毕 业 设 计 用 纸
X+方向,高度 H= 600
Fl = pj*Al = 238.35* 0.60= 143.01
0.7*βhp*ft*(at+ab)*ho/2 = 0.7*1.00*1270.94*(0.60+1.70)*0.55/2 = 562.71KN
本方向冲切验算满足 X-方向,高度 H= 600
Fl = pj*Al = 152.59* 0.60= 91.55
0.7*βhp*ft*(at+ab)*ho/2 = 0.7*1.00*1270.94*(0.60+1.70)*0.55/2 = 562.71KN
本方向冲切验算满足 Y+方向,高度 H= 600
Fl = pj*Al = 152.59* 0.60= 91.55
0.7*βhp*ft*(at+ab)*ho/2 = 0.7*1.00*1270.94*(0.60+1.70)*0.55/2 = 562.71KN
本方向冲切验算满足 Y-方向,高度 H= 600
Fl = pj*Al = 238.35* 0.60= 143.01
0.7*βhp*ft*(at+ab)*ho/2 = 0.7*1.00*1270.94*(0.60+1.70)*0.55/2 = 562.71KN
本方向冲切验算满足
四边冲切验算 H = 600.
Fl = N-pk*(bc+2*h0)*(hc+2*h0)
= 1000.00- 189.0*(600.0+2* 550.0)*(600.0+2* 550.0)*1e-6 = 453.7Kn Fr = 0.7*Bhp*ft*am*h0
= 0.7*1.00* 1270.9*(600.0+ 600.0+2* 550.0)* 550.0*1e-6 = 2250.8Kn
34 哈尔滨工程大学继续教育学院
毕 业 设 计 用 纸
四边冲切验算满足
X+方向,高度 H= 600mm
Fl = pj*Al = 238.35* 0.60= 143.01
0.7*βhp*ft*(at+ab)*ho/2 = 0.7*1.00*1270.94*(0.60+1.70)*0.55/2 = 562.71KN
本方向冲切验算满足 X-方向,高度 H = 600mm
Fl = pj*Al = 152.59* 0.60= 91.55
0.7*βhp*ft*(at+ab)*ho/2 = 0.7*1.00*1270.94*(0.60+1.70)*0.55/2 = 562.71KN
本方向冲切验算满足 Y+方向,高度 H= 600mm
Fl = pj*Al = 152.59* 0.60= 91.55
0.7*βhp*ft*(at+ab)*ho/2 = 0.7*1.00*1270.94*(0.60+1.70)*0.55/2 = 562.71KN
本方向冲切验算满足 Y-方向,高度 H= 600mm
Fl = pj*Al = 238.35* 0.60= 143.01
0.7*βhp*ft*(at+ab)*ho/2 = 0.7*1.00*1270.94*(0.60+1.70)*0.55/2 = 562.71KN
本方向冲切验算满足
独基尺寸 长 宽 高 2500 2500 300 600 600 300 2、剪切验算
b+2*h0 = 1700mm < BB = 2300 Y方向不需要进行抗剪计算: h+2*h0 = 1700mm < HH = 2300
35 哈尔滨工程大学继续教育学院
毕 业 设 计 用 纸
X方向不需要进行抗剪计算: 3、配筋验算
采用GB5007-2002建筑地基基础设计规范,计算公式如下：
12?1(2l?a')(pjmax?pj)?(pjmax?pj)l12
弯矩计算：
MⅠ??? x方向,h0 = 540mm
M = 1/12*a1*a1*[(2l+a`)*1(Pjmax+Pj)+(Pjmax-Pj)*l]
= 0.85*0.85[(2*2.30+0.60)*( 238.3+ 201.9)+( 238.3- 201.9)*2.30]/12 = 142.88KNm
M = 1/12*a1*a1*[(2l+a`)*1(Pjmax+Pj)+(Pjmax-Pj)*l]
= 0.85*0.85[(2*2.30+0.60)*( 139.7+ 176.2)+( 139.7- 176.2)*2.30]/12 = 93.85KNm
y方向,h0 = 540mm
M = 1/12*a1*a1*[(2l+a`)*1(Pjmax+Pj)+(Pjmax-Pj)*l]
= 0.85*0.85[(2*2.30+0.60)*( 139.7+ 176.2)+( 139.7- 176.2)*2.30]/12 = 93.85KNm
M = 1/12*a1*a1*[(2l+a`)*1(Pjmax+Pj)+(Pjmax-Pj)*l]
= 0.85*0.85[(2*2.30+0.60)*( 238.3+ 201.9)+( 238.3- 201.9)*2.30]/12 = 142.88KNm
x方向,h0 = 540mm
M = 1/12*a1*a1*[(2l+a`)*1(Pjmax+Pj)+(Pjmax-Pj)*l]
= 0.85*0.85[(2*2.30+0.60)*( 238.3+ 201.9)+( 238.3- 201.9)*2.30]/12 = 142.88KNm
M = 1/12*a1*a1*[(2l+a`)*1(Pjmax+Pj)+(Pjmax-Pj)*l]
= 0.85*0.85[(2*2.30+0.60)*( 139.7+ 176.2)+( 139.7- 176.2)*2.30]/12 = 93.85KNm
36 哈尔滨工程大学继续教育学院
毕 业 设 计 用 纸
y方向,h0 = 540mm
M = 1/12*a1*a1*[(2l+a`)*1(Pjmax+Pj)+(Pjmax-Pj)*l]
= 0.85*0.85[(2*2.30+0.60)*( 139.7+ 176.2)+( 139.7- 176.2)*2.30]/12 = 93.85KNm
M = 1/12*a1*a1*[(2l+a`)*1(Pjmax+Pj)+(Pjmax-Pj)*l]
= 0.85*0.85[(2*2.30+0.60)*( 238.3+ 201.9)+( 238.3- 201.9)*2.30]/12 = 142.88KNm
配筋计算： M1 = 142.882
AGx = M1/(0.9*h0*fy) = 142882.406/(0.9*0.540*360.) = 816.658mm*mm
M2 = 142.882
AGy = M2/(0.9*h0*fy) = 142882.406/(0.9*0.540*360.) = 816.658mm*mm
M1 = 142.882
AGx = M1/(0.9*h0*fy) = 142882.406/(0.9*0.540*360.) = 816.658mm*mm
M2 = 142.882
AGy = M2/(0.9*h0*fy) = 142882.406/(0.9*0.540*360.) = 816.658mm*mm
X方向配筋 Y方向配筋 816.658 816.658
原钢筋X方向配筋量满足 原钢筋Y方向配筋量满足
37 哈尔滨工程大学继续教育学院
毕 业 设 计 用 纸
计算的配筋方案为： AGx: HRB400 10 @200 AGy: HRB400 10 @200
38 哈尔滨工程大学继续教育学院