Texas A&M University



CVEN 483 Structural Analysis and DesignCourse Project OverviewThe course project for CVEN 483 will consist of a Major Design Experience for a building space frame or braced frame structure and foundation system according to Engineering Design Standards (International Building Code IBC 2012, ASCE 7-16 Minimum Design Loads and Associated Criteria for Buildings and Other Structures, ACI 318-14 Building Code Requirements for Structural Concrete and Commentary, and/or AISC-2011 Steel Construction Manual, Thirteenth Edition) and Multiple Realistic Constraints.Walter P. Moore Engineers from Houston, TX will provide architectural building drawings; define building types, uses, geographic locations, structural systems, and geotechnical soils reports and recommended foundation support systems; and impose multiple realistic structural, geotechnical, architectural, construction, safety and/or economic constraints for each group. The project tasks for each group will include the following:Determine a trial structural system layout to satisfy defined architectural requirements and to resist gravity and lateral loadings;Calculate relevant structural loadings from IBC 2012 and ASCE 7-16 per building location and importance classification;Design relevant floor systems to resist gravity loading using approximate analysis demands from ACI 318-14 for concrete frame construction and simple statically determinant analysis for steel frame construction per AISC-2011;Develop a computer model of the structural system, impose structural gravity and lateral demand load cases, and perform linear structural analysis using the commercial software platform ETABS;Perform code-based strength design and ultimate deformation checks, if applicable, for the overall building system and for typical members under defined gravity and lateral loads;Perform code prescribed system level serviceability checks under the 10-year wind load (verify inter-story drifts are less than story height/400 to limit non-structural damage); member level serviceability checks under live loadings; and other performance checks as imposed by the engineers from Walter P. Moore;Design a typical foundation support system for a sample column using the recommended system as provided in the geotechnical soils report for the building location and results from the structural analysis;Document all work in an encompassing group technical report (requirements and guidelines will be provided in a separate document); andGroup oral presentations of project designs will be on Wednesday, May 1, 2019 starting at 10 am in front of the entire class, instructor, and engineers from Walter P. Moore (requirements and guidelines will be provided in a separate document).Meeting with Engineers from Walter P. MooreMrs. Dennis Wittry and Conner Brady visited our class on Thursday February 21, 2019 for the project assignments. Following the group assignments, Dennis and Conner led a discussion on a variety of issues pertaining to the state of practice in structural engineering, what they like about their careers, and entry level requirements for the building architectural employment market.The table below summarizes the assigned groups and building assignments by the engineers.TABLE 1. Group MembersGroupTeam Members1Dirk Johnston, Manuel Mendoza, Grant Decker2Sam Chenoweth, Gavin Crockett, Katie Kirk, Jennifer Luna3George Waterous, Zachary Henthorn, Samuel Leighton, Alex Cofas4Rita Fuentes, Suzanne Tank, Rigoberto Franco5Hayden Drollett, Cesar Martinez, Muhammad Alaryan, Abdulla6Daniella Toledo, Kylie Cox, Lennox Brown7Sarah Gill, Jackson Meyer, Madison Simon, Robert OsterholdTABLE 2. Project AssignmentsGroupBuilding Type, Use, and Location110 story reinforced concrete office building, Buffalo NY26 story steel hospital in Stamford, Connecticut36 story concrete hospital in Las Vegas, Nevada 48 story Educational building in Las Vegas, Nevada511 story steel reinforced office building, San Diego, California610 story Steel frame, Residential Tower, Louisville, KY78 story concrete residential building, Memphis, TNSpecific building information and realistic constraints (and types) are summarized below: Group #1:Deflection criteria for elevators = L/1666 (mechanical constraint)Maximum deflection on perimeter due to Live Load = 3/8” (architectural constraint)Drift limit for 10 year wind = L/400 (serviceability/economic constraint)Garage will be precast concreteMake balconies as thin as possible (architectural constraint)Ground floor height = 16’Parking Floors = 10’ with 7’2” clearanceResidential floors = 12.5’ with 6” MEP and 9’11” ceilingTop Floor = 15’, ceiling height = 12’Parapet height = 10’Elevator penthouse = 40’ over the roofElevator room = 20’ tall, footprint of 10’x 10’400 psf live load over hoist wayStairs = 15’Load for building skin = 40 psfSuperimposed dead loads:-partitions = 10psf-ceiling = 10 psf- roof = 15 psfAmenity Loads = 100 psf (LL), 50 psf (DL)Stairs Dead load = 50 psfStairs Live Load = 100 psfGroup #2:Lateral System: Full moment frame (both directions) – (architectural constraint) Levels: - (architectural/mechanical constraint)24’ Ground Level, 14’ ceiling, 6’ mechanical, slab on grade 24’ Level 2, 14’ ceiling, 6’ mechanical, composite metal deck20’ Level 3, 16’ structural, composite metal deck16’ Levels 4&5, 10’ ceiling, 3’ mechanical, composite metal deckRoof:42” parapetNon-composite metal decking20’ Elevator room, 400 psf live load (ultimate), 200 psf live load – (serviceability constraint)Wind uplift with Cb = 2 (strength constraint)Exterior3/8" max. unfactored LL deflection of spandrel beams – (architectural constraint)Cladding: 50% curtain wall (20 psf), 50% brick (60 psf), (net 40 psf)LoadsPartition Load: 15 psf live load, 20 psf superimposed dead loadStair Load: 100 psf live, 50 psf dead (on long side of stair)Patient Floors (4&5): 100 psf live loadMechanical Floor (3): 150 psf live loadSurgery Floor (2): no less than 100 psf live load (confirm with ASCE 7)Snow, wind, and seismic loads per ASCE 7Superimposed ceiling dead load: 10 psfSuperimposed roof dead load: 15 psfLive Load Reduction was proposed as a bonus. The code doesn’t allow load reduction when using 100 psf or higher. New bonus proposed by Dr. Bracci is to create a design for unreduced live load, and reduced live load and compareCamber floor beams with 80% of dead load (excluding superimposed)Do not camber spandrelsRisk Category 4Group #3:Ground level: Slab-on-groundCeiling load is dead (lighting, duct work, etc.)10 psf for MMEPRoof (insulation, water resistance, etc.) 15 psfLive loads look in ASCE 715 in for slot diffusers (depth)Girder needs to be wider than column (constructability constraint)Corridor live load is 100 psfElevator live load is 400 psfDeflection = L/1666 for elevator (mechanical constraint)40 ft tall above the roof for elevator Cladding vertically standing system steel tube at topSpandrels 3/8 inch deflection (architectural constraint)Drift- lateral deflection (Serviceability/economic constraint)Drift limits L/400 from story to story L = story heightRelative driftDon’t factor geotech loads Pan form beam system (saves money)Level 2 – ASCE 7 special provisions for surgery (greater than 100 psf)Level 3 – 150 psf for mechanical floorTable in Ch 4 ASCE 10100 live load or patient care Patient care must be flexible Glass and Brick (glass = 20 psf, 60 psf ) (use average 40 psf)Stair live load (100psf)Stair dead load (5Group #4:Steel BuildingFloors 2-8: 15’ floor to floorFloors 2-8Composite deck floor systemSteel braced framesFloor 1: 18’Entrance height of 2 floors (architectural constraint)Deflection wind is L/240 + 4” on 2F skin-side10’ parapetMulti-purpose rooms partition 15 psf; hungΔ max = 1”; for live load + partition (serviceability constraint)Ignore camberingCurtain wall systemGroup #5:Steel Building with 10 floors above groundBrace FramesCurtain wall systemSpread Footing SystemDead Load:10 psf for hung ceiling + 15 psf for roofingCurtain wall system 20 psf verticallyStairs = 50 psfMEP = 10 psfLive LoadsCheck ASCE 7Corridor = 100 psfElevator Hoist Way = 400 / 2 = 200 psfDynamic Factor of 2File Room = 100 psfMech. Room = 100 psfChilling Room = 150 psfDeflection ConstraintElevator Hoist Way = L/1666 (mechanical constraint)Perimeter max deflection (unfactored) = 3/8” (Serviceability/economic constraint)PerimeterSlot Diffuser = 15” depthEverywhere else = 30” depthArchitectural ConstraintsHeightsMin ceilings = 10’Level 1 (lobby) = 18’ slab to slabLevel 2-10 (typical) = 15’ slab to slabLevel 11 (Restaurant) = 20’ slab to slabRoof to top of Elevator Bay = 20 ‘Drift Limits (Serviceability/economic constraint)10-year windL/400 (Story to Story, NOT total drift)Group #610 stories, where the 1st floor is a lobby and floors 2-4 are floor garages. Brace frames with one way slabsNo shear wallsFloor to Floor HeightsGround Floor - 16’Parking Garage Floor - 10’Residential Floor - 12.5’Top Floor - 15’StairsOne Way Slab Floor SystemOver the roof 40 ft elevator penthouseCeiling HeightsLobby - 12;Parking Garage - 7’2”Residential - 9’11”Top Floor- 12’Parapet height 10 ftLobby 12’ Ceiling2 ft mechanical ceiling (architectural constraint)Spandrels ?” live load deflection (serviceability/economic constraint)?’’ minimum camber, do not camber for live load, Camber 80% dead loadsH/400 Story to Story Drift (10 yr Wind Load) (Serviceability/economic constraint)Slot Diffuser 15” depthLOADSStairs dead load of 50 psf and live load of 100 psf200 psf live load for elevator wL=4000 lb/ft^2 Δ= L/1666 (Mechanical constraint)Brick + Curtain Wall: Use 40 psfAmenities Deck - 100 psf live loadGreen Roof - 50 psf superimposed dead load10 psf ceiling superimposed dead loadRoofing (insulation, water proofing) 15 psf superimposed dead loadPartition Loads = 10 psf dead loadGroup 7:Deflection Criteria for elevators = L/1666 (mechanical constraint)Maximum Deflection on perimeter due to Live Load = 3/8” (architectural constraint)Drift limit for 10 year wind = L/400 (Serviceability/economic constraint)Garage will be precast concreteMake balconies as thin as possible (architectural constraint)Ground floor height = 16’Parking Floors = 10’ with 7’2” clearanceResidential floors = 12.5’ with 6” MEP and 9’11” ceilingTop Floor = 15’, ceiling height = 12’Parapet height = 10’Elevator penthouse = 40’ over the roofElevator room = 20’ tall, footprint of 10’x 10’400 psf live load over hoist wayStairs = 15’Load for building skin = 40 psfSuperimposed dead loads:-partitions = 10psf-ceiling = 10 psf- roof = 15 psfAmenity Loads = 100 psf (LL), 50 psf (DL)Stairs Dead load = 50 psfStairs Live Load = 100 psf ................
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