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AE Senior Thesis 2009
U.S. Pharmacopeia Headquarters Consolidation
Rockville, MD
Analysis and Design of a Mild ReinforcedOne way slab with Post Tensioned Beams
Jeffrey L. Rothermel Jr.The Pennsylvania State University
Department of Architectural EngineeringStructural Option
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Discussion Topics
• Background Information
• Existing Structure
• Design Goals
• Project Stages and Process
• Structural Design
• Mechanical Ductwork Redesign
AE Senior Thesis 2009|U.S. Pharmacopeia Headquarters|Jeffrey L. Rothermel Jr.|Structural Option
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U.S. Pharmacopeia Headquarters
AE Senior Thesis 2009|U.S. Pharmacopeia Headquarters|Jeffrey L. Rothermel Jr.|Structural Option
• Owner: U.S. Pharmacopeia• Architect: Hellmuth, Obata + Kassabaum (HOK)• Structural: Cagley & Associates Inc.• MEP: R.G. Vanderweil Engineers• Construction: DPR Construction Inc.
• 6 stories - 91’• 191,000 ft2 of new office and lab space• New 19,000 ft2 conference center• Houses chemical and biological labs• $69 million
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U.S. Pharmacopeia Headquarters
AE Senior Thesis 2009|U.S. Pharmacopeia Headquarters|Jeffrey L. Rothermel Jr.|Structural Option
• Showcase laboratory spaces• Large open office plans• Kitchenettes for employees at every floor• Curtain wall, metal paneling, and beige split face CMU• Conical auditorium with curtain wall skin• Enclosed outdoor plaza space
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Existing Conditions
AE Senior Thesis 2009|U.S. Pharmacopeia Headquarters|Jeffrey L. Rothermel Jr.|Structural Option
• Two way mild reinforced concrete flat slab with drop panels
• 22’x22’ column grid
• 14’ floor-to-floor heights (Typ.)
• Reinforced concrete moment frames
• Steel framed conference center
• Truncated, conical concrete auditorium
Photo courtesy of HOK Inc.
Photo courtesy of HOK Inc.Photo courtesy of HOK Inc.
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AE Senior Thesis 2009|U.S. Pharmacopeia Headquarters|Jeffrey L. Rothermel Jr.|Structural Option
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Design Goals
AE Senior Thesis 2009|U.S. Pharmacopeia Headquarters|Jeffrey L. Rothermel Jr.|Structural Option
• Lower floor-to-floor heights from 14’ to 13’
• Increase column grid from 22’ to 44’
• Eliminate moment frames
• Reduce ductwork sizes
• Maintain existing ceiling height
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Design Stages
AE Senior Thesis 2009|U.S. Pharmacopeia Headquarters|Jeffrey L. Rothermel Jr.|Structural Option
• Investigate 3 alternatives
• Choose optimum system
• Design chosen floor system
• Design matching lateral system
• Resize ductwork mains
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AE Senior Thesis 2009|U.S. Pharmacopeia Headquarters|Jeffrey L. Rothermel Jr.|Structural Option
Possible Solutions
Staggered Steel Truss systemTaken From AISC Design Guide 14: Staggered Steel Truss Framing
Two way post tensioned slab
One way slab with post tensioned beams
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AE Senior Thesis 2009|U.S. Pharmacopeia Headquarters|Jeffrey L. Rothermel Jr.|Structural Option
Structural Depth DesignDesign Process
1. Lay out beams2. Design slab system3. Design post tensioned beams
1. Size2. Tendon quantity3. Drape
4. Column check5. Design shear walls
1. Shear reinforcement2. Flexural reinforcement3. Coupling beams
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AE Senior Thesis 2009|U.S. Pharmacopeia Headquarters|Jeffrey L. Rothermel Jr.|Structural Option
One way slab with PT beam design
New Beam Layout
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AE Senior Thesis 2009|U.S. Pharmacopeia Headquarters|Jeffrey L. Rothermel Jr.|Structural Option
One way slab with PT beam designSlab Design
• One way reinforcing
• 7” slab typ.
• 7-1/2” slab at 250 psf loading
• #5 bars T&B
• #5@ 24” for shrinkage and temperature parallel to beams
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AE Senior Thesis 2009|U.S. Pharmacopeia Headquarters|Jeffrey L. Rothermel Jr.|Structural Option
One way slab with PT beam design
Designed with RAM Conceptper ACI 318-02
• Spans extended to 44’• Shallow wide beams • Existing column size kept (24”x24”)• F’
c = 6000 psi• Class T Transitional• T-Beam properties• #6 Bottom at ρmin= 0.004• #5 Top with no minimum reinforcement• 0.6f’
ci compression limit (18.4.1(a))• 7.5√f’
c ≤ft ≤ 12√f’c tensile stress limit (18.3.3)
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AE Senior Thesis 2009|U.S. Pharmacopeia Headquarters|Jeffrey L. Rothermel Jr.|Structural Option
One way slab with PT beam designDesign Process
1. Size the beams2. Add tendons3. Check stresses4. Adjust profile5. Schedule
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AE Senior Thesis 2009|U.S. Pharmacopeia Headquarters|Jeffrey L. Rothermel Jr.|Structural Option
One way slab with PT beam design
• Interior beams typically 48”x14”
• Edge beams typically 30”,32”x14”
• 40-60 tendons interior typically
• 30-40 tendons in edge typically
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AE Senior Thesis 2009|U.S. Pharmacopeia Headquarters|Jeffrey L. Rothermel Jr.|Structural Option
One way slab with PT beam design
Transfer Girders
• 16-30” deep at transfers• 48-56” wide at transfers• Same depth as existing transfers• 20-50% more post tensioning
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AE Senior Thesis 2009|U.S. Pharmacopeia Headquarters|Jeffrey L. Rothermel Jr.|Structural Option
One way slab with PT beam design
Load Balancing Load Balancing (% DL)Span 1 2 3 4 5 6 7
Floor Col Line First A 73 87 81 73 69 72
B 78 97 92 71 76 91 C 80 95 94 74 80 67 D 75
77 67 100 83
E 72 75 64 97 85 F 78 94 90 72 76 93 G 91 87 88 86 69 72 77
Second A 76 90 83 75 70 74
B 91 110 99 76 69 69 C 86 110 94 72 66 65 D 67
88 69 89 95
E 69 85 64 92 99 F 97 88 98 79 73 74 G 76 95 95 93 60 77 83
Third A 71 87 83 76 71 78
B 73 72 77 70 64 76 C 77 95 82 75 70 81 D 50
72 70 110 81
E 68 70 65 110 80 F 93 87 74 66 64 74 G 99 100 78 82 39 69 93
Fourth B -2 90 88 85 76 73 75 C 38 110 91 90 85 85 32 D 16 78
65 64 100 69
E 16 75 64 60 100 75 F 40 64 86 74 70 64 75 G 67 87 95 86 100 88 81
Penthouse B -57 65 82 93 78 110 80 C 19 82 98 100 90 89 88 D 34 86
95 61 100 45
E 27 95 93 59 100 42 F 62 89 96 92 89 96 100 G 58 90 100 93 84 100 78
• Balance % of dead load• Target balance 60-90%
• Target met in most beams• A few beams overbalanced• Some underbalanced
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AE Senior Thesis 2009|U.S. Pharmacopeia Headquarters|Jeffrey L. Rothermel Jr.|Structural Option
One way slab with PT beam designExisting Column Properties• Checked using PCA Column• Moments from RAM Concept at column
• Interior columns sufficient• Exterior columns require increased rebar
• Required for increased moment• 8#9 12#9
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AE Senior Thesis 2009|U.S. Pharmacopeia Headquarters|Jeffrey L. Rothermel Jr.|Structural Option
Shear Wall Design
Existing reinforced concrete moment frames
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AE Senior Thesis 2009|U.S. Pharmacopeia Headquarters|Jeffrey L. Rothermel Jr.|Structural Option
Shear Wall Design
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AE Senior Thesis 2009|U.S. Pharmacopeia Headquarters|Jeffrey L. Rothermel Jr.|Structural Option
Shear Wall Design
Taken From ASCE 7-05
Load Determination
• Method 2 per ASCE 7-05
• 4 wind cases investigated
• Seismic loads using Equivalent Lateral Force Method
• 18” trial thickness
• 1.6W vs. 1.0E
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AE Senior Thesis 2009|U.S. Pharmacopeia Headquarters|Jeffrey L. Rothermel Jr.|Structural Option
Shear Wall DesignShear reinforcement as required per Sec. 11.9
• Each wall/segment designed for shear and flexure separately
• Minimum shear reinforcing used• None needed for shear strength
• #4s H,V @18” Typ.
• Moment controlled reinforcing designs
• #8s Vert. for flexure
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AE Senior Thesis 2009|U.S. Pharmacopeia Headquarters|Jeffrey L. Rothermel Jr.|Structural Option
Shear Wall DesignDeflections in SAP
• 8” Membrane• Self mass included• 24” mesh• Full I values for all members• F’
c = 3000 psi
• Wind limitation H/400• Seismic limitation 0.02hxn
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AE Senior Thesis 2009|U.S. Pharmacopeia Headquarters|Jeffrey L. Rothermel Jr.|Structural Option
Shear Wall DesignCoupled shear wall design
SAP • Member self weight included• 8” Membrane• Coupling beams extend into wall face
• 2’ Rigid end offset• 48” deep beams
• Coupling beams as deep beams per Sec. 21.9.7• Designed per Sec. 10.7• Shear reinforcement per Sec. 11.7
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AE Senior Thesis 2009|U.S. Pharmacopeia Headquarters|Jeffrey L. Rothermel Jr.|Structural Option
Mechanical Ductwork design
Design Goals
• Keep loss under .25” WC/100’
• Keep fpm flow under 2500 in mains over occupied spaces
• Reduce height and increase width
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AE Senior Thesis 2009|U.S. Pharmacopeia Headquarters|Jeffrey L. Rothermel Jr.|Structural Option
First Floor
Mechanical Ductwork Redesign
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AE Senior Thesis 2009|U.S. Pharmacopeia Headquarters|Jeffrey L. Rothermel Jr.|Structural Option
Mechanical Ductwork Redesign
• Vertical mains shrunk 8-20” per side
• Maximum horizontal run that travels under beams is 20”
• Minimum ceiling height is 8’10”
• Average ceiling height can be +10’6”
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AE Senior Thesis 2009|U.S. Pharmacopeia Headquarters|Jeffrey L. Rothermel Jr.|Structural Option
Façade SavingsFloor sf curtain wall sf split face CMU sf metal panel
4th 758 - -3rd 758 - 562nd 204 604 561st 204 604 56
Total 1924 1208 168$/sf 65.65 62.72 34.04
Savings $4,309.92 $3,933.80 $1,158.72Total Savings $9,402.44
Cost of New DuctworkTotal Weight x 1.15* x Cost (installed) ($/lb) = Total Cost
42,263.2 x 1.15 x 6.79 = $330,012
Cost of Existing DuctworkTotal Weight x 1.15* x Cost (installed) ($/lb) = Total Cost
53,749.2 x 1.15 x 6.79 = $419,700 Savings From Changes $89,688 *15% added for brackets and supports
Some Quick Costs• Savings on façade and ductwork• More expense on structure
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AE Senior Thesis 2009|U.S. Pharmacopeia Headquarters|Jeffrey L. Rothermel Jr.|Structural Option
Project Summary
• Post tensioned beam system provides optimal performance
• Wide shallow beams incorporate desired attributes into floors
• 48”x14” for most interior beams and 30”x14” for most exterior
• 8” shear walls designed for moment
• Mechanical ductwork redesigned to obtain project goals
• Savings on façade and mechanical ducts, more cost in structure
• All goals reasonably attained
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AE Senior Thesis 2009|U.S. Pharmacopeia Headquarters|Jeffrey L. Rothermel Jr.|Structural Option
Questions/Comments