ilovepdf_#تواصل_تطوير المحاضرة رقم 187 أستاذ دكتور / مدحت كمال عبدالله عنوان المحاضرة: تدعيم كباري باستخدام التفاعل المشترك للمياه - جسم الكوبري وعرض حالة عملية Temporary Support Of Existing Bridges Using Water-Structure Interaction including case study
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The document discusses a new technique for providing temporary support to existing bridges, particularly those crossing waterways, due to the increasing weight of transported heavy equipment in Egypt. It details the innovative use of jacks on barges to create uplift forces that enhance the bridge's rigidity, thereby accommodating abnormal loads without causing structural damage. Experimental results demonstrate that the bridge can sustain significant loads with minimal strain on its components, effectively addressing the issue of bridge overloads.
ilovepdf_#تواصل_تطوير المحاضرة رقم 187 أستاذ دكتور / مدحت كمال عبدالله عنوان المحاضرة: تدعيم كباري باستخدام التفاعل المشترك للمياه - جسم الكوبري وعرض حالة عملية Temporary Support Of Existing Bridges Using Water-Structure Interaction including case study
- 2. المشتر التفاعل باستخدام كباري تدعيم ك للمياه - الكوبري جسم PROF. Medhat Kamal Abdullah Civil Engineering Dept., Faculty of Engineering, Helwan University, Cairo, Egypt
- 3. 2 TEMPORARY SUPPORT OF EXISTING BRIDGES USING WATER-STRUCTURE INTERACTION PROF. Medhat Kamal Abdullah Civil Engineering Dept., Faculty of Engineering, Helwan University, Cairo, Egypt
- 4. Assessment, Upgrading and Refurbishment of Infrastructures IABSE Conference, Rotterdam, May 6 - 8, 2013
- 5. INTRODUCTION • Due to rapid development in Egypt, there are many heavy equipment need to be transported to new factories, power stations,…etc. • We have many existing bridges through the route of transportation • We have Many accidents due to overloading • Bridge overload and lateral impact forces from trucks, barges/ships, and trains constitute 20% of the total bridge failures in the UNITED STATES. New technique to temporarily support existing bridges crossing water ways Dr. Medhat K. Abdullah, Faculty of engineering, Helwan university, Egypt 4
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- 9. 8 ►►Designed for 90 Ton trucks
- 10. A- TEMPORARY SUPPORT ACROSS ROADS: • If the bridges cross roads, a shoring system may be installed to support the bridge whether permanent or temporary New technique to temporarily support existing bridges crossing water ways Dr. Medhat K. Abdullah, Faculty of engineering, Helwan university, Egypt 9
- 12. New technique to temporarily support existing bridges crossing water ways Dr. Medhat K. Abdullah, Faculty of engineering, Helwan university, Egypt 1 TEMPORARY SUPPORTING SYSTEM
- 13. 2 IS THIS THE PRESSURE WE CONSIDERED ON THE SLABS
- 14. 3 INSPECTION OF TEMPORARY WORKS
- 15. 4 IS THIS THE WEIGHT WE CONSIDERED IN THE STUDY??
- 16. 5 IS THIS THE LOADING SYSTEM WE CONSIDERED IN THE STUDY??
- 17. 6 IS THIS THE LOADING SYSTEM WE CONSIDERED IN THE STUDY??
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- 21. B- Bridges Crossing Water Way: • If the bridges exists over water path, the conventional support used for road bridges is difficult to be used especially in deep water • In this case, a new technique using water- structure interaction is used to carry the additional abnormal loads of special equipment New technique to temporarily support existing bridges crossing water ways Dr. Medhat K. Abdullah, Faculty of engineering, Helwan university, Egypt 10
- 23. I- CONCEPT New technique to temporarily support existing bridges crossing water ways Dr. Medhat K. Abdullah, Faculty of engineering, Helwan university, Egypt
- 24. 3 JACKS UPLIFT
- 25. 4 JACKS UPLIFT
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- 27. CONCEPT • Jacks over barges are used to push up the bridge deck imposing reversal forces against the expected loads from the heavy packages • Uplift forces are created to impose reversal forces on the bridge to decrease or eliminate the effect of the expected heavy packages. • The process of temporarily coupling the bridge deck with barges supported by the water uplift, results in a combined rigid structure that has an effective combined rigidity much higher than the original bridge rigidity. New technique to temporarily support existing bridges crossing water ways Dr. Medhat K. Abdullah, Faculty of engineering, Helwan university, Egypt 6
- 28. New technique to temporarily support existing bridges crossing water ways Dr. Medhat K. Abdullah, Faculty of engineering, Helwan university, Egypt 7
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- 30. EXPERIMENTAL VERIFICATION New technique to temporarily support existing bridges crossing water ways Dr. Medhat K. Abdullah, Faculty of engineering, Helwan university, Egypt 9
- 31. ANALYTICAL MODEL New technique to temporarily support existing bridges crossing water ways Dr. Medhat K. Abdullah, Faculty of engineering, Helwan university, Egypt 10
- 32. B.M due to DEAD LOAD
- 33. B.M due to Jacking forces
- 34. B.M due to D.L + Jacking F
- 35. MOMENT DUE TO LIVE LOAD ONLY Max 145
- 36. Total B.M LESS THAN DEAD LOAD B.M.
- 38. 11.12.08 # 4 BRIDGE PONTOON 4隻、BEAM/JACK設置作業中 （１）
- 39. 11.12.08 # 4 BRIDGE PONTTON内 BEAM/JACK設置作業(2)
- 41. 11.12.08 # 4 BRIDE PONTOON内 BEAM/JACK設置作業中 (3)
- 48. 10 Case A1 B1 C1 D1 E1 A2 B2 C2 D2 E2 RAJ -1.7 -1.0 -0.8 -0.9 -1.1 -3.3 -3.8 -2.7 -2.3 -2.3 AR -4.6 -3.8 -3.5 -3.8 - 4.6 AL -1.0 -0.5 -0.3 -0.4 -0.6 -1.3 -0.9 -0.3 0.5 -0.8 OHAL -0.9 -0.5 -0.3 -0.4 -0.6 -1.4 -1. -0.3 0.5 -0.9 RAU -1.6 -1.0 -0.7 -0.9 -1.0 -3.2 -3.7 -2.7 -2.3 -2.3 30AU -1.6 -1.0 -0.7 -0.9 -1.0 -3.2 -3.7 -2.7 -2.3 -2.3 % Recovery 95 100 88 100 91 97 97 100 100 100 TEST RESULTS A- DEFLECTION OF THE BRIDGE DECK
- 49. • The strains in the slab during loading is Almost zero • The recovery after unloading is 100%. • The strains in the beam are also negligible during the loading case. • If Young’s modulus of the concrete is considered 250T/cm2, the maximum stress in the slab is 2 Kg/ cm2 and the maximum stress in the beams is 8 Kg/ cm2 which is negligible. B- Strains of the deck
- 50. C- Deflection of the pontoon • The vertical sinking depth of the pontoon during jacking up the deck was monitoring along the pontoon length at points 1, 2 and 3. • The readings were uniform with maximum sinking depth was 40.6 cm after jacking up with 90 Ton. • The pontoon moved downward for 3mm during the loading step of the trailer.
- 51. 13 DEFLECTION SAAFAN LEVEL BEFORE (m) 9.913 LEVEL DURING (m) 9.911 LEVEL AFTER (m) 9.913 MAXIMUM DEFLECTION (mm) 2
- 52. II- CASE STUDY AL KHATATBA BRIDGE 14
- 53. 15 The statical system of the bridge
- 55. Configuration of the Load of Gas Turbine (G.T.)
- 56. DIFFERENCE IN THE STRAINING ACTIONS BETWEEN GT and 70 ton 18 Sec 70-ton truck (m.t) G.T. (m.t) Increase in Bending moment 1 60 134 223% 2 -65 -251 386% 3 50 105 210% 4 70 163 233% 5 -66 -304 461% 6 -123 -362 294% 7 68 158 232% 8 85 209 246% Sec 70-ton truck (TON) G.T. (TON) Increase in Shear force 1 24 42 175% 2 28 68 243% 3 28 66 236% 4 25 41 164% 5 25 44 176% 6 32 76 238% 7 35 91 260% 8 26 51 196%
- 57. 19 LOCATION OF TEMPORARY SUPPORTS
- 58. 20 B.M DUE TO DL Figure 14: final results of SUM1 and SUM2 for the bending moment B.M DUE TO J.F.
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- 65. DEFLECTION AT MONITORING POINTS 7 mm 0 5 10 Time sec
- 67. 9 Mode No. Fundamental Frequencies (HZ) Mode shape Test No. 1 Test No. 2 Test No. 3 Calculated 01 0.88 0.91 0.91 0.93 1st Bending As a result of the above mentioned monitoring steps, the bridge has been proven to be undamaged by the abnormal load of the GT. Figure 21: Power spectrum, Test 02 Figure 20: Response Time Record
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- 77. PROJECTS: • North Giza PS • Banha PS • Al Atf PS • Damanhour PS • Al Seiof PS • Al Mahmoudia PS 3
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- 79. Acknowledgement The author is greatly appreciating the contribution of each of the following participants who participated in this work to make it a great achievement in the field of bridges and transportation: • The General Authority of Roads, Bridges and Land Transport, GARBLT, The Owner of the bridges. • Egytrans, The carrier of the package and the main sponsor of the project • Team of , INFRA Engineering Consultants, The main Consultant of the project • MITSUBISHI, The main contractor of the power plant • Lift Slab, The main contractor of the upgrading and isolation works • Civil Engineering Dept., Faculty of Engineering, Cairo University • Civil Engineering Dept., Faculty of Engineering, Helwan University • The Institute of Building researches, Ministry of Irrigation 5
- 80. 6 شكرا
- 81. 7 THANK YOU FOR YOUR KIND ATTENTION
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- 89. 15 OFFICE WORK • COLLECTING DRAWINGS • ANALYSIS OF SITE INSPECTION • ANALYSIS OF SITE TESTS ( CORE-SOIL…etc.) • Dynamic Characteristics of the bridges ( frequency) • COMPLETE ANALYSIS FOR BOTH LD 1 AND LD2: ► SLABS ( Solid slabs – Hollow slabs – Slabs on beams) ► BEAMS / BOX SECTION ► BEARINGS ( IF ANY, NEOPRANE/ POT)) ► WALLS and/or COLUMNS ► FOUNDATIONS ( SHALLOW – DEEP) ► ANALYSIS OF BRIDGES WITH TEMPORARY SUPPORTS (IF ANY) SUMMARY OF RESULTS FOR EACH BRIDGE AND CHOICE OF THE APPROPRIATE TRAILER
- 90. 16 VISUAL INSPECTION A- TOP of BRIDGE: • EXPANTION JOINTS • ASPHALT CREEP or PUMBS ON THE ROUTE • FEELING THE VIBRATIONS OF THE BRIDGES • DISTANCES BETWEEN BRIDGES • LOCATIONS BETWEEN BRIDGES SUITABLE FOR UNEXPECTED CIRCUMSTANCES • LEVELS OF DIFFERENT MAIN POINTS OF THE BRIDGES!!!!
- 91. 17 B- BOTTOM OF BRIDGES • BEARINGS ( lateral and vertical deformations, effects of burns, general conditions) • SLABS ( cracks- damage by high cars- Conditions of rebars - deformations – effect of fires- honeycomb) • BEAMS • R/C beams ( deflection, cracks, rebars exposure, fire attacks…etc.) • STEEL beams ( deformation, connections, bolts… etc.) • COLUMNS ( collision, cracks, fire, previous repair, ..etc.) • WALLS • CONNECTIONS BETWEEN COLUMNS/WALLS AND FOUNDATIONS • SETTELEMENT OF FOUNDATIONS
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- 95. 1 BR. NO. NAME STATION (Km) No.Of. SPANS SPANS LENGTH (m) FOUND. NOTES BR-1 U.P. NO.(1) 0.00 1 8.5 S B BR-2 AL-SALAM BR. 0.60 3 25 + 25 + 25 S+D B-M-M-B BR-3 AL-SAIL BR. 1.20 5 32 + 22.5 , 28 + 22 + 28 D B-M-B-M-M-B BR-4 U.P. NO.(3) 1.80 1 7.5 S M BR-5 AL-SHORAFABR. 2.40 2 14 + 14 D B BR-6 AL-GABALAWYABR. 2.80 3 8.5 + 15 + 8.5 S B BR-7 AL-TAWFIEKYAU.P. 3.10 1 7.5 D M BR-8 AL-TAWFIEKYABR. 3.40 1 21 D M BR-9 BELBIES-1 BR. 3.70 1 31 D B BR-10 AL-QUALAG BR. 4.10 3 7 + 9 + 7 S B BR-11 U.P. NO.(1) 4.40 1 7.5 D M BR-12 U.P. NO.(2) 4.90 1 6.5 S M BR-13 U.P. NO.(3) 5.30 1 7.5 S M BR-14 BELBIES-2 BR. 5.80 3 14.5 + 24 + 12.5 D B BR-15 U.P. NO.(4) 7.20 1 7 S M BR-16 AL-MARG BR. 7.60 13 5*40 + 2*42 + 2*75 + 4*40 D B BR-17 AL-KORDIYABR. 8.80 1 15.5 S B BR-18 AL-KHOUSSOUS BR. 9.20 3 18 + 33 + 18 D B BR-19 U.P. NO.(5) 9.80 1 7.5 S M BR-20 U.P. NO.(6) 10.20 1 8 S M BR-21 U.P. NO.(7) 10.60 1 7.5 D M S: SHALLOW FOUNDATIONS LIST OF BRIDGES : B: ON BEARINGS M: MONOLITHIC D: DEEP FOUNDATIONS
- 96. 2 DAMAGE OF BOTTOM SLABS CONNECTIONBETWEEN COLUMNS AND FOUNDATIONS
- 98. 4 CONNECTIONBETWEEN COLUMNS AND FOUNDATIONS
- 99. 5 المرج كوبرى لركائز الحرجة الحالة 7/4/2005 CONDITION OF BEARINGS
- 100. 6 CONDITION OF COVERED BEARINGS
- 101. 7 DIFFERENT SITE TESTS BEFORE DECISIONS • CORE TEST • CHMIDT HAMMER • BOLTS • WELDS • BORE HOLES • PLATE BEARING TESTS • DYNAMIC TEST
- 103. 9 Core Test
- 104. 10 SMPL1 SMPL2 SMPL3 AVRG f1 f2 f2* f3 f4 Fc+ve Fc-ve BR1 365 207 217 212 283 318 110 325 110 45 --- BR2 194 179 178 184 245 274 78 282 100 45 65 BR3 209 192 176 192 256 271 100 295 100 75 85 BR4 424 405 450 426 568 623 195 654 195 45 45 BR19 241 235 241 239 319 362 125 366 125 45 45 BR20 188 235 188 204 272 289 100 312 100 45 45 BR21 241 289 241 257 343 371 120 394 120 45 45 Fc +ve = max. compression stresses in concrete at +ve B.M. sections Fc -ve = max. compression stresses in concrete at -ve B.M. sections B R I D G E N O core samples fromsuperstructure f1 = average / 0.75, f2 = min / 0.65, f2* = allowable comp. stress based on f1,f2 f3 = min of (f1 , f2) * 1.15 due to secondary loads. f4 = allowable compression strength in concrete based on f3
- 106. 12 CHECK BOLTS AND NUTS: SOME BOLTS AND NUTS ARE MISSING !!!!
- 107. 13 BORE HOLES
- 108. 14 DIFFERENT SITE TESTS DURING PREPARATIONS • BORE HOLES • PLATE BEARING TESTS • ULTRA SONIC TESTS ON NEW PILES • CUBE STRENGTH FOR NEW CONCRETE
- 109. 15 STRENGTHENING AND UPGRADING OF EXISTING BRIDGES
- 110. 16 CLEANING
- 111. 17 REPAIR OF COLUMNS AND WALLS AT FOUNDATION LEVEL