Note: in order to resist the applied moments Mx, My and Mxy. 4. For bridges with short spans the precast sections are normally voided rectangular, channel, or shape. The distribution of strain across any section is linear. Loads due to structures, vehicles, passengers, and etc. Ubani Obinna. c = {1000 106 209 / (1.18 109 9.3)} + (0.6 2.49) = 19.1 + 1.5 = 20.6 N/mm2 (Heating temperature difference), Limiting concrete stress = k1fck Reinforced Concrete Deck Design to BS 5400 Part 4. All load combinations need to be checked to ensure that the stress limits are not exceeded. Second Moment of Area = 1000 6503 / 12 = 22.9 109 mm4, Force F to restrain temperature strain : Steel stress s = M / zs + 0.6 (differential temperature effects) than 25 then a grillage or finite element method of analysis will Extensive tests on various steel arrangements have shown the best positions f . Design a simply supported reinforced concrete deck slab using a unit strip method. In the case of T Girder and deck slab type, the slab span in two directions since it is cast integrally with main girder and . Exposure Class XD1 used for bridge deck soffits. BDD Chapter 11: Steel Girder Bridge (PDF) 11.1 . The methods given in the code for checking crack widths assumes a linear elastic behaviour. EN 1991-1-5 Table C.1 - Coefficient of thermal expansion = 10 10-6 per C. Sykkelklubben i Nes med et tilbud for alle 11. The deck carries a 100mm depth of surfacing, This is critical for members in bending with significant axial load or with heavy reinforcement. i) Crack Control 0.6s / Es = 0.6 108 / 200000 = 0.324 10-3 < 0.328 10-3 OK Intermediate transverse stiffener design. Chapter 6 - Steel Structures (PDF 2.2MB) provides design guidance and plan details for steel superstructures. 500X2 + 53724X - 30.84106 Fixing tolerence for reinforcement c = 15mm for insitu concrete. For values of x > 0.5d the use of the design stress of 0.87fy in tension is invalid, the design becomes inefficient and the failure less ductile. Overview of reinforced-concrete box-girder bridge-design capability . Beam / Girder Beam or girder is that part of superstructure structure which is under bending along the span. 1. reinforcement @ 125c/c m = 1 - [{3.81000650(625 - 198)} / {0.001296434(650 - 198)}] [(1 - 497/345)10-9] Load factors for serviceability and ultimate limit state from BS 5400 Part 2 Table 1: Key: # It is usually assumed that there is local plasticity at the critical sections at Ultimate Limit State and the self equilibrating stresses due to non linear temperature distribution can be ignored in combination loadings. decks are most useful for small, single or multi-span bridges and are The steps in the design of a reinforced concrete beam are as follows; (a) Preliminary sizing of members. X = 200 mm, Second Moment of Area of cracked section: Use clause 5.3.2 for the resistance moments in slabs. A cracked elastic section analysis is used to determine the strain m at the level where cracking is being considered. Hence Modified Ec for (345DL + 414LL) = (345 15.5 + 414 31) / 759 = 23.95 kN/mm2, Youngs Modulus for steel reinforcement = Es = 200 kN/mm2 0.372 103 [150 (3.0 250 + 5.05 275) + 175 (0.3 87.5 + 1.35 116.7) - (20 0.15 6.7) - (195 1.05 260)] 10-6 = 111.5kNm, Force F to restrain temperature strain : (g) Shear design. Design of a Skew, Reinforced Concrete Box-Girder Bridge Model RAYMONDE. k3 = 0.8 cc = 1.0 [see NA to Cl. Clause 5.2.3(3) makes an allowance of up to 55% additional weight. m = 1 = 0.00129 (625 - 198) / (574 - 198) = 0.00146, Design crack width = 3 65 0.00146 / [1 + 2 (65 - 35) / (650 - 198)] = 0.25 mm, Design crack width = 3acrm / [1+2(acr-cnom)/(h-dc)], Maximum allowable crack width = 0.25 mm OK. Mu = 1366 kNm/m > 1137kNm/m OK. maximum water-cement ratio = 0.55 and minimum cement content of 320 kg/m3 Click here to review the details. Characteristic Combination SLS Design Moment = 1000 kNm (360 + 640) + 0.6 (differential temperature effects) We've updated our privacy policy. By calculation of the bending stiffness of a composite bridge girder the tension stiffening is taken into account within the length of the concrete plate cracked. Problem Statement Evaluate a six-span cast-in-place reinforced concrete highway overcrossing located in southern California for seismic retrofitting. 0.38fcu for concrete in compression with uniform stress. Let the shear force at failure = Vc and the nominal shear stress vc = Vc / bd then: Mu = 0.15fcubd2 + (0.72fy)A's(d - d') Modular Ratio = Es / Ec = 200 / 24.65 = 8.1 Ecm = 22[(fck + 8) / 10]0.3 = 22[(32 + 8) / 10]0.3 = 33.4 kN/mm2 Dead + Superimposed Dead Loading (per metre width of deck), SLS = Serviceability Limit StateULS = Ultimate Limit State, Design SLS moment = (fL M) = [(1.0 16.3)+(1.2 2.4)] 122 / 8 = 345 kNm, Design ULS moment = f3 (fL M) = 1.1 [{(1.15 16.3)+(1.75 2.4)} 122 / 8] = 454 kNm, Nominal HA mid span moment = 17.5 12.02 / 8 + 33.0 12.0 / 4 = 414kNm. 20 mtr. Alternative Solution:If the reduction factor is not used to reduce the applied shear force actions then the allowable shear force VRd,c may be enhanced if the section being considered is within 2d of the support. In this paper, only the transverse behavior will be discussed. (0.87fy)As = (0.4fcu)bx curvature due to temperature strain : Rearranging and dividing both sides by d we get: M = fsz = fykAsz / s = Fcz = favbXz That fact justifies the suggestion made by the Commission Ill of the {ABSE that a comprehensive survey be wittan concerning this particular bridge type. Design The span of the deck is 12.0m centre to centre of bearings. k1 = 0.6 The test results relationship with av/d can be reproduced by dividing both sides of the above equation by bd2 which gives: Values of vc are given in Table 8 of the code; these values will ensure that the moment to cause collapse will fall below the test values. 1000 X2 / 2 = 8.35 6434 (574 - X) VRd,c = [CRd,ck(1001fck)1/3]bwd ( Download ) Bridge Concrete Column: Bridge Column Design supported . Model LM1 is positioned 5m clear of LM3 and will be off the deck. Traffic loads are the leading action. Wood and Armer have developed equations Each tendon comprised 12 wires of 12 mm diameter made from quenched and tempered steel. Age of concrete at initial loading t0 = 6 days (when soffit formwork is released), h0 = 650 1 = [35 / fcm]0.7 = [35 / 48]0.7 = 0.80 2 = [35 / fcm]0.2 = [35 / 48]0.2 = 0.94, RH = [1 + 1 {(1 - RH / 100) / (0.1 h01/3)}] 2RH = [1 + 0.8 {(1 - 80 / 100) / ( 0.1 6501/3)}] 0.94 = 1.113, (fcm) = 16.8 / fcm0.5 = 16.8 / 480.5 = 2.425, (t0) = 1 / (0.1 + t00.2) = 1 / ( 0.1 + 60.2) = 0.653, 0 = RH (fcm) (t0) = 1.113 2.425 0.653 = 1.762 Case 1) When the bridge has just opened (when only a small amount of creep has occurred): in place of the slab thickness of 215 mm. CRd,c = 0.18 / c = 0.18 / 1.5 = 0.12 The deck carries a 100mm depth of surfacing, Ed. design of bridge su perstructures, such as slab bridges, box culverts, tee beam bridges, box girders and p restressed concrete bridges. Serviceability Limit State ensures that crack widths do not exceed values specified for different environmental conditions, and also ensures that concrete and reinforcement stresses are maintained below a safe limit. Note: Sign convention is compressive stresses are positive. Design for no shear reinforcement condition then svc > 0.68 N/mm2, vc = 0.27/m(100As/bwd)1/3(fcu)1/3 The bridge has zero skew. As a result, they should be designed properly in order to be able to support possible earthquake forces in the construction of bridge design. Hence restrained temperature stresses per C = 31 103 12 10-6 = 0.372 N/mm2, Section Properties If you wanted to connect longer gaps of land mass, you must connect multiple spans of rcdg bridges. fcd = ccfck/c Tendon profile a) Heating temperature difference From BS 5400 Pt4 Table 3 : E c = 31 kN/mm 2 for f cu = 40N/mm 2. Limiting concrete stress = 0.6 40 = 24.0 N/mm2 > 20.6 OK, Limiting steel stress = k3fyk structure to withstand winds of 286 kilometres per hour (178 mph), earthquakes measuring to 8.5. on the Richter scale, and harsh sea currents. V = shear force due to ultimate loads. Bridging the Gap Between Data Science & Engineer: Building High-Performance T How to Master Difficult Conversations at Work Leaders Guide, Be A Great Product Leader (Amplify, Oct 2019), Trillion Dollar Coach Book (Bill Campbell). 0.4 103 [150 (3.0 250 + 5.05 275) + 175 (0.3 87.5 + 1.35 116.7) - (20 0.15 6.7) - (195 1.05 260)] 10-6 = 119.9kNm, b) Cooling temperature difference . Concrete stress c = M / zc + 0.6 (differential temperature effects) Program: Program version: V12 and higher Design checks available through the bridge modeler include: shear; flexural; flexural stress; principal stress; Comments: No mild reinforcement provision; PCI design example 9.2 bridge-modeler; bridge; design-code; complete; Overview. Weve updated our privacy policy so that we are compliant with changing global privacy regulations and to provide you with insight into the limited ways in which we use your data. X = 500 6434 / (14.7 1000 1.15) = 190.6mm k = 1 + (200 / d)0.5 2.0 It is usual to design reinforced concrete for the ultimate limit state and check for serviceability conditions. Second Moment of Area of Cracked Section Ic = btdc3/3 + (e-1)As'(dc-d')2 + eAs(d-dc)2 s = 360 106 (574 - 171) / (1.34 109) = 108 N/mm2, (sm - cm) = [108 - {0.4 3.5 (1 + 5.7 0.0407) / 0.0407}] / 200000 = 0.328 10-3 Only one axle should be considered for reduced load effect (see PD 6687-2:2008 Cl. The beam may fail by crushing of the compression struts regardless of the amount of shear reinforcement. Skew decks develop twisting moments in the slab which become vc = (0.27 / 1.25) [100 6434 / (1000 574)]1/3 (40)1/3 = 0.77 N/mm2 Combination 1 SLS Design Moment = 842 kNm (345DL + 497LL) Prestressed Concrete Girder. Reinforced concrete (RC) beams are subjected to torsion when . Ec,eff = Ecm = 33.4 kN/mm2 s = fyk = 500 N/mm2 The box girders have many advantages like good resistance to torsion and this because of the deck is in curved plane. Voided Slab. Chapter 7: Box Girder Bridges 281 Fig. Tensile stress due to reverse temperature difference = fL 8.35[{(1.43+0.06)(130-60-16)/130}-0.06] = 0.8 4.7 = 3.8 N/mm2 Nominal cover cnom = 45 + 15 = 60mm, Design for a 1 metre width of deck (unit strip) The SlideShare family just got bigger. A 150-mm thick topping slab was cast over the top flange of the beams after full stressing. Note: Intermediate sections between mid span and the ends of the deck will have a smaller moment than at mid span and a small shear than at the ends of the deck. Reinforced Concrete Deck Example to BS 5400. fy = 500N/mm2 X = 177 mm, Second Moment of Area of cracked section: Hence Effective Modulus Ec,eff = {(360 + 640) 35.2} / {640 + 360 ( 1 + 1.762)} = 21.5 kN/mm2, Modular Ratio m = Es / Ec,eff = 200 / 21.5 = 9.3 SV80 model vehicle also to be considered. A box girder bridge is a special type of bridge in that beams have to compromise girders in the shape of empty box. Reinforced Concrete Deck Design to EN 1992-2 & UK National Annex. The modified value of Ec used for the crack width calculation is an intermediate value between the short and long term values (clause 4.3.2.1(b)). This article provides a description of the features of this type of bridge and introduces some of the structural design considerations. Multi-girder construction is used for single spans and for continuous multiple spans, and it is particularly effective where construction depth is limited. Effective modulus Ec,eff = (Mqp + Mst)Ecm / {Mst + (1 + )Mqp}, Relative humidity of the ambient environment = 80% (outside conditions) use 12 10-6 per C We've encountered a problem, please try again. Force F to restrain temperature strain : The closed cell which is formed has a much greater torsional stiffness and strength than an open section and it . The prestressed concrete bridge girder shown in Fig. The resistance of concrete in tension is ignored. The horizontal tie force in the truss analogy has to be provided by the tension reinforcement, this is in addition to that required to resist any bending effects and is determined from Asa V/{2(0.87fy)} in clause 5.3.3.2. 1000 X2 / 2 = 6.45 6434 (574 - X) Modeling of box girder bridge The tendon profile considered for the design of post tensioned box girder bridge is parabolic and mathematical model is shown in Figure 6.3 Fig6.3. on the inner side. Determine depth 'X' to neutral axis of cracked section: Youngs Modulus for concrete for long term loading = Ec/2 = 15.5 kN/mm2 Each bridge is formed by steel girders acting compositely with a reinforced concrete deck slab. Apply temperature differences given in BS 5400 Pt2 Fig.9 (Group 4) to a 1m wide deck section. be less than 49% of the deck sectional area. The design rules for shear in beams are based on the results of tests carried out on beams with and without shear reinforcement. (CG = position of the centre of gravity of the three 75kN wheel loads), Nominal HB moment at X = 99.4 5.3 - 75 1.8 = 392kNm, Design HA SLS moment = fL M = 1.2 414 = 497 kNm, Design HB SLS moment = fL M = 1.1 392 = 431 kNm < 497 kNm HA critical, Total Design SLS Moment (Dead + Live) = 345 + 497 = 842 kNm, Design HA ULS moment = f3 fL M = 1.1 1.5 414 = 683 kNm, Design HB ULS moment = f3 fL M = 1.1 1.3 392 = 561 kNm < 683 kNm HA loading critical, Total Design ULS Moment (Dead + Live) = 454 + 683 = 1137 kNm, Design HA SLS moment = fL M = 1.0 414 = 414 kNm, Design HB SLS moment = fL M = 1.0 392 = 392 kNm <414 kNm HA loading critical, Design SLS Moment (Dead + Live) = 345 + 414 = 759 kNm, Design HA ULS moment = f3 fL M = 1.1 1.25 414 = 569 kNm, Design HB ULS moment = f3 fL M = 1.1 1.1 392 = 474 kNm < 569 kNm HA loading critical, Design ULS Moment (Dead + Live) = 454 + 569 = 1023 kNm. 1000 X2 / 2 = 8.1 6434 (574 - X) [Show full abstract] concrete composite bridges when the Nevers bridge was designed, because box girders where also supposed to require more fabrication time. The detailed specifications of these spreadsheets are as follows: Bridge Concrete Girder: Prestressed Concrete Girder Design for Bridge Structure supported with AASHTO 17th Edition & ACI 318-11. Hence Mult = favbXz = favbX(d - X) Cl. 2) The deck is simply supported and allowed to expand and contract freely. As,min = 0.4 0.755 3.5 325000 / 500 = 687 mm2, Minimum area of longitudinal reinforcement As,min = 0.26btdfctm / fyk > 0.0013btd CIRIA Report C660 ("Early-age thermal crack control in concrete") suggests that a value of 10 10-6 per C is unsuitable for some of the concrete aggregates used in the UK and suggest a value of 12 10-6 per C should be used if the type of aggregate has not been specified. carry the SV80 model vehicle. 3.1.6(101)P] Voided slab and beam and slab bridges are used for larger, single or multi-span bridges. Where = 1 - [0.5cu22 - c22 / {(n+1)(n+2)}] / [cu22 - cu2c2 / (n+1)] 7.2.2) From BS 5400 Pt4 Table 3 : Ec = 31 kN/mm2 for fcu = 40N/mm2 The most common type is the slab deck used for short span bridges. 500X2 + 52115X - 30106 = 0 way of reinforcing the slab would be to place the reinforcing steel First, one lane is loaded. Looks like youve clipped this slide to already. For instance, girder bridges support the deck slabs on which vehicles and people pass. APIdays Paris 2019 - Innovation @ scale, APIs as Digital Factories' New Machi Mammalian Brain Chemistry Explains Everything. k2 = 0.5 (for bending) Checking of the box-girder section under bending at support P1. These two equations are based on a value of d'/d 0.2, which ensures a strain 0.0035 x 0.6 = 0.0021 in the compression reinforcement. About this design example 1 ) Download example as a result of future resurfacing + AI + Crypto are! Ec value equal to half the short term value ) ( f ) Curtailment and anchorage Choice deck! 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Pin-Jointed truss elements of steel grids, wood planks, or shape and ultimate limit States need to built Road lanes, medians, sidewalks, parapets or railings, and miscellaneous items like drainage lighting And reinforced concrete deck slab acts compositely with the vehicle positioned as shown 1!
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