FINAL YEAR PROJECT Submitted in fulfillment of the requirements for the ENGINEERING DEGREE FROM THE LEBANESE UNIVERSITY FACULTY OF ENGINEERING- BRANCH III Major : CivilEngineering By:Mortada Chamas________________________________________________ Structural Design of Sky Tower Supervised by: Dr. JAMIL DAMAJ Defended on Monday 23 septembre2013the jury: Dr. JAMIL DAMAJ President Dr. Hasan AL Haj Member Dr. Nayef Atrisi Member 2012 / 2013 SKY TOWERS PROJECT KHALDEH- LEBANON STRUCTURAL REPORT Design criteria-Structural Analysis-R.C Design 1. Definition ofthe Intervention The aim of the present report is to conduct the structural study of the project parts and to assess the adequacy of the preliminary structural resisting systems for gravitational and lateral loads, as specified by the design criteria and according to the specifications.The assessment to the structural systems adequacy will be done considering the following factors: -The latest architectural drawings-The specified super imposed dead loads and live loads. -The structural response of the buildings to the lateral loads InthisPhaseofstudythebasicdesigncriteria(codes,loadings,materials)andthe analysis methods are presented. The basic assumptions of the numerical analysis are also stated. Based on the design criteria and assumptions data, a rigorous structural analysis is conducted with three dimensional models of the buildings using the ETABS software.The buildings response, obtained from the analysis results, led to the determination of: -the maximum lateral sway of buildings which allows the adjustment of the expansion joint gap. -the internal forces in the different structural elements,which allowed the checking / design of the vertical structural elements (columns, walls)-the transfer of data to other software (Safe, S-concrete) which allowed the checking of the proposed foundations and slabs dimensions . 2.Preface eingacivilengineergraduate,wearegoingtointroducethestructuralskills acquiredthroughourlearningprocessinthefacultyofengineering-Lebanese University.Ourprojectisoneoftheengineeringarticlesconcerningstructural detailing of a building. So we chose the SKY TOWERon KHALDEH-LEBANON to be our case of study. Designers obviously need the full data related to the building in order to be able to start his study, and he should determine the means that may help him creating his model. Architectural Details: the SKY TOWERin Lebanon is located in khaldeh, Beirut, on a rock type soil. The projectconsistsoftenresidentialbuildingsofvariousheightsandfloorareas,summer club, and winter club. The current block A consists of two Basement floors, one Ground floor, 11 residential floors. Theprojectconsistsoftenresidentialbuildingsofvariousheightsandfloorareas, summer club, and winter club. The current block A (my project) consists of two Basement floors, one Ground floor, 11 residential floors. B BASEMENT PLAN USUAL FLOOR PLAN GF 3.Major Constraints The structural analysis and concrete design of the project was governed by the following constraints: -thearchitecturalrequirementsofthebuildingswhichinducedirregularitiesinthe buildings shapes and the distribution of the supporting elements. -the relatively large spacing between supports. 4.Design Criteria 4.1 Codes of Practice , standardsThe buildings straining forces (gravitational and lateral) and the capacity of the structuralresistingelementsweredeterminedinaccordancetothefollowingcodeof practice: -theUniformBuildingCodeUBC97forthedeterminationoflateralforcesintensity and distribution (Earthquake and Wind pressure). -ACI318-02forthedeterminationofloadscombinations,thedesignanddetailingof various concrete elements (slabs, beams, columns, walls and foundations). -ASCE-05 code: for wind loads and analysis

4.2 software: I n addition, the design is going to be done with the aid of the following software programs: -Autodesk AutoCAD Draw and plan and detail any needed figure, with 2D and 3D features. -CSI - Etabs ETABS is a sophisticated special purpose analysis and design program developedspecificallyforbuildingsystems.I tismainlyusedfor modeling, and mainly the design of vertical elements. -CSI - Safe Design of slabs, beams and foundations, reinforced and post tensioned concrete. -S-CONCRETES-concreteisastand-aloneproductthatinvestigates,designs,and graphicallydetailsreinforcedconcretebeam,column,andwall sections. -BEAMD Design and draw any given beam. Get the loads and gives the resulting forces and moments, and checks code capability with the results. -TALREN Design and draw the supporting system of any excavation, including piles,anchorages.Andgivesdetailedreportoftheresults.Used especially for sliding circles. 5.Design Assumptions I nordertobeabletostartourdesign,wemuststartfromadefinitepoint,wherewe determinethemainmaterialsthatisgoingtobeused.Alsoweshouldrecognizethe structural elements presented in the building, and give a predimension for each element to becheckedthen.Finallywehavetoloadeachmemberbythecodesrecommendedload related to its type. 5.1Materials: Two main materials are to be used in the construction phase of the building: Concrete and Steel. In our project we will use concrete with fc= 20MPa, and another type of fc= 32MPa. And steel with tensile yield fy=420MPa for longitudinal reinforcement, and fy=280 MPa for transversal reinforcement. 5.2Structural elements and Predimnesioning Asanyalternativestructure,ourstructurecontainsthefollowingstructuralelements: slabs, columns, walls, beams, and footings. a)Slab:slabs assumptions are concerned about its type and thickness. Clearly thedesignerpreferslessthicknessthatoffershimlesscost.These assumptions depend mainly on the spans found through the slab, and the type ofsupportused.Duetolongspansfoundbetweensupports(columns),we decided to use a two way solid slab (flat plate). We will use a two way solid slab with 25cm thickness (refer to slab design section). As analysis results are derived, we are going to check the deflection and reinforcement. b)Columns:columnsectionswillbetakenasgivenbythearchitectural engineer.Thesesectionswillbecheckedtosupportitsloadsandwillbe reinforced by 1% steel of its gross section as a minimum reinforcement. I f we have a slender column in the project then we are going to consider the P-Delta effect, these checks will be done in the column design paragraph. c)ShearWalls:thesesectionsareprimarilydeterminedbythearchitectural engineer.Wallssectionsandpositionwillbecheckedagainstloadsand mainly shear and torsion. d)Beams:beamsarepresentedinthehugespanfoundinthetheatre,there sections will be detailed the frame design paragraph. e)Footings: Thickness and dimensions are related to loads and bearing capacity of supporting soil. Thus whole design is found in footing design paragraph. 5.3Dead Loads The dead loads of the buildings are: -selfweightofthestructuralelementsbasedonpreliminarydimensioningofthe structural sections and the materials specific unit weight -super imposed dead loads including finishing and partition: as indicated in the drawings Dead load is computed mainly for slabs:D.L. =

=25 x 0.25 =6.25 kPa S.D.L. =1.5 kPa for basement floors. =4.0 kPa for GF and upper floors. 5.4Live Loads Table 1.2 ACI -08: Minimum uniformly distributed life loads Type of useLb/ft2kPa=KN/m2 Apartment buildingsPrivate units401.92 Public rooms1004.8 Corridors803.84 Office buildings Offices502.4 Lobbies1004.8 Corridors above first floor803.84 Garages (cars only)502.4 Stores First floor1004.8 Upper floor753.6 Ware house Light storage1256.0 Heavy storage25012.0 As our project is an residential building, in addition to car garages in the basement floors, we can assume live loads as follows: Basement floors: L.L. = 2.5 kPa. Ground floor: L.L. =4.8 kPa. Upper floors: L.L. = 2.5 kPa. 5.5 Seismic load The UBC 97 recommends that thestatic lateralforce procedure of Section 1630 may be used for the following structures: 1.Allstructures,regularorirregular,inSeismicZone1andinOccupancy Categories 4 and 5 in Seismic Zone 2. 2.Regularstructuresunder240feet(73152mm)inheightwithlateralforce resistance provided by systems listed in Table 16-N, except where Section 1629.8.4, I tem 4, applies. 3. I rregular structures not more than five stories or 65 feet (19 812 mm) in height. 4. Structures havinga flexibleupper portion supportedon arigid lowerportion where both portions of the structure considered separately can be classified as being regular,theaveragestorystiffnessofthelowerportionisatleast10timesthe average story stiffness of the upper portion and the period of the entire structure is not greater than 1.1 times the period of the upper portion considered as a separate structure fixed at the base. [1--- 1629.8.3] The sky toweris in zone 1 so the static analysis is required. Seismic load parameters are related to the zone of study, which is Beirut in our case. Beirutissaidtobeofzone 2B,referringto UBC97-TABLE16-1,wefind Seismic Zone Factor (Z) = 0.25 Soil investigations proved that the site is of dense sand type. Soil Profile Type = SC Referring to UBC97-TABLE 16-J, TABLE 16-Q, TABLE 16-R, we findSeismic CoefficientCa = 0.24 Seismic CoefficientCv = 0.32 ReferringtoUBC97 TABLE 16-N Over-strengthFactor, R = 4.5 (BWS) Referring to UBC97-TABLE 16-K Importance Factor = 1.5 Eccentricity Ratio = 0.05 TimePeriod,Ct(ft)=0.02for BWS Four load cases will be formed QX1 and QX2 withXdirectionandoppositey-eccentricity, andQY1andQY2withYdirectionand oppositex-eccentricity.Alsotwodynamic loads are defined SPEC1 and SPEC2. I - Combinations: CombinationsusedinouranalysisareinaccordancewithUBC97-1612.2for strength design, and UBC97-1612.3 for working stress design. Eachloadcasewillbeplacedatitsappropriatepositionsowewillhaveabout 50 combos. II-Modifiers: 1-Slabs: Membrane f11 modifier factor1 Membrane f22 modifier factor1 Membrane f12 modifier factor1 Bending moment M11 modifier factor0.25 Bending moment M22 modifier factor0.25 Bending moment M12 modifier factor0.25 Shear V1-3 modifier factor1 Shear V2-3 modifier factor1 Mass modifier factor1 Weight modifier factor1 2-Shear Walls: Membrane f11 modifier factor1 Membrane f22 modifier factor1 Membrane f12 modifier factor1 Bending moment M11 modifier factor0.70 Bending moment M22 modifier factor0.70 Bending moment M12 modifier factor0.70 Shear V1-3 modifier factor1 Shear V2-3 modifier factor1 Mass modifier factor1 Weight modifier factor1 3-Columns: Cross section (Axial Area) modifier factor1 Shear area in 2 direction1 Shear area in 3 direction1 Torsional constant1 Moment of inertia about 2 axis0.70 Moment of inertia about 3 axis0.70 Mass modifier factor1 Weight modifier factor1 4-Beams: Cross section (Axial Area) modifier factor1 Shear area in 2 direction1 Shear area in 3 direction1 Torsional constant1 Moment of inertia about 2 axis0.35 Moment of inertia about 3 axis0.35 Mass modifier factor1 Weight modifier factor1 III- Base Shear Calculation Baseshear(V)isthetotallateralforceortheshearatthebaseforwhicha building in a seismic zone is to be designed.Thetotaldesignbaseshearinagivendirectionshallbedeterminedfromthe following formula: V =Cv .I.

The total design base shear need not exceed the following: Vmax =2.5 Ca .I.W/R The total design base shear shall not be less than the following: Vmin =0.11 Ca .I.W Numerical Calculation under the effect of EQX1 for instance: V (Eqn 1) = 0.0215W V (Eqn 2) = 0.0302W V (Eqn 3) = 0.0060W V (Eqn 4) = 0.0097W V Used = 0.0474W = 1652.88 Then consider V =0.0278W =0.0278 x 177107.38 =4923.6 T =1652.88 (under EQx1) . IV-Finding Period of the Building Structure The Value of the structure period T shall be determined from one of the following methods: Method A:The value T may be approximated from the following formula: TA = Ct (hn)3/4 = 0.0488 x (65.7)3/4 = 2.16s. Where: Ct = 0.0488 for all other buildings except the steel moment-resisting frames and the reinforced concrete moment resisting-frames and eccentrically braced frames. H n: height in (m) above the base to the top level Method B:The fundamental period T may be calculated using the structural properties and deformational characteristics of the resisting elements in a properly substantiated analysis. The analysis shall be in accordance with the requirements of Section 1630.1.2.The value of T from Method B shall not exceed a value 40 percent greater than the value of T obtained from Method A in zone 1. (max TB adopted 1.4TA =2.04s). The fundamental period T may be computed by using the following formula: The values of fi represent any lateral force distributed. The elastic deflections, i, shall be calculated using the applied lateral forces, fi.Note: TB is calculated through the software: ETABS V - Finding the Distribution of Lateral Forces

In Accordance with section 1630.5 in UBC97, the total force shall be distributed over the height of the structure according to the general formula: The concentrated force Ft at the top, which is in addition to Fn , shall be determined from the formula: Ft = 0.07 T.V = 4952 KN < 0.25V = 13061.6 KN. The remaining portion of the base shear shall be distributed over the height of the structure according to the following formula: M O D A L L O A D P A R T IC IP A T IO N R A T IO S (STATI C AND DYNAMI C RATI OS ARE I N PERCENT) TYPENAMESTATI C DYNAMIC LoadDEAD0.02500.0000 LoadSI DL0.03740.0000 LoadLI VE0.01460.0000 LoadEQX99.9963 75.4668 LoadEQY99.9994 91.8971 LoadWI ND 99.9998 97.6071 LoadWI ND-2 99.9999 98.7186 LoadWI ND-3 99.9998 97.8448 LoadWI ND-4 99.9998 97.8201 LoadWI ND-5 99.9997 96.8875 LoadWI ND-6100.0000 99.0771 LoadWI ND-7 99.9999 98.2314 LoadWI ND-8 99.9999 98.1201 LoadWI ND-9 99.9999 98.6219 LoadWI ND-1099.9998 97.2416 LoadWI ND-1199.9997 97.1819 LoadWI ND-1299.9999 98.5175 Accel UX 99.9990 96.2777 Accel UY 99.9999 99.5175 Accel UZ0.00000.0000 Accel RX100.0000 99.9991 Accel RY100.0000 99.9982 Accel RZ -802.9596 94.6961

5.6 Wind Pressure Theprojectisstudiedforwindpressurecorrespondingto100mphwindspeedand exposure type D, according to the ASCE7-02 specifications..Wind speed=100 mph Exposure type=D I mportance Factor=1.15 (occupancy I V, speed 0.7 s, then the limit will be: Story Drift < 0.02 x story height The following table shows the drifts resulting from the Etabs analysis: StoryItemLoadPointDriftXDriftY STORY9Max Drift XSPEC111150.002385 STORY9Max Drift YSPEC11151 0.000942 STORY9Max Drift XSPEC211150.000505 STORY9Max Drift YSPEC2943 0.002048 STORY8Max Drift XSPEC111150.00245 STORY8Max Drift YSPEC11151 0.000961 STORY8Max Drift XSPEC211150.000522 STORY8Max Drift YSPEC2943 0.002052 STORY7Max Drift XSPEC111150.002481 STORY7Max Drift YSPEC11151 0.000966 STORY7Max Drift XSPEC211150.000529 STORY7Max Drift YSPEC2943 0.002026 STORY6Max Drift XSPEC111150.002467 STORY6Max Drift YSPEC11151 0.00095 STORY6Max Drift XSPEC211150.000525 STORY6Max Drift YSPEC2943 0.001959 STORY5Max Drift XSPEC111150.002392 STORY5Max Drift YSPEC11151 0.000914 STORY5Max Drift XSPEC211150.000507 STORY5Max Drift YSPEC2943 0.001839 STORY4Max Drift XSPEC111150.002236 STORY4Max Drift YSPEC11151 0.000851 STORY4Max Drift XSPEC21290.000592 STORY4Max Drift YSPEC2943 0.00165 STORY3Max Drift XSPEC111150.001968 STORY3Max Drift YSPEC11151 0.000761 STORY3Max Drift XSPEC21630.000436 STORY3Max Drift YSPEC2943 0.001389 STORY2Max Drift XSPEC111150.001511 STORY2Max Drift YSPEC11151 0.000629 STORY2Max Drift XSPEC211150.00034 STORY2Max Drift YSPEC2943 0.000993 STORY1Max Drift XSPEC111150.000738 STORY1Max Drift YSPEC11151 0.00043 STORY1Max Drift XSPEC211150.000244 STORY1Max Drift YSPEC21151 0.000496 GFMax Drift XSPEC114380.000128 GFMax Drift YSPEC11186 0.000062 GFMax Drift XSPEC214380.000042 GFMax Drift YSPEC2200 0.000173 BASE 1Max Drift XSPEC113610.00001 BASE 1Max Drift YSPEC11186 0.000006 BASE 1Max Drift XSPEC2150.000007 BASE 1Max Drift YSPEC2200 0.000026 BASE 2Max Drift XSPEC113610.00001 BASE 2Max Drift YSPEC11186 0.000006 BASE 2Max Drift XSPEC2150.000007 BASE 2Max Drift YSPEC2200 0.000026 Maximum drift0.0024810.002052 Now we will check Story Drift < 0.02 x story height We need to define: S: elastic response displacement, etabs gives S/h. M:inelasticresponsedisplacementwhichshouldbechecked, whereM= 0.7R S ThecheckthenisgoingtobeasM