Luận văn tốt nghiệp Tiếng Anh: GRADUATION THESIS CABLESTAYED BRIDGE

preface In the development of our country today, we need to build more and more structure to serve the demand of human life. In which, Transport is the important field that is considered with large investment and concern of society. We need to get more and more skillful engineer to update the modern technology of the world and build for us many modern structures with high quality and aesthetic. After 5 years learnt in the University of Transport and Communications, with the willing of myself and the wholeheart teaching of my teachers, I have been grant many experiences with help me in the future. This graduation thesis is the result of 5 years studied in this university. It is the summary of my studying process. During making this graduation thesis, I have been helped by my lecturers in the Department Bridge and Tunnel (UTC) for finishing my thesis. During make this graduation thesis, because of the time and my limited knowledge, so there is no doubt that I will get some mistakes. I hope I can take advice of our lecturers to make my finished graduation thesis and learn by experience in the future. Finally, I absolutely give a thanks to Prof.Dr. Nguyen Ngoc Long and all lecturers in the Department of Bridge and Tunnel(UTC), and especially, Dr Tran The Truyen who advise me about what is best to finish my graduation thesis. Thank you for all Ha Noi, May 2010 Nguyen hoang locPREFACE 2010 NGUYEN HOANG LOC Page 5 Comment of guide lecturer ..................................................................................................................................... ..................................................................................................................................... ..................................................................................................................................... ..................................................................................................................................... ..................................................................................................................................... ..................................................................................................................................... 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..................................................................................................................................... ..................................................................................................................................... ..................................................................................................................................... .....................................................................................................................................PREFACE 2010 NGUYEN HOANG LOC Page 7 Comment of student Đây là nội dung cho các bạn khóa Cầu Đường khác tham khảo. Phần tham khảo thứ nhất này là phần tôi đã hoàn thành từ ngày 2542010. Thứ nhất,tôi khuyên các bạn ngành Cầu thuộc các lớp khác ngoài lớp Cầu Đường Anh có khả năng tiếng anh thì cố gắng phấn đấu làm và bảo vệ đồ án tốt nghiệp bằng Tiếng Anh. Điều này rất có lợi cho sự thăng tiến và giúp ích cho công việc của các bạn. Các bạn bảo vệ ĐATN bằng Tiếng anh thuộc bất kỳ lớp nào trong trường giao thông đều được cấp giấy chứng nhận do nhà trường cấp và không có gì khác biệt so với các bạn thuộc lớp Cầu Đường Anh.Nếu các bạn có điều gì cần trao đổi thì có thể email cho tôi theo địa chỉ : Nguyenhoangloc2015gmail.com (Civil Engneer – Mr Loc) Thứ hai, ngay từ cuối năm thứ 4 hay càng sớm càng tốt các bạn hãy thực hành cho mình khả năng sử dụng Excel thật tốt (bao gồm cả VBA) để có thể lập ra các bảng tính chuyên nghiệp, giúp cho qua trình làm ĐATN. Ở đây tôi sẽ nêu một số nội dung chính về công việc chuẩn bị cho làm ĐATN Cầu Dây Văng. + Chuẩn bị bảng tính : Móng cọc đài cao Kiểm toán trụ mố. Kiểm toán tháp cầu. Tính duyệt mặt cầu – dầm ngang – tai đeo, dây văng. Tính duyệt dầm chủ, lưu ý là dầm đơn năng (TT) hoặc dầm đa năng. Bảng tính DCNL Cầu Dây Văng. và một số bảng tính quan trọng khác. + Chuẩn bị khả năng về phần mềm chuyên ngành. o MidasCivil (có thể học phần mềm tại trung tâm của Thầy Vĩnh (giảng viên Cầu Hầm –ĐHGTVT 0936922370) o FBPier o RM2006 o Có thể nghiên cứu them về SAP o Autocad các bạn tự học. Thứ ba, các bạn nên tổ chức thời gian để thực hiện từng phần mà mình đặt ra theo kế hoạch, như vậy qua trình làm ĐATN sẽ dễ dàng hơn. Thứ tư, các câu hỏi khi bảo vệ tiếng anh các bạn email tôi sẽ gửi cho. Cuối cùng tôi chúc các bạn thành công, bảo vệ ĐATN bằng Tiếng anh tốt (Hội đồng bảo vệ có thể gồm: Thầy Hâu, T. Tuấn Bình, Thầy Nhiệm, Thầy Truyền, Thầy Tiến, Thầy Duy hoặc hơn)PREFACE 2010 NGUYEN HOANG LOC Page 8 CONTENTS chapters Design contents page Design requirement 3 preface 4 Comment of leading lecturer 5 Comment of checking lecturer 6 CONTENTS 7 General introduction 8 Volume i Preliminary design OF BRIDGE ALTERNALTIVES 9 CHAPTER I THE PREMILINARY DESIGN OF THE 1st ALTERNATIVE CABLESTAYED BRIDGE 9 CHAPTER II THE PREMILINARY DESIGN OF THE 2sd ALTERNATIVE PRESTRESSED CONCRETE BRIDGE 45 CHAPTER III the premininary design of the 3rd alternative composite bridge 78 CHAPTER IV Bridge alternative selection 118 VOLUME II TECHNICAL DESIGN 121 CHAPTER V general view of detail design CABLESTAYED bidge 121 Chapter vi Internal force redistribution of cables 124 Chapter vii DECK AND TRANSVERSE BEAM 145 Chapter viii Abutment calculation 174 Chapter ix design of bridge pylon 207 Chapter x Design of bridge beam 243 CHAPTER XI CONSTRUCTION PLANNING AND DESIGN 286 REFERENCE REFERENCE 329PREFACE 2010 NGUYEN HOANG LOC Page 9 GENERAL INTRODUCTION I Specification for bridge design Specification: 22TCN – 272 – 05 Ministry of Transport Design load : HL – 93 II Structural scale Permanent bridge with service life > 100 years III Navigation clearance Level i H = 10 m B = 80 m IV Bridge width Traffic lane : 2x4.5m width Pedestrain lane : 2x1.5m width Design speed V=60kmh V Geologic feature Layer 1 : Clay , 2 m thick Layer 2 : Sandy soil , 8 m thick Layer 3 : Alluvial sand , 15 m thick Layer 4 : Medium sand , unlimited thick VI bridge profile The top of bridge center curve is circular curve ,R=5000m Longitudinal slope : i=3%| English Bridge and Road – Course 46 THESIS GRADUATE DESIGN of CABLESTAYED BRIDGE A thesis submitted in partial fulfillment for the degree Engineer of Engineering In the Department of Tunnel and Bridge Faculty of Civil Engineering University of Communications and Transport May 2010UNIVERSITY OF TRANSPORT AND COMMUNICATIONS 2010 CHAPTER I: THE PREMILINARY DESIGN OF THE 1st ALTERNATIVE CABLESTAYED BRIDGE N G U Y E N H O A N G L O C E N G L I S H B R I D G E A N D R O A D – C 4 6CHAPTER I: THE PREMILINARY DESIGN OF THE 1st ALTERNATIVE CABLESTAYED BRIDGE 2010 NGUYEN HOANG LOC Page 10 CHAPTER I: THE PREMILINARY DESIGN OF THE 1st ALTERNATIVE CABLESTAYED BRIDGE I General introduction In the trends of industrialization and modernization in Viet Nam, infrastructure construction is the essential problem. In the other hand, transport construction, maintenaince and upgrade is important. One of the needed requirement for the nowand thefuture bridge is: not only satisfy the need of modern transportation but also has an economic, easthetical bridge to make a symbol of Viet Nam in the future. In the past, when designing the bridge, the designer often used the steel bridge, concrete bridge and prestress concrete bridge…with the simple or continuous span. These types of bridge are just economic with the small and medium length. Therefore, we need to design a bridge with longer span, simple construction and has an easthetical shape. Researching some developed and developing country, we can see that, with the span of 50  150m, the prestress concrete bridge which is erected with the cantilever method has highly effective. The maximum span from this type of bridge is 240m ( Hamana Bridge, Japan). However, the limited economical span of this type is just only 200m. The cablestayed bridge is the nondeformed structure, so it can ensure the good rigidity. The system works like a girder is placed on elastic bearings (cable). The increase of elastic bearing not only doesn’t make the increasement of cable mass and the compression in the girder, but also

UNIVERSITY OF TRANSPORT AND COMMUNICATIONS FACULTY OF CIVIL ENGINEERING DEPARTMENT OF BRIDGE AND TUNNEL GRADUATION THESIS CABLE-STAYED BRIDGE APPROVED BY : DR TRAN THE TRUYEN CHECKED BY : PROF.DR NGUYEN NGOC LONG PREPARED BY : NGUYEN HOANG LOC CLASS : ENGLISH BRIDGE AND ROAD – COURSE 46 HA NOI, MAY 2010 PREFACE 2010 preface In the development of our country today, we need to build more and more structure to serve the demand of human life In which, Transport is the important field that is considered with large investment and concern of society We need to get more and more skillful engineer to update the modern technology of the world and build for us many modern structures with high quality and aesthetic After years learnt in the University of Transport and Communications, with the willing of myself and the whole-heart teaching of my teachers, I have been grant many experiences with help me in the future This graduation thesis is the result of years studied in this university It is the summary of my studying process During making this graduation thesis, I have been helped by my lecturers in the Department Bridge and Tunnel (UTC) for finishing my thesis During make this graduation thesis, because of the time and my limited knowledge, so there is no doubt that I will get some mistakes I hope I can take advice of our lecturers to make my finished graduation thesis and learn by experience in the future Finally, I absolutely give a thanks to Prof.Dr Nguyen Ngoc Long and all lecturers in the Department of Bridge and Tunnel(UTC), and especially, Dr Tran The Truyen who advise me about what is best to finish my graduation thesis Thank you for all! Ha Noi, May 2010 Nguyen hoang loc NGUYEN HOANG LOC Page PREFACE 2010 Comment of guide lecturer NGUYEN HOANG LOC Page PREFACE 2010 Comment of checked lecturer NGUYEN HOANG LOC Page PREFACE 2010 Comment of student - Đây nội dung cho bạn khóa Cầu Đường khác tham khảo Phần tham khảo thứ phần tơi hồn thành từ ngày 25-4-2010 - Thứ nhất,tôi khuyên bạn ngành Cầu thuộc lớp khác ngồi lớp Cầu Đường Anh có khả tiếng anh cố gắng phấn đấu làm bảo vệ đồ án tốt nghiệp Tiếng Anh Điều có lợi cho thăng tiến giúp ích cho công việc bạn Các bạn bảo vệ ĐATN Tiếng anh thuộc lớp trường giao thông cấp giấy chứng nhận nhà trường cấp khơng có khác biệt so với bạn thuộc lớp Cầu Đường Anh.Nếu bạn có điều cần trao đổi e-mail cho theo địa : Nguyenhoangloc2015@gmail.com (Civil Engneer – Mr Loc) - Thứ hai, từ cuối năm thứ hay sớm tốt bạn thực hành cho khả sử dụng Excel thật tốt (bao gồm VBA) để lập bảng tính chun nghiệp, giúp cho qua trình làm ĐATN Ở tơi nêu số nội dung công việc chuẩn bị cho làm ĐATN Cầu Dây Văng + Chuẩn bị bảng tính : - Móng cọc đài cao - Kiểm toán trụ - mố - Kiểm tốn tháp cầu - Tính duyệt mặt cầu – dầm ngang – tai đeo, dây văng - Tính duyệt dầm chủ, lưu ý dầm đơn (TT) dầm đa - Bảng tính DCNL Cầu Dây Văng - số bảng tính quan trọng khác + Chuẩn bị khả phần mềm chuyên ngành o Midas/Civil (có thể học phần mềm trung tâm Thầy Vĩnh (giảng viên Cầu Hầm –ĐHGTVT - 0936922370) o FB-Pier o RM2006 o Có thể nghiên cứu them SAP o Autocad bạn tự học - Thứ ba, bạn nên tổ chức thời gian để thực phần mà đặt theo kế hoạch, qua trình làm ĐATN dễ dàng - Thứ tư, câu hỏi bảo vệ tiếng anh bạn e-mail gửi cho - Cuối chúc bạn thành công, bảo vệ ĐATN Tiếng anh tốt (Hội đồng bảo vệ gồm: Thầy Hâu, T Tuấn Bình, Thầy Nhiệm, Thầy Truyền, Thầy Tiến, Thầy Duy hơn) NGUYEN HOANG LOC Page PREFACE 2010 CONTENTS chapters Volume i CHAPTER I CHAPTER II CHAPTER III CHAPTER IV VOLUME II Design contents page Design requirement preface Comment of leading lecturer Comment of checking lecturer CONTENTS General introduction Preliminary design OF BRIDGE ALTERNALTIVES THE PREMILINARY DESIGN OF THE 1st ALTERNATIVE CABLE-STAYED BRIDGE THE PREMILINARY DESIGN OF THE sd ALTERNATIVE PRESTRESSED CONCRETE BRIDGE the premininary design of the 3rd alternative composite bridge Bridge alternative selection 9 45 78 118 121 Chapter vii TECHNICAL DESIGN general view of detail design CABLE-STAYED bidge Internal force redistribution of cables DECK AND TRANSVERSE BEAM Chapter viii Abutment calculation 174 Chapter ix design of bridge pylon 207 Chapter x Design of bridge beam CONSTRUCTION PLANNING AND DESIGN REFERENCE 243 CHAPTER V Chapter vi CHAPTER XI REFERENCE NGUYEN HOANG LOC 121 124 145 286 329 Page PREFACE 2010 GENERAL INTRODUCTION I - Specification for bridge design - Specification: 22TCN – 272 – 05 Ministry of Transport - Design load : HL – 93 II- Structural scale Permanent bridge with service life > 100 years III- Navigation clearance Level i H = 10 m B = 80 m IV- Bridge width -Traffic lane : 2x4.5m width - Pedestrain lane : 2x1.5m width - Design speed V=60km/h V - Geologic feature Layer : Clay , m thick Layer : Sandy soil , m thick Layer : Alluvial sand , 15 m thick Layer : Medium sand , unlimited thick VI - bridge profile - The top of bridge center curve is circular curve ,R=5000m - Longitudinal slope : i=3% NGUYEN HOANG LOC Page THESIS GRADUATE DESIGN of CABLE-STAYED BRIDGE A thesis submitted in partial fulfillment for the degree Engineer of Engineering In the Department of Tunnel and Bridge Faculty of Civil Engineering University of Communications and Transport May 2010 | English Bridge and Road – Course 46 UNIVERSITY OF TRANSPORT AND COMMUNICATIONS CHAPTER I: THE PREMILINARY DESIGN OF THE 1st ALTERNATIVE CABLE-STAYED BRIDGE 2010 NGUYEN HOANG LOC-ENGLISH BRIDGE AND ROAD –C46 CHAPTER I: THE PREMILINARY DESIGN OF THE 1st ALTERNATIVE CABLE- 2010 STAYED BRIDGE CHAPTER I: THE PREMILINARY DESIGN OF THE 1st ALTERNATIVE CABLE-STAYED BRIDGE I - General introduction - In the trends of industrialization and modernization in Viet Nam, infrastructure construction is the essential problem In the other hand, transport construction, maintenaince and upgrade is important - One of the needed requirement for the now-and- the-future bridge is: not only satisfy the need of modern transportation but also has an economic, easthetical bridge to make a symbol of Viet Nam in the future - In the past, when designing the bridge, the designer often used the steel bridge, concrete bridge and prestress concrete bridge…with the simple or continuous span These types of bridge are just economic with the small and medium length - Therefore, we need to design a bridge with longer span, simple construction and has an easthetical shape - Researching some developed and developing country, we can see that, with the span of 50  150m, the prestress concrete bridge which is erected with the cantilever method has highly effective The maximum span from this type of bridge is 240m ( Hamana Bridge, Japan) However, the limited economical span of this type is just only 200m - The cable-stayed bridge is the non-deformed structure, so it can ensure the good rigidity The system works like a girder is placed on elastic bearings (cable) The increase of elastic bearing not only doesn’ t make the increasement of cable mass and the compression in the girder, but also make the reduction of flexural moment in the girder., especially when it subjected to the dead load Therefore, the cable-stayed bridge can spread larger span length when the mass is increased neglectable - Moreover, in the development history of bridge, the cable-stayed bridge has had a large concern of the researchers, designers and architects From the time the first cable-stayed bridge built at Stralsund, Sweden, in 1955, the cable-stayed bridges are built all over the world - One favorite basic characteristic of this type of bridge is the diversity The bridge can has different span length, cable plane or cable layout The shape and the height of the pylon are also the beautiful characteristic NGUYEN HOANG LOC Page 10 CHAPTER XI : CONSTRUCTION PLANNING AND DESIGN 2010 II – calculation of q H = 3m 200 13.75 4x50 250 x =1725 R = 0.7m 13.75 2x50 formwork Pv II.1 vertical loads acting on the formwork: II.1.1 vertical loads:  Self weight of concrete  Dead load  Steel frame weight 2400 (daN/m3 ) : 700 (daN/m3 ) : 100 (daN/m3 ) :  Weight of hand-devices: 250 (daN/m2 )  Vibiration loads  : 200 (daN/m2) Dynamic load of mortar fall: Storage tank V 0,8 (m3 )  Pxk = 400 daN/m2 II.1.2 pressure of concrete acting on 1m2 Effective height of motar: H = 4.h0 NGUYEN HOANG LOC Page 315 CHAPTER XI : CONSTRUCTION PLANNING AND DESIGN 2010  h0 :the height of the concrete depends on the speed of the concrete miIng tank to fall within hour Concrete mixer tank volume: V = m3/h,selection of concrete-pouring speed 1h: h0=0,5 m  H = 0,5.4 = (m) Công thức xác định áp lực vữa lên ván tr-ờng hợp đổ bê tông cho cấu kiện lớn t-ờng mỏng có dùng đầm là: Formula of determining pressure on pouring components of mass and thin wall: pmax = (q+.R).n In which:  R : Effective radius of vibiration device: R = 0,7 (m)  n : load factor ; n = 1,3  q : Dynamic allowance force q = 850 (kG/m2 )   :Weight of concrete volume ;  = 2400 (daN/m3 ); pmax =1,3.(850 + 2400.0,7) = 3289 (daN/m2) Grout pressure chart for converting from rectangular to trapezoidal and P = Pt® Conversion factor: Pt® =  H   : Area of the trapezoidal diagram  = 0,5.(2.H - R).(Pmax - q) + H.q NGUYEN HOANG LOC Page 316 CHAPTER XI : CONSTRUCTION PLANNING AND DESIGN 2010  = 5724  Pt® = 5724 = 2862 (daN/m2) II.2 calculation of formwork II.2.1 checking formwork according to deflection Slab diagram is calculated as 4side slabs supported on beam Deflection formula: f= p qd b E.  In which:  ,  look up table 2.1 (textbook: Bridge construction- Pulishing house of transportation) with a = b = 0,5 m;  = 0,0513,  = 0,0138  E – Modulus of elasticity of steel E=2,1.106(kG/cm2) 0.5 m   - thickness of slab 0.5 m Thickness of slab  = (cm) NGUYEN HOANG LOC Page 317 CHAPTER XI : CONSTRUCTION PLANNING AND DESIGN Therefore =>: f= 2010 0,2862.504 0,0138 = 0,094 cm 2,1.106.0,53 Standard deformation: [f] = L 50 = = 0,2 cm 250 250 We have: f = 0,094 cm < [f] = 0,2 cm  Satisfied II.2.2 checking formwork according to strength limit state Formula of checking: : = M  R = 1900 (daN/cm2) W MaImum bending moment : M = .pq®tt.b2 In which:  pq®tt : Grout pressure to be calculated IM,load factors with pq® =1984 kG/m2 Therefore => :M = 0,0513.0,2862.0,52 = 36,71(daN.m) = 3671 (daN.cm) Nominal flexural resistance moment of 1m formwork : W= = 4,17 cm3 = 3671 = 880,34 (kG/cm2) < R = 1900 (daN/cm2) 4,17  Satisfied NGUYEN HOANG LOC Page 318 CHAPTER XI : CONSTRUCTION PLANNING AND DESIGN 2010 II.2.3 v ertical bracings Vertical braces are considered simple girder span length L1 = 0.5 m are entitled to the knee braces and peer review to its continuity Evenly distributed load effects on formwork: qtt = Pt® l1 = 0,5.2862 = 1431 (daN/m) MaImum flexural moment : qtt l12 qtt l12 1431.0,5  0,8    35,78daN.m  10 10 M max Using vertical bracing is slab steel , 187x6x0.8cm:  Ru = 2000 (daN/cm2)  Factored aIal strength : Ro = 1900 (daN/cm2)  F = 6.0,8 = 4,8 (cm2)  W = 0,8.62/6 = 4,8 (cm3) ; Jx = 14,4 (cm4) Condition :: Mmax  Ru W We have :MMax = 3578 (daN.cm) < Ru.Wx = 2000.4,8 = 9600 (daN.cm)  Satisfied II.2.4 Horizontal bracings Tensile force of the bracing: S= Ptd H (l1  0,25.H ) l1 Bending moment of the bracing: NGUYEN HOANG LOC Page 319 CHAPTER XI : CONSTRUCTION PLANNING AND DESIGN M= 2010 S l 21 10 Pq® = 28,62 KN/m2 , H = m l1 = 0,5 m – length of calculation l = 2x0,5 m - effective length Therefore: S=0 ; M=0 We have:  < R => Satisfied II.2.5 bracing calculation The traction bar bracing under the pressure of the concrete Pulling force in the bar can be determined and taken roughly proportional to the formwork area delimited by the dividing line between the tie bar Fal Bracing Internal force of bracing member T = Fal.Pq® In which:  Fal : effective area acting on bracing members Fal = 1.1 = m2 => T = 1.2862 = 2862 (daN) Choosing bracing members, 10 mm NGUYEN HOANG LOC Page 320 CHAPTER XI : CONSTRUCTION PLANNING AND DESIGN 2010 Stress in bracing member: = T 2862 = = 911,46 (daN/cm2) 3,14 f  = 911,46 (daN/cm2) < R = 1900 (daN/cm2)  Satisfied III – thickness of the pedestal concrete III.1 – when construction of foundation of the pylon - Pedestal concrete layer depth: hBT  .H   BT   k.u.    *  .m In which : +)  - area of foundation,  = 12.35,5 = 426 m2 +) K – Number of piles, K = 24 +) u - Pile perimeter: u = 4.71 m +)  - sliding force between pedestal concrete and pile,  =100 KN/m2 +) m – work factor of pile, m = 0,9 +) H: Depth of foundation hole (from CNW to bottom of pedestal layer) H= 9,9m +) : Trọng l-ợng riêng n-ớc , = 10KN/m3 +) bê tông : Trọng l-ợng riêng bê tông bê tông = 25 KN/m3 hbt  426.9,9.10  2.38  2.4 (m)  25.426  24.4, 71.100  426.10  x0,9 - VËy chän hBê TôNG = 2.5 (m) - Tiến hành đổ bê tông bịt đáy theo ph-ơng pháp vữa dâng - Bán kính hoạt động ống R = m - Diện tích hoạt động ống là: F =  R = 3,14 1,52 = 7,07( m2) NGUYEN HOANG LOC Page 321 CHAPTER XI : CONSTRUCTION PLANNING AND DESIGN 2010 Số ống cần thiết để bố trí đổ bê tông bịt đáy là: n 1036,8 146,6 (èng) 7,07  VËy ta chän n = 148 ống, ống cách 1.5 m Iv sheet piles Siege pile planks used to make steel piles for construction of the wall space Snowboarding steel piles are used Lassen IV is the geometrical characteristics of cross-sections as follows: SIGN LS IV bmin Bmin Hmin F g J W (cm) (cm) (cm) (cm2) (daN/m) (cm4) ( cm3) 292 400 180 94.3/236 74/185 4660/39600 405/2200 (Note: The value in the numerator calculation for a single pile, the value calculated in the form of a siege m) Besides using the belt II500, II360 and splashed against the bar high intensity 38 Estimated water level is 5.9m construction Pile height 1.0 m above water Iv.1 – sheet pile diagram - Input NGUYEN HOANG LOC Page 322 CHAPTER XI : CONSTRUCTION PLANNING AND DESIGN 2010 – Diagram – Loads Pedestal layer depth: hbê tông = 2.5 m Loads acting on sheet piles:  Water pressure: Pt = n*(Hn + hbª tông) Active soil pressure: Pa = a*hbê tông*đn Nagative soil pressure: Pb = b*t*®n * Cohesion force: Pc = 2*C - b = 2*16 - 2.198 = 17,17 KN/m  Pressure due to self weigth of the pedestal concrete layer: Pq = q*a = 12*0.454 = KN/m 4- Checking the sheet pile We obtain equation as follow: Mg - m*Ml = (m = – hÖ sè an toµn) Hn + hbt hbt2 t2 Ml = *Pt* + *Pa* + Pq*2 t2 t2 t2 1 t - 0.5 Mg = Pa*2 + Pt* + Pb*3 + *Pc*1*3 + Pc* – Internal force NGUYEN HOANG LOC Page 323 CHAPTER XI : CONSTRUCTION PLANNING AND DESIGN 2010 5.1 – Internal force structure - Diagram of calculation is simple beam suppoteing bracings and depth 0.5 than pedestal concrete layer - MMax maImum moment in the sheet pile to be calculated - RA = 65,4 KN reaction acting 1m bracings 5.2 – Checking with strength limit state M  = W  R = 19000 daN/cm2 V – construction-stability calculation V – principle - To ensure stability in the construction process for the industrial park by cantilever method we conducted the following measures: +) Arrange pillows on the temporary pylon +) To expand its layout +) Neo Ko on burning pylon - The calculation of each issue is very complex, so the scope of this Project, we calculate the frequency stability of the structures found in the construction process - Calculate the most unfavorable case is when for some reason a formwork fall and the weight of the entire block is cast into a river V – diagram - After comparing measures on our wide selection of open burning pylons anchor the first time in the pylon to ensure stability during construction NGUYEN HOANG LOC Page 324 CHAPTER XI : CONSTRUCTION PLANNING AND DESIGN 2010 - Diagram V – expansion form V – loads Expand form its teaching is effective only during the construction blocks and bear the load k0 construction of static load of mortar, reinforced, movies and games machines and manpower in the construction process V.1.1 – Self weight K0 - Length ko : Lo = 28 m - Area : Ao = 7,28 m2 - Self weight Ko Q = bê tông S Lo = 1,25 25.7,28.28 = 6370 KN - Load Ko acting side of temporary pier : Qtt = Q / = 6370 / = 3185 KN - q = Qtt / Lo = 3185 / 28 = 113,75 KN/m V.1.2 – Form load and machine load - C onstruction load on 1m : qtc = 1,5.2,4.14,5 = 52,2 KN/m - For one side of temporary pier : qtrc = 52,2 /2 = 26,1 KN/m => Total loads on 1m: g = 113,75 + 26,1 = 139,85 KN/m V – demensions of expansion form - Has been allocated to complete the board layout parcel size as well as enough space to arrange for the construction and machinery, serving the construction process, so we decided to design the size of the surface on the momentum teachers NGUYEN HOANG LOC Page 325 CHAPTER XI : CONSTRUCTION PLANNING AND DESIGN 2010 as follows: +) Has assigned the length: L = 15 m +) Momentum width of teachers: B = 16 m +) Surface area: A = 256 m2 - Da is taken by the teacher in drawing technology, here it is on the construction drawings should be delivered consists of two parts each with three walls on three parallel planes, in every moment Flat is meters apart - In a plane is delivered six bar link bolts together and link with the body through the bolt head connected to angle steel bar welded or captured on the anchor bolts are waiting inside its body, between the bar together are linked together by connecting bolts through the next point, this version has dimensions sufficient to calculate the bearing seat and arranged for the bolt link - In the computation process can be considered to have been assigned work according to the diagram plane separately, then the load of the concrete structure on the work assigned to be divided between the flat surface, so here we only need to determine bearing capacity and design of bar strength in the momentum of our teachers and to link the flat map But the link between the plane is delivered horizontally usually taken as prescribed V – diagram - Diagram - Connection between members are hinge link NGUYEN HOANG LOC Page 326 CHAPTER XI : CONSTRUCTION PLANNING AND DESIGN 2010 V – selection of members Formula of checking limit stress - Đối với chịu nén - Công thức kiĨm to¸n  N  Rt  At In which : +) N : MaImum aIal force +) At : cross sectionarea of section +)  : resistance factored with compressive members ,0,75 +) Rt : CT3 , Rt = 2000 Kg/cm2 = 20 KN/cm2: +) Slenderless : max  y  With : lo iy +) Lo : Length of mebers +) iy : minimum inertia moment +) max : Slenderless with biaIal +)  : resistance factored max – Tensile members NGUYEN HOANG LOC Page 327 CHAPTER XI : CONSTRUCTION PLANNING AND DESIGN 2010 - Formula of checking:  NGUYEN HOANG LOC N  Rt At Page 328 REFERENCE 2010 REFERENCE ) ministry of transport SPECIFICATION FOR BRIDGE 22TCN272-05 Publishing house of transport, 2005 2) American association of State highway and transport officials AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS Publishing by AASHTO, 1998,2005 and 2007 3) Prof Nguyen Viet Trung CONCRETE BRIDGES Publishing house of transport, 2007 4) Prof Nguyen Viet Trung BALANCED CANTILEVER TECHNOLOGY Publishing house of transport, 2008 5) Prof Nguyen Viet Trung CABLE-STAYED BRIDGE STRUCTURE ANALYSIS Publishing house of construction, 2008 6) Eng Tran Quoc Kim CABLE-STAYED BRIDGE DESIGN Publishing house of transport, 2008 7) Prof Le Dinh Tam CABLE-STAYED BRIDGE Publishing house of science and engineering, 2001 8) Prof Le Dinh Tam STEEL BRIDGE Publishing house of science and engineering, 2001 9) Prof Nguyen Minh Nghia INTRODUCTION TO BRIDGE ENGINEERING Publishing house of transport, 2007 10) ) Prof Nguyen Minh Nghia BRIDGE PIER AND ABUTMENT Publishing house of transport, 2007 11)Nguyen Nhu Hai COMPOSITE BRIDGE Publishing house of construction, 2005 12) Prof Tran Ly Cuong CONCRETE STRUCTURE Publishing house of construction, 2005 13) Prof.Dr.Ms.Eng OTHER TEXTBOOKS IN THE UNIVERSITY OF COMMUNICATION AND TRANSPORT NGUYEN HOANG LOC Page 329 ... ngồi lớp Cầu Đường Anh có khả tiếng anh cố gắng phấn đấu làm bảo vệ đồ án tốt nghiệp Tiếng Anh Điều có lợi cho thăng tiến giúp ích cho công việc bạn Các bạn bảo vệ ĐATN Tiếng anh thuộc lớp trường... thick VI - bridge profile - The top of bridge center curve is circular curve ,R=5000m - Longitudinal slope : i=3% NGUYEN HOANG LOC Page THESIS GRADUATE DESIGN of CABLE-STAYED BRIDGE A thesis submitted... reinforce concrete Another cable-stayed bridges are My Thuan Bridge (Tien Giang - Vinh Long) in 1998 - 2001 , Han river Bridge (Da Nang), Bai Chay Bridge, Can Tho Bridge? ?? II - general description II.1