april 14, 2004 architectural engineering senior thesis · pdf filekania som / brennan hall...

April 14, 2004 Architectural Engineering Senior Thesis

Kania SOM / Brennan HallPresentation Outline

Project BackgroundIntroductionProject TeamConstructionStructureInformation Technology

Structural Depth StudyLoadsLateral SystemGravity System

Scheduling/Cost Breadth StudyMaterial CostsConstruction ScheduleFinal Cost Figures

Wireless LAN Breadth StudyWireless LANAccess PointsIP PhonesInteractive WhiteboardsVideo Conferencing

Conclusions

Acknowledgements

Questions

Douglas Wisniewski Architectural Engineering Senior Thesis

Kania SOM / Brennan HallProject Background

Introduction

Five-story office/classroom building

68,500 square feet

$12.3 million project

1st and 2nd floors primarily classrooms

3rd and 4th floors primarilyfaculty offices

5th floor executive board room and catering facilities



Project Team

Owner – University of Scranton

Architects – Burkavage Design Associates

Structural Engineer – QproQ Engineering, Inc.

Geotechnical Consultant – Geo-Science Engineering

General Contractor – Sordoni Construction Services



Construction

Started March 1999

Completed August 2000

CM at risk delivery method

Adjacent dorms constructed at same time

Subcontractor lump sum bids



Structure

Structural steel framing

Fully rigid moments frames

Concrete-filled composite metal deck

Column spread and continuous wall footings



Information Technology

Showcase instructional technologies and conference center flexibility

Touch screen control of lighting, computing, and audio/video components

Overhead projector, motorized screens, image visualizers, DVD & CD players

High-end video displays, theater like sound and video conferencing in executive conference center

Auditorium featuring theater like audio and video environments







Conclusions

Acknowledgements

Questions


Kania SOM / Brennan HallStructural Depth Study

Loads

From AISC Manual of Steel Construction

Dead loadsRoof dead (no ballast) 16.7 psfRoof dead (with ballast) 26.7 psfFloor dead 100 psf

From ASCE 7-02

Live loadsCorridors 80 psfClassrooms 40 psfOffices 50 psf

Snow load 30 psf



Loads

As Calculated by RAM Frame

Wind loads N-S E-WRoof level 12.2 kips 14.4 kipsFifth Floor 21.5 kips 22.9 kipsFourth Floor 20.5 kips 21.7 kipsThird Floor 21.7 kips 19.9 kipsSecond Floor 22.5 kips 18.3 kipsTotal 98.4 kips 97.2 kips

Seismic loadsTotal Building Weight 5690 kipsN-S Base Shear 246.7 kipsE-W Base Shear 284.5 kips



Lateral System

Goals for proposed systemEliminate high cost of steel moment connectionsReduce steel erection time by eliminating steel

moment connections

Initially four shear wallsTwo located on each of

two opposing cornersVery rigid, very small

driftHigh lateral loads

caused overturning moment problems



Lateral System

Combat overturning moments byAdding two additional shear walls

Decrease lateral load to each wallIncreasing wall thickness

Increase mass for resisting momentsIncreasing wall footing sizes

Increase mass for resisting moments

Wall Footings Thickness (ft) Width (ft) Length (ft)1 5 12 432 5 12 253 5 12 534 5 14 305 6 16 646 6 16 60



Lateral SystemDesigned as deep cantilever beamsReinf. generally controlled by minimum steel areasExterior walls also designed for wind pressure

Frame Level thk (in) lw (ft) hw (ft) d (in) Mu (ft-k) Vu (k)Horiz. Web

Reinf.

Vert. Web Reinf.

Tensile Reinf.

+ Mu Reinf. - Mu Reinf. Shear Reinf.

Roof 12 31 14 366 360.73 25.77 (2) #3@6" (2) #3@12" (8) #9 #5 @ 12" #5 @ 12" N/A5 12 31 14 366 674.49 22.41 (2) #3@6" (2) #3@12" (8) #9 #5 @ 12" #5 @ 12" N/A4 12 31 14 366 1454.57 55.72 (2) #3@6" (2) #3@12" (8) #9 #5 @ 12" #5 @ 12" N/A3 12 31 14 366 2350.60 64.00 (2) #3@6" (2) #3@12" (8) #9 #5 @ 12" #5 @ 12" N/A2 12 31 14 366 3808.09 104.11 (2) #3@6" (2) #3@12" (8) #9 #5 @ 12" #5 @ 12" N/A

Roof 12 13 14 150 113.47 8.11 (2) #3@6" (2) #3@12" (6) #7 #5 @ 12" #5 @ 12" N/A5 12 13 14 150 228.07 8.19 (2) #3@6" (2) #3@12" (6) #7 #5 @ 12" #5 @ 12" N/A4 12 13 14 150 608.02 27.14 (2) #3@6" (2) #3@12" (6) #7 #5 @ 12" #5 @ 12" N/A3 12 13 14 150 556.24 3.70 (2) #3@6" (2) #3@12" (6) #7 #5 @ 12" #5 @ 12" N/A2 12 13 14 150 1211.14 46.78 (2) #3@6" (2) #3@12" (6) #7 #5 @ 12" #5 @ 12" N/A

Roof 12 41 14 486 564.15 32.42 (2) #3@6" (2) #3@12" (10) #10 #5 @ 12" #5 @ 12" N/A5 12 41 14 486 1471.41 62.86 (2) #3@6" (2) #3@12" (10) #10 #5 @ 12" #5 @ 12" N/A4 12 41 14 486 2739.42 98.19 (2) #3@6" (2) #3@12" (10) #10 #5 @ 12" #5 @ 12" N/A3 12 41 14 486 3593.11 79.46 (2) #3@6" (2) #3@12" (10) #10 #5 @ 12" #5 @ 12" N/A2 12 41 14 486 4995.58 124.78 (2) #3@6" (2) #3@12" (10) #10 #5 @ 12" #5 @ 12" N/A

Roof 12 13 14 150 157.74 15.94 (2) #3@6" (2) #3@12" (6) #7 #5 @ 12" #5 @ 12" N/A5 12 13 14 150 187.62 8.64 (2) #3@6" (2) #3@12" (6) #7 #5 @ 12" #5 @ 12" N/A4 12 13 14 150 384.59 27.21 (2) #3@6" (2) #3@12" (6) #7 #5 @ 12" #5 @ 12" N/A3 12 13 14 150 453.55 20.54 (2) #3@6" (2) #3@12" (6) #7 #5 @ 12" #5 @ 12" N/A2 12 13 14 150 879.25 51.17 (2) #3@6" (2) #3@12" (6) #7 #5 @ 12" #5 @ 12" N/A5 12 33.5 14 396 1769.06 138.59 (2) #3@6" (2) #3@12" (8) #104 12 33.5 14 396 3901.29 178.69 (2) #3@6" (2) #3@12" (8) #103 12 49.17 14 584 3929.75 248.58 (2) #3@6" (2) #3@12" (10) #102 12 49.17 14 584 4265.37 233.47 (2) #3@6" (2) #3@12" (10) #105 12 19 14 222 1144.77 105.15 (2) #3@6" (2) #3@12" (8) #74 12 19 14 222 2489.67 144.75 (2) #3@6" (2) #3@12" (8) #73 12 40.5 14 480 2613.24 273.61 (2) #3@6" (2) #3@12" (10) #102 12 40.5 14 480 3128.11 227.42 (2) #3@6" (2) #3@12" (10) #10

6

2

3

4

5

Lateral Load Resisting Design Area Load Resisting Design

1



Gravity System

Goals for proposed systemReduce weight of floor systemImprove efficiency of floor system

Replace wide flange infill beams with open web steel joists

ConcernsFire ProtectionFloor Vibrations



Gravity System

Typical joist layout

Joists oriented to span long dimension of bay for economy



Gravity System

Fire ProtectionDifficult for spray-applied fireproofing to adhere

to joist webs

Design No. G708 from U.L. Fire Resistance Directory

2 hour fire rating

W8X28 min. beam sizeNormal weight concrete, f’c = 3500 psiForm deck with 2 ½” pitch, ½” corrugationsmin. 16K6 joists spaced at 3’-6” max.Spray-applied fire resistive materialMetal lath (optional)



Gravity System

Fire ProtectionDesign No. G708 from U.L. Fire Resistance

Directory



Gravity System

Floor VibrationsCalculations based on AISC’s Design Guide 11

Applied loadsLive load 11 psfMisc. 4 psf

Floor stiffness evaluationCombined mode frequency 4.8 HzNot needed since less than 9 Hz

Walking evaluationPeak acceleration 0.43%gLess than office limit of 0.5%g







Conclusions

Acknowledgements

Questions


Kania SOM / Brennan HallScheduling/Cost Breadth Study

Cost analysis to evaluate lateral system

Material Costs

Materials addedReinforced concrete shear wallsWall footings

Materials removedSpread footingsMoment connectionsSteel beamsSteel columns



Material Costs

Shear WallsFrame thk (in) Avg lw (ft) hw (ft) vw (ft3) vw (CY) Cost ($/CY) Cost ($)

1 12 31 14 434 16.07 62 9972 12 13 14 182 6.74 62 4183 12 41 14 574 21.26 62 1,3184 12 13 14 182 6.74 62 4185 12 41.33 14 578.62 21.43 62 1,3296 12 29.75 14 416.5 15.43 62 956

Total Cost ($) 5,436

New Ftgs thk (ft) w idth (ft) length (ft) vw (ft3) vw (CY) Cost ($/CY) Cost ($)1 5 12 43 2580 95.56 59 5,6382 5 12 25 1500 55.56 59 3,2783 5 12 53 2400 88.89 59 5,2444 5 14 30 2100 77.78 59 4,5895 6 16 64 4664.16 172.75 59 10,1926 6 16 60 5760 213.33 59 12,587

Removed FtgsF50 1.33 5 5 33.25 1.23 59 -73F60 1.67 6 6 60.12 2.23 59 -131F66 1.83 6.5 6.5 77.3175 2.86 59 -169F70 1.83 7 7 89.67 3.32 59 -196

(3) F76 2 7.5 7.5 337.5 12.50 59 -738F80 2.17 8 8 138.88 5.14 59 -303

(3) F86 2.17 8.5 8.5 470.3475 17.42 59 -1,028F120 2.67 12 12 384.48 14.24 59 -840F136 2.17 13.5 13.5 395.4825 14.65 59 -864F5680 1.5 5.6 8 67.2 2.49 59 -147


New wall footings and spread footings removed



Material Costs Connections Cost ($/CY) Cost ($)Moment 280 -67,200Shear 70 16,800

Beams Qty Wt. (plf) length (ft) Wt. (lb) Wt. (Tons) Cost ($/Ton) Cost ($)W16x26 1 26 8.5 221 0.11 425 -47W16x26 5 26 11 1430 0.72 425 -304W16x26 1 26 13 338 0.17 425 -72W16x26 4 26 15.67 1629.68 0.81 425 -346W16x26 5 26 16.5 2145 1.07 425 -456W16x26 1 26 18.5 481 0.24 425 -102W16x26 1 26 21.5 559 0.28 425 -119W18x35 3 35 4 420 0.21 425 -89W18x35 4 35 13 1820 0.91 425 -387W18x35 4 35 19 2660 1.33 425 -565W18x35 4 35 21.5 3010 1.51 425 -640W18x35 1 35 27 945 0.47 425 -201W18x40 3 40 8.5 1020 0.51 425 -217W18x40 1 40 13 520 0.26 425 -111W18x40 4 40 18.5 2960 1.48 425 -629W18x40 1 40 21.5 860 0.43 425 -183W18x50 4 50 13 2600 1.30 425 -553W21x50 1 50 8.5 425 0.21 425 -90W21x50 1 50 21.5 1075 0.54 425 -228W21x62 1 62 21.5 1333 0.67 425 -283W24x55 1 55 4 220 0.11 425 -47W24x68 1 68 21.5 1462 0.73 425 -311W24x76 1 76 40.5 3078 1.54 425 -654W27x84 1 84 15.67 1316.28 0.66 425 -280W27x84 2 84 27 4536 2.27 425 -964W27x94 1 94 27 2538 1.27 425 -539

ColumnsW8x24 3 24 14 1008 0.50 425 -214W8x31 8 31 14 3472 1.74 425 -738W8x40 10 40 14 5600 2.80 425 -1,190W8x48 2 48 14 1344 0.67 425 -286W8x58 4 58 14 3248 1.62 425 -690W8x67 4 67 14 3752 1.88 425 -797W12x45 3 45 14 1890 0.95 425 -402W12x50 3 50 14 2100 1.05 425 -446W12x53 2 53 14 1484 0.74 425 -315W12x72 4 72 14 4032 2.02 425 -857W12x87 2 87 14 2436 1.22 425 -518W14x82 3 82 14 3444 1.72 425 -732

W14x176 2 176 14 4928 2.46 425 -1,047Total Cost ($) -67,047

Qty240240

Shear connections replacing moment connections

Steel beams and columns removed

Total material cost savings of nearly $25,000



Construction Schedule

Sequencing shear wall constructionFormwork erectionConcrete placing and finishingStrip and rebuild forms

Time saved in steel erectionFewer steel membersNo moment connections

Sequencing with foundation construction

Time for concrete walls to reach 80% strengthSteel attached to concrete walls



Detailed shear wall construction sequence

Two formwork crews

Sequence forming and placing

WeekDay S M T W R F S S M T W R F S S M T W R F S S M T W R F S S M T W R F S S M T W R F S

Steel Delivery

Steel Erection

Level 5 Walls

Form 1 & 2 - 1 Crew

Pour 1 & 2

Form 3 & 4 - 1 Crew

Pour 3 & 4

Level 4 Walls

Form 1 & 2 - 1 Crew

Pour 1 & 2

Form 3 & 4 - 1 Crew

Pour 3 & 4

Form 5 & 6 - 2 Crews

Pour 5 & 6

Level 3 Walls

Form 1 & 2 - 1 Crew

Pour 1 & 2

Form 3 & 4 - 1 Crew

Pour 3 & 4


Pour 5 & 6

Level 2 Walls

Form 1 & 2 - 1 Crew

Pour 1 & 2

Form 3 & 4 - 1 Crew

Pour 3 & 4


Pour 5 & 6

Level 1 Walls

Form 1 & 2 - 1 Crew

Pour 1 & 2

Form 3 & 4 - 1 Crew

Pour 3 & 4


Pour 5 & 6

4: Oct. 31-Nov. 6 5: Nov. 7-13 6: Nov. 14-20

Foundation System

1: Oct. 10-16 2: Oct. 17-23 3: Oct. 24-30



Construction ScheduleYearMonth

Original ScheduleSchedule with Shear Walls

Steel Delivery12/13

Steel Erection

11/15

11/15

Foundation System

Shear Wall Construction

8/2 11/15

10/11 11/12

12/17

1999July August September October November December

Qty Duration (hr or day) Cost ($/hr) Cost ($/day) Cost ($)Formwork Carpenters 8 184 38 55,936

Carp. Foreman 1 184 41 7,544Laborers 4 184 31 22,816

Labor Forman 1 184 43 7,912Pump 1 22 1200 26,400Crew 4 176 39 27,456


Activity

(2 Crews)

Place & Finish

Qty Duration (day) Cost ($/day) Cost ($)Bms & Cols 107 2 5000 -10,000Connections 240 2 5000 -10,000

Total Cost ($) -20,000

ActivityErection

Total construction costs nearly $128,000

Shear wall construction costs

Steel erection costs



Final Cost Figures

Combination of material and construction costs

Cost ($)Shear Walls 5,436

Footings 37,039Steel -67,047

Concrete 148,064Steel -20,000

Total Cost ($) 103,491Project Cost ($) 12,350,000

Percent Change (%) 0.84

ItemMaterials

Construction

Reinforced concrete shear walls result in nearly a $103,500 increase in total project cost

However, amounts to less than a 0.9% increase







Conclusions

Acknowledgements

Questions


Kania SOM / Brennan HallWireless LAN Breadth Study

Wireless LAN

Goals for proposed systemLess wire and cable throughout buildingMore flexible systemReduce overhead costs caused by moves,

extensions to networks, adding connectionsCan serve as hot spot for students with laptopsCan connect other buildings to same network

Installing network in older buildings is easy

802.11aSelected over 802.11b & g standards64 users per access pointLower possibility of interferenceGood for; dormitories, computer labs,

conference rooms, VoIP



Access Points

Analyzedlayout# of users

Determined # of AP’s AP

APAP

SC AP

APAP

AP

AP

SC

AP

AP

AP

AP

AP

AP



Integrated IP Phone System

Wireless IP PhonesUsed by physical plant employees

Desktop IP PhonesConnected via Ethernet to wired

backboneLocated in secretary

and waiting areas

PC Based PhonesSoftware allowing computers

to be used as IP phonesEach individual’s extension

follows them to any computerTeleconferencing capabilities



Interactive Whiteboards

Replaces chalkboard, overhead projector and screen

Can function simply as a whiteboardCan display computer imagesCan save handwritten notes to print

or post on course websites

Video Conferencing

Located in executive conference centerBuilt in conferencing with multiple video

and audio sitesDual LCD monitorsAdd a PC to the meetingSee live PC presentations and presenter

simultaneously







Conclusions

Acknowledgements

Questions


Kania SOM / Brennan HallConclusions

Conclusions

Structural Depth Study – Lateral SystemLateral system consisting of six reinforced

concrete shear wallsVery rigid, little driftLarger wall footings needed for overturningWas a successful educational projectLearned how to design shear walls

Scheduling/Cost Breadth StudyAdditional crews and equipment needed for five

weeks to construct shear wallsSteel erection shortened four daysShear walls increased total project cost by

$103,500Less than a 0.9% increase


Kania SOM / Brennan HallConclusions

Conclusions

Structural Depth Study – Gravity SystemEconomic joist layoutMore efficient floor framingTwo hour fire rated ceiling assemblyAdequate for floor excitation

Wireless LAN Breadth StudyMore flexible network solutionAccess points located throughout buildingIP telephony available from any networked

computerInstructional spaced equipped with interactive

whiteboardsSophisticated video conferencing units in

executive conference center







Conclusions

Acknowledgements

Questions


Kania SOM / Brennan HallAcknowledgements


I would like to thank

James Devers, AIA, U of S Physical PlantDon Flynn, Burkavage Design AssociatesLinda Hanagan, PhD, PE, Penn State UniversityJames Kerns, PE, QproQ EngineeringFrancis Kranick, U of S Physical PlantM. Kevin Parfitt, Penn State UniversityAndrew Shedlock, Sordoni ConstructionRonald Skutnick, U of S Network ResourcesDavid Wilson, AIA, U of S Physical PlantDavid Wisniewski, Raytheon

For all of the time and information they have contributed to this project.






Conclusions

Acknowledgements

Questions


Kania SOM / Brennan HallQuestions


april 14, 2004 architectural engineering senior thesis · pdf filekania som / brennan hall...

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