锡山职业学校实验楼的建筑与结构设计(4)
计算过程如下：
l01/l02=0.58，周边固支时，由附表7-4查得l01、l02方向的跨中弯矩系数分别为0.0375、0.0068，支座弯矩系数分别为—0.0812，—0.0571；周边简支时，由附表7-1查得l01、l02方向的跨中弯矩系数分别为0.0849，0.0228
=(0.0375+0.2×0.0068) ×6.238×4.202+(0.0849+0.2×0.0228)×1.75×4.202=7.04 kN•m
=(0.0068+0.2×0.0375) ×6.238×4.202+(0.0228+0.2×0.0849)×1.75×4.202=2.80 kN•m
=-0.0812×7.988×4.202=-11.44 kN•m
=-0.0571×7.988×4.202=-8.05kN•m
=-11.44 kN•m
=-8.05kN•m
3）B4为连续五跨且等跨的单向板，按等跨连续板计算。
荷载 ，取1m宽板带作为计算单元，计算简图如图4.3所示：
各跨跨中及支座截面的弯矩设计值：
可查得弯矩系数 分别为：端支座取-1/16；边跨跨中取1/14；离端第二支座
取-1/11，离端第二跨跨中取1/16，中间支座取-1/14，带入公式计算，将各支座和跨中弯矩列于表4.1中
表4.1五跨连续单向板计算表
弯矩 M3
B4 -10.35 11.83 -15.05 10.35 -11.83 10.35
其余单向板按单块计算，现将计算结果列于表4.2：
表4.2 楼盖板配筋计算表
板号 (m)
(m)
/
(kN•m)
(kN•m)
(kN•m)
(kN•m)
B2 2.40 2.40 1.00 (0.0176+0.2×0.0176) ×6.938×2.402+(0.0368+0.2×0.0368)×2.45×
2.402=1.47 (0.0176+0.2×0.0167) ×6.938×2.402+(0.0368+0.2×0.0368)×2.45×
2.402=1.47 -0.0513×9.388×2.402=-2.77 -2.77 -0.0513×9.388×2.402=-2.77 -2.77
B3 4.20 7.20 0.58 (0.0375+0.2×0.0068) ×5.888×4.202+(0.0849+0.2×0.0228) ×1.4×
4.202=6.25 (0.0068+0.2×0.0375) ×5.888×4.202+(0.0228+0.2×0.0849)×1.4×
4.202=2.47 -0.0812×7.288×
4.202=-10.44 -10.44 -0.0571×7.288×
4.202=-7.43 -7.43
B5 4.20 7.20 0.58 (0.0375+0.2×0.0068) ×6.238×4.202+(0.0849+0.2×0.0228)×1.75×
4.202=7.04 (0.0068+0.2×0.0375) ×6.238×4.202+(0.0228+0.2×0.0849)×1.75×
4.702=2.80 -0.0812×7.988×4.202=-11.44 -11.44 -0.0571×7.988×4.202=-8.05 -8.05
B7 3.00 3.70 0.81 (0.0271+0.2×0.0144) ×6.938×3.002+(0.0561+0.2×0.0334)×2.45×
3.002=4.58 (0.0144+0.2×0.0271) ×6.938×3.002+(0.0334+0.2×0.0561)×2.45×
3.002=2.22 -0.0664×9.388×
3.002=-5.61 -5.61 -0.0559×9.388×
3.002=-4.72 -4.72