M = (0.4fcu)bxz = (0.4fcu)bx(d - 0.5x) Region (i) fails by crushing of a compression strut running from the load to the support. This article provides a description of the features of this type of bridge and introduces some of the structural design considerations. From Superstructure CLN exterior girder interior girder LEFT GIRDER SUPSTR. wwe tag team championship 10-16. 1000 X2 / 2 = 8.35 6434 (574 - X) The flexural failure in region (iv) is prevented by designing the beam for Mu in accordance with Clause 5.3.2.3. - 0.372 103 [ 130 ( 1.8 + 2.5 + 1.5 + 1.9 ) + 163 ( 0.9 + 0.75 )] 10-3 = - 472.4kN, Taking moments about centroid of section to determine required moment M to restrain Use Grade B500B reinforcement to BS 4449. Ecm = 35.2 kN/mm2 m = 5.7 dc = 171 mm INA = 1.34 109 mm4 c = 22.4 + 1.5 = 23.9 N/mm2 Characteristic Combination SLS Design Moment = 1000 kNm (360 + 640) + 0.6 (differential temperature effects) X = 200 mm, Second Moment of Area of cracked section: INA = 6434 (574 - 209)2 + 21.5 1000 2093 / (3 200) = 1.18 109 mm4 (steel units) Can be unstable against earthquakes. fy = 500N/mm2 Section Properties of Composite Bridge Beams to BS 5400 Pt.3:2000 & Pt.5:2005. Content Tools . e = Es / Ecm = 200 / 35.2 = 5.7 hc,eff = 158 mm 0.4 103 [ 150 ( 3.0 + 5.05 ) + (195 1.5) + (195 1.05)] 10-3 = 683 kN Minimum reduction is applied at 2d = 2 0.574 = 1.148m from support Learn faster and smarter from top experts, Download to take your learnings offline and on the go. Voided slab and beam and slab bridges are used for larger, single or multi-span bridges. together with a traffic load (LM1) udl of 5.5 kN/m2 and tandem axle load of 100kN (300kN/3m lane width). Footway loading will not affect the unit strip loading. Blockchain + AI + Crypto Economics Are We Creating a Code Tsunami? ( Download ) Bridge Concrete Column: Bridge Column Design supported . Let: It can be seen from Table 8 that the steel area As has a more significant effect on the value of vc than does the concrete strength. Types of Reinforced Concrete Bridges. Design of Deck 5. VRd,c = [0.12 1.59 (100 0.011 40)1/3] 1000 574 10-3 = 387 kN ( < 414 kN Fail : see below) The span of the deck is 12.0m centre to centre of bearings. Comprehensive Design Example for Prestressed Concrete (PSC) Girder Superstructure Bridge Design Step 5 Design of Superstructure Design Step 5.6 - Flexure Design Design Step 5.6.1 - Flexural stress at transfer Design Step 5.6.1.1 - Stress limits at transfer . X = 500 6434 / (14.7 1000 1.15) = 190.6mm 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 2) The deck is simply supported and allowed to expand and contract freely. The closed cell which is formed has a much greater torsional stiffness and strength than an open section and it . The resistance of concrete in tension is ignored. The determination of the . i) Crack Control 1 = Asl / bwd 0.02 Prestressed concrete is concrete that . The bridge has zero skew. curvature due to temperature strain : Ultimate Limit State ensures that the structure will not collapse. Maximum Combination VEd = (GjGkj + Q1Qk1) = 128 + 267 = 395 kN k1 = 0.6 . Computer analysis will produce The bridge has spans of 118 feet and 130 feet. That fact justifies the suggestion made by the Commission Ill of the IABSE that a comprehensive survey be written concerning this particular bridge type. Total tensile stress in reinforcement = 232.8 + 3.8 = 237 N/mm2, Allowable tensile stress = 0.75fy = 375 N/mm2 > 237 OK. This is critical for members in bending with significant axial load or with heavy reinforcement. Modular Ratio m = Es / Ecm = 200 / 33.4 = 6.0, Let dc = depth to neutral axis then equating strains for cracked section: | Choice of Deck. Limiting concrete stress = 0.6 40 = 24.0 N/mm2 > 20.6 OK, Limiting steel stress = k3fyk In all cases, the appropriate multiple presence factor is applied. This bridge is supported by 24-inch It is reprinted in this form as a convenience for designers and others with an interest in precast, prestressed concrete piles. The results from the beams tested without shear reinforcement showed that for a constant concrete strength and longitudinal steel percentage, the relationship between the ratio of the bending moment at collapse (Mc) to the calculated ultimate flexural moment (Mu) and the ratio of shear span (av) to effective depth (d) is as shown below: The diagram has four distinct regions, each of which has a different mode of failure. i) Early Age (before creep has occurred) 7.2.2) VRd,c = 387 kN 395 kN (2% error say OK for conservative nature of unit strip analysis). The three most common types of reinforced concrete bridge decks are : Solid Slab. A bomb explosion within or near the bridge deck may cause catastrophic damage to the bridge components. LRFD Design Examples. As = 162 1000 / 125 = 6434mm2/m Supporting Structures: The box is typically rectangular or trapezoidal in cross-section. Mu = 1366 kNm/m > 1137kNm/m OK. Hence B32 bars at 125 centres are adequate for shear at the ends of the deck. (c) Structural analysis of the beam. 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 Moment at leading axle = 5.5 (6 6.3 - 6.32/2) + 100 5.7 (6.3 + 5.1) / 12 = 640 kNm, Design SLS moment characteristic combination = Qk1 = 640 kNm, Design ULS moment = Q1Qk1 = 1.35 640 = 864 kNm. Long-term modulus = Ecm / (1+) The links are designed to carry the shear in excess of that which can be carried by the concrete. Minimum area of reinforcement = 0.15% of bad = 0.15 1000 574 / 100 = 861 mm2/m use B12 bars at 125 centres (As = 905 mm2/m) for distribution reinforcement. Nominal cover to reinforcement in deck soffit = 60mm, Using parabolic-rectangular diagram: Multi-girder construction is used for single spans and for continuous multiple spans, and it is particularly effective where construction depth is limited. Depth to notional surface where nominal cover cnom is provided = a' For instance, girder bridges support the deck slabs on which vehicles and people pass. EN 1992-1-1 Table 4.1 gives the Exposure Class XD1 as suitable for deck soffits. Tensile stress due to cooling temperature difference = 0.6s / Es = 0.6 108 / 200000 = 0.324 10-3 < 0.328 10-3 OK The steel stresses are the maximum values provided by the stress-strain curves, where 0.72fy is a simplification of the expression for steel in compresssion. way of reinforcing the slab would be to place the reinforcing steel 30 units of HB also to be considered. The bridge covers three spans of different lengths, supported by two abutments and two bents; its cross-section consists of three 12 ft (3.7 m) lanes, two 10 ft (3.0 m) shoulders, and two concrete barriers. Maximum ULS shear force due to gr5 = 1.35 [50.3 (10.85 + 9.65 + 8.45 + 7.25 + 6.05 + 4.85) / 12] = 267 kN, Maximum VEd from permanent actions = {[(1.35 16.3) + (1.2 3.7)] 12/2} - {1.15 [(1.35 16.3) + (1.2 3.7)]} = 128 kN APIdays Paris 2019 - Innovation @ scale, APIs as Digital Factories' New Machi Mammalian Brain Chemistry Explains Everything. Precast concrete adjacent-box-girder bridges are the most prevalent box-girder system for short- and medium-span bridges (which typically span from 20 ft to 127 ft [6.1 m to 38.7 m]), especially on secondary roadways. VRd,c = [CRd,ck(1001fck)1/3]bwd The concrete strength class will need to be C40/50. You can read the details below. k2 = 0.5 (for bending) Maximum HA V = 1.1 190 kN = 209 kN, Maximum HB V = f3 1.3 75 (11.426 + 9.626 + 3.626 + 1.826) / 12 In this paper, only the transverse behavior will be discussed. cc = 1.0 [see NA to Cl. (RCDG Bridge). carry the SV80 model vehicle. f . NA to BS EN 1992-1-1 clause 4.4.1.2(5) says values of cmin,dur shall be taken from BS 8500-1, Nominal cover for C32/40 concrete = cnom = cmin,dur + cdev = 45 + cdev with Multi-girder bridge using variable depth girders. The reaction from . 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 Cracked second moment of area = As(d-dc)2 + Ec,effbdc3 / 3Es Use C32/40 concrete to BS 8500. For bridges with short spans the precast sections are normally voided rectangular, channel, or shape. Taking moments about the centre of tension for the compressive force Determine depth 'X' to neutral axis of cracked section: Youngs Modulus for concrete for long term loading = Ec/2 = 15.5 kN/mm2 Ixx = 10001983 / 3 + 8.16434(574-198)2 = 9.96109 mm4, Max compressive stress in concrete = 842106 198 / 9.96109 = 16.7 N/mm2, Allowable compressive stress = 0.5fcu = 20 N/mm2 > 16.7 OK, Tensile stress in reinforcement = 842106 (574 - 198) 8.1 / 9.96109 = 257.5 N/mm2, Allowable tensile stress = 0.75fy = 375 N/mm2 > 257.5 OK, Strain in reinforcement = 1 = 257.5 / 200000 = 0.00129, Notional surface for crack calculation = 35mm cover to reinforcement, m = 1 - [{3.8bth(a'-dc)} / {sAs(h-dc)}] [(1-Mq/Mg)10-9] Chapter 7: Box Girder Bridges 281 Fig. For decks with skew less than 25 a simple unit c = {1000 106 175 / (1.32 109 6.0)} + (0.6 2.49) = 22.1 + 1.5 = 23.6 N/mm2 (Heating temperature difference), Limiting concrete stress = k1fck 3.1.6(101)P] This is critical for most members in bending. Let dc = depth to neutral axis then equating strains for cracked section: Minimum area of reinforcement As,min = kckfct,effAct / ct VEd = shear force due to ultimate actions. Where = 1 - [0.5cu22 - c22 / {(n+1)(n+2)}] / [cu22 - cu2c2 / (n+1)] Ed. (e) Flexural design (bending moment resistance) (f) Curtailment and anchorage. Design Example - Washington State Department of Transportation The deck refers to the roadway or the walkway of the girder bridge. dc = [-6434 200000 + {(6434 200000)2 + 2 1000 6434 200000 21500 574}0.5] / (1000 21500) = 209mm Use Grade B500B reinforcement to BS 4449. span Exterior Interior Exterior Interior X-sectional (kN/m) 31.85 30.98 37.22 34.94 REINFORCED CONCRETE COULMN PIER DESIGN FOR FOUR GIRDER SUPERSTRUCTURE Bearing Capacity(s)= kg/cm 2 Allowable Bearing Capacity (1.25* s)= kg/cm 2 RIGHT BOX GIRDER SUPSTR. 11.1 Steel Girder Bridge (PDF) 11.1 Attachment 11A Steel Girder Bridge Detailing Examples (PDF) 11.2. 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 Bridge Concrete Girder: Prestressed Concrete Girder Design for Bridge Structure supported with AASHTO 17th Edition & ACI 318-11. Equating forces: Note: The loading has been simplified to demonstrate the method of designing the slab (See BS EN 1991-1-1 to 1991-1-7, 1991-2 and National Annex for full design loading.). Cl. The concrete deck may be analysed in tension or in . From BS 5400 Pt4 Table 3 : Ec = 31 kN/mm2 for fcu = 40N/mm2 Effective modulus Ec,eff = (Mqp + Mst)Ecm / {Mst + (1 + )Mqp}, Relative humidity of the ambient environment = 80% (outside conditions) bridges. Overview of reinforced-concrete box-girder bridge-design capability . Enjoy access to millions of ebooks, audiobooks, magazines, and more from Scribd. A box girder bridge, or box section bridge, is a bridge in which the main beams comprise girders in the shape of a hollow box. dc = [-6434 200000 + {(6434 200000)2 + 2 1000 6434 200000 33400 574}0.5] / (1000 33400) = 175mm The design formulae are also based on a maximum depth of concrete in compression of 0.5d; this ensures a strain 0.0035 in the tension reinforcement. (Ref:"Concrete bridge engineering:performance and advances" by R.J.Cope). Equating forces: Region (iii) fails when a flexural crack develops into a shear crack. Two spreadsheets for determining the elastic and plastic section properties of a composite beam comprising a steel plate girder with unstiffened flanges and a reinforced concrete deck for internal and edge beams. Minimum distribution steel = B12 @ 125 c/c longitudinally (As = 905 mm2 > 687) & B12 @ 150 c/c transversely (As = 754 mm2 > 687), Eurocode Reinforced Concrete Deck Example. Region (iv) fails in flexure. 4. 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 (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. Slab Bridges: Simple Spans. Hence B32 bars at 125 centres are adequate for shear at the ends of the deck. 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)). easily adaptable for high skew. s = {1000 106 (574 - 209) / (1.18 109)} + (0.6 5.5) = 309 + 3 s = 312 N/mm2 < 400 OK, Crack Control: The dashed line is Mu/bd2 which assumes flexural failure. On 5th November 2022 . iii) h/2 = 650 / 2 = 325 Box Girder Bridges. A box girder bridge is a special type of bridge in that beams have to compromise girders in the shape of empty box. Problem Statement Evaluate a six-span cast-in-place reinforced concrete highway overcrossing located in southern California for seismic retrofitting. Prestressed Concrete Girder. The relationship between the stress and strain in the reinforcement is as shown in Figure 2 of the code with , The relationship between the stress and strain in the concrete is as shown in Figure 1 of the code with . Additional information is . vc = (0.27 / 1.25) [100 6434 / (1000 574)]1/3 (40)1/3 = 0.77 N/mm2 Cracks in concrete can be caused by: Corrosion of reinforcement is controlled by use of suitable concrete grades and providing adequate cover to the reinforcement. Nominal cover to reinforcement in deck soffit = 60mm, d = 650 - 60 -32/2 = 574 Design of Superstructure 5.1 Live load distribution factors 5.2 Dead load calculations 5.3 Unfactored and factored load effects 5.4 Loss of prestress 5.5 Stress in prestressing strands 5.6 . Hence B32 bars at 125 centres are adequate for the mid span. Mu = 0.15fcubd2 Second Moment of Area = 1000 6503 / 12 = 22.9 109 mm4 Consider worst condition before creep has occurred and Quasi-Permanent Combination Moment = 360 kNm (no secondary effects from temperature difference as deck is simply supported single span), Spacing Limit = 5(c+/2) = 5(60 + 32/2) = 380mm > 125mm OK be required. IABSE, CH-8093 ZirichfFOREWORD The box girder is today the most widely used superstructure in concrete bridge construction. The live load reaction is applied to the deck at the pier location. The width of shear cracks is controlled by ultimate strength calculations. 1000 X2 / 2 = 8.1 6434 (574 - X) Fixing tolerence for reinforcement c = 15mm for insitu concrete. Combination 3 SLS Design Moment = 759 kNm (345DL + 414LL) Moment due to short-term actions = Mst = 640 kNm Determine depth 'X' to neutral axis of cracked section: Youngs Modulus for concrete for short term loading = Ec = 31 kN/mm2, Youngs Modulus for steel reinforcement = Es = 200 kN/mm2 Clipping is a handy way to collect important slides you want to go back to later. HA = 17.5 1.0 + 33.0 = 17.5 kN/m(udl) + 33kN(kel), 30 units HB = 30 10 / 4 per wheel = 75 kN per wheel. fcd = 1.0 40 / 1.5 = 26.7 N/mm2 Only one axle should be considered for reduced load effect (see PD 6687-2:2008 Cl. 0.372 103 [ 150 ( 3.0 + 5.05 ) + (195 1.5) + (195 1.05)] 10-3 = 634.2 kN, Taking moments about centroid of section to determine required moment M to restrain Beam for Mu in accordance with the steel girders not need to be checked to ensure this assumption correct. Rectangular or trapezoidal in cross-section ) to a 1m wide deck section steel girders the position of manual. 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