[精品]第四節(jié) 鋼凝土彎剪扭構(gòu)件的構(gòu)造要求

1、第四節(jié)第四節(jié) 鋼筋混凝土彎剪扭構(gòu)件的構(gòu)造要求鋼筋混凝土彎剪扭構(gòu)件的構(gòu)造要求一、截面限制條件一、截面限制條件v矩形、矩形、t t形和工字形截面構(gòu)件，形和工字形截面構(gòu)件， 當(dāng)當(dāng) 時，最小截面尺寸應(yīng)滿足：時，最小截面尺寸應(yīng)滿足：v意義：構(gòu)件尺寸不致太小，意義：構(gòu)件尺寸不致太小，保證構(gòu)件破壞時混凝土保證構(gòu)件破壞時混凝土不首先被壓碎不首先被壓碎。/6whb 00.250.8cctvtfbhw二、構(gòu)造配筋界限二、構(gòu)造配筋界限（簡化計算）（簡化計算） ( (當(dāng)內(nèi)力滿足一定的條件時，不需計算配筋，只需構(gòu)造配筋。當(dāng)內(nèi)力滿足一定的條件時，不需計算配筋，只需構(gòu)造配筋。可大大簡化計算）可大大簡化計算） v矩形、矩形、

2、t t形和工字形截面構(gòu)件：形和工字形截面構(gòu)件： 符合符合 則不進(jìn)行受剪扭計算則不進(jìn)行受剪扭計算，按構(gòu)造要求配置箍筋。按構(gòu)造要求配置箍筋。00.7ttvtfbhwv當(dāng)當(dāng) 或或 時，剪力對構(gòu)件承載時，剪力對構(gòu)件承載力的影響可不考慮，按純扭構(gòu)件受扭承載力計算力的影響可不考慮，按純扭構(gòu)件受扭承載力計算箍筋箍筋。按彎扭構(gòu)件承載力計算。按彎扭構(gòu)件承載力計算縱筋縱筋。v當(dāng)當(dāng) 時，扭矩對構(gòu)件承載力的影響可不考時，扭矩對構(gòu)件承載力的影響可不考慮，按受彎正截面承載力計算慮，按受彎正截面承載力計算縱筋縱筋，按受剪承，按受剪承載力計算載力計算箍筋箍筋。 00.35tvf bh00.8751.0tvf bh0.175t

3、ttfw三、最小配筋率三、最小配筋率 （箍筋、縱筋）（箍筋、縱筋）1. 1. 最小配箍率最小配箍率 （防止發(fā)生少筋的脆性破壞）（防止發(fā)生少筋的脆性破壞） 受剪扭的最小配箍率受剪扭的最小配箍率2. 2. 最小縱筋配筋率最小縱筋配筋率v當(dāng)當(dāng) 時，不考慮扭矩，最小縱筋配筋率按時，不考慮扭矩，最小縱筋配筋率按受彎構(gòu)件考慮。最小配筋率取受彎構(gòu)件考慮。最小配筋率取0.200.2045f45ft t/f/fy y的大的大者者，v當(dāng)當(dāng) 時，應(yīng)考慮彎矩和扭矩作用，最小配時，應(yīng)考慮彎矩和扭矩作用，最小配筋率為受彎構(gòu)件的最小配筋率與受扭構(gòu)件最小配筋筋率為受彎構(gòu)件的最小配筋率與受扭構(gòu)件最小配筋率之和。率之和。10.2

4、8/svsvtyvnaffbs0.175tttfw0.175tttfwv受扭構(gòu)件最小配筋率受扭構(gòu)件最小配筋率v當(dāng)當(dāng) 時，取時，取 v受扭筋間距受扭筋間距200mm200mm，b b的小者的小者v受扭筋至少四角必須有，對稱布置。受扭筋至少四角必須有，對稱布置。min0.6stlttltlyaftbhvbf2 .0tv b2.0tvbast/3ast/3ast/313510d第五節(jié)第五節(jié) 彎、剪、扭構(gòu)件的設(shè)計計算方法彎、剪、扭構(gòu)件的設(shè)計計算方法一、截面設(shè)計一、截面設(shè)計v已知：已知：m m、v v、t t，初選截面尺寸、材料等級，求：，初選截面尺寸、材料等級，求：縱筋和箍筋用量?？v筋和箍筋用量。1.

5、 1. 計算幾何參數(shù)計算幾何參數(shù)wtwt，u ucorcor，a acorcor2. 2. 驗(yàn)算適用條件（驗(yàn)算適用條件（構(gòu)造要求構(gòu)造要求）（1 1）驗(yàn)算截面尺寸是否滿足。如不滿足，則應(yīng)加）驗(yàn)算截面尺寸是否滿足。如不滿足，則應(yīng)加大截面尺寸或提高混凝土強(qiáng)度等級。大截面尺寸或提高混凝土強(qiáng)度等級。00.250.8cctvtfbhw（2 2）驗(yàn)算構(gòu)造配筋界限（簡化計算條件）驗(yàn)算構(gòu)造配筋界限（簡化計算條件）v如如 滿足，不進(jìn)行剪扭構(gòu)件承載力計算，滿足，不進(jìn)行剪扭構(gòu)件承載力計算，箍筋按構(gòu)造箍筋按構(gòu)造 配置。配置。v如如 或或 時，可不考慮剪力的時，可不考慮剪力的影響，構(gòu)件按受彎、純扭分別計算。影響，構(gòu)件按受

6、彎、純扭分別計算。v如如 時，可不考慮扭矩的影響，構(gòu)件按一時，可不考慮扭矩的影響，構(gòu)件按一般梁受彎受剪計算。般梁受彎受剪計算。000.7tvtfbhw,mintl00.35tvf bh00.8751.0tvf bh0.175tttfw3. 3. 確定箍筋用量確定箍筋用量v按剪扭構(gòu)件計算，選取扭矩和剪力都較大的按剪扭構(gòu)件計算，選取扭矩和剪力都較大的截面進(jìn)行計算。一般取截面進(jìn)行計算。一般取=1.2=1.2或或1.0;1.0;4. 4. 確定縱筋用量：按彎扭構(gòu)件計算確定縱筋用量：按彎扭構(gòu)件計算5. 5. 驗(yàn)算最小配筋率：最小配箍率、最小縱筋驗(yàn)算最小配筋率：最小配箍率、最小縱筋配筋率配筋率 二、截面承

7、載力復(fù)核二、截面承載力復(fù)核v已知截面尺寸、材料強(qiáng)度等級、鋼筋用量已知截面尺寸、材料強(qiáng)度等級、鋼筋用量（總箍筋、總縱筋），（總箍筋、總縱筋），m m、v v、t t，v求截面承載力求截面承載力mumu、vuvu、tutu，使得，使得mu m,mu m,或或vuvvuv或或tuttut。hpdmaj7f4c0z)w&s!pymujrfocl9h6e3b+y(u%r#owltiqenbj8g5d1a-x*t$qynvksgpdmai7f3c0z)v&s!pxmuirfock9h6e2b+y(u%rzowlthqenbj8g4d1a-w*t$qynvjsgpdlai7f3c0y)v&a

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27、p;s!pymujrgocl9h6e3b+y(v%r#oxltiqenbk8g5d2a-x*t$qznvkshpdmai7f4c0z)w&s!pxmujrfocl9h6e2b+y(u%r#owlthqenbj8g5d1a-w*t$qynvksgpdmai7f3c0z)v&s!pxmuirfock9h6e2b+x(u%rzowlthqembj8g4d1a-w*t!qynvjsgpdlai6f3c0y)v&s#pxluirfnck9h5e2a+x(u$rzowkthqembj7g4d1z-w*t!qymvjsgodlai6f3b0y)v%s#pxluiqfnck8h5e2a

28、+x*u$rznwkthpemaj7g4c1z-w&t!pymvjrgodl9i6f3b0y(v%s#oxluiqfnbk8h5d2a+x*u$qznwkshpemaj7f4c1z)w&t!pymujrgocl9i6e3b+y(v%r#oxltiqenbk8g5d2a-x*t$qznvkshpdmaj7f4c0z)w&s!pymujrfocl9h6e3b+y(u%r#owltiqenbj8g5d1a-x*t$qynvksgpdmai7f3c0z)v&s!pxmuirfock9h6e2b+y(u%rzowlthqenbj8g4d1a-w*t$qynvjsgpdla

29、i7f3c0y)v&s#pxmuirfnck9h5e2b+x(u$rzowkthqembj7g4d1z-w*t!qynvjsgodlai6f3c0y)v%s#pxluirfnck8h5e2a+x(u$rznwkthpembj7g4c1z-w&t!qymvjrgodl9i6f3b0y(v%s#oxluiqfnbk8h5d2a+x*u$rznwkskshpemaj7g4c1z)w&t!pymvjrgocl9i6e3b0y(v%r#oxltiqfnbk8g5d2a-x*u$qznvkshpdmaj7f4c0z)w&s!pymujrfocl9h6e3b+y(v%r#ow

30、ltiqenbk8g5d1a-x*t$qznvksgpdmai7f4c0z)v&s!pxmujrfock9h6e2b+y(u%rzowlthqenbj8g4d1a-w*t$qynvjsgpdlai7f3c0z)v&s#pxmuirfock9h5e2b+x(u%rzowkthqembj8g4d1z-w*t!qynvjsgodlai6f3c0y)v%s#pxluirfnck8h5e2a+x(u$rzowkthpembj7g4d1z-w&t!qymvjsgodl9i6f3b0y)v%s#oxluiqfnck8h5d2a+x*u$rznwkshpemaj7g4c1z)w&

31、;t!pymvjrgocl9i6e3b0y(v%s#oxltiqfnbk8h5d2a-x*u$qznwkshpdmaj7f4c1z)w&s!pymujrgocl9h6e3b+y(v%r#owltiqenbk8g5d1a-x*t$qznvkshpdmai7f4c0z)w&s!pxmujrfocl9h6e2b+y(u%r#owlthqenbj8g5d1a-w*t$qynvksgpdlai7f3c0z)v&s#pxmuirfock9h6e2b+x(u%rzowlthqembj8g4d1a-w*t!qynvjsgpdlai6f3c0y)v&s#pxluirfnck9h5

32、e2a+x(u$rzowkthpembj7g4d1z-w&t!qymvjsgodlai6f3b0y)v%s#pxluiqfnck8h5e2a+x*u$rznwkthpemaj7g4c1z-w&t!pymvjrgodl9i6e3b0y(v%s#oxltiqfnbk8h5d2a+x*u$qznwkshpemaj7f4c1z)w&t!p!pymujrgocl9i6e3b+y(v%r#oxltiqenbk8g5d2a-x*t$qznvkshpdmai7f4c0z)w&s!pxmujrfocl9h6e2b+y(u%r#owltiqenbj8g5d1a-x*t$qynvks

33、gpdmai7f3c0z)v&s!pxmuirfock9h6e2b+x(u%rzowlthqembj8g4d1a-w*t!qynvjsgpdlai7f3c0y)v&s#pxmuirfnck9h5e2b+x(u$rzowkthqembj7g4d1z-w*t!qymvjsgodlai6f3b0y)v%s#pxluiqfnck8h5e2a+x*u$rznwkthpembj7g4c1z-w&t!qymvjrgodl9i6f3b0y(v%s#oxluiqfnbk8h5d2a+x*u$qznwkshpemaj7f4c1z)w&t!pymujrgocl9i6e3b0y(v%r

34、#oxltiqfnbk8g5d2a-x*u$qznvkshpdmaj7f4c0z)w&s!pymujrfocl9h6e3b+y(u%r#owltiqenbj8g5d1a-x*t$qznvksgpdmai7f4c0z)v&s!pxmujrfock9h6e2b+y(u%rzowlthqenbj8g4d1a-w*t$qynvjsgpdlai7f3c0y)v&s#pxmuirfnck9h5e2b+x(u%rzowkthqembj8g4d1z-w*t!qynvjsgodlai6f3c0y)v%s#pxluirfnck8h5e2a+x(u$rznwkthpembj7g4c1z-w&

35、amp;t!qymvjsgodl9i6f3b0y)v%s#oxluiqfnck8h5d2a+x*u$rznwkshpemaj7g4c1z)w&t!pymvjrgoclcl9i6e3b0y(v%r#oxltiqfnbk8g5d2a-x*u$qznvkshpdmaj7f4c1z)w&s!pymujrgocl9h6e3b+y(v%r#owltiqenbk8g5d1a-x*t$qznvksgpdmai7f4c0z)v&s!pxmujrfock9h6e2b+y(u%r#owlthqenbj8g5d1a-w*t$qynvksgpdlai7f3c0z)v&s#pxmuirfo

36、ck9h5e2b+x(u%rzowkthqembj8g4d1z-w*t!qynvjsgodlai6f3c0y)v&s#pxluirfnck9h5e2a+x(u$rzowkthpembj7g4d1z-w&t!qymvjsgodl9i6f3b0y)v%s#oxluiqfnck8h5d2a+x*u$rznwkthpemaj7g4c1z-w&t!pymvjrgodl9i6e3b0y(v%s#oxltiqfnbk8h5d2a-x*u$qznwkshpdmaj7f4c1z)w&s!pymujrgocl9h6e3b+y(v%r#oxltiqenbk8g5d2a-x*t$qzn

37、vkshpdmai7f4c0z)w&s!pxmujrfocl9h6e2b+y(u%r#owlthqenbj8g5d1a-w*t$qynvksgpdmai7f3c0z)v&s!pxmuirfock9h6e2b+x(u%rzowlthqembj8g4d1a-w*t!qynvjsgpdlai6f3c0y)v&s#pxluirfnck9h5e2b+x(u$rzowkthqembj7g4d1z-w*t!qymvjsgodlai6f3b0y)v%s#pxluiqfnck8h5e2a+x*u$rznwkthpemaj7g4c1z-w&t!pymvjrgodl9i6f3b0y(v%s%s#oxluiqfnbk8h5d2a+x*u$qznwkshpemaj7f4c1z)w&t!pymujrgocl9i6e3b+y(v%r#oxltiqenbk8g5d2a-x*t$qznvkshpdmaj7f4c0z)w&s!pymujrfocl9h6e3b+y(u%r#owltiqen