Pro-Con Structural Study of Alternate Floor Systems October 27, 2004
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1 Pro-Con Structural Study of Alternate Floor Systems October 27, 2004 Executive Summary For this assignment four different flooring systems were designed and evaluated for a common bay of the. The four systems along with the current system are evaluated in a pro-con format. These systems are: Standard one-way reinforced concrete joist system Two-way waffle slab Open web steel joists on non-composite steal beams Non-composite steel beams and composite deck Two-way flat plate Current system Through the evaluation, the floor systems were designed for a minimum total height of the flooring system to compare to the shallowness of the two-way flat plate design. The designs have a strict tolerance to reduce vibrations, deflections, and to meet a 2-hour fire rating. At this time, there is a need to eliminate the concrete joist system because in keeping with minimum system thickness, layout and deflections are not desirable. All other systems have advantages and should be further investigated
2 Design Parameters The hotel was designed using a live load of 40 psf for typical floors and 70 psf for corridors. In my design I only designed for gravity loads, no lateral loads were calculated. I chose to design the whole interior bay using the 70 psf live load for corridors, as they pass through the center of the bay. Exterior bays shall be designed using 40 psf live loads. These loads were taken from ASCE 7 code book. Dead loads on the structure are made up of 15 psf for partitions, 10 psf for MEP, and material self weight. At this time, fire rating of the structure is not available. I designed the systems using a 2-hour fire rating. I used a deflection of l/360 for all systems. Design is of the common, center bay of floors 4 through 14 as displayed in the figure. The cross-hatched area is the total floor area of floors 10 through 14, with an outline of the building footprint shown. The bay is for east to west and 19-9 from north to south
3 Two-way Flat Plate Existing Condition The current system is a two-way flat plate using a concrete compressive strength of 4000 psi and 60 ksi steel reinforcing bars. A slab thickness of 8 is used throughout the entire floor with #4 bottom bars spaced 10 each way. The column strips have top reinforcement of #5 bars spaced as per structural drawings. Columns dimensions are 16 x 32 and use 5000 psi concrete on the fourth through eighth floor and 4000 psi concrete on the remaining upper floors. An existing layout of the bay being designed is provided on the left. A major advantage to a two-way flat plate is the ability to have a relatively small floor to floor height. This reduces the amount of exterior cladding needed to enclose the building; thus, reducing the overall cost of the structure. Also, it is a good system due to the flatness of the bottom slab which allows for fast application of formwork. Concrete structures require very little lead time, therefore can be designed and built in less time than steel structures. One-way Concrete Joists Alternate System 1 The first alternate system I evaluated was a one-way concrete joist system. I used the CRSI Handbook 2002 to aid in the design of this system. I used 4000 psi concrete with 60 ksi steel. In trying to design the thinnest system I designed the system with a total floor thickness of 12.5 including a 4.5 slab - 3 -
4 that provides a 2-hour fire rating. The layout uses 30 forms + 5 ribs at a spacing of 35 center to center. Each joist is reinforced with #3 + #4 bottom bars and having top bars of #4 at 12. The beams were designed as band beams spanning between columns. Due to the long span and shallowness of beam, a 12.5 x 48 beam is required with 6-#7 bottom bars and 6 - #9 top bars for reinforcing. There are several advantages to using a concrete joist system. It is lighter than a two-way flat plate and can also span longer distances. Waffle Slab Alternate System 2 The use of a two-way waffle slab is another alternative to the existing flat plate. On the right is a diagram of the proposed waffle slab column strip and middle strip. The system was designed using a concrete compressive strength of 4000 psi and steel strength of
5 ksi. The total floor thickness is 12.5, comprised of 8 drop panels and a 4.5 slab. Use of 30 x 30 dome forms will allow for 3-0 on-center spacing of the 6 ribs. A 13 x 13 minimum size column is required for shear stresses in the floor. At this time sizing of shear panels around column have not been calculated. Reinforcement in the column strip is 2 - #6 bottom bars and 21 - #5 top bars and includes 4 ribs. The reinforcement in the middle strip is a #4 for the long bar and a #5 short bar for bottom bars, while the top bars are to be 8 - #5. Advantages of a waffle slab design are the ability of it to span long spans with minimal deflection and self weight. A disadvantage to it is the amount of time involved in placing formwork and rebar. The extra labor required will add to the building cost and lengthen the time it will take to erect the structure. Steel Joists Alternate System 3 The third system I chose was to use a total slab thickness of 4.5 reinforced concrete with 6x6 W2.1xW2.1 welded wire fabric or a fiber mesh on non-composite metal decking. The concrete compressive strength is 3000 psi. The 1.5 C24 galvanized decking is on 18LH4 open web steel joists spaced 4-0 on center with 2 rows of bridging. The joists span from east to west and sit on W18x55 noncomposite beams. The beams spanning east to west between columns were designed as non-composite W16x31 beams as illustrated in the - 5 -
6 diagram is provided. All steel has a tensile strength of 50 ksi. The 4.5 slab was required for a 2-hour fire rating and beams will need to have fireproofing applied to them. The total thickness of the floor system is 22. The advantage of a steel structure is the quickness of erection of the structure and the lighter weight of the total system over concrete. Disadvantages are the requirement of fireproofing, which increases cost of the structure and the lead time involved in ordering and fabricated of the steel members. Also, floor to floor heights are greater than that of concrete requiring more exterior cladding and also more surface area and higher lateral loads throughout the structure. Non-Composite Beams and Composite Decking Alternate System 4 My fourth and final alternative is the use of non-composite beams with composite metal decking. The system includes a 4.5 reinforced concrete slab with 6x6 W1.4xW1.4 welded wire fabric or the use of an acceptable fiber mesh. The decking is 1.5VL18 galvanized composite metal decking on W14x90 beams with tensile strength of 50 ksi. The total thickness of the system is roughly 20. The disadvantages and advantages are similar to that of the steel joist system. The possibility of designing this system with composite beams exists and will reduce beam sizes by weight and depth, which may provide a more viable option
7 Conclusion The only system I can eliminate at this time is the one-way concrete joists. To keep the total slab thickness the same, a 48 wide beam is needed between columns. The current beam is at its limits for my desired deflection of l/360. The three other systems require further investigation along with the possibility of making the steel systems use composite steel beams to reduce beam sizing. The overall advantages and disadvantages of each system are as follows. The concrete systems require no additional fireproofing, which steel requires; thus, limiting its expense. With the foundation sitting on decomposed rock and having an allowable bearing capacity of 20 to 40 tons per square foot, weight of the building structural system is not a major concern. It is not a factor in selection of a flooring system. All systems can be designed as moment frames to resist lateral loads. As mentioned above, steel floor systems require a larger floor-to-floor height creating a need for more exterior cladding. Also, the building will be taller and have to resist more lateral loads from wind due to the increase surface area of the façade
8 Structural Floor Systems Comparison Chart System Two-way Flat Plate One-Way Concrete Joist Overall Thickness Overall Weight 8" 100 psf 12.5" 72 psf Waffle Slab 12.5" 91 psf Steel Beams and Joists Steel Beams and Composite Metal Deck 22" 60 psf 20" 51 psf Advantages Thin floor system Ease of placing formwork Fireproofing not required Fireproofing not required Low floor-to-floor heights Desirable finish Fireproofing not required Low floor-to-floor heights Desirable finish Lighter structure Quick construction Ease of construction Lighter structure Quick construction Ease of construction Disadvantages Heavy system Labor intensive Labor intensive Takes longer to construct Labor intensive Takes longer to construct Requires fire proofing Long material lead times Taller structure Requires fire proofing Long material lead times Taller structure Further Investigation Existing No Yes Yes Yes - 8 -
9 Appendix Title Pages 1. One-Way Joist System Two-Way Waffle Slab Steel Joists Steel Beams
10 - 10 -
11 - 11 -
12 - 12 -
13 - 13 -
14 - 14 -
Technical Assignment 2 TABLE OF CONTENTS
2 TABLE OF CONTENTS Executive Summary...3 Introduction..5 Gravity Loads......6 Design Codes......7 Materials..8 Existing Structural System.. 10 Existing Floor System 15 Alternate Floor Framing Systems...17
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