2025年混凝土的侧压力计算

计算阐明书

L佐侧压力计算及分布

磴表观密度九=24MV/，〃硅浇筑温度

磴浇筑速度v=0.6m/h外加剂修正系数4=1

塌落度修正系数反='新浇混凝土荷载分项系数为1.2

F=0.22九八力AV2=32.7189KN/m

2

F=/tJ/=71KAZ/zn

取32..7189KN/m2

Pm=Fx1.2=39.284

h=—=1.636〃？

/<3hh4.908〃？

最大侧压力为39.284X1.5KN/m=58.896KN/m

工作平台荷载：（以允许荷载计算）

上下工作平台允许荷载75x9.8x|.5N/m=1.1025K7V/w

主工作平台允许荷载150xl.5x9.8N/m-2.2()5KN/in

1.102KN/H)

计算模型及荷载分布图

2.计算模型见上图

3.计算程序见求解器

位移计算

杆端位移值（乘子=.01）（单位：cm）

杆端1杆端

2

单元码u-水平位移v-竖直位移心转角U-水平位移V-竖直位

移+转角

10.00679671-0.28711157-0.079566510.00000000

-0.31893817-0.07956651

2-0.03649118-0.41952833-0.01918889-0.00949022

-0.218829270.47947941

3-0.03649118-0.40944124-0.01740805-0.03649118

-0.41952833-0.01918889

4-0.63596077-0.09873477-0.10055070-0.74541604

-0.09865762-0.16883565

5-0.84293385-0.10715536-0.00938523-0.25336537

-0.123434730.78441472

60.74541604-0.098657620.16883565-0.84293385

-0.10715536-0.00938523

7-0.00949022-0.218829270.479479410.00679671

-0.28711157-0.07956651

80.00679671-0.28711157-0.07956651-0.06686375

-0.28738421-0.00950297

9-0.06686375-0.28738421-0.00950297-0.06686375

-0.293337050.01308906

10-0.03649118-0.419528330.26211266-0.74541604

-0.098657620.26211266

11-0.03649118-0.41952833-0.019188890.00679671

-0.28711157-0.07956651

12-0.62385993-0.03272964-0.07687103-0.62385993

-0.09874488-0.09946306

13-0.62385993-0.09874488-0.09946306-0.63596077

-0.09873477-0.10055070

14-0.00949022-0.218829270.47947941-0.00545688

-0.128739650.55679820

15-0.005456880.128739650.556798200.00000000

0.000000000.56120731

16-0.25336537-0.123434730.78441472-0.11655866

-0.125487560.80087439

17-0.00949022-0.218829270.54906891-0.11655866

-0.125487560.54906891

18-0.00545688-0.128739650.56975274-0.11655866

-0.125487560.56975274

届耀8

35>.80

(9)352.80

弯矩图

(9)-882.00

剪力图

内力计算

杆端内力值(乘子二1)(单位：N(N*m))

杆端1杆端

2

单元码轴力剪力弯矩轴力剪

力弯矩

1-90919.55200.000000000.00000000-90919.5520

0.000000000.00000000

2171788.68521091.0208-1699.70789171788.685

17895.975826546.3712

30.000000000.000000000.000000000.00000000

-1245.82500-351.945562

4-882.000000-0.00000002-352.800000-882.000000

-23385.7701-9049.72519

5126069.68825497.175922446.2317126069.688

-43673.99207511.92663

6126069.68860746.3557-9049.72519126069.688

25497.175922446.2317

7150170.5343262.99283-5883534

3262.992832055.71526

8882.0000000.00000000352.800000882.000000

0.00000000352.800000

90.00000000-882.000000352.8000000.00000000

0.000000000.00000000

10-152298.8690.000000000.00000000-152298.869

0.000000000.00000000

11-173117.238-1077.292831347.76233-173117.238

-1077.29283-1702.91526

120.000000000.000000000.000000000.00000000

-882.000000-352.800000

13-882.000000-0.00000003-352.800000-882.000000

-0.00000003-352.800000

14218725.919182367.65032429.5175218725.919

-182367.6501427.01699

15218725.919-6204.421721427.01699218725.919

-6204.421720.00000000

16126069.688-43673.99207511.92663126069.688

-43673.99200.00000000

17-66458.7968-2.250000000.34375000-66458.7968

-2.25000000-037500000

18176163.2280.000000000.00000000176163.228

0.000000000.00000000

反力计算

约束反力值(乘子=1)(单位：N(N*m))

结点约束反力合力

支座

结点水平竖直力矩大小角度

力矩

13-90919.55200.000000000.0000000090919.5520

180.0000000.00000000

14218725.9196204.421720.00000000218813.899

1.624827460.00000000

4.模板变形校核

面板的最人变形量△为-0.00842934m,则

%=0.0084293%]=2.719x10略不不大于%。=2.5x10"基本满足规定

5.高强螺栓强度校核

8.8级M36高强度螺栓允许的最大拉应力为。=600//〃",』

允许的最大剪应力为「=250N/〃加

实际最大拉力为。实