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Abutment types: Several alternates, including three alternate abutment heights, were considered: 1 Full height Placing the footing below the existing grade requires abutment and retaining wall heights of 38 feet It leads to an uneconomical design of abutment and wingwalls 2 Medium height Desirable height is 25 feet, which includes frost depth over top of spread footing Footing can be placed on compacted ll of embankment 3 Stub abutment It is possible to consider 12-foot high stub abutment The disadvantage is that a 15-foot longer span is required on each side, due to a 2:1 slope of ll 4 Integral abutments, MSE walls, and spill-through abutments Performance of integral abutments supporting curved girders and without piles is not fully known Since spans are long, it is highly probable for the MSE wall to act as an abutment Spill-through abutment supported on ll may lead to foundation movements



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as it appears for the first time is shown in left half of Figure 7-36 The next step is to add report matrixes in the worksheet A business report and the corresponding form template can have multiple Excel worksheets, and each worksheet can have multiple report matrixes There are two ways to create a new report matrix: by clicking on either the Add a New Matrix icon or the Add a New Matrix with Wizard icon We will use the Add a new matrix icon for the examples in this chapter Clicking on the Add a New Matrix icon will open the New Matrix dialog box In the General tab of the dialog box, we will keep the default values for the Name:





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Substituting Eq 145 in Eq (143) gives the follower velocity, and differentiating to nd the acceleration we have, r = Ew (sin e - cos e tan t ) E cos 2 e y = Ew 2 cos e + sin e tan t M cos3 t (146) (147)

The smaller the de ection limit, the higher the required moment of inertia: lim L2 /12 Ec (54)

Equations (142), (146), and (147) provide the characteristics of the complete follower motion In addition, we observe that angle t always equals the pressure angle

The higher the material strength, the lower the de ection limit, ie, a more stringent requirement This limitation in existing design speci cations penalizes the use of high strength material Rational design methods ensure that higher performance materials are used, while structural serviceability and durability are achieved Equation 54 also shows that the ratios of span to depth and span to de ection are not independent, as this equation can be rewritten in the following form (noting c d/2): /L If k 1/24E, /L k /24 E c k L /24d E c L/d (55) (56)

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of the cam-follower mechanism Since we are concerned with the maximum pressure angle tan a m = tan t m = E M (148)

Stress, , increases for stronger steel and a shorter span Therefore, the span-to-de ection ratio (L/ ) tends to control for shorter spans while the span-to-depth (L/d) limit controls for longer spans Figure 56 shows de ection as a function of span-to-depth ratio L/ , limit has signi cant impact on the use of high strength steel For shallow HPS 70W steel, girders, L/800 de ection limit is exceeded while strength is acceptable Design speci cations need to revise the limit for HPS 70W and above

Figure 7-36 The left and right sides of this figure show the before and after of the creation of the report matrix Matrix1

EXAMPLE An eccentric circle cam drives a translating roller follower This circle has an eccentricity of 0500 in and a diameter of 2500 in and rotates at 180 rpm The roller follower has a diameter of 0750 in Find (1) the characteristics of the follower motion after the cam has rotated 30 from its lowest position and (2) the maximum pressure angle Solution The equivalent mechanism has a crank length E equal to 0500 in The connecting rod length equals the eccentric circle radius plus the roller radius, giving

These factors may be summarized as: 1 2 3 4 5 6 Effective span length (between center lines of bearings) Varying beam depth (with and without cover plates) Beam width (assumed constant) Depth of haunch (minimum 1 in to maximum 4 in) Depth of slab (assumed constant) Effective width of ange (Ell beam width for fascia girder and T-beam width for interior girder as de ned by AASHTO code) 7 Beam stiffness or EI value (including top and bottom longitudinal reinforcement in deck slab) for longitudinal bending

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