Presentation on theme: "Abstract This project is a structural analysis and design of a residential building located in JENIEN City, The building is consisted of 7 floors. The."— Presentation transcript:
2 AbstractThis project is a structural analysis and design of a residential building located in JENIEN City, The building is consisted of 7 floors.The final analysis and design of building is done using a three dimensional (3D) structural model by the structural analysis and design software sap2000.
4 The preliminary dimensions of the structural elements are determined using one dimensional structural analysis for the structural members for gravity loads. Contain analysis and design is used for this purpose.The structural model results are verified by simple calculations and by comparing with the one dimensional analysis.
6 CHAPTER TWO:(PRELIMINARY DESIGN ) * General* Design of Rib Slab* Design of columns* Design of beams
7 CHAPTER THREE: (Three Dimensional Analysis And Design) * General* Modeling The Building as 3D* Seismic Loads* Analysis and Design of Slabs* Analysis and Design of Beams* Analysis and Design of columns* Analysis and Design of Footings* Analysis and Design of Stair* Analysis and Design of walls
8 **CHAPTER ONE: INTRODUCTION *General: This project introduces analysis and design of reinforce concrete residential building. Also this project provides clear design structural drawings for construction.This project is a residential building , which consists of 7 stories above the ground level . The area of each story is about 372 m².
13 *Design of Rib Slab:-Minimum slab thickness is calculated according to ACI provision.ACI
14 One end continuous = L / 18.5 = 425/18.5 =23 cm Cantilever = L/8=160/8=20 cmThen we assume thickness of slab (h) rib= 25 cmCross section in Ribbed slab
15 The distribution of ribs in the typical slabs shown in figure
16 The ribs in the slab are analyzed using sap2000 program The ribs in the slab are analyzed using sap2000 program. As an example, the analysis result of rib are illustrated here: Use 2φ12 top and 2φ10 bottom steelmoment diagram for rib, ton.m
17 *Design of columnsIn this project rectangular columns are used. And these columns can carry axial load and no moment.-Design of Column :The dimensions of the column 30*35cm, Ag=1050cm²,And we use ρ between (1%- 4%)Pu=149 tonPn=229 tonAs =11 cm²Use 6 φ16
18 *Design of beamsAfter distributed the beam in the plan as shown in figure , we insert to sap2000 and insert each load on it which come from ribs slab or from external or internal wall and then design it.
19 Use 8φ18 top and 5φ18 bottom steel -Design of beam (65*25):moment diagram, ton.mArea of steel , cm²Use 8φ18 top and 5φ18 bottom steel
20 **CHAPTER THREE: Three Dimensional Analysis And Design *General: This chapter provides analysis and design of 3D model for the building using sap2000 program. Figure below show 3D Model of it.3D model
21 *Modeling The Building as 3D Structure : **Sections:-shear walls= 20cm-Ribbed slabs are presented as one way solid slabs in y-direction. The thickness is calculated to be equivalent to ribs moment of inertia.Z = (12*17*17*.5*52*8*21)/((12*17)+(52*8))Z=16.9 cmIc = (52*8^3)/ 12 +(52*8*4.1^2) + 12*17*8.4^2Ic= cm^452*(Equivalent)^3/ 12 =H=18.74cm
22 **Loads: -beams: Variable in sections, we use concrete covers of 3 cm Moment of inertia about 2 axis = Moment of inertia about 3 axis=0.35-columns :we use concrete covers of 4 cmMoment of inertia about 2 axis = Moment of inertia about 3 axis=0.7**Loads:-Own weight : will be calculated by the program.-Live load= 0.25 ton/m2.- Total super imposed dead load =0.37ton/m2
23 -seismic loads First we will define the equivalent static As shown in the picture
24 we define the cases of the seismic loads Seismic-x, Seismic-y
25 *Structural Model Verification: Equilibrium Check:-Live Load:Total Live load = KNLive load from SAP = KN% Error =0.8% < 5% ok
26 -Dead loads: Dead load from SAP =32216.6 KN Error= 1.5% < 5% ok. Total load= KNDead load from SAP = KNError= 1.5% < 5% ok.
27 super imposed Dead load: total S.D = 9870 KN From Sap = 9622.7 KN Error= 2% < 5% ok
31 Beam 1.2 (70*30) Out Side Of Building *Analysis and Design of Beams:Analysis and design output was taken from SAP2000.Beam (70*30) Out Side Of BuildingMain steelstirrups (2leg 1ö 10mm)total A/sSpacing(cm)span1bottom3ö16span 10.00110top0.048Span2span 20.051Span3span 30.002
33 *Analysis and Design of columns : Analysis and design output was taken from SAP2000.Design the worst column (has the max. axial load = 212 Ton)Assume column dimension: 30cm *60cmPd=φλ*0.85(300(Ag-As)+ 4200*As)= 0.65 *0.8 *0.85 (300(0.99*30*60)-(4200*0.01*30*60))=275.6 ton > 212 okAs = 0.01 *30*60 = 18cm2 →Use 8φ18 mm
37 Longitudinal Reinforcement # of bars in each direction Footing No.Footing dimensionsLongitudinal ReinforcementLength(m)Width (m)Depth (m)Area of steel (cm2)# of bars in each direction1320.5168Ф16/m1.67.74Ф16/m220.127.116.110.987Ф16/m18.104.22.1683.47.5963.611022.147Ф20/m
38 Footing wall dimensions -Wall FootingsSame steps of single footingFootingWall No.Footing wall dimensionsVertical steelHorizontal steelWidth (m)height (m)# of bars11.600.405Ф14/m6Ф16/m21.400.355Ф16/m341.304Ф16/m5
40 Flexural design: M1: Max negative moment from sap= 21.4 t.m Mn =23.7 As= 15cm²Use 8φ16Max. positive moment = 8 t.mMn= 9 t.mAs=8 cm²Use 5φ16
41 *Analysis and Design of Stair : Maximum ( –ve)and (+ve)moments = 0.52Ton .m/mMaximum ( –ve)and (+ve)moments = 0.52Ton .m/mMaximum ( –ve)and (+ve)moments = 0.52Ton .m/m*Analysis and Design of Stair :- going of the stair is 30cm as standards- Flights and landings thickness will be taken as simply supported solid slab:height of landing=ln/20=270/20=13.5 cm.15 cm thickness is suitable.Rise of stair= 16cm,-Design of the stair from sap M11:Maximum ( –ve )and (+ve )moments= 0.52Ton .m/m=0.0009<As =0.003 *100 *12 = 3.7 /m →use 3φ14 top and bottom steel is required
42 As =0.003 *100 *12 = 3.7 /m →use 3φ14 top and =0.003<< 0.0018 Maximum (–ve) and (+ve) moment is 1.8 Ton.m/m.Maximum (–ve) and (+ve) moment is 1.8 Ton.m/m.=0.003<<As =0.003 *100 *12 = 3.7 /m →use 3φ14 top andbottom steel is required
43 Design of shear walls Shear Wall No. Shear wall dimensions Vertical steelHorizontal steelWidth (m)length (m)# of bars10.224.54Ф14/m211.63454.9616.712.9