Comstruction method Slab method, Solid slab is concrete slab and beam combined Frame method, cast in place reinforced concrete wall Foundation method, pored pile 1.6.2.. Choose primary s
MINISTRY OF EDUCATION AND TRAINING HO CHI MINH CITY UNIVERSITY OF TECHNOLOGY AND EDUCATION FACULTY FOR HIGH QUALITY TRAINING CAPSTONE PROJECT CIVIL ENGINEERING AN DUONG VUONG APARTMENT ADVISOR : PHD TRAN TUAN KIET STUDENT: NGUYEN NGOC TRUC QUYNH SKL008561 Ho Chi Minh City, July 2022 HO CHI MINH UNIVERSITY OF TECHNOLOGY AND EDUCATION FACULTY FOR HIGH QUALITY TRAINING CAPSTONE PROJECT AN DUONG VUONG APARTMENT INSTRUCTOR : PhD TRAN TUAN KIET Name : NGUYEN NGOC TRUC QUYNH Student ID : 17149032 Ho Chi Minh City, July 2022 THANK YOU Graduation essay is necessary for every student in the construction industry to finish learning process, beside that, it open the new way for student to the real life in future Graduation essay facilitate for each student to summarize and recapitulate their knowledges, at the same time, collecting and bonus another information which they defect Practice computational and solve arises problem in the real life With my Graduation essay, Intruction teacher and another teachers in construction industry take many help, many teach by the devoted way I would like to say thank you That knowledge and experience is the foundation and the key to finish this Graduation essay Because of limit Experiant, the mistske is unavoidable I hope to take your advice to improve my knowledges Finally, I wish you a good health, happiness and success in your life Thank you! Ho Chi Minh City, July 19, 2022 Student ( Signature and full name ) HO CHI MINH UNIVERSITY OF TECHNOLOGY AND EDUCATION SOCIALIST REPUBLIC OF VIET NAM Independence - Freedom - Happiness FHQ TRAINNING CAPSONE PROJECT REQUIREMENT ❖ ❖ ❖ ❖ Student Department Major Project name : NGUYEN NGOC TRUC QUYNH : Faculty of high quanlity trainning : Civil Engineering : AN DUONG VUONG APARTMENT Student ID: 17149032 Infomation • Architecture document : Consist of architecture plans and sections • Geodestic survey of building Contents of theoretical and computational lessons a Architecture • Re-present the architectural drawings at the request of the instructor b Upper structure • Calculation and design of the typical floor of the floor according to the plan: Full rib floor • Calculation and design of stairs for floors 4-5 • Modeling and design of beams, columns and walls c Foundation • Survey, analysis, geological assessment and loads acting on the foundation structure • Design of the reinforced concrete pile foundation plan • Notes: including 01 note and 01 Appendix • Drawings: 18 A1 drawings (05 architectural drawings, 13 structural drawings) Instructor : PhD TRAN TUAN KIET Started Date : 10/03/2022 Finish Date : 14/07/2022 Ho Chi Minh city, date month year 2022 INSTRUCTOR SIGNATURE HO CHI MINH UNIVERSITY OF TECHNOLOGY AND EDUCATION SOCIALIST REPUBLIC OF VIET NAM Independence - Freedom - Happiness FHQ TRAINNING INSTRUCTOR COMMENTS Student : NGUYEN NGOC TRUC QUYNH Deparment : Faculty of high quanlity trainning Major : Civil engineering Project : AN DUONG VUONG APARTMENT Student ID: 17149032 COMMENTS About the topic content & implementation volume: Advantages: Disadvantages Recommend for debate or not? Rating type: Score:……………….(Text: ) Ho Chi Minh city, date month INSTRUCTOR year 2022 HO CHI MINH UNIVERSITY OF TECHNOLOGY AND EDUCATION SOCIALIST REPUBLIC OF VIET NAM Independence - Freedom - Happiness FHQ TRAINNING INSTRUCTOR COMMENTS Student : NGUYEN NGOC TRUC QUYNH Deparment : Faculty of high quanlity trainning Major : Civil Engineering Project : AN DUONG VUONG APARTMENT Student ID: 17149032 QUESTIONS COMMENTS AND RECOMMEND Ho Chi Minh city, date month year 2022 REVIEWER TEACHER SIGNATURE CONTENTS CHAPTER 1: OVERVIEW OF ARCHITECTURE 1.1 Construction introduction 1.2 Urban infrastructure 1.3 Architectural solution 1.3.1 Functional plan and subdivition 1.3.2 Appearance 1.3.3 Front elevation 1.3.4 Transport system 1.4 Technical solution 1.4.1 Power system 1.4.2 Water supply and sewerage system 1.4.3 Fire prevention, emergency exit 1.4.4 Lighting protection 1.4.5 Garbage drainage system 1.5 Climate characteristics of the construction area 1.6 Design solutions 1.6.1 Comstruction method 1.6.2 Material for use 1.7 Software for use in analyzing and calculate 1.8 Reference Viet Nam standard 1.8.1 Loading and impact 1.8.2 Reinforced-concrete elements 1.8.3 Foundation 1.8.4 Earthquake loading 1.9 Structural solution 1.9.1 Choose primary section of slab 1.9.2 Choose primary section of beam 1.9.3 Choose primary section of column 1.9.4 Choose primary section of wall CHAPTER 2: DESIGN OF STAIRCASE 2.1 Geometry of staircase and calculation free-body diagram 2.1.1 Geometry of staircase 2.2 Loading on staircase 10 2.2.1 Loading on the landing 10 2.2.2 Loading of diagonal slab 10 2.2.3 Total loading 12 2.3 Analise the modeling with ETAB 12 2.4 Calculate reinforcement 13 2.4.1 Calculate reinforcement for landing and flight 13 2.4.2 Calculate reinforcement for the beam of the landing and flight 14 CHAPTER 3: DESIGN OF ROOF WATER TANK 16 3.1 Architecture require 16 3.2 Data of calculation 16 3.2.1 Classification 16 3.2.2 Primary of structure diagram 16 3.2.3 Material in used 17 3.3 Calculation of cover slab 17 3.3.1 Loading 18 3.3.2 Free body diagram 18 3.3.3 Internal forces 19 3.3.4 Calculate reinforcement 20 3.4 Calculation of wall plate 20 3.4.1 Loading 20 3.4.2 Calculation diagram 21 3.4.3 Internal forces 21 3.4.4 Calculation of reinforcement 22 3.5 Calculation of bottom slab 22 3.5.1 Loading 22 3.5.2 Free-body diagram 23 3.5.3 Internal forces 24 3.5.4 Calculate reinforcement 24 3.6 Calculation of water tank beam system 25 3.6.1 Loading 25 3.6.2 Calculation internal forces 27 3.6.3 Internal forces 29 3.6.4 Calculate reinforcement 31 3.7 Check deflection and deformation of bottom slab 35 3.7.1 Verify deflection condition 35 3.7.2 Check deformation crack condition 35 3.8 Calculate of column 38 CHAPTER 4: DESIGN OF STRUCTURAL FRAME 39 4.1 Loading on frame structure 39 4.1.1 Wind load 39 4.1.2 Earthquake load 48 4.1.3 Design spectrim table Load combination 52 4.2 Design of frame 53 4.2.1 Typical beam 53 4.2.2 Calculation of design for 4th axis frame anf C axis column 66 4.2.3 Calculation of core wall design 76 CHAPTER 5: DESIGN OF TYPICAL FLOOR 89 5.1 Choose primary section of slab 89 5.2 Choose primary section of beam 89 5.3 Choose primary section of column 89 5.4 Choose primary section of wall 91 5.5 Calculate reinforcement for typical floor 91 5.5.1 Loading on typical floor 91 5.5.2 Load combination 93 5.5.3 Model analysis using SAFE 94 CHAPTER 6: DESIGN OF FOUNDATION SYSTEM 100 6.1 Geodestic servey infomation 100 6.2 Foundation method 100 6.3 Calculate bearing capacity of pile 101 6.3.1 Bearing capacity according to material 101 6.3.2 Bearing capacity of pile according to machenical and physical index of ground 101 6.3.3 Bearing capacity of pile according to strength of soil layers 103 6.3.4 Bearing capacity of pile according to SPT index 104 6.4 Verify constructing process of pile 105 6.5 Design of foundation F1 106 6.5.1 Column C26 reaction forces 106 6.5.2 Verify number of pile for foundation F1 107 6.5.3 Verify strength condition and settlement 108 6.5.4 Calculate pile cap reinforcement 111 6.6 Design of foundation F2 111 6.6.1 Column C10 reaction forces 111 6.6.2 Verify number of pile for foundation F2 111 6.6.3 Verify strength condition and settlement 112 6.6.4 Calculate pile cap reinforcement 116 The stress causing settlement at the bottom of assuming foundation block : σogl = σtctb - σobt = 676.14- 547.6= 128.54 kN/m2 Divide the soil layer at the bottom of the conventional foundation block into several layers with a thickness of hi = m calculate the stress causing settlement until the condition is satisfied σnbt ≥ 5σngl (the position where settlement is stopped) with koi: Look up table accoring to ratio of Lqu Bqu and z Lqu = , whereas Bqu Bqu Table 6.11: Settlement result of foundation F2 σibt kN/m2 547.6 σigl kN/m2 187.1 E kN/m2 26655 0.125 0.984 552.5 181.1 26655 0.0091 0.25 0.947 557.4 156.4 26655 3.1 0.0089 3 0.375 0.878 562.3 131.7 26655 3.4 0.0086 4 0.5 0.789 567.2 107 26655 3.8 0.0078 5 0.625 0.696 572 130.2 26655 4.4 0.0068 6 0.75 0.608 576.9 113.8 26655 5.1 0.006 Pos Z (m) Z/B K0 0 1 σibt/σigl Si 2.9 At a depth of m from the foundation, then σnbt > 5σngl The settlement of the foundation is calculated according to the formula: S = si = i =1 0.8 gl i h i = 4.7 cm Ei S = 4.7 cm < [Sgh] = cm → Satisfied settlement condition Verify punching shear condition In order to ensure that the pile cap has only compressive stress, the height of the pile cap must satisfy the following conditions: L - 2bm < (bc + 2ho) In which: L = 4.8 m (Length of pile cap) ho = - 0.2 = 1.8 m bm = 0.6 m (distance from the outermost edge of the pile to the edge of the pile cap) bc = 0.85 m (width of column) In which: 4.8 - × 0.6 = 3.6 (m) < 0.85 + × 1.8 = 4.45 m → Satisfied punching shear condition Examinate pile reaction on pile cap Settlement of single pile following to the formula B.1 – Appendix B- TCVN 10304:2014: 114 s= D pile 100 + QL AE Where: D pile diameter of pile (m) Q= 16953.2 = 775.18 kN The load acted on pile (kN) 18 L Length of pile (m) A Area of pile (m2) E Young modulus of the material pile (kN/m2) s= Dpile 100 + QL 0.4 775 25 = + = 81−3 m = 8.04 mm AE 100 0.16 10 The spring stiffness: k = Qa 1148 = = 142 kN/mm [S] 8.81 Figure 6.8: End-pile reaction Pmax = 796 KN < Qtk = 1148 KN Pmin = 795.811 KN > The pile is not plucked 115 6.6.4 Calculate pile cap reinforcement Figure 6.10: Moment on X-direction Figure 6.9: Moment on Y-direction Table 6.12: Reinforcement result for foundation F2 Section Moment b (mm) h (mm) As (cm2) Choose As choose Above (X) -317.3 4800 1800 4.83 Ø12a200 6.78 Below (X) 2887.95 4800 1800 44.27 Ø25a10 49.09 Above (Y) 3969.46 4800 1800 61.02 Ø32a150 61.66 Below (Y) -232.79 4800 1800 3.54 Ø12a200 6.78 6.7 Design of foundation F3 6.7.1 Column C9 reaction forces Table 6.13: Reaction forces column C9 foundation F3 Story Point Load FX FY FZ MX MY MZ BASE 59 COMB7 -149.18 9772.8 42.352 BASE 59 COMB4 -149.47 -66.05 8087.96 126.276 -14.65 BASE 59 COMB5 -149.47 66.05 8087.96 -126.28 -14.65 6.7.2 Verify number of pile for foundation F3 Total axial force apply on foundation F3: Ntt = 9772.8 kN Preliminary selection for number of piles: n pile = k N tt 9772.8 = 1.2 = 11.49 → choose 12 piles N c,d 1148 116 Preliminary selection for number of piles: Figure 6.11: Layout of foundation F3 Geometry of pile cap: Bpcap × Lpcap × Hpcap = 3.2 m ×4.4 m × m Depth of foundation F3 with Hmaxtt = 149.47 KN 2H tt = 1.75 m h m h = 0.7tg(45o − ) Bd hm = 3.5 m > hmin = 1.75 m → Satisfied low depth pile foundation Weight of pile cap W = Bpcap × Lpcap × Hpcap × γpcap = 3.2×4.4×2× 25 = 704 KN Total axial loading lean on bottom of pile cap N = Fz + W =10476.8 kN Determine the values of pmax(j) and pmin(j): Pmax,min = N M x ymax M y x max n coc yi xi2 Therefor Σxi2 = 21.6 m2, Σyi2 = 11.52 m2, xmax = 1.8 m, ymax = 1.2 m Pmax = 992.7 kN < 1148 kN ➔ Satisfied Pmin = 986.3 KN > ➔ pile is not plucked 6.7.3 Verify strength condition and settlement Illustrate assuming foundation Average friction angle of each soil layers: tb = 2 h + 3h + 4 h + 5 h = 18.1o h + h3 + h + h5 Length of expanding span: x = Laf tan tb = 2.4 m 117 Length, width of assuming foundation Baf = 3.2 + × 2.4 = m Laf = 4.4 + × 2.4 = 9.2 m Checking pressure on bottom of assuming foundation Total standard loading lean on bottom of assuming foundation N tc = N tt = 10108 kN 1.2 Mxtc = 91.7 kN.m Mytc = 41 kN.m Mass of assuming foundation Wqu = Lqu × Bqu × Zi × γi = 46147 KN Eccentricity along with X direction: ex = M tcy = 0.001 m N tc + Wqu Eccentricity along with Y direction: M tcx e y = tc = 0.001 m N + Wqu Standard pressure at the bottom of assuming foundation tc max = tc = N tc + Wqu L m Bm N tc + Wqu L m Bm (1 + (1 − 6e x 6e y + ) = 835.4 kN/m2 L m Bm 6e x 6e y − ) = 825.3 kN/m2 L m Bm tc tb = ( tc max + tc ) / = 831.4 kN/m2 Soil bearing capacity under pile tip R tc = m1 m2 (A Bm 'II + B Zm 'I + D c) k tc Rtc = 3081.8 kN/m2 tc max = 835.4 kN/m 1.2R tc = 3698.1 kN/m tc =825.3 kN/m >0 In which: σ tc tc tb = 831.4 kN/m R = 3081.8 kN/m Thus, the ground under the conventional foundation block satisfies the condition of stability Determine settlement of assuming foundation The self-soil pressure of the bottom of assuming foundation block: σobt = 547.6 kN/m2 118 The stress causing settlement at the bottom of assuming foundation block : σogl = σtctb - σobt = 676- 547.6= 128.4 kN/m2 Divide the soil layer at the bottom of the conventional foundation block into several layers with a thickness of hi = m Calculate the stress causing settlement until the condition is satisfied σnbt ≥ 5σngl (the position where settlement is stopped) With: ibt = ibt−1 + i h i igl = k oi glz =o : settlement stress at the bottom of the second layer i koi: Look up table accoring to ratio of Lqu Bqu and z Lqu = 15 , In which Bqu Bqu Table 6.14: Settlement result of foundation F3 σibt σigl E kN/m2 kN/m2 kN/m2 547.6 128.4 26655 4.3 0.125 0.984 552.5 126.3 26655 4.4 0.0055 0.25 0.947 557.4 121.6 26655 4.6 0.0053 0.375 0.878 562.3 112.7 26655 5.1 0.0053 Positiion Z (m) Z/B K0 0 1 σibt/σigl Si At a depth of m from the foundation, then σnbt > 5σngl The settlement of the foundation is calculated according to the formula: S = si = i =1 0.8 gl i h i = 2.08cm Ei S = 2.08 cm < [Sgh] = cm → Satisfied settlement condition Verify punching shear condition In order to ensure that the pile cap has only compressive stress, the height of the pile cap must satisfy the following conditions: L - 2bm < (bc + 2ho) In which: L =4.4 m (Length of pile cap) ho = - 0.2 = 1.8 m (center of gravity of tensile reinforcement to the outer edge of the compressive concrete area) bm = 0.2 m (distance from the outermost edge of the pile to the edge of the pile cap) bc = 0.7 m (width of column) We have: 4.4 - × 0.2 = m < 0.6 + × 1.8 = 4.3 m → Satisfied punching shear condition 119 Examinate pile reaction on pile cap s= D pile 100 + QL AE Where: D pile diameter of pile (m) Q= 9772.8 = 814.4 kN The load acted on pile (kN) 12 L Length of pile (m) A Area of pile (m2) E Young modulus of the material pile (kN/m2) s= Dpile 100 + QL 0.4 814.4 25 = + = 8.2 10−3 m = 8.2 mm AE 100 0.16 10 The spring stiffness: k = Qa 1148 = = 140 kN/mm [S] 8.2 Figure 6.12: End-pile reaction Pmax = 800.853 KN < Qtk = 1148 KN Pmin = 797.847 KN > The pile is not plucked 120 6.7.4 Calculate pile cap reinforcement Figure 6.14: Moment on X-direction Figure 6.13: Moment on Y-direction Table 6.15: Reinforcement result for foundation F3 As Moment b (mm) h (mm) Above (X) -24.22 3200 1800 0.37 Ø12a200 6.78 Below (X) 3510.93 3200 1800 54.15 Ø28a100 67.73 Above (Y) -255.06 3200 1800 3.87 Ø12a200 6.78 Below (Y) 1004.48 3200 1800 15.34 Ø14a100 15.69 (cm2) Choose As Section choose 6.8 Design of pit foundation 6.8.1 Pier reaction forces Table 6.16: Reaction result of core wall Story Pier Load Loc P V2 V3 M2 M3 HAM V8 COMB7 Bottom -28583.7 592.91 10038.9 HAM V8 COMB2 Bottom -19618 -674.68 -10842.2 HAM V8 COMB5 Bottom -19926.7 -1069.2 -23.61 180.492 -28522.9 6.8.2 Verify number of pile for pit foundation and arrangement Total axial force apply on foundation Ntt = 28583.7 kN Preliminary selection for number of piles: n pile = k N tt 22583 = 1.3 = 26.60 → choose 28 piles Q tk 1396.9 Selection of geometry of pile cap and depth: 121 Figure 6.15: Layout of pit foundation Geometry of pile cap: Bđ × Lđ × Hđ = 4.4 m × m × m Depth of pit foundation with Hmaxtt = 1069.2 kN h m h 2H tt = 2.25 m = 0.7tg(45 − ) Bd o hm = 3.5 m > hmin = 2.25 m → Satisfied low depth pile foundation 6.8.3 Verify strength condition and settlement Illustrate assuming foundation Average friction angle of each soil layers: tb = 1h1 + 2 h + 3h + 4 h = 18.1 h1 + h + h + h Length of expanding span: x = Lcoc tan tb = 2.4 m Length, width of assuming foundation: Bqu =4.4 + × 2.4 = 9.2 m Lqu = + × 2.4 = 12.8 m Checking pressure on bottom of assuming foundation Total standard loading lean on bottom of assuming foundation N tc = N tt = 23819.75 kN 1.2 Mxtc = 11443.3 kNm Mytc = 23120.8 kNm Section modulus of assuming foundation 122 Wx = Laf B2 af = 180.6 m3 Wy = L2 af Baf = 251.2 m3` Height of assuming foundation: Haf = 33 m Cross section area of assuming foundation: A af = L af Baf = 117.76 m2 Mass of soil in the conventional foundation block at the bottom of the platform and on the platform: Wpcap = A af z i i' = 67114 kN Weight of pile: Wpile = n pile bt A pile L pile = 3360 kN Weight of pile cap: Wpcap = bt h pcap A pcap = 1760 kN Weight of soil: Wdc = 1h d A d + n c A c h i i' = 3475.8 kN Total weight of assuming foundation: Waf = Wd + Wpile + Wpcap - Wdc = 75709 kN Loading on bottom of assuming foundation: N dtc = N tc + Wqu = 99528.75 kN Standard pressure at the bottom of assuming foundation tc max tc = = N tc + Wqu L qu Bqu N tc + Wqu Lqu Bqu tc M tc x M y + + = 919.1 kN/m2 Wx Wy tc M tc x M y − − = 707.8 kN/m2 Wx Wy tc tb = ( tc max + tc ) / = 813.45 kN/m2 Soil bearing capacity under pile tip R tc = m1 m2 (A Bm 'II + B Zm 'I + D c) = 3081.8 kN/m k tc tc max = 919.1 kN/m 1.2R tc = 3698.2 kN/m tc In which: min = 813.45 kN/m tc tc tb = 863.4 kN/m R = 3081.8 kN/m Thus, the ground under the conventional foundation block satisfies the condition of stability Determine settlement of assuming foundation The self-soil pressure of the bottom of assuming foundation block:σobt = 547.6 kN/m2 The stress causing settlement at the bottom of assuming foundation block : σogl = σtctb - σobt = 813.4 – 547.6 = 265.8 kN/m2 123 Divide the soil layer at the bottom of the conventional foundation block into several layers with a thickness of hi = m Calculate the stress causing settlement until the condition is satisfied σnbt ≥ 5σngl (the position where settlement is stopped) with ibt = ibt−1 + i h i igl = k oi glz =o : settlement stress at the bottom of the second layer i koi: Look up table accoring to ratio of Lqu Bqu and z Lqu = 1.4 , In which Bqu Bqu Table 6.17: Settlement result of pit assumong foundation σibt σigl E Pos Z (m) Z/B K0 kN/m2 kN/m2 kN/m2 ibt/σigl 0 547.6 265.8 26655 2.1 1 0.109 0.996 552.5 264.7 26655 2.1 0.0156 2 0.217 0.919 557.4 244.3 26655 2.3 0.0149 3 0.326 0.829 562.3 220.3 26655 2.6 0.0134 4 0.435 0.738 567.2 196.2 26655 2.9 0.0116 5 0.543 0.648 572 172.2 26655 3.3 0.0099 6 0.652 0.558 576.9 148.3 26655 3.9 0.0084 7 0.761 0.467 581.8 124.1 26655 4.7 0.0069 8 0.87 0.385 586.7 102.3 26655 5.7 0.0053 Si At a depth of m from the foundation, then σnbt > 5σngl The settlement of the foundation is calculated according to the formula: S = si = i =1 0.8 gl i h i = 4.6 cm Ei S = 4.6 cm < [Sgh] = cm → Satisfied settlement condition Verify punching shear condition Settlement of single pile following to the formula B.1 – Appendix B- TCVN 10304:2014: D QL s = pile + 100 AE Where: D pile diameter of pile (m) Q= 28538.7 = 1019.24 kN The load acted on pile (kN) 28 L Length of pile (m) A Area of pile (m2) 124 E Young modulus of the material pile (kN/m2) s= Dpile 100 + QL 0.4 1019.24 30 = + = 0.01 m = 10 mm AE 100 0.16 107 The spring stiffness: k = Qa 1369 = = 136 kN/mm [S] 10 Figure 6.16: End-pile reaction Pmax = 1355.7 kN < Qtk = 1396.9 kN Pmin =884.8 kN > The pile is not plucked 125 6.8.4 Calculate pile cap reinforcement Figure 6.17: Moment on X,Y-direction Table 6.18: Reinforcement result for pit foundation Section Moment b (mm) h (mm) Above (X) -55.51 4400 1800 Below (X) 1722.50 4400 Above (Y) -24.5 Below (Y) 5991 As Choose As choose 0.84 Ø12a200 6.78 1800 26.34 Ø22a200 22.81 4400 1800 0.37 Ø12a200 6.78 4400 1800 92.70 Ø40a130 96.66 (cm2) 126 REFERENCES TCVN 2737-1995: Tiêu chuẩn thiết kế tải trọng tác động TCVN 5574-2018: Kết cấu bê tông bê tông cốt thép TCVN 198-1997: Nhà cao tầng – Thiết kế kết cấu bêtơng cốt thép tồn khối TCVN 229:1999 Chỉ dẫn tính tốn thành phần động tải trọng gió theo TCVN 2737:1995 - NXB Xây Dựng - Hà Nội 1999 [5] TCVN 9386-2012: Thiết kế cơng trình chịu động đất [6] TCVN 10304-2014: Móng cọc – Tiêu chuẩn thiết kế [7] Tiêu chuẩn Anh BS 8110-1997 (Dùng thiết kế kết cấu khung với trợ giúp phần mềm Etabs) [8] GS.TS Nguyễn Đình Cống – Tính tốn thực hành cấu kiện BTCT – Tập Nhà xuất xây dựng [9] GS.TS Nguyễn Đình Cống – Tính tốn thực hành cấu kiện BTCT – Tập – Nhà xuất xây dựng [10] GS.TS Nguyễn Đình Cống – Tính tốn tiết diện cột BTCT – Nhà xuất xây dựng [11] Võ Bá Tầm – Kết cấu bê tông cốt thép Tập (Cấu kiện nhà cửa) – Nhà xuất Đại Học Quốc Gia TPHCM năm 2011 [12] Võ Bá Tầm – Kết cấu bê tông cốt thép Tập (Cấu kiện đặc biệt) – Nhà xuất Đại Học Quốc Gia TPHCM năm 2005 [13] Hướng dẫn kết cấu nhà cao tầng BTCT chịu động đất theo TCXDVN 375-2006 - Nhà xuất xây dựng [14] GS.TS NguyễnVăn Quảng - Nền móng cơng trình dân dụng cơng nghiệp – Nhà xuất xây dựng [15] Nguyễn Văn Hiệp - Vấn đề tổ hợp tải trọng cho nhà nhiều tầng, Tạp chí xây dựng số 3/2003 [16] PGS.TS – Nguyễn Lê Nin – Động đất thiết kế cơng trình chịu động đất – Nhà xuất xây dựng [17] Châu Ngọc Ẩn – Nền móng – Nhà xuất Đại học Quốc gia TPHCM năm 2013 [18] Ninh Đức Thuận - Tính tốn dao động thiết kế nhà cao tầng, Tạp chí xây dựng số 9/2003 [1] [2] [3] [4] 127 S K L 0