1. Pennsylvania College Of Technology Dauphin Hall Williamsport, Pennsylvania Aubert Ndjolba Structural Option AE Senior Thesis- 2011 Thesis Advisor: Dr. Boothby

2.  Introduction  Existing Structural System  Thesis Proposal Existing Building Overview Proposed Building  Structural Depth  Proposed Solution  Slab Design  Reinforced masonry Design  Architectural Breadth  Conclusion

3.  Location: Williamsport, PA  Owner: Penn College of Technology  Architect: Murray Associates Architects, PC  General Contractor: IMC Construction, Inc.  Number of Stories: 4 Above Grade (70 feet tall, 316 feet long and 210 feet wide) Building Introduction Dauphin Hall – Penn College of Technology  Seize: 123,676 GSF  Cost: $ 26,000,000  Construction: October 2008 – August 2010  Delivery Method: Design-Bid-Build

4.  Foundation:  Shallow Foundation  Stone Piers ( 18” – 36”)  (8) #8’s Existing Structural System Dauphin Hall – Penn College of Technology

5.  Gravity System:  4” Light Weight Concrete Slab, reinforced with 1 ½” – 20 gage Vulcraft composite deck  Open Web K-series bar Joists @ 2’-0” O.C. Existing Structural System Dauphin Hall – Penn College of Technology  Exterior walls: non-loadbearing CMU with brick Veneer  Interior Partitions: 4” Clay Brick  Columns: W8’s – W10’s  Beams: W18’s – W24’s

6.  Lateral System:  Wind Moment Connections in Both East/West and North/South Direction  22 Total per floor Existing Structural System Dauphin Hall – Penn College of Technology

7.  Structural Depth  Redesign structure using reinforced concrete masonry loadbearing walls  Precast Hollow core planks  Design for seven stories Thesis Proposal Dauphin Hall – Penn College of Technology  Construction Management Breadth  Compare cost of existing versus proposed design  Generate project schedules  Architectural Breadth  Modify existing floor plans  Propose an efficient layout that promotes student collaboration

8. Solution:  Gravity System:  Precast hollow core planks  Reinforced masonry loadbearing walls  4” Clay brick partitions Structural Depth Dauphin Hall – Penn College of Technology  Lateral System:  Reinforced masonry walls as shear walls  Three additional floors  70 feet tall  Proposed Shear Wall Layout http://www.we-inter.com/Conceptual-Design-for-a-Precast-Concrete-Hotel-in-Iraq.aspx

9. Precast Hollow Core Planks  Typical (Max.) Span = 19 feet  Dead & Live loads from IBC 2009  Selection from catalog (Nitterhouse)  Total Factored Loads W= 190 psf ≤ 214 psf → OK Structural Depth – Floor Design Dauphin Hall – Penn College of Technology Use 4-1/2” Strand 8” x 4’-0” hollow core planks with 2” normal weight concrete topping Courtesy of Nitterhouse

10. Precast Hollow Core Planks Connection Details Structural Depth – Floor Design Dauphin Hall – Penn College of Technology Courtesy of NCMA

11. Reinforced masonry loadbearing walls:  Mostly Corridor and Exterior walls Dauphin Hall – Penn College of Technology Structural Depth – Shear Wall Design Assumptions:  f’m = 6000psi  8” thickness  Fs = 24000 psi  Fy = 60000 psi

12. Reinforced masonry loadbearing walls:  Designed under gravity loads first  At level 1 (base)  Load Combination (ASD): D + L  Max. Loads P,M = (27.3 kips, 36.40 ft-kips) Dauphin Hall – Penn College of Technology Structural Depth – Shear Wall Design Final Design Area steel required: As = 0.85 in 2  Use (1) # 9 @ 16” O.C.*  Or use (2) # 6’s @ 16” O.C.

13. Wind Loading:  Same as existing structure (no change in story height)  ASCE 7-05 Wind load cases applied  Controlling Case: Load Case 1 Structural Depth – Shear Wall Design Dauphin Hall – Penn College of Technology  Longitudinal direction controls  Base Shear = 263.6 Kips  Overturning Moment = 11,285 ft-kips

14. Seismic Loading:  Base shear recalculated due to additional weight of building  Original response modification factor R = 3  Intermediate reinforced masonry shear walls R = 3.5 Structural Depth – Shear Wall Design Dauphin Hall – Penn College of Technology Base Shear (Kips)Overturning Moment (ft-kips) Wind273.611,285 Seismic166381,574  Accidental torsional effects = ±0.05%  Drift checked against 0.001hsx

15.  Check Shear Wall Under Seismic  Controlling Load Combination: D + 0.7E (ASCE 7-05)  Plot (P,M) = (13,300 lbs; 41,000 lbs-in) Dauphin Hall – Penn College of Technology Structural Depth – Shear Wall Design

16.  Drift Calculations  Top Story Drift ∆ = 0.023” ≤ ∆ Limit = 0.01h SX = 0.7”→ OK  Frist Story Drift ∆ = 0.00025” ≤ 0.7” → OK Dauphin Hall – Penn College of Technology Structural Depth – Shear Wall Design

17. Dauphin Hall – Penn College of Technology Structural Depth – Shear Wall Design Shear Strength Check on Level 1, Longitudinal Direction Wall No.L (in)M (kip-in) V (k)d (in)M/Vd f v (psi) Fv (psi) w/out reinf [min of two #]Check A168634.3131650.30109567OK AA168634.3131650.30109567OK B132398.481290.3889363OK BB132398.481290.3889363OK C5763454.2705730.091610076OK D7684718.5967650.061610177OK E8405187.71068370.061710177OK F7684718.5967650.061610177OK G5403214.1665370.091610076OK H2641313.1272610.19139772OK I5523294.2675490.091610076OK J8645343.71098610.061710177OK K11287049.514411250.041710178OK L10566585.713410530.051710178OK M9846121.01259810.051710178OK N7684718.5967650.061610177OK O2401435.9292370.21169771OK P4082918.2594050.12199975OK Q6485549.81136450.082310077OK R144704.3141410.35139364OK S2641564.7322610.19169772OK T3482314.4473450.14189974OK U168840.5171650.30149567OK V2881801.9372850.17179872OK W3962718.4553930.12189974OK X168746.9151650.30129567OK Y120369.281170.4289261OK Z2761685.4342730.18169872OK XX168746.9151650.30129567OK ZZ4202922.6604170.12199975OK YY2881626.6332850.17159872OK WW2881626.6332850.17159872OK Shear Strength Check on Level 1, Transverse Direction Wall No.L (in)M (kip-in) V (k)d (in)M/Vd f v (psi) Fv (psi) w/out reinf (X 1.33) [min of two #] Check 13002658542970.2249873OK 21681075221650.3179567OK 34804763974770.12710075OK 4156937191530.3169466OK 52041501312010.2209669OK 62281790362250.2219770OK 7156937191530.3169466OK 83002658542970.2249873OK 91921357281890.3199668OK 103002755562970.2259873OK 112882372482850.2229872OK 12120530111170.4129261OK 132401864382370.2219771OK 143122762563090.2249873OK 152401997412370.2239771OK 163002755562970.2259873OK 1749250801044890.12810075OK 1849252001064890.12810075OK 19972114952359690.13210178OK 2072083781717170.13110177OK 21144892181410.3179364OK 223363711763330.1309873OK 2348057251174770.13210075OK 244084754974050.1319975OK 253604075833570.1319974OK 261561208251530.3219466OK 273003473712970.2319873OK 28108578121050.5159059OK 291921327271890.3199668OK No Shear reinforcement is needed

18.  Floor plans  Ceiling height = 10 ft  Long corridor  More study rooms  124 additional rooms Dauphin Hall – Penn College of Technology Architectural Breadth Courtesy of pct.edu

19.  Floor plans  Ceiling height = 10 ft  Long corridor  More study rooms  124 additional rooms Dauphin Hall – Penn College of Technology Architectural Breadth Courtesy of pct.edu

20.  Codes  Corridor width = 6’ min  Minimum number of Exists = 3 (392 <500)  Dead-Ends  Travel distance < 250 ft Dauphin Hall – Penn College of Technology Architectural Breadth

21.  Goals  Structural implementation feasible  Longer construction time frame  Additional cost Dauphin Hall – Penn College of Technology Conclusion  Recommendations:  Foundation would need to be checked and resized Courtesy of pct.edu

22. Acknowledgements:  Murray Associates Architects, P.C  Dr. Bill Martin (Owner representative)  Penn State AE Faculties  Friends/Family Dauphin Hall – Penn College of Technology Questions/Comments