Graduation Project II Structural Analysis and Design of building in Nablus city -Palestine. An-Najah National University Faculty of Engineering Civil Engineering Department جامعة النجاح الوطنية كلية الهندسة ونكنولوجيا المعلومات By Adham Adnan Ashour Under supervision of: Dr.Mahmoud Dwaikat. 1 Outline : 1. General Description 2. Preliminary Design 3.Three-Dimensional Modeling and Analysis 4.Design 5.Footing 2 General Description 3 General Description Location It is located in Nablus – Palestine, and the coordinates of the project according to the palestinian coordinate system are 181080″N, 175535″E. Location elevation (site level) is +662m AMSL (above mean sea level). 4 5 General Description All supports are Pin supporter in the 3D. As for the external walls, part of them are made of glass walls and the other part are stone walls, and they are added as dead loads on the external beams. The slab system is two-way solid slab. In preliminary design chapter, a quick preliminary was performed, so the thicknesses of retaining and shear walls were taken from architectural plans. Seven checks were made include compatibility check, equilibrium check, stress-strain check, time period, base shear ,story drift , and P-delta. 6 Assumptions General Description Height and Area For Each Floor 7 General Description 8 Codes and Standard. ASCI 318-14 (American Concrete Institute) ACI 318-19 (American Concrete Institute) Ultimate load combinations: 1.4D 1.2D + 1.6L 1.2D + 1.6L + 0.5(Lr or S or R) 1.2D + 1.6(Lr or S or R) + (1.0L or 0.5W) 1.2D + 1.0W + 1.0L + 0.5(Lr or S or R) 1.2D + 1.0E + 1.0L + 0.2S 0.9D + 1.0W 0.9D + 1.0E Service load combinations: D + L D + 0.75L D + 0.7E D + 0.75L + 0.75(0.7E) 0.6D + 0.7E General Description Load Combinations 9 Ultimate load combinations: (lateral load) 1.4D 1.2D + 1.6L 1.29D + L + Ex 1.29D + L - Ex 1.29D + L + Ey 1.29D + L - Ey 0.9D + 1.0Ex 0.9D - 1.0Ex 0.9D + 1.0Ey 0.9D - 1.0Ey General Description Load Combinations 10 General Description Unit weight, ɣ 25 (kN/m 3) Compressive strength, fc 28 Mpa Linear modulus of Elasticity,Ec 4700 = 24870 Mpa Construction Materials Structural Elements 11 General Description Non- Structural Elements : Material Unit weight ɣ(KN/m3) Masonry stone 26 Cement mortar &Plaster 23 Partition blocks 12 Filing material aggregate 14 Glass 25 Tiles 26 Ytong Block 5 Reinforce concrete 25 Construction Materials. 12 General Description Loads 13 Gravity loads : Dead load Super imposed dead load Live load Lateral loads : Soil load Seismic load General Description The floor layers: Finishing materials weight = Σ (thickness of layer × unit weight for each layer) Element Thickness (cm) Unit weight (KN/m^3) Filling 5 14 Mortar 2 23 Tiles 1.5 26 Ytong Block 17 5 Plaster 1.5 23 SD= Tile weight + Mortor weight + Filling weight + Block weight + Plaster weight + SD of Partitions SD = 5 KN/m2 Superimposed Dead load calculation 14 General Description Exterior wall load -Stone wall : SD masonry wall = unit weight × thickness =18KN/M 15 Live Load 16 Lateral Load 17 Seismic loads: Lateral Load 18 Seismic loads: According to ASCE 7-10 code to seismic analysis for this structure: - Risk category: risk category of the building is III Lateral Load 19 Importance factor : (Ie) = 1.25 Zone factor (Z) for Nablus = 0.2 - Mapped acceleration parameters Ss & S1 : From Palestine seismic map: Ss= 0.6 S1 = 0.14 Site Class Site classification is C Site Coefficients 20 - The values of Fa and Fv According to the site class in this project are 0.90 ,0.80 respectively. Seismic Design Category 21 -The maximum considered earthquake Spectral Response Acceleration Parameters SMS and SM1: Fa = 1.1652 Fv = 1.7 Sms = 1.1652* 0.6 = 0.7 Sm1 = 1.7 * 0.14 = 0.238 Sds = 2/3 * 0.7= 0.47 Sd1 = 2/3 * 0.238 = 0.16 Lateral Force Resisting System 22 Type of the lateral forces resisting system : Ordinary reinforced concrete shear walls Response Modification Factor (R) = 5 Over-strength Factor (Ωo) = 2.5 Deflection Amplification Factor (Cd) = 4.5 Structural Period 23 Ta = Ct hn x =Ta = 0.0488 * (3.2m * 9n)^0.75 = 0.6 sec T from ETABS ≤ Ta Cu The period is limited to Tu = Ta Cu= T max at X and Y = 1.37 * 0.6= 0.82sec General Description Computer Programs 24 Structural Preliminary Design 25 1. Slab System 2.Beam System 3. Column System 4. Wall System Preliminary Design Structural Systems for analysis and design 26 Slab Preliminary dimensions 27 Using two-way solid slab, Preliminary Design Slab System By referring to Table 8.3.1.1 in ACI-318-19: h = 250mm 28 Slab thickness assumption is not correct but: H = 250 mm > 125 mm assume is correct. Preliminary Design Slab System Check Slab for shear Slab 29 Maximum Shear force in X-Direction from Etabs = 60kN Maximum Shear force in Y-direction from Etabs = 100 kN Beams Layout 30 Preliminary Design Beam Layout 31 Preliminary Design Beam System 32 Column Layout 33 34 Preliminary Design Column System R: Rectangular column 35 Column Type Dimension C1 R 700*700 Wall Layout 36 Preliminary Design Types of walls in this structure will be used: 1. Shear walls From architectural plans, elevators and staircase walls have an walls have an thickness equal to 300 mm Wall System Wall name Wall thickness (mm) Wall 1 300 37 3D-Modeling and Analysis 38 3D-Modeling and Analysis 39 Verification of Structural Analysis 40 3D-Modeling and Analysis Compatibility Check 41 3D-Modeling and Analysis Equilibrium Check 42 Live load   Live load = 3 kn/m2 Total Slab area = 306 – 18 = 288 m2 Total live load = 288*3*9 = 7776 kN Total live load from Etabs = 7654.7 kN 42 3D-Modeling and Analysis Stress Strain Load   43 3D-Modeling and Analysis Deflection Check   44 3D-Modeling and Analysis Seismic Analysis Methods 45 1.Equivalent lateral force method (ELF). Seismic loading in Y-direction Seismic loading in X-direction 3D-Modeling and Analysis Seismic Analysis Methods 46 2.Modal response spectrum method (MRS). Definition of MRS in ETABS 3D-Modeling and Analysis Period 47 47 3D-Modeling and Analysis Base Shear Check 48 → V manually = Cs * Building weight -Where: V: seismic base shear. Cs: seismic response coefficient. W: effective weight. 3D-Modeling and Analysis Base Shear Check 49 3D-Modeling and Analysis 50 Response spectrum → Define load case in both directions (Ex and Ey initial) Factor=9810*I/R = 9810*I/5 =2452.5 See figure The values of dynamic earthquake forces must be approximately equal to the value of earthquake forces in the static method. However, the values were not equal, which led to a change in the scale factor for each of the dynamic earthquake forces in X and Y. 51 3D-Modeling and Analysis 3D-Modeling and Analysis Story Drift 52 𝜕𝑥 =𝐶𝑑 ∗ 𝜕𝑥𝑒/𝐼𝑒 The allowable drift = 0.02 hx 52 3D-Modeling and Analysis Story Drift 53 Drift in X-Direction Story Delta(elastic) H Drift allowable   9 0.00205 4.5 0.01128 0.06 OK 8 0.00206 4.5 0.01133 0.06 OK 7 0.00203 4.5 0.01118 0.06 OK 6 0.00193 4.5 0.01064 0.06 OK 5 0.00177 4.5 0.00974 0.06 OK 4 0.00125 4.5 0.00687 0.09 OK 3 0.00027 4.5 0.0015 0.055 OK 2 8.70E-05 4.5 0.00048 0.08 OK 1 2.10E-05 4.5 0.00012 0.09 OK 53 3D-Modeling and Analysis Story Drift 54 Drift in Y-Direction Story Delta(elastic) H Drift allowable   9 0.00205 4.5 0.01128 0.06 OK 8 0.00206 4.5 0.01133 0.06 OK 7 0.00203 4.5 0.01118 0.06 OK 6 0.00193 4.5 0.01064 0.06 OK 5 0.00177 4.5 0.00974 0.06 OK 4 0.00125 4.5 0.00687 0.09 OK 3 0.00027 4.5 0.0015 0.055 OK 2 8.70E-05 4.5 0.00048 0.08 OK 1 2.10E-05 4.5 0.00012 0.09 OK 54 3D-Modeling and Analysis Effect of P-delta 55 The values of θ in X direction less than 0.1neglect effect of P-delta. 𝜃 =𝑃𝑥∗ ∆ / 𝑉𝑥∗ℎ𝑥 55 3D-Modeling and Analysis Effect of P-delta 56 The values of θ in Y direction less than 0.1neglect effect of P-delta. 𝜃 =𝑃y∗ ∆ / 𝑉y∗ℎy 56 Design 57 Design Design of Slab   58 Design Design of beam 59 Design Design of beam 60           Area steel             b d d^2 Mu+ Mu- ƿ+ ƿ- Fy Fc As+ As- Beam 1 400 520 270400 151 151 0.00382 0.00382 420 28 793.646 793.646 Beam 2 400 240 57600 30 30 0.00355 0.00355 420 28 340.81 340.81 As min = 0.00333*400*520 = 788.5 m2 Design Design of columns 61 Column at grid (5G) has been selected. See figure: Axial load from ETABS = 4122.63 KN See figure: Design Design of columns 62 0.7*0.7 Footing 63 Footing This project is a design for some types of footing, which the Mat foundation and Wall Footing 64 Ultimate load combinations: 1.4D 1.54D 1.2D + 1.6L 1.32D+1.76L 1.1D+1.1L (Service load) Footing Mat foundation Layout (AutoCAD drawing): See Figures: →Allowable bearing capacity of soil = 250 Kn/m2   → 65 Footing Mat Foundation and Wall footing checks : Check soil pressure : The pressure must be less than q allowable =250kn/m2. → Ok. See figure: 66 Footing Check Punching shear : Check punching shear for mat foundation (less than (1) to get a high factor of safety ). OK. See figure: 67 Footing 68 Footing 69 Plans 70 71 71 72 73 image1.png image2.jpeg image3.png image4.png image5.png image6.png image7.png image100.png image8.png image9.png image10.png image11.png image12.png image13.png image14.png image15.png image16.png image17.png image18.png image19.png image20.png image21.png image22.png image23.png image24.png image25.png image26.jpeg image27.jpeg image28.png image29.emf B*H m2I m4Alfa baem0.8*0.80.0349145838.512507937 slab 99*0.250.011718756.092088889 slab 6.36.3*0.250.0082031254.351492063 Alfa m >2 image30.png image31.png image32.png image33.png image34.png image35.png image36.png image37.png image38.jpeg image39.png image40.emf - Dead load 1 Slab weight = 6.25 kN/m 2 Total Slab area = 306 m2 Total load from slabs = 306*6.25 = 24492.6 kN 2 Beam weight = 0.6*0.8*25 =12 kN/m Total load from beams = 1296 kN 3 Columns weight = 0.70*0.70* 3.2*25 = 39.2 kN/per column Total number of columns = 10 column Total load from column = 392 kN 4 Wall weight = 0.3**25*3. 2 = 24 kN/m Total load from walls = 1402 kN Total dead load = 45022.5 kN Dead load from Etabs = 43233.85 kN 𝐸𝑟𝑟𝑜𝑟 %= 45022.5−43233.85 43233.85 ∗100=0.04%<5% 𝑜𝑘 image41.png image42.png image43.emf Wu = 11.25*1.2 + 1.6*3 = 18.3 kN/m 2 Wu = 1.4*11.25 = 15.75 kN/m 2 Wu = 18.3 kN/m 2 𝑀𝑜 𝑓𝑟𝑎𝑚𝑒= 18.3∗9∗5.6 2 8 + 0.6∗0.55∗25∗1.2∗5.6 2 8 =684.43𝑘𝑁.𝑚 image44.png image45.png image46.emf Long term deflection combination was defined to check long term deflection of slab Panels are 8*9 m The allowable long-term deflection = L short/240 = 8000/240 = 37.5 mm The maximum deflection in slab = 25 mm image47.png image48.png image49.png image50.png image51.png image52.png image53.emf Cs = (0.47/5/1.25) = 0.11 Csmax = (0.16/0.6) * (1.25/5) = 0.07 > 0.01 Cs min = 0.044*0.47*1.25 = 0.025 > 0.01 Cu = 1.37 T max at X and Y = 1.37 * 0.6= 0.82sec image54.emf Ta = 0.0488 * (3.2m * 9n)^0.75 = 0.6 sec image55.png image56.emf Dl + Sd + 0.25(live) = 44614.7+21728.44+25*9497.3421 = 68717.025 image57.png image58.emf X - direction image59.png image60.emf Y – direction image61.png image62.emf 𝐸𝑟𝑜𝑟𝑟 𝑌= 3376−3363 3363 ∗100=0.4 % 𝐸𝑟𝑜𝑟𝑟 𝑋= 6124−6119 6119 ∗100=0.01 % image63.png image64.png image65.png image66.png image67.png image68.png image69.png image70.png image71.png image72.emf maximum slab positive moment = 152/4.5 = 33.7 kN.m And maximum negative moment = 181/4.5= 40.22 kN.m Area if steel required for negative moment: 𝜌= 0.85∗28 420 ∗ ቌ 1− ඨ 1− 2.61∗4.22∗10 6 1000∗240 2 ∗28 ቍ =0.0027 As required = 0.0033*1000*200= 660 mm 2 Minimum area of steel = 0.0018*1000*2 00 = 360 mm 2 Use 5Φ12/m image73.emf Area steel b d d^2 Mu+ Mu- ƿ+ ƿ- Fy Fc As+ As- slap 1000 240 57600 35 50 0.001628209 0.0023 4095 420 28 390.77 02723 561.8 28020 3 image74.png image75.png image76.png image77.png image78.png image79.emf Pu = 4122.63 kN Mu3 = 4.5 kN.m Mu2 =94 kN.m 𝛾= 0.82 𝛷𝑝𝑛 𝑏ℎ = 4122.63∗1000 700∗700∗7 =0.0012 𝑘𝑠𝑖 𝛷𝑀𝑛 𝑏ℎ 2 = 94∗10 6 700 3 ∗700∗7 =0.04 𝑘𝑠𝑖 image80.png image81.emf 𝜌=0.01 As = 4900 mm 2 Use 16Φ20 image82.png image83.png image84.emf 40*3*250 = 30000 image85.png image86.emf Max Stress =40 KN/M2 < 250 KN/M2 image87.emf ØVcp = 0.75∗0.333∗ ξ 28 10 3 ∗4336∗950=5443.74 𝐾𝑁 Pu= 4583.33 KN < 5443.74 0.75∗0.17∗(1+ 2 1.25 ) 10 3 ∗4336∗950=7225.6 𝐾𝑁 4583.33 7225.6 =0.6 Pu/ØVcp image88.png image89.emf Design of Mat Foundation : Mat moment : Asmin = ƿ*b*h = 0.0018*1000*950 =1710 mm2 Use 6Ø20 6*314 = 1880 mm2 ØMn= 0.9*As*fy*(d-d) As * fy =0.85*a*b*fc a= 1880∗420 0.85∗1000∗28 =33.1𝑚𝑚 ØMn = 0.9*1880*420*950-(33.1/2)/ 10 6 = 663.3 KN.M image90.png image91.png image92.emf bdd^2Mu+Mu-ƿ+ƿ-FyFcAs+As- MAT1000950902500663.3663.30.001980.00198420281876.741876.74 Area steel image93.png image94.png image95.png image96.png /docProps/thumbnail.jpeg