parkview at bloomfield station robert s. whitaker senior in architectural engineering structural...
TRANSCRIPT
![Page 1: Parkview at Bloomfield Station Robert S. Whitaker Senior in Architectural Engineering Structural Option MAE/ BAE Pennsylvania State University Spring 2006](https://reader036.vdocument.in/reader036/viewer/2022062422/56649ec75503460f94bd2b56/html5/thumbnails/1.jpg)
Parkview at Bloomfield Station
Robert S. WhitakerSenior in Architectural Engineering
Structural OptionMAE/ BAE
Pennsylvania State University
Spring 2006
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Parkview at Bloomfield Station
Section I: Existing Building Description
Building Overviewa.Building Envelopeb.Type of Constructionc.Electrical Systemd.Lighting Systeme.Mechanical Systemf.Fire Protection and Plumbingg.Other Building Systems
Original Structural Systema.Building Framingb.Hambro® Floor Framingc.Site and Foundations
Building Parametersa.Original Design Theoryb.Building Code Referencesc.Building and Site Restrictions
Section II: Structural Depth Analysis
New Design Overviewa.Architectural Changesb.Gravity Structural Changesc.Lateral Changes
New Design a.Design Criteriab.Structural Analysisc.RAM Model
Bar Joist on Steel GirdersSteel columnsLateral FramesSpread Footings
Review of Design Criteria
Vibration Analysis
Section III: Breadth Studies Cost Advantages
a.Footingsb.Columnsc.Floor Systemd.Wall Systeme.Conclusion
EIFS Recommendationsa.Backgroundb.Benefitsc.Problemsd.Possible Solutionse.Conclusion
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Parkview at Bloomfield Station
Section I: Existing Building Description
Building Overviewa.Building Envelopeb.Type of Constructionc.Electrical Systemd.Lighting Systeme.Mechanical Systemf.Fire Protection and Plumbingg.Other Building Systems
Original Structural Systema.Building Framingb.Hambro® Floor Framingc.Site and Foundations
Building Parametersa.Original Design Theoryb.Building Code Referencesc.Building and Site Restrictions
Section II: Structural Depth Analysis
New Design Overviewa.Architectural Changesb.Gravity Structural Changesc.Lateral Changes
New Design a.Design Criteriab.Structural Analysisc.RAM Model
Bar Joist on Steel GirdersSteel columnsLateral FramesSpread Footings
Review of Design Criteria
Vibration Analysis
Section III: Breadth Studies Cost Advantages
a.Footingsb.Columnsc.Floor Systemd.Wall Systeme.Conclusion
EIFS Recommendationsa.Backgroundb.Benefitsc.Problemsd.Possible Solutionse.Conclusion
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Parkview at Bloomfield Station
Section I:
Existing Building Description
Building Overview
Original Structural System
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Parkview at Bloomfield Station
Building OverviewProject type: R-2 (6 story residential
and a parking garage)Location: Bloomfield, NJOccupancy: 197 condominium units and a 330 space garageSpecial Site Features: Located between Second River, Washington St,
and a Midtown Line train station
Precast Garage (not included)
2 Story Drive Aisle
Drive AisleLobby Unit
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Precast Garage
Parkview at Bloomfield Station
Building Overview
Garage: 152,748 ft2
Building: 300,725 ft2
Per Floor: 50,121 ft2
Total: 453,473 ft2
N
E
S
W
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Parkview at Bloomfield Station
Building OverviewCost: Building: $56,936,063 Pre-cast Garage: $8,680,018
Overall Project: $65,616,081
Project delivery method: Qualified Design-Bid-Build
Cladding: Exterior Insulation and Finish System (EIFS)
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9’-6
”
30’-0” + 1’-0”
Parkview at Bloomfield Station
Original Structural SystemLightgage framing
~ Bearing Walls with tube steel cap~ Shear Walls
38 Total Lateral Shear WallsN-S direction: 18 shear walls E-W direction: 20 shear walls
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Parkview at Bloomfield Station
Original Structural System
Precast Garage
Shear Wall Locations
Dri
ve A
isle
Drive Aisle
Lateral Force Resisting Elements
Braced Steel FrameLightgage Shear Walls
CMU Stair Tower
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Parkview at Bloomfield Station
Original Structural SystemHambro® floor framing system
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Strip Footing Locations
Precast GarageD
rive
Ais
le
Drive Aisle
Lateral Force Resisting Elements
Braced Steel FrameLightgage Shear Walls
CMU Stair TowerPrecast GarageD
rive
Ais
le
Drive Aisle
Parkview at Bloomfield Station
Original Structural SystemFoundation ~ Strip footings under every wall
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Parkview at Bloomfield Station
Section II:
Structural Depth Analysis
New Design Overview
New Design
Review of Design Criteria
Vibration Analysis
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New Design OverviewArchitectural Restrictions
~ Retain or increase the amount of rentable space
~ Retain the overall appearance of the building
~ Maintain the architectural detailing at the 2 story drive aisle
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Precast Garage
Shear Wall Locations
Dri
ve A
isle
Drive Aisle
Lateral Force Resisting Elements
Braced Steel FrameLightgage Shear Walls
CMU Stair Tower
Parkview at Bloomfield Station
Original Building Design
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Parkview at Bloomfield Station
New Design Overview
Precast Garage
Braced Frame Locations
Dri
ve A
isle
Drive Aisle
Lateral Force Resisting Elements
Braced Steel FrameLeaning Column Frame
CMU Stair Tower
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30’-
0”
±1’-
0” T
ypic
al
Bar Joist Bearing on Cantilevered Beams (38’ span)
38’-0” Typical
5’-6”Deck
Parkview at Bloomfield Station
New DesignBar Joist Attachment
Bar Joist:~ 20K9 w/ 3 rows of bridging~ Allows an open floor plan
Deck:~ 0.6C28 CSV Conform deck w/ 3½” total slab depth
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Parkview at Bloomfield Station
New DesignBar Joist Attachment
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Parkview at Bloomfield Station
New Design
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Parkview at Bloomfield Station
New Design
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Parkview at Bloomfield Station
New Design
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Parkview at Bloomfield Station
New Design
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Parkview at Bloomfield Station
New Design
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Parkview at Bloomfield Station
New Design
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Parkview at Bloomfield Station
New Design
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Parkview at Bloomfield Station
New Design
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Parkview at Bloomfield Station
New Design
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Parkview at Bloomfield Station
New Design
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Parkview at Bloomfield Station
New Design
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Parkview at Bloomfield Station
New Design
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Parkview at Bloomfield Station
New Design
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Parkview at Bloomfield Station
New Design
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New DesignTwo Story Drive Aisle
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New DesignUnique Frames at the 2 story drive aisle
*allows architectural
detailing
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Typical Lateral Frames
Typical SizesColumns: W10x33Beams: W10x22,
W12x22 and W16x26
Braces: 2L 8”x4”x7/8”
New Design
30’-0”20’-0”
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Parkview at Bloomfield Station
Typical Lateral Frames
Typical SizesColumns: W10x33Beams: W10x22,
W12x22 and W16x26
Braces: 2L 8”x4”x7/8”
New Design
Braced Frame (2 Options)
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Parkview at Bloomfield Station
New Design
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New DesignFoundation
Typical SizesGravity: 4’x4’x1½’ deep to 14’x14’x2’ deep
Lateral: 9’x30’-6’x1’-6” deep (single bay frames) up to 14’x36’x3’ deep
Gravity column and footing (Typ)
Lateral column and footing (Typ)
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Review of Design CriteriaArchitectural Restrictions
~ Retained the amount of rentable space
~ Retained the overall appearance of the building
~ Maintained the architectural detailing at the 2 story drive aisle
√
√
√
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Section III:
Breadth Topics
Cost Advantages
EIFS Recommendations
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Cost AdvantagesComparing original and new design:
~ Foundation~ Column~ Floor System~ Wall
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H
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$288,156
$6,052,930
$459,156
$6,688,830
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EIFS RecommendationsOriginal System
Typ
ical
EIF
S as
sem
bly
© 2
002
EIF
S In
dust
ry M
embe
rs A
ssoc
iati
on
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EIFS RecommendationsProblems~ Water penetration
~ Wind ~ Openings~ Improper assembly
South-East wing
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EIFS RecommendationsIt is recommended to use Drainable EIFS
Advantages~ A factor of safety against faulty workmanship
~ Water resistant membrane~ Drainable system
~ Any color building is possible
Drainable EIFS
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Conclusion Recommendations
~ Braced Frames~ Ordinary bar joists floor system~ Drainable EIFS
Problems~ Vibration code problems (see report)
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I would like to thank the following people for their help and support with my senior thesis:
Professor Parfitt Professor Hanagan Professor Memari Professor Schneider
Professor Geschwindner Professor Bowers All the PSU AE Faculty and Staff
AE Colleges
Cates Engineering ~ Structural EngineersMichael Stansbury ~ Consulting Structural Engineer
Toll Brothers, Inc. ~ Project OwnerMinno & Wasko ~ Project Architect
Lauren Whitaker ~ my wifeMy family
Jesus
Acknowledgements/ Credits
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Questions
or
Comments?
or
Lunch?
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Residence, office 1 3Res._mid high damp 2
yes FAST WALKRes._mid low damp 3 DL 17.55 psf
no MODERATE WALKRes_low damp 4 LL 60 psf
bar SLOW WALKShopping Mall 5
angle Footbridge-indoor 6
Footbridge-outdoor 7
Vibrations in Joist on Beam System Plan view
Based on AISC Steel design guide 11 ex 4.6 & 6.2building
wself (plf) 10.8 wself (plf) 31.0 n (# bays) 2 bays
w total allow (plf) 279.0 for spans of 38 A (in^2) 9.13 h (# bays) 3 bays
w joist design(plf) 233.1 ok d (in) 15.70d (in) 20.0 Ix (in^4) 375.0 LOADSM allow (ft-k) 49.48 Ws+d 39 psf <== look up value in deck manual
A bottom (in^2) 1.04 f allow (k) 30 kip DL 4.0 psf <== 4 psf typ office service load
A top (in^2) 1.30 r conc (pcf) 145 pcf LL 11.0 psf <== 11 psf typ office service load
A cord (in^2) 2.34 Es (ksi) 29000 ksi
Icord (in^4) 208.9 f'c (ksi) 3 ksi Length
Icomp (in^4) 466.0 Girder (Lg) 15 feet
yc (in) 8.94 Ec 3024 ksi Joist (Lj) 38 feetn 7.10 Joist Spacing 2 feet
tconc 3.00 in *update Ws+d valuetdeck 0.50 in L min = 24 182.4 L min = 72 456
ttot 3.50 in teff = 3.25 in Leff => 24 in Leff => 72 in
20K9
joist
W16x31
girder
|---
----
n =
bay
s --
----
--|
||||
||||
|||||
||||
|
Design Loads
||||
||||
||||
|||| ||
||||
||||
||||
||
g g g g
|----------h = # of bays -------------|
feet
Robert Whitaker
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AISC Design Guide 11 criteria
Vibration Analysis
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Stiffness analysis (fn< 9 Hz, no need to check stiffness analysis) Walking Evaluation ( fn= 4.30 Hz)using a 0.224 kip load WPANELtot 43.9 kips
D j applied 0.04282 in b 0.030 table 4.1
D j pannel 0.00714 in bW 1316.4 #
D gPannel 0.00145 in (fn= 4.30 Hz) Po 65.0 # table 4.1 compare with table 4.1
D total 0.00786 in fn ok ap/g = 0.01098 = 1.098% g fails > 0.5% failsKfloor 28.5 kip/in >5.7kip/in limit ok Fails, need to increase joist size or slab thickness (delta j controls)
Res._mid low damp
<------ SLOW WALK
W person 185 # W person 185 #step/min 75 step/min step/min 50 step/min
Fm/W 1.5 (table 6.2) Uv= 5500 # Hz^2 Fm/W 1.3 (table 6.2) Uv= 1500 # Hz^2Fm 277.5 # Fm 240.5 #
fo 2.5 hz (figure 6.5) fo 1.4 hz (figure 6.5)
fn/fo 1.718 >>0.5 use eq 6.4b fn/fo 3.07 >>0.5 use eq 6.4b
To=1/fo 0.4 sec To=1/fo 0.7143 sec
fn*To 1.718 > 0.5 fn*To 3.07 > 0.5Am 0.169 Am 0.053X max 1573 in x 10^-6 X max 428 in x 10^-6
V 42,862 x 10^-6 in /sec compare with table 6.1 values V 11,690 x 10^-6 in /sec compare with table 6.1 values
MODERATE WALK
Vibration Analysis
Sensitive EquipmentTransient Response
Mid-span velocity
Harmonic Response
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Vibration Analysistconc 5.00 intdeck 3.00 in
ttot 8.00 in Stiffness analysis (fn< 9 Hz, no need to check stiffness analysis) Walking Evaluation ( fn= 4.11 Hz)
using a 0.224 kip load WPANELtot 77.7 kipsD j applied 0.02629 in b 0.030 table 4.1
D j pannel 0.00326 in bW 2330.9 #
D gPannel 0.00105 in (fn= 4.11 Hz) Po 65.0 # table 4.1 compare with table 4.1
D total 0.00378 in fn ok ap/g = 0.00662 = 0.662% g fails > 0.5% fails
Kfloor 59.2 kip/in >5.7kip/in limit ok Fails, need to increase joist size or slab thickness (delta j controls)
Res._mid low damp
Stiffness analysis (fn< 9 Hz, no need to check stiffness analysis) Walking Evaluation ( fn= 4.11 Hz)using a 0.224 kip load WPANELtot 77.7 kips
D j applied 0.02629 in b 0.040 table 4.1
D j pannel 0.00326 in bW 3107.9 #
D gPannel 0.00105 in (fn= 4.11 Hz) Po 65.0 # table 4.1 compare with table 4.1
D total 0.00378 in fn ok ap/g = 0.00496 = 0.496% g < 0.5% ok
Kfloor 59.2 kip/in >5.7kip/in limit ok
Res._mid high damp
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<------ SLOW WALK
W person 185 # W person 185 #step/min 75 step/min step/min 50 step/min
Fm/W 1.5 (table 6.2) Uv= 5500 # Hz^2 Fm/W 1.3 (table 6.2) Uv= 1500 # Hz^2Fm 277.5 # Fm 240.5 #
fo 2.5 hz (figure 6.5) fo 1.4 hz (figure 6.5)
fn/fo 1.644 >>0.5 use eq 6.4b fn/fo 2.94 >>0.5 use eq 6.4b
To=1/fo 0.4 sec To=1/fo 0.7143 sec
fn*To 1.644 > 0.5 fn*To 2.94 > 0.5Am 0.185 Am 0.058X max 807 in x 10^-6 X max 219 in x 10^-6
V 21,045 x 10^-6 in /sec compare with table 6.1 values V 5,740 x 10^-6 in /sec compare with table 6.1 values
MODERATE WALK
Parkview at Bloomfield Station
Vibration Analysis
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Parkview at Bloomfield Station
Vibration Analysis
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Parkview at Bloomfield Station
Vibration Analysis
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Robert S. WhitakerStructural OptionParkview at Bloomfield StationBloomfield, NJ
Project Team: Owners: Toll Brothers, Inc.Architect: Minno and Wasko Structural Engineer: Cates Engineering Pre-cast Engineer: Unistress Corp. Civil Engineer: PMK Group MEP Engineer: R.W. Sullivan, Inc. Contractor/ CM: Bovis - lend lease
Structural•Floor system: 16” Hambro Floor System w/ 3” slab•Interior Bearing walls: 4” light gage shear walls w/ tube steel top plates•Exterior Bearing walls: 6” light gage shear walls w/ tube steel top plates•Columns: HSS 3x3x1/4” to HSS 7x3x3/8”•Beams: typical beam is a W10x12, HSS 4x4x5/16”, or HSS 6x4x5/16” •Roof: light gage roof trusses w/ portions of flat roof•Foundation: continuous grade beam footing•Garage foundation: 100 ton H piles 42-53 ft deep
Architectural• 6 story residential building surrounding a pre-cast parking garage• Long irregular footprint• 197 condominium units & a 330 space garage•Building is nestled between Second River, Washington St, and a Midtown Line train station•The exterior wall cladding is an Exterior Finish and Insulation System (EFIS) •Gable roof with either a 12:12 or 8:12 slope
General information•Cost: Overall Project: $65,616,081 Building: $56,936,063 Pre-cast Garage: $8,680,018•Project delivery method: Qualified Design-Bid-Build•Construction start-finish: November 10, 2005-TBD
Mechanical•Unit temperature controls•Gas fired furnaces•Air handling unit/condensing unit refrigerant loop•Individual unit water heaters
Fire Protection•Wet sprinkler in main building•Dry sprinkler in garage & attic•1,500 GPM fire & jockey pumpSpecial Systems•15 panel point security system
Electrical•Electric baseboard•125A 1P3W panels•2 building transformers•(2) 3000A switchboards•250 KW 120/208 diesel fired emergency generator•Duct banks for CATV/Tele utilities
Transportation•(2) 2,500lbs & (1) 3,500lbs elevator •Six full stair towers
Codes•IBC 2000 NJ•Fair Housing•ASCE7-02
Use Group•Building:R2•Garage:S-2
SizeTotal: 453,473 ft2 Building: 300,725 ft2 Garage: 152,748 ft2
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Parkview at Bloomfield Station