylinders Wind Analysis
Cylinders Wind Analysis
Cylinders Wind Analysis
Cylinders Wind Analysis
Cylinders Wind Analysis
Cylinders Wind Analysis
Cylinders Wind Analysis
Cylinders Wind Analysis
Cylinders – Deflected Shape
Newark Arena
§ General Information § Arena Design § § § §
Foundations Main Bowl Auxiliary Structures Roof
§ Construction
Overall Roof Plan Dimensions ~500’
~370
~480’
’
~325’ HIGH
ROO
F
LOW ROOF
Options Studied § Truss Economy: § Tonnage § Ease of Fabrication/ Maximize Shop Assembly § Ease of Erection § Functionality
§ Many schemes have been evaluated, but it came down to these: § OneWay Conventional Trusses – Light, Difficult Fabrication, Obstructive § OneWay TiedArch Trusses – Lighter, Easier Fabrication, Open Layout
Comparison of Truss Schemes
Conventional Truss
TiedArch Truss
Typical High Roof Super Truss Elevation Bridging Trusses ~48’
~12’
Tension Tie
§ § § §
Span ~370’ between bowl columns Total Depth 48’ with panel points @ 10’ o.c. Bracing Trusses ~40’ spacing Press, Catwalks, Rigging hung from truss
High Roof – Top Chord Plan
S510
370 f
t
47’
Horizontal braces Main Roof Trusses Vertical Braces Bridging Trusses
35’
High Roof Bottom Chord Plan
S510
Verti
Moment Frames Diagonal Braces Vertical Braces
cal B
races
High Roof –Tension Tie/Catwalk Plan
S co reb Riggin oard g
S510
Catw al k
P ress
Level
Newark Arena
§ General Information § Arena Design § § § §
Foundations Main Bowl Auxiliary Structures Roof
§ Construction
Erection Sequence FOURTH LIFT
THIRD LIFT
SECOND LIFT
FIRST LIFT
S13
Erection Sequence
High Roof Truss Erection Sequence
Shoring Towers Footings For Shoring Towers
Ground Breaking Ceremony (Oct. 3, 2005)
Construction / Site Observation
04/03/2006
First steel erection (March 2, 2006)
04/10/2006
04/07/2006
Construction / Site Observation
05/08/2006
06/09/2006
Construction / Site Observation
Construction / Site Observation
Arena Quantities
§ 8,500 tons of Steel § 25,000 cubic yards of Concrete
Questions?
