ENGN 1380 Design Project The Indy Residence Hall and Parking Garage at Brown University Knowledge District Campus Pikanstruction Inc. Arnold and Ives Street Providence, RI 02912 T 4018156955 pokemon@pikanstruction.edu www.pikanstuction.com
Acknowledgements Pikanstruction Inc. First and foremost, we would like to thank Odeh Engineers Inc. and Odeh & Alventosa Engineering Consulting Inc. for offering this project to Pikanstruction and their unfailing effort in guiding the project. We would especially like to thank our supervisor, Mr David J. Odeh for the valuable guidance and advice. We would like to thank him for showing us examples and advices that are related to the topic of our project. Furthermore, we would like to thank Miss Karina Alventosa for her inspiration and assistance in this project and her willingness to motivate us has contributed tremendously to our project. Furthermore, we would like to thank Brown University for offering this project to Pikanstruction and provide us with all the required facilities to complete this project. It gave us an opportunity to participate and learn about the structural system of Brown residence hall. We are looking forward to working with you again. ----------------------------------------------- ----------------------------------------------- Ka Ling Wu Thomas Charles Schiefer Principal Principal Pikanstuction Inc. Pikanstuction Inc. Pikanstruction Inc. Arnold and Ives Street Providence, RI 02912 T 4018156955 pokemon@pikanstruction.edu www.pikanstuction.com
Table of Contents Design Criteria Gravity Load Carrying System Lateral Force Resisting System Foundation System Loading Plan Loading Labels iii iii iii v vi vi Roof vii Story 3 to Story 7-1st to 5th Suites Floor Story 1 to Story 2-1st to 2nd Parking Floor Wind Load Calculation Wind Load Calculation for Columns Table 1. Wind Calculation of A3 and A4 Perimeter Columns Table 2. Wind Calculation of A1 and A7 Perimeter Columns Designed Floor Plan Design Layout Roof Story 3 to Story 7-1st to 5th Suites Floor vii vii viii viii viii viii ix ix ix ix i
Story 1 to Story 2-1st to 2nd Parking Floor Hand Calculations for Typical Framing Members RAM Structural 3D Model Structural 3D Model RAM Model Analysis Model Analysis Footings Design Cost Analysis Design Comments Design Constructability References Appendix Gravity Column Design Summary Concrete Column Design Summary Beam Summary Beam Deflection Summary Floor Map - Beam Sizes, Camber and Factored Reactions Column Load Summary x xi xii xii xiii xiii xiv xv xvi xvi xviii xix xix xix xix xix xix xix ii
Design Criteria The structural system of the Residence Hall and Parking Garage is designed to resist vertical gravity loads and lateral load caused by wind. Gravity Load Carrying System One-way composite slab on beam system is used for the gravity load carrying system due to its simple and economic nature. The steel deck perform two major functions: acting as a permanent formwork during the concrete casting and as tensile reinforcement after the concrete has hardened. 1 The insitu concrete provides the compressive strength while the steel decking provides the tensile strength. VULCRAFT 2.0VL is used with a 4.5 total slab depth and 8 span. The composite decking collects the load, transfers loads to beams then to the columns. and eventually to the footings. Lateral Force Resisting System For the lateral force resisting system, braced frames are used to resist the lateral load caused by wind. There are two braced frames on the longitudinal sides and one braced frames on the transverse sides. The red components indicate where the braced frames are located. Single diagonal steel braced frames are used due to its high efficiency. A laterally stiff building could be created using steel braced frames with comparatively less additional material. In addition, there is little or no effect on the design of the horizontal floor system using steel braced frames. This system allows high elastic stiffness even though it is less ductile than other systems, like steel moment frames and eccentrically braced frames. 2 In this system, HSS 16x4x3/16 and 16x4x1/4 tubes are used for the braces. The inward frames were not braced so that entrance can be made into the stairwells and elevator shafts from the corridors. 1 Namdeo A. Hedaoo, Laxmikant M. Gupta and Girish N. Ronghe, International Journal of Advanced Structural Engineering. Design of Composite Slab with Profiled Steel Decking: a Comparison between Experimental and Analytical Studies. 2 TATA Steel Construction. Composite Floors Using Conventional Shallow Decking. iii
Figure 1. Overall Braced Frames Figure 2. Floor Plan Showing Braced Frames Figure 3. Front Elevation Showing Braced Frames iv
Figure 4. Back Elevation Showing Braced Frames Figure 5. Side Elevation Showing Braced Frame Foundation System The foundations system consists of shallow isolated spread footings beneath each of the 56 columns designed for the total dead loads and reduced live loads supplied by the columns and the bearing capacity. All footings are sized to resist one-way and two-way shear, and reinforced to meet the minimum required flexural strength. The effects of eccentricity was ignored. Because of proximity in spacing, the non-corner footings on the transverse side were found to overlap using their necessary dimensions, and instead will be constructed as a combined footing. The footings are placed six inches below grade and six inches of slab will be placed above grade for increased support. v
Figure 6. Floor Plan Showing the Foundation System Loading Plan Loading Labels Figure 7. Loading Labels for Suites Floor Figure 8. Loading Labels for Parking Floor vi
Roof Figure 9. Loading Plan for Roof Story 3 to Story 7-1st to 5th Suites Floor Figure 10. Loading Plan for Story 3 to Story 7 Story 1 to Story 2-1st to 2nd Parking Floor Figure 11. Loading Plan for Store 1 to Story 2 vii
Wind Load Calculation Wind Load Calculation for Columns Table 1. Wind Calculation of A3 and A4 Perimeter Columns For A3/A6 Perimeter Columns Eqn Constant 0.00256 Length 18 ft Kzt 1 Trib Height 9 ft (Suite) I 1 Trib Height 8.5 ft (Garage) V 110 Kd 0.85 Floor Number Height (ft) Kz Pnet (psf) At (sf) Fwind (lb) Fwind (kips) 0 0 0.7 18.43072 76.5 1409.95008 1.40995008 1 8.5 0.7 18.43072 153 2819.90016 2.81990016 2 17 0.7 18.43072 162 2985.77664 2.98577664 3 26 0.7 18.43072 162 2985.77664 2.98577664 4 35 0.76 20.010496 162 3241.700352 3.241700352 5 44 0.81 21.326976 162 3454.970112 3.454970112 6 53 0.85 22.38016 162 3625.58592 3.62558592 7 62 0.89 23.433344 81 1898.100864 1.898100864 Table 2. Wind Calculation of A1 and A7 Perimeter Columns For A1/A7 Corner Columns Eqn Constant 0.00256 Length 12 ft Kzt 1 Trib Height 9 ft (Suite) I 1 Trib Height 8.5 ft (Garage) V 110 Kd 0.85 Floor Number Height (ft) Kz Pnet (psf) At (sf) Fwind (lb) Fwind (kips) 0 0 0.7 18.43072 51 939.96672 0.93996672 1 8.5 0.7 18.43072 102 1879.93344 1.87993344 2 17 0.7 18.43072 105 1935.2256 1.9352256 3 26 0.7 18.43072 108 1990.51776 1.99051776 4 35 0.76 20.010496 108 2161.133568 2.161133568 5 44 0.81 21.326976 108 2303.313408 2.303313408 6 53 0.85 22.38016 108 2417.05728 2.41705728 7 62 0.89 23.433344 54 1265.400576 1.265400576 viii
Designed Floor Plan Design Layout The followings are the designed floor plan for different stories. From story 1-2, concrete is used in the design. From story 3-7, steel is used as the material. Roof Figure 12. Roof Floor Plan Story 3 to Story 7-1st to 5th Suites Floor Figure 13. Story 3 to Story 7 Floor Plan ix
Story 1 to Story 2-1st to 2nd Parking Floor Figure 14. Story 1 to Story 2 Floor Plan x
Hand Calculations for Typical Framing Members Hand calculations are prepared for typical framing members on each floor of the building, considering dead loads, live loads, and wind loads. The typical framing members include: Typical interior girder Typical perimeter girder Typical floor beam Typical interior column Typical exterior/perimeter column Typical corner column xi
RAM Structural 3D Model Structural 3D Model A 3D model is created using RAM structural system with the lateral force resisting system modeled and all gravity loads and lateral loads inputed. Furthermore, input deflection criteria and other required criteria are inputed into the beam and column design modules. The following is the final structural 3D model of the design. Figure 15. RAM Structural 3D Model of the building xii
RAM Model Analysis Model Analysis The RAM model is analyzed to determine the optimized beam and column sizes for gravity loading. The column design summary report, beam design summary report, floor map of each floor type showing beam sizes, camber, factored reactions are included in the appendix. Comparisons are made between the manual calculations and the calculations generated from RAM. For steel columns, the sizes obtained from manual calculations are comparable to those obtained from RAM analysis. However, RAM tends to use bigger sizes as it takes splicing into account. It tries to reduce the number of times that the column change sizes as splicing will decrease constructability. For concrete columns, the sizes obtained from manual calculations are also comparable to those obtained from RAM analysis. However, special attention was needed for the RAM analysis as the building code used has specific requirements for reinforcements. Thus, the number of reinforcement required obtained from RAM is slightly different from manual calculations. However, the area of steel required from manual calculations is similar to that from RAM calculations. Steel beam member sizes calculated in the RAM model were smaller than those calculated by hand, because RAM assumed a composite design while hand calculations were performed assuming pure steel members. The loads in the beam members were calculated to be similar, but with composite design smaller members can be used. For concrete beam design, B18X30 beams were hand calculated and implemented into the RAM model. The RAM analysis found the six members on each floor required additional shear reinforcement to resist torsional force, which was not calculated for in the hand calculations. The beams and girders for which the hand calculations were performed did resisted loads successfully. xiii
Footings Design After the design and analysis of beams and columns, square spread footings are designed. The maximum axial load at the column case is calculated from RAM and the required size of the footing based on soil capacity is determined. Subsequently, the required area of reinforcement in each footing is calculated and a sketch of each footing showing reinforcement is showed. xiv
Cost Analysis With all the structural components determined, a detailed cost analysis is conducted with reference to the lecture by Chris Hoffman from DPR and the detailed takeoff report with quantities of beams, columns and weights of steel. A detailed cost estimate of the total cost accumulated in the purchase, shipping, and construction of steel and concrete members with a 5% Engineer Fee can be found on the next page. The total cost is $2,246,025 ($867,410 for steel and $1,378,614 for concrete). Additional costs will amount due to architect fees, environmental services (if necessary), walls and brick veneer, windows, utility subcontractors (water, heating, and electrical systems), elevators, interior work, permits, and high-level work personnel such as construction manager. The overall cost of the project will exceed this estimate. xv
Design Comments Design Constructability Many factors must be taken into consideration for the construction of this design. First of all a Phase 1 Environmental Site History Report will need to be conducted for the job site by an environmental engineering firm to verify that there is no contamination in the soil. If the Site History Report reveals that there is concern of contaminations, appropriate testings and possibly remediations steps should be taken before proceeding with the construction. The site has already been viewed and analyzed by a geotechnical engineer to determine the soil bearing capacity for the foundational design, but additional information is needed for the water table. If the water table is very high dewatering may be necessary, especially in an area with high rainfall, but this will most likely not be needed because the dormitory has no basement and foundational supports are shallow. Because the campus is located in an area with cold winters and high snowfall, the construction schedule will be designed so that most onsite work is completed in the late spring, summer, and early fall. No construction activity should occur during precipitation. After clearing the site area, the footings should be made on site and placed in the ground. Afterwards the concrete components of the structure should be built. Once the first two floors of concrete columns are in place, the steel frame can designed. Both steel and concrete can be obtained locally and are short lead-time items. Many of the required utility systems required for water, heating, and electrical systems may be classified as long-lead time items. The subcontractors for these utilities should be contacted early in the construction process. Because steel bracing is used on the first and second floors, the bracing members should be encapsulated in concrete for easier attachment to the concrete beams and columns. Also, the column layout changes between the concrete parking garage floors and the steel frame suites in order to accommodate the car entrance, therefore transfer girders are needed to transfer the load from the center column on the longitudinal side to the two concrete columns on the sides of the car entrance. Close monitoring should be done in the construction of these girders in order to ensure the the transfer of the load. For the concrete beam section of the RAM model, additional shear reinforcement to resist the torsional force on some members but could not be modeled in the software. The members of the building design are able to resist loads significantly higher than the factored loads applied, so there is room for error if there are made too small or need to be modified, especially on higher floors. Especial attention should be placed on the columns on each end of the car entrances and the bracing on the first and second floor because they are needed to resist very high loads. xvi
Cost may be increased for splicing between levels because different column sizes are used. Because there is such a large difference in load between the top floors and the lower floors, the reduction in material costs will exceed the splicing costs. However efforts were made in design in order to avoid splicing whenever possible. It is important that all site workers and visitors wear the proper personal protection equipment, which is a minimum of a hard hat, bright reflective vest, long pants, and steel-toe boots. All site personnel must complete the 10-Hour OSHA Construction Training. The site area should be blocked of from the public with a fence with a closable gate to let in construction vehicles. The site should be monitored that noise and dust levels do not exceed acceptable values for disturbing community members. xvii
References I. David J. Odeh, Brown University. ENGN 1380 Design Project Description II. III. Namdeo A. Hedaoo, Laxmikant M. Gupta and Girish N. Ronghe, International Journal of Advanced Structural Engineering. Design of Composite Slab with Profiled Steel Decking: a Comparison between Experimental and Analytical Studies. Accessed 15 Dec 2013. http://www.advancedstructeng.com/content/pdf/2008-6695-4-1.pdf VULCRAFT. Steel Roof and Floor Deck Manual IV. TATA Steel Construction. Composite Floors Using Conventional Shallow Decking. Accessed 15 Dec 2013. http://www.tatasteelconstruction.com/en/reference/teaching_resources/architectural_studio_reference/elements/ composite_construction/composite_floors_using_conventional/ V. Bentley Systems Inc. RAM Modeler Tutorial. Accessed 31 Nov 2013. https://communities.bentley.com/products/structural/structural_analysis design/w/ structural_analysis_and_design wiki/ram-modeler-tutorial.aspx?redirected=true xviii
Appendix Gravity Column Design Summary Concrete Column Design Summary Beam Summary Beam Deflection Summary Floor Map - Beam Sizes, Camber and Factored Reactions Column Load Summary xix