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Đồ án tốt nghiệp ngành kỹ thuật xây dựng dân dụng, được tính toán và trình bày bằng ngôn ngữ: tiếng Anh, có file Auto Cad, Etab, Sap2000 đính kèm. Dành cho sinh viên ngành xây dựng có đề tài tham khảo và hỗ trợ đồ án. chia làm 5 part
GRADUATION THESIS CHAPTER PAGE INSTRUCTOR DESIGN DRIVEN PILE FOOTING The goods inspection center has 17 floor include 15 floors, roof and the basement; Ground level begins at 0.000m , the basement is below ground level at -1.000m 1.1.1 Geological information We have geological information is shown in Table 6.1 Natura l Floatin Dept Densit Cohesio Frictio g Soil n h n y Density laye angle h c r γ γ’ (m) (kPa) ϕ (0) (kN/m (kN/m3) ) Humidity Modul e E0 (kPa) 0–2 22 - 6.4 10o30’ Basement slab, Debris 5760 2– 34.6 18.7 10.02 1.3 17o30’ Mixed mud clay,flow state, floated flow 6278 34.6 – 40.3 18.5 9.0 15 23o30’ Mixed sand with gravel 7950 40.3 – 42 19.2 10.2 18.4 26o30’ Clay, half hard state 8121 42 – 46 19 9.7 20o30’ Mixed sand 4971 Table 6.1 – Geological information 1.2 Forces for foundation calculation We use the result from task “5.4 Forces and moments by using “Etab”” at the plinth to find the highest pair of axial force of the building We have the highest pair of axial force is show in Table 6.2: Pair NDEAD (kN) 1148 (kN.m) (kN.m) (kN.m) (kN.m) 2.9 317.2 1.3 76.6 GRADUATION THESIS PAGE INSTRUCTOR Table 6.2 – Forces for foundation calculation 1.2.1 Standard loads We have standard loads of foundation is shown in Table 6.3: Pair Ntc (kN) (kN.m) (kN.m) (kN.m) (kN.m) 9984 2.52 275.83 66.61 1.13 Table 6.3 – Standard load of foundation 1.2.2 Materials Concrete use for foundation is B30; Rb = 17 MPa; Rbt =1.2 MPa, Eb = 32.5 103Mpa Concrete use for piles is B25; Rb = 14.5 MPa; Rbt = 1.05, Eb = 30.103MPa Reinforcement AII : Rs = Rsc = 280 MPa; Es = 21.104 MPa Reinforcement AI : Rs = Rsc = 225 MPa; Es = 21.104 MPa 1.2.3 Premilinary design of the pile Premilinary pile section: We choose 400x400 (mm) with Ap = 0.16 m2 Reinforcement with As = 16.08 cm2 Steel ratio: Pile’s top is at soil layer Length of piles : L = m, amount of pile : piles, total length 9×4 = 36 m Space is fixed with foundation 0.7 m, include: + Reinforcement of pile in foundation > 20ϕ ( = 320mm) choose 50 cm + Concrete stay still of pile in foundation 20 cm We have the calculation length of pile: 36 – 0.7 = 35.3 m 1.2.4 Premilinary of foundation’s depth Permilinary design the width of foundation : Bd = 1.5 m GRADUATION THESIS PAGE INSTRUCTOR = > Df = 2.5 m from the bottom of foundation to begin ground level = > Hd = 1.5m 1.3 Transportation and Erection check 1.3.1 Transportation check For the highest moment in pile is the smallest, we need moments at supports and mid span is approximately.We arrange hooks away top of pile a space = 0.2L = 1.8m Load on pile by weight it self : We have load check for transportation is shown in Fig 6.1 and Fig 6.2: 1.8 m 5.4 m Fig 6.1 - Load on pile 1.8 m Fig 6.2 – Moment on pile The highest moment at mid span M = 17.32 kNm/m 1.3.2 Check the pile when errect We check moment in hook case with the hook is arranged away top of pile a space = 0.3L = 2.7m We have load check for erection is shown in Fig 6.3 and Fig 6.4: 2.6 m 6.4 m Fig 6.3 – Load on pile GRADUATION THESIS PAGE Fig 6.4 – Moment on pile The highest moment at support is M = 36.45 kNm/m 1.3.3 Pile reinforcement check Choose a = 50 mm We have h0 = h – a = 400 – 50 = 350 mm So the pile is eligible with transportaion and erection, 1.3.4 Reinforcement for hook Joint load on hook : Reinforcement calculation: Anchor length: with is according to “ Table 36 TCVN 5574:2012 “ INSTRUCTOR GRADUATION THESIS PAGE INSTRUCTOR 1.4 Determination of pile’s load capacity 1.4.1 From materials We calculate from materials’s durability by this formulation: With : As = 16.08 (cm2): Reinforcement of pile Ab = 0.16 m2 = 1600 cm2 : Pile area : The coefficient considering the effect of longitudinal bending depends on piece level of pile: 1.4.2 From mechanical indicator of soil ( according to “TCVN-10304-2014”) Maximum load resistance of pile: : Working coefficient of soil below pile’s top accodring to “ Table TCVN 10304”, Follow by driven pile ; = 1.1 : Working coefficient of soil above pile’s top according to “Table TCVN 10304” + Layer 1: Mixed mud clay = > = 0.8 + Layer 2: Mixed sand with gravel = > =1 : coefficient of average intensity resistance for soil according to “Table TCVN 10304” : Load bearing at pile’s top , for 37.3m we have li: Length of pile layer ith We have total friction of soil is shown in Table 6.4: Soil layer Depth (m) 2.5 - 4.5 4.5 - 6.5 6.5 - 8.5 8.5 -10.5 Z (m) 3.5 5.5 7.5 9.5 li (m) 2.0 2.0 2.0 2.0 fsi (kN/m2) IL 0.5 = 4100 kPa 0.8 21.9 22.9 23.8 24.8 (kN/m) 35.04 36.64 38.08 39.68 GRADUATION THESIS Soil layer Depth (m) 10.5 - 12.5 12.5 -14.5 14.5-16.5 16.5 - 18.5 18.5 - 20.5 20.5 - 22.5 22.5 - 24.5 24.5 – 26.5 26.5 – 28.5 28.5 – 30.5 30.5 - 32.5 32.5 – 34.5 34.6 – 36.6 36.6 – 37.3 PAGE Z (m) li (m) 11.5 13.5 15.5 17.5 19.5 21.5 23.5 25.5 27.5 29.5 31.5 33.5 35.55 36.9 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 0.7 INSTRUCTOR fsi (kN/m2) IL 0.4 25.7 26.7 27.6 28.6 29.5 30.5 31.4 32.4 33.3 34.2 35.2 36.1 50 50 Total (kN/m) 41.12 42.72 44.16 45.76 47.2 48.8 50.24 51.84 53.28 54.72 56.32 57.76 40 14 797.4 Table 6.4 – Friciton of soil 1.4.3 From soil intensity Maximum load resistance of pile: We have load resistance by pile’s top is shown in Table 6.5: Soil laye r Depth (m) 2.5 – 34.6 34.6 – 37.3 Z (m) 18.5 35.9 li (m) ci kPa 32.1 1.3 2.7 15 17o30 ’ 23o30 ’ σ’vi (kPa) fsi fsili (kPa) (kN/m) 0.7 209.83 47.6 1527 0.6 370.65 111.7 301 Total Table 6.5- Load resistance by pile’s top 1828 GRADUATION THESIS PAGE INSTRUCTOR Like Terzaghi: With : density of soil at pile’s top : = 18.5 kN/m3 : Veritcal stress at pile’s top considering the weight of soil kN Like Terzaghi φ = Nγ = 6.54, Nc = 22.43, Nq = 10.82 = > Rc,u = min(Qa(vl);Rc,u;R2c,u) = min(2714; 2235; 3568) = 2235 (kN) We have load resistance calculation: 1.5 Foundation calculation 1.5.1 Amount and arrangement of piles = > Choose 10 piles Choose “hd = 1.1 m, Bd = 3.0 m, Ld = 3.88 m” We have 10 piles (400x400) and be arranged in Fig 6.5 : GRADUATION THESIS PAGE INSTRUCTOR Fig 6.5 – Foundation’s piles arrangement plan 1.5.2 Loads at piles’s head check Load of foundation it self: Reaction load of piles by Nmax, Mxtư, Mytư, Qxtư, Qytư We have: We have reaction load at piles’s head is shown in Table 6.6: Pile xi yi (m) (m) -0.6 -1.64 x2i y2i Σ x2i Σy2i PDEADi (kN) 0.36 2.69 7.2 12.92 1135.69 GRADUATION THESIS 10 0.6 -1.2 0.0 1.2 -1.2 0.0 1.2 -0.6 0.6 PAGE -1.64 -0.6 -0.6 -0.6 0.6 0.6 0.6 1.64 1.64 0.36 1.44 1.44 1.44 1.44 0.36 0.36 2.69 0.36 0.36 0.36 0.36 0.36 0.36 2.69 2.69 Table 6.6 – Reaction load of piles We have all the piles are eligible with Group piles check : = > Eligible We check economic condition if two formulations is eligible: = > Piles is eligible with two requirements 1.5.3 Stress below pile’s top check φtb : Average friction angel is calculated by formulation : Width of conventional foundation Bqư INSTRUCTOR 1150.23 1154.07 1168.60 1183.14 1183.66 1198.20 1212.73 1216.78 1231.11 GRADUATION THESIS PAGE 10 Length of conventional foundation Lqu Conventional foundation area: Weight of conventional foundation: Weight of conventional foundation and piles: Weight of conventional foundation’s soil : Weight of soil that be taken place by conventional foundation and piles : Weight of whole convention foundation: Load on piles: Stress load below pile’s top Standard moment at middle of conventional foundation : Standard load resistance of soil below pile’s top INSTRUCTOR GRADUATION THESIS PAGE 13 INSTRUCTOR We have: Fxt = 5027 kN < Fcxt = 5995 kN = > Eligible 1.5.6 Reinforcement calculation We have reaction force chart for reinforcement calculation is shown in Fig 6.7: Fig 6.7 – Reaction force chart Moment from Y direction: ( Long dimension ) GRADUATION THESIS PAGE 14 INSTRUCTOR Reinforcement: Choose 21φ28a150 ( As = 129 cm2) Moment from X direction: ( Short dimension ) Reinforcement: Choose 15φ28a150 ( As =92.4 cm2) 1.6 Premilinary design for all foundations We have desing for other footings is shown in Table 6.8: Colum n C1 C2 C3 C4 C5 C6 C7 C8 C9 C10 C11 C12 NDEAD (kN) 6264.1 6735.7 6450 5486.5 7849.3 5153.4 10527 9855.3 10681 5932.4 6852 10074 Premilinary piles 5.2165 5.6092 5.3713 4.5689 6.5365 4.2915 8.7667 8.2070 8.8946 4.9402 5.7060 8.3889 Choosen Piles 6 6 6 10 10 10 6 10 Foundation sizes 3.3 x 2.1 3.3 x 2.1 3.3 x 2.1 3.3 x 2.1 3.3 x 2.1 3.3 x 2.1 3.882 x 3.882 x 3.882 x 3.3 x 2.1 3.3 x 2.1 3.882 x GRADUATION THESIS C13 C15 C16 C17 C18 C19 C20 11390 6597 5852.9 6721.5 2226.5 4973.3 7245.8 PAGE 15 9.4855 5.4937 4.8740 5.5974 1.8541 4.1415 6.0340 INSTRUCTOR 10 6 6 Table 6.8 – Premilinary design of all foundations 3.882 x 3.3 x 2.1 3.3 x 2.1 3.3 x 2.1 1.8 x 1.2 3.3 x 2.1 3.3 x 2.1 GRADUATION THESIS PAGE 16 INSTRUCTOR CHAPTER BEAMS, SLABS, COLUMNS SHUTTER DESIGN 2.1 SHUTTER PLANS FOR THE BUILDING We choose the plans for shutter : Slabs , beams shutter we use : wooden formwork, ribs and wood support Columns shutter: steel formwork, steel girders and steel support Specifications of steel formwork are shown in Table 7.1: Shutter number 100 150 200 220 250 300 1500 350 400 450 500 550 600 100 150 200 220 250 300 1200 350 400 450 500 550 600 900 100 150 200 220 250 300 350 400 Shutter sizes B L D 100 1500 55 150 1500 55 200 1500 55 220 1500 55 250 1500 55 300 1500 55 350 1500 55 400 1500 55 450 1500 55 500 1500 55 550 1500 55 600 1500 55 100 1200 55 150 1200 55 200 1200 55 220 1200 55 250 1200 55 300 1200 55 350 1200 55 400 1200 55 450 1200 55 500 1200 55 550 1200 55 600 1200 55 100 900 55 150 900 55 200 900 55 220 900 55 250 900 55 300 900 55 350 900 55 400 900 55 F(cm ) 4.71 5.46 6.21 6.51 6.96 7.71 8.46 9.21 9.96 11.5125 12.2625 13.0125 4.71 5.46 6.21 6.51 6.96 7.71 8.46 9.21 9.96 11.5125 12.2625 13.0125 4.71 5.46 6.21 6.51 6.96 7.71 8.46 9.21 Geometric features Weight (kg) J(cm4) 6.0789 15.390 7.2455 17.664 8.4121 19.389 8.8788 19.968 9.5787 20.743 10.745 21.833 11.9120 22.73 13.078 23.482 14.245 24.1 16.3482 29.353 17.5148 30.001 18.6814 30.575 4.96976 15.390 5.95975 17.664 6.94973 19.389 7.34572 19.968 7.93971 20.743 8.92970 21.833 9.91968 22.73 10.9096 23.482 11.899 24.12 13.6370 29.353 14.6270 30.001 15.617 30.575 3.860563 15.390 4.67392 17.664 5.48727 19.389 5.812622 19.968 6.3006377 20.743 7.113958 21.833 7.927339 22.7 8.7412 23.485 W(cm3) 4.334 4.638 4.843 4.907 4.99 5.101 5.188 5.254 5.312 6.58 6.622 6.684 4.336 4.637 4.843 4.902 4.93 5.1014 5.188 5.254 5.312 6.5718 6.692 6.684 4.336 4.637 4.843 4.902 4.903 5.1024 5.188 5.244 GRADUATION THESIS Shutter number 450 500 550 600 100 150 200 220 250 300 600 350 400 450 500 550 600 Shutter sizes B L D 450 900 55 500 900 55 550 900 55 600 900 55 100 600 55 150 600 55 200 600 55 220 600 55 250 600 55 300 600 55 350 600 55 400 600 55 450 600 55 500 600 55 550 600 55 600 600 55 PAGE 17 F(cm ) 9.96 11.5125 12.2625 13.0125 4.71 5.46 6.21 6.51 6.96 7.71 8.46 9.21 9.96 11.5125 12.2625 13.0125 INSTRUCTOR Geometric features Weight (kg) J(cm4) 9.5540702 24.12 10.9289 29.331 11.7248 30.014 12.5606 30.551 2.751583 15.304 3.388914 17.644 4.024245 19.385 4.279178 19.963 4.661577 20.731 5.298908 21.836 5.9350239 22.71 6.571757 23.425 7.208492 24.11 8.214663 29.331 8.8514294 30.004 9.4881625 30.571 W(cm3) 5.352 6.58 6.692 6.684 4.336 4.647 4.813 4.942 4.903 5.104 5.188 5.254 5.312 6.5718 6.622 6.684 Table 7.1 – Specifications of steel formwork from company Hòa Phát We have steel formwork from company Hòa Phát is shown in Fig 7.1: Fig 7.1 - Steel formwork from company Hòa Phát 2.2 CALCULATION FOR LOAD RESISTANCE AND STABILITY OF SHUTTER AND SUPPORT 2.2.1 Slabs shutter calculation Definite load: Motar and steel load: concrete directly from pile to mold trough: Load by pouring Weight load of shutters is definited at Table 7.1 Weight load of wood is according to “TCXD 1072:1971”: With wood V group : 500 Choose to 540 GRADUATION THESIS PAGE 18 INSTRUCTOR Load weight of workers and construction tools : Load by vibrators = > Total load: Space of support rib is 0.5 and space of support rib beam is 1m Load resistance check Formwork: we have calculation chart of formwork is shown in Fig 7.2: q DEAD = 11.20 500 Fig 7.2 – Formwork calculation chart Using m formwork We have: Durability check: Highest moment: Shutter stress: Eligible Deformation check: Inertia moment: Deflection: GRADUATION THESIS PAGE 19 INSTRUCTOR Acceptable deflection: Eligible Support rib: We use wood for support rib, with the size is (60x100) mm We calculate support rib as the beam with two supports that effected by distributed load: We have calculation chart of support rib is shown in Fig 7.3: qDEAD = 7.14kN/m 1000 Fig 7.3 – Support rib calculation chart = > Eligible Deformation check: ⇒ Eligible Support rib beam check: GRADUATION THESIS PAGE 20 INSTRUCTOR We choose wood for support rib beam with the size is (60x100)mm We calculate m support rib beam as a beam with supports is effected by bending moment We have calculation chart of support rib beam is shown in Fig 7.4: Fig 7.4 – Support rib beam calculation chart = > Eligible Deformation chart: ⇒ Eligible Pillar : We use steel pillar PHOENIX φ 60x49 , thickness mm Load resistance [N] = 1700 kg = 17 kN According to website: “hDEADp://dangiaohcm.com/cay-chong-tang-4m31779.LLml” Reaction at supports = > Eligible 2.2.2 Beam shutter calculation Choose mainbeam (300x700 mm) for calculate, use same method for others - Board thickness : 20 mm, width 300 mm for beam bottom - Board thickness : 20 mm, width 600 mm for beam side GRADUATION THESIS PAGE 21 INSTRUCTOR 2.2.2.1 Loads on formwork Load weight of motar and reinforcement: : Mixture motar and reinforcement weight load Pressure of pouring concrete: concrete directly from pile to mold trough: Load by pouring Weight load of shutters is definited at Table 7.1 Weight load of wood is according to “TCXD 1072:1971”: With wood V group : 500 to 540 Choose Load weight of workers and construction tools : Load by vibrators = > Total vertical load: = > Total horizontal load: 2.2.2.2 Load resistance check Beam side’s formwork calculation: Distributed load: We arrange vertical ribs along the length of the board with a distance 0.4m (equal with the length of beam bottom’s rib) We have calculation chart of beam side’s formwork is shown in Fig 7.5: GRADUATION THESIS PAGE 22 INSTRUCTOR q = 15.72 kN/m 400 Fig 7.5 – Beam side’s formwork calculation chart We have: Durability check: ⇒ Eligible Deformation check: ⇒ Eligible Beam side’s formwork calculation ( For honrizontal load): Distribute load along formwork length: We use wooden plank with length is 520mm, size is formwork as the basic beam with distribute load is space , we calculate the Calculation , With the supports is the support post and slant support We have: GRADUATION THESIS PAGE 23 INSTRUCTOR Durability check: ⇒Eligible Deformation check: ⇒ Eligible Slant support: We calculate the slant support as a tensile with rod – axial compression with vertical force is placed at top : Durability check: = > Eligible Stability check: We have formulation: = > Eligible Beam bottom’s formwork calculation: Use wooden plank with width is 300mm, and thickness is 20 mm Distribute load: We arrange the horizontal ribs with 0.4m distance and it is shown in Fig 7.6: GRADUATION THESIS PAGE 24 INSTRUCTOR qDEAD = 7.86kN/m 400 Fig 7.6 – Beam bottom’s formwork calculation chart We have: Durability check: ⇒ Eligible Deformation check: ⇒ Eligible Beam bottom’s ribs check: Distributed load along the ribs length: Vertical load by pouring the concrete: We have calculation chart of beam bottom’s ribs is shown in Fig 7.7 and Fig 7.8: GRADUATION THESIS PAGE 25 INSTRUCTOR Fig 7.7 – Vertical load on beam bottom’s ribs calculation chart Fig 7.8 – Moment on beam bottom’s ribs calculation chart ⇒ Eligible We have deformation chart of beam bottom’s ribs is shown in Fig 7.9: Fig 7.9 – Deformation chart of beam bottom’s ribs Maximum deflection ⇒ Eligible Support post calculation: We have : Because of the load on the beam support post is lower than load on slab support post so we use slab support post 2.2.3 Columns shutter 2.2.3.1 Formwork calculation C13 column has size 900x700 (mm), we use steel formwork Hòa Phát with the size (1500x500x55mm; 1500x400x55mm 1500x200x55mm) Definite load: According to “TCVN 4453-95” we definite the pressure of pouring concrete by this formulation: GRADUATION THESIS PAGE 26 INSTRUCTOR In other hand the pressure of pouring concrete by using machine accodring to “TCVN 4453-95” is: Total horizontal load on formwork: Total horizontal load on formwork along the formwork’s width: Xem ván khuôn làm việc dầm đơn giản kê lên gối tựa gông đặt cách khoảng L = 600 mm Momen lớn nhịp : Durability check: With Wx= 6.572 (cm3) is the resistance bending moment in Table 7.1 = > Eligible Stability check: = > Eligible 2.2.3.2 Blind rivet calculation The blind rivet size is 60x60x5(mm) We calculate the blind rivet as the basic beam with length is 900 mm Force on the beam from the vertical ribs Highest moment: Durability check: GRADUATION THESIS = > Eligible Stability check: = > Eligible PAGE 27 INSTRUCTOR ... (kN/m 2) IL 0 .4 25.7 26.7 27.6 28.6 29.5 30.5 31 .4 32 .4 33.3 34. 2 35.2 36.1 50 50 Total (kN/m) 41 .12 42 .72 44 .16 45 .76 47 .2 48 .8 50. 24 51. 84 53.28 54. 72 56.32 57.76 40 14 797 .4 Table 6 .4 – Friciton... 6.3006377 20. 743 7.113958 21.833 7.927339 22.7 8. 741 2 23 .48 5 W(cm 3) 4. 3 34 4.638 4. 843 4. 907 4. 99 5.101 5.188 5.2 54 5.312 6.58 6.622 6.6 84 4.336 4. 637 4. 843 4. 902 4. 93 5.10 14 5.188 5.2 54 5.312 6.5718... 6.571757 23 .42 5 7.20 849 2 24. 11 8.2 146 63 29.331 8.85 142 94 30.0 04 9 .48 81625 30.571 W(cm 3) 5.352 6.58 6.692 6.6 84 4.336 4. 647 4. 813 4. 942 4. 903 5.1 04 5.188 5.2 54 5.312 6.5718 6.622 6.6 84 Table 7.1