活荷载设计值： 3.2.2 计算跨度L0
q??Q?qK?1.4?7.0＝9.80kN/m2
各板内跨L0取轴线间的距离，边跨L0取板净跨加梁宽度。以B1板为例： Lox?Ln?b＝(3.9－0.1－0.1)＋0.2＝3.9m Loy?Ln?b＝(4.9―0.1―0.1)＋0.2＝4.9m 由于LoyLox?4.93.9?1.26?2，故按双向板计算。 3.2.3 弯矩和配筋计算 一．双向板的计算
因为《混凝土结构设计规范》10.1.2规定当长边与短边长度之小于2.0按双向板计算。现只计算B1，其它板的计算见下表。B1双向板的边界是两邻边简支，两邻边固定。其最大弯矩由g+q/2作用下两边支座简支、两内支座固支板的跨中弯矩与q/2作用下四边简支板的跨中弯矩之和求得；支座最大负弯矩则为g+q作用两边支座简支、两内支座固支时的支座弯矩。计算时取混凝土泊松比γ=0.2 ，取一米宽的板带作为计算长度。用g＝4.248kN/m2 和其q＝2.80kN/m2，fc＝11.9N/mm2，fy＝210 N/mm2，h0＝80mm，查《建筑结构静力计算手册》后得计算如下：
Lox/Loy=3.9/4.9=0.796，由《静力手册》查双向板均布荷载作用下的内力系数表可得：跨内最大弯矩：
Mxmaxq???0.0361?0.2?0.0218??g?2??4.81kN?m/m
M?2?L0x??0.0561?0.2?0.0334??q2L0x
2h0x?h?20?80mm(短向底筋在下)
as??1?fc?b?h?s?0.5?1?1?2?0.0631?0.967
As?Mfy??s?h0?4.81?106?20?4.81?10621?11.9?1000?80?0.0631
?210?0.967?80?297mm2/m
实配φ8 @160，314mm2/m
Mymaxq?2q2???0.0218?0.2?0.0361??g??L0x??0.0334?0.2?0.0561?L0x?3.44kN?m/m
2?2?h0x?h?30?70mm(长向底筋在上)
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as?M?1?fc?b?h20?3.44?10621?11.9?1000?70?0.0590
?s?0.5?1?1?2?0.0590?0.970
As?Mfy??s?h0?3.44?106??210?0.970?70?242mm2/m
实配φ8 @200，251mm2/m 支座弯矩：
M'x??0.0883??g?q??L0x??0.0883??4.248?2.8??3.922??9.47kN?m/mM'y??0.0748??g?q??L0x??0.0748??4.248?2.8??3.9??8.02kN?m/m
22同理可求出其他板的跨内最大弯矩和支座弯矩，并进行配筋计算（见表3-1、表3-2）支座负钢筋则要由该支座相邻两区格同一支座弯矩的较大值确定。
此外，对端支座应考虑梁对板的转动约束作用，配置构造负钢筋。当板内支座受力钢筋为φ10@110（As=714mm2）时，可取构造钢筋截面面积As?714×1/3＝238mm2/m，选φ8@200，251 mm2/m。
二．单向板的计算
由于本结构中的单向板数量较小且不是连续板，再加上活荷载较小，故单向板计算时不考虑结构最不利荷载组合。全部按活载满跨布置。取一米宽的板带作为计算长度。
用q＝4.248+2.8=7.048kN/m2，fc＝11.9N/mm2，fy＝210 N/mm2，?min?0.236%，查《建筑结构静力计算手册》得：计算简图如3-4a,b所示：
MB??18ql2 Mma?xql12892 MA?MB??112ql2? Mma中x124ql2
楼面单向板的弯矩和配筋计算如表3-3所示： 屋面单向板的弯矩和配筋计算如表3- 4所示：
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板号lx(m)ly(m)lx/lyMx max系数My max系数Mx系数My系数Mx'系数My'系数Mx(kN·m)My(kN·m)Mx'(kN·m)My'(kN·m)As Mx(mm2)As My(mm2)As Mx'(mm2)As My'(mm2)配筋Mx实际As配筋My实际As配筋Mx'实际As配筋My'实际As单双向板板厚（mm）g(KN/m2)q(KN/m2)h短跨（mm）h长跨（mm）fc(N/mm2)B13.9004.9000.800.03610.02180.05610.0334-0.0883-0.07484.81263.4431-9.4658-8.0186296.1241.6603.6505.5Φ8@160314.4Φ8@200251.5Φ10@130603.8Φ10@150523.3双向板1004.2482.800807011.9B22.0002.7000.740.03390.01130.06330.0313-0.0755-0.05721.20650.6546-2.1285-1.612672.444.8128.597.0Φ8@200251.5Φ8@200251.5Φ8@200251.5Φ8@200251.5双向板1004.2482.800807011.9B31.2002.0000.600.03670.00760.08200.0242-0.0793-0.05710.48590.2034-0.8048-0.579529.013.948.234.6Φ8@200251.5Φ8@200251.5Φ8@200251.5Φ8@200251.5双向板1004.2482.800807011.9B43.1003.9000.790.03680.02160.05730.0331-0.0894-0.07503.09192.1714-6.0552-5.0798187.9150.6376.0313.2Φ8@200251.5Φ8@200251.5Φ8@130386.9Φ8@160314.4双向板1004.2482.800807011.9表3-1 楼面各双向板弯矩和配筋表B5B6B7B83.0002.1001.8001.1003.2003.0002.3001.8000.940.700.780.610.02030.03210.03220.03630.01710.01130.01430.00800.04190.06830.05850.08060.03620.02960.03270.0248-0.0558-0.0735-0.0733-0.0788-0.0531-0.0569-0.0571-0.05711.82491.31410.93660.40401.63730.70850.58090.1736-3.5395-2.2845-1.6738-0.6720-3.3682-1.7685-1.3039-0.4870110.078.956.124.1113.048.539.711.8215.8138.1100.840.2205.1106.578.329.1Φ8@200Φ8@200Φ8@200Φ8@200251.5251.5251.5251.5Φ8@200Φ8@200Φ8@200Φ8@200251.5251.5251.5251.5Φ8@200Φ8@200Φ8@200Φ8@200251.5251.5251.5251.5Φ8@200Φ8@200Φ8@200Φ8@200251.5251.5251.5251.5双向板双向板双向板双向板1001001001004.2484.2484.2484.2482.8002.8002.8002.800808080807070707011.911.911.911.9B93.4003.7000.920.02850.02400.04380.0357-0.0756-0.07092.99862.6587-6.1595-5.7766182.1185.2382.8358.0Φ8@200251.5Φ8@200251.5Φ8@130386.9Φ8@140359.3双向板1004.2482.800807011.9B114.8005.5600.860.02890.01570.04960.0349-0.0687-0.05665.99444.2409-11.1559-9.1910222.9170.4420.7344.7Φ8@200251.5Φ8@200251.5Φ10@180436.1Φ8@140359.3双向板1504.2482.80013012011.9B120.8201.0000.820.02270.02960.05390.0340-0.0697-0.07480.16580.1718-0.3303-0.35459.911.719.721.1Φ8@200251.5Φ8@200251.5Φ8@200251.5Φ8@200251.5双向板1004.2482.800807011.9B131.6802.1000.800.02710.01440.05610.0334-0.0664-0.05590.72600.4923-1.3208-1.112043.433.679.366.7Φ8@200251.5Φ8@200251.5Φ8@200251.5Φ8@200251.5双向板1004.2482.800807011.9B143.1005.5000.560.05240.01560.08780.0216-0.1131-0.07844.25291.9424-7.6604-5.3101260.6134.4481.6327.9Φ8@190264.7Φ8@200251.5Φ10@160490.6Φ8@150335.3双向板1004.2482.800807011.9 13
WB1WB2板号3.9002.000lx(m)4.9003.900ly(m)0.800.51lx/ly0.03610.0407Mx max系数0.02180.0090My max系数0.05610.0950Mx系数0.03340.0181My系数-0.0883-0.0834Mx'系数-0.0748-0.0569My'系数9.4752.892Mx(kN·m)6.7831.144My(kN·m)-19.122-4.750Mx'(kN·m)-16.199-3.241My'(kN·m)470.7139.4As Mx(mm2)372.560.9As My(mm2)998.6230.9As Mx'(mm2)832.5156.5As My'(mm2)Φ10@160Φ8@200配筋Mx490.6251.5实际AsΦ8@130Φ8@200配筋My386.9251.5实际AsΦ12@110Φ8@200配筋Mx'1028.2251.5实际AsΦ12@130Φ8@200配筋My'870.0251.5实际As单双向板双向板双向板120120板厚（mm）10.03810.038g(kN/m2)4.2004.200q(kN/m2)100100h短跨（mm）9090h长跨（mm）11.911.9fc(N/mm2)表3-2 屋面各双向板弯矩和配筋表WB3WB4WB6WB83.1003.0003.4004.8003.9003.2005.5005.5600.790.940.620.860.03680.02030.04850.02890.02160.01710.01750.01570.05730.04190.07920.04960.03310.03620.02540.0349-0.0894-0.0558-0.1075-0.0687-0.0750-0.0531-0.0780-0.05666.0863.5209.34211.6984.2773.1544.8188.176-12.232-7.150-17.694-22.537-10.262-6.804-12.838-18.567297.6170.2463.9441.7231.6169.7261.6332.6616.0351.4916.7877.8511.8333.9648.4714.8Φ8@160Φ8@200Φ10@160Φ10@170314.4251.5490.6461.8Φ8@200Φ8@200Φ8@190Φ8@150251.5251.5264.7335.3Φ10@120Φ8@140Φ12@120Φ12@120654.2359.3942.5942.5Φ10@150Φ8@150Φ10@120Φ12@150523.3335.3654.2754.0双向板双向板双向板双向板12012012015010.03810.03810.03810.0384.2004.2004.2004.20010010010013090909012011.911.911.911.9WB93.1005.5000.560.05240.01560.08780.0216-0.1131-0.07848.3353.832-15.475-10.727411.9207.0792.3536.2Φ10@190413.2Φ8@200251.5Φ12@140807.9Φ10@140560.7双向板12010.0384.2001009011.9WB122.3002.3840.960.02620.02450.04020.0365-0.0714-0.06942.6302.492-5.061-4.919126.6133.6246.4239.3Φ8@200251.5Φ8@200251.5Φ8@200251.5Φ8@200251.5双向板1203.6009.8001009011.9WB132.6004.1000.630.02970.06690.07920.02540.0000-0.11464.7316.5620.000-11.030230.0359.90.0552.1Φ8@200251.5Φ8@130386.9Φ8@200251.5Φ10@140560.7双向板12010.0384.2001009011.9注：1.M的系数通过《建筑结构静力计算手册》查得； 22.M=表中系数× （g＋q）lx ；
3.配筋通过下列公式计算
AS?Mfy??S，?S?0.5?(1??h01?2?aS)，
aS?M
20?1?fc?b?h板号计算简图板带部位ql板厚MAsAs min配筋实际As5.075312.9188.8Φ8@160314.4跨内10表3-3 楼面单向板的弯矩和配筋1615固定端7.0483.21009.021573.2188.8Φ10@130603.8跨内7.0481.21000.71442.7188.8Φ8@200251.5固定端跨内7.0481.86100支座1.26976.2188.8Φ8@200251.51.01660.9188.8Φ8@200251.52.032122.6188.8Φ8@200251.5 14
表3-4 屋面单向板的弯矩和配筋板号计算简图板带部位ql板厚MAsAs min配筋实际As10.251511.2236.0Φ10@150523.3跨内14.2383.212018.225947.0236.0Φ12@1101028.20.85440.8236.0Φ8@200251.5固定端跨内14.2381.21201.70982.0236.0Φ8@200251.52.05298.6236.0Φ8@200251.5固定端跨内14.2381.861204.105199.0236.0Φ8@200251.52.616126.0236.0Φ8@200251.5支座跨内支座14.2382.11205.232254.9236.0Φ8@190264.7WB7WB11WB10WB5 各单向板的分布钢筋选用φ6@180(As=157mm2),因为523×15%=78.45mm2<157 mm2又0.15%bh0=0.15%×1000×100 = 150 mm2<157 mm2故分布钢筋满足要求。
单向板的端支座配置垂直于板边的构造钢筋选用φ8@200(As=251mm2)，因为
13?523.3?174.4mm2?251mm2，满足要求。
三．各板支座配筋
由以上板弯矩和配筋的计算，可以看出，同一支座相邻板的支座配筋都大致相同或相近，故此，可选较大值做为该支座的支座配筋。以支座B6－B13为例，板B6在该支座的配筋为φ8@200，板B13在该支座的配筋也是φ8@200，故该支座的配筋为φ8@200。同理，其他支座的配筋如表3-5所示：
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