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如果有哪位大侠能把这段英文翻译很通顺的话，那真的可以说是高手了，我需要你的帮助！Theguidelinepercentageρtobeusedfordeflectionc...
如果有哪位大侠能把这段英文翻译很通顺的话，那真的可以说是高手了，我需要你的帮助！
The guideline percentage ρ to be used for deflection control of singly reinforced rectangular beam has been suggested in Chap. 3 to be about 0.375ρ (one-half of the maximum permissible value). For the negative moment requirement on continuous T-sections, a higher value for ρ should be acceptable, because the gross moment of inertia of a typically proportioned T-section is roughly twice that of its rectangular portion. Thus it may be reasonable to design the negative-moment region of a T-shaped section using twice the percentage of reinforcement that would be used for reasonable deflection control on a completely rectangular beam that is the full 0.75ρ permitted by the ACI Code (or more if compression steel is utilized).
Positive-Moment Requirement. In the positive-moment region the flange of the T-section is in compression. Since the effective flange width is large, it is rare that the depth of the Whitney rectangular stress block will extend below the bottom of the flange. On the tension side, the amount of steel required will be inversely proportional to the depth of the section.
For sizing the beam web, the only consideration utilizing the positive moment is to establish the width required to maintain adequate clearances for a given number of bars. This should be examined because a somewhat deeper or shallower beam might still permit the required steel to fit into once or two layers, as the case may be
.
Shear-strength Requirement. The designer may wish to establish the beam web size to achieve a certain maximum nominal shear stress. This may be desirable for economical stirrup size and spacing. The ranges of nominal shear stress for various reinforcement requirements in the beam web may be summarized as follows:
1. For , no shear reinforcement required (ACI-11.5.5.1).
2. For v /2<v ≤(v +50), minimum shear reinforcement required according to ACI-11.5.5.3.
3. For(vc+50)<v ≤(vc+4 ), computed shear reinforcement required for strength ,with its maximum spacing limited to (d/2)(1+cot ) for either vertical or inclined stirrups where is angle between stirrups and longitudinal axis of the member(ACI-11.5.4.2).
4. For (v +4 ) <v , computed shear reinforcement required for strength, with its maximum spacing limited to (d/4) (1+cot ) for either vertical or inclined stirrups (ACI-11.5.4.3).
In the above summary, may be taken as 2 for the simplified procedure for nonprestressed members under flexure only. The more detailed procedure involving has been treated in Chap.5.
Except for unusual conditions involving short spans, heavy concentrated loads, heavily doubly reinforced sections, or combination of these, the maximum nominal ultimate shear stress should be about6 for reasonable stirrup size spacing.
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那你们知道这是什么专业的英语不? 展开
The guideline percentage ρ to be used for deflection control of singly reinforced rectangular beam has been suggested in Chap. 3 to be about 0.375ρ (one-half of the maximum permissible value). For the negative moment requirement on continuous T-sections, a higher value for ρ should be acceptable, because the gross moment of inertia of a typically proportioned T-section is roughly twice that of its rectangular portion. Thus it may be reasonable to design the negative-moment region of a T-shaped section using twice the percentage of reinforcement that would be used for reasonable deflection control on a completely rectangular beam that is the full 0.75ρ permitted by the ACI Code (or more if compression steel is utilized).
Positive-Moment Requirement. In the positive-moment region the flange of the T-section is in compression. Since the effective flange width is large, it is rare that the depth of the Whitney rectangular stress block will extend below the bottom of the flange. On the tension side, the amount of steel required will be inversely proportional to the depth of the section.
For sizing the beam web, the only consideration utilizing the positive moment is to establish the width required to maintain adequate clearances for a given number of bars. This should be examined because a somewhat deeper or shallower beam might still permit the required steel to fit into once or two layers, as the case may be
.
Shear-strength Requirement. The designer may wish to establish the beam web size to achieve a certain maximum nominal shear stress. This may be desirable for economical stirrup size and spacing. The ranges of nominal shear stress for various reinforcement requirements in the beam web may be summarized as follows:
1. For , no shear reinforcement required (ACI-11.5.5.1).
2. For v /2<v ≤(v +50), minimum shear reinforcement required according to ACI-11.5.5.3.
3. For(vc+50)<v ≤(vc+4 ), computed shear reinforcement required for strength ,with its maximum spacing limited to (d/2)(1+cot ) for either vertical or inclined stirrups where is angle between stirrups and longitudinal axis of the member(ACI-11.5.4.2).
4. For (v +4 ) <v , computed shear reinforcement required for strength, with its maximum spacing limited to (d/4) (1+cot ) for either vertical or inclined stirrups (ACI-11.5.4.3).
In the above summary, may be taken as 2 for the simplified procedure for nonprestressed members under flexure only. The more detailed procedure involving has been treated in Chap.5.
Except for unusual conditions involving short spans, heavy concentrated loads, heavily doubly reinforced sections, or combination of these, the maximum nominal ultimate shear stress should be about6 for reasonable stirrup size spacing.
答的好我会追加奖赏的！
那你们知道这是什么专业的英语不? 展开
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