土木工程本科毕业设计结构计算和施工组织设计 (2)(8)

Q1=1.2331.31+1.432.59=41.20kN

232340

第二章 结构设计计算

②G2=（4.65+2.56）33.617+2530.330.533.2=38.08kN P2=0.43（4.65+2.56）=2.88kN

Q2=1.2338.08+1.432.88=49.73kN

（2）BC跨框架梁

梁上均布荷载：

①屋面板传递的荷载

5恒载：g1=33.61731.77532=8.03kN/m 8

②主梁自重g2=2530.3530.6=5.25kN/m 活载：p=0.431.77532=1.42kN/m

均布荷载设计值：q=1.2（g1+g2）+1.4p=1.23（8.03+5.25）+1.431.42=17.92kN/m 梁上集中荷载：

①G1=12.9633.617+2530.2530.337.2=60.38kN P1=0.4312.96=5.184kN

Q1=1.2360.38+1.435.184=79.71kN ②G2=20.2233.617+2530.2530.437.2=91.14kN P2=0.4320.22=8.09kN

Q2=1.2391.14+1.438.09=127.89kN

2）四层屋面梁，计算计算简图见图2-17

图2- 17 四层计算简图

（1）AB跨框架梁

梁上均布荷载：

①屋面板传递的荷载

41

第二章 结构设计计算

恒载：g1=（1－230.43+0.43）33.731.8+（1—230.38+0.38）33.73

1.6=9.26kN/m

②主梁自重g2=2530.3530.7=6.125kN/m 活载：p=43（1.8+1.6）=14.2kN/m

均布荷载设计值：q=1.2（g1+g2）+1.4p=1.23（9.26+6.125）+1.4314.2=38.62kN/m 梁上集中荷载：

G=3.733.631.832+2530.2530.437.2=65.95kN P=433.631.832=51.84kN

Q=1.2365.95+1.4351.84=151.72kN

（2）BC跨框架梁

梁上均布荷载：

①屋面板传递的荷载

5恒载：g1=34.9531.77532=10.98kN/m 8

②主梁自重g2=2530.3530.7=6.125kN/m

活载：p=431.77532=14.2kN/m

均布荷载设计值：q=1.2（g1+g2）+1.4p=1.23（10.98+6.125）+1.4314.2=40.41kN/m 梁上集中荷载：

①G1=12.9634.95+2530.2530.337.2=77.65kN P1=4312.96=51.84kN

Q1=1.2377.65+1.4351.84=165.76kN

②G2=20.2234.95+2530.2530.537.2+830.233.4537.2=162.33kN P2=4320.22=80.88kN

Q2=1.23162.33+1.4380.88=308.03kN

3）三层屋面梁，计算计算简图见图2-18 2323

（1）AB跨框架梁

Q1=1.2334.64+1.4312.96=59.71kN

G2=4.233.231.6+2530.2530.4833.2=31.1kN P2=233.231.6=10.24kN

Q2=1.2331.1+1.4310.24=52.14kN

（2）BC跨框架梁

梁上均布荷载：

①屋面板传递的荷载

42

第二章 结构设计计算

图2-18 一～三层计算简图

5恒载：g1=35.4531.77532=12.09kN/m 8

②主梁自重g2=2530.3530.68=5.95kN/m 活载：p=2.531.77532=8.875kN/m 均布荷载设计值：q=1.2（g1+g2）+1.4p=1.23（12.09+5.95）+1.438.875=40.6kN/m 梁上集中荷载：

①G1=12.9635.45+2530.2530.2837.2=83.28kN P1=2.5312.96=32.4kN

Q1=1.2383.28+1.4332.4=145.24kN ②G2=20.2235.45+2530.2530.4837.2+830.233.637.2=173.27kN P2=2.5320.22=50.55kN Q2=1.23173.27+1.4350.55=278.69kN

4）二层屋面梁

（1）AB跨框架梁

梁上均布荷载：

①屋面板传递的荷载

恒载：g1=4.23（1－230.43+0.43）31.8+（1—230.32+0.32）34.23

1.6=10.92kN/m

②主梁自重g2=2530.3530.0.68=5.95kN/m 活载：p=23（1.8+1.6）=6.8kN/m 均布荷载设计值：q=1.2（g1+g2）+1.4p=1.23（10.92+5.95）+1.436.8=29.76kN/m 43 2323

第二章 结构设计计算

梁上集中荷载：

G1=4.233.631.832+2530.2530.3333.6=34.64kN P1=233.631.8=12.96kN

Q1=1.2334.64+1.4312.96=59.71kN

G2=4.233.231.6+2530.2530.4833.2=31.1kN P2=233.231.6=10.24kN

Q2=1.2331.1+1.4310.24=52.14kN

（2）BC跨框架梁

梁上均布荷载：

①屋面板传递的荷载

5恒载：g1=35.4531.77532=12.09kN/m 8

②主梁自重g2=2530.3530.68=5.95kN/m 活载：p=2.531.77532=8.875kN/m 均布荷载设计值：q=1.2（g1+g2）+1.4p=1.23（12.09+5.95）+1.438.875=40.6kN/m 梁上集中荷载：

①G1=12.9635.45+2530.2530.2837.2=83.28kN P1=2.5312.96=32.4kN

Q1=1.2383.28+1.4332.4=145.24kN ②G2=20.2235.45+2530.2530.4837.2+830.233.637.2=173.27kN P2=2.5320.22=50.55kN Q2=1.23173.27+1.4350.55=278.69kN

5）首层屋面梁

（1）AB跨框架梁

梁上均布荷载：

①屋面板传递的荷载

恒载：g1=4.2273（1－230.43+0.43）31.8+（1—230.32+0.32）34.2273

1.6=11.02kN/m

②主梁自重g2=2530.3530.68=5.95kN/m ③g3=830.233.4=5.44kN/m

活载：p=23（1.8+1.6）=6.8kN/m 均布荷载设计值：q=1.2（g1+g2）+1.4p=1.23（11.02+5.95+5.44）+1.43

6.8=36.41kN/m

梁上集中荷载：

G1=4.22733.631.832+2530.2530.3833.6=35.94kN P1=233.631.8=12.96kN 232344

第二章 结构设计计算

Q1=1.2335.94+1.4312.96=61.27kN

G2=4.22733.231.6+2530.330.4833.2=33.16kN

P2=233.231.6=10.24kN

Q2=1.2333.16+1.4310.24=54.13kN

（2）BC跨框架梁

梁上均布荷载：

①屋面板传递的荷载

5恒载：g1=35.47731.77532=12.15kN/m 8

②主梁自重g2=2530.3530.68=5.95kN/m

③g3=830.233.4=5.44kN/m

活载：p=2.531.77532=8.875kN/m

均布荷载设计值：q=1.2（g1+g2）+1.4p=1.23（12.15+5.95+5.44）+1.43

8.875=40.67kN/m

梁上集中荷载：

①G1=12.9635.477+2530.2530.2837.2=83.58kN

P1=2.5312.96=32.4kN

Q1=1.2383.58+1.4332.4=145.66kN

②G2=20.2235.477+2530.2530.4837.2+830.233.637.2=173.82kN

P2=2.5320.22=50.55kN

Q2=1.23173.82+1.4350.55=279.35kN

2.框架柱上集中荷载

（1）五层顶纵向梁传来

A柱：

GA=830.2530.833（3.6+3.2）+2530.1230.253（3.6+3.2）+0.0130.953

55（3.6+3.2）+0.147530.953（3.6+3.2）+3.39331.833.6+3.39331.633.2+2588

2330.3530.63（3.6+3.2）+（1－230.43+0.43）33.3931.834.2+（1－23

0.32+0.32）33.3931.635=118.34kN

PA=0.43（3.630.9+3.230.8+4.831.830.5+5.8331.630.5）=6.23kN

QA=1.23118.34+1.436.23=150.73kN

B柱： 23

52323GB=[3.39331.8+（1－230.17+0.17）33.3931.2532+（1－230.23+0.23）8

33.3931.687530.5]33.6+2530.3530.637.2+3.3930.7131.834.2=107.84kN

PB=0.43（5.9531.25+3.231.8+5.512531.675）=6.12kN

QB=1.23107.84+1.436.12=137.98kN

45

第二章 结构设计计算

C柱：

GC=830.2530.8337.2+2530.1230.2537.2+0.147530.9537.232+3.3935

8

31.837.2+2530.3530.637.2+533.3931.77533.5532=111.33kN

8

PC=0.433.633.55=5.11kN

QC=1.23111.33+1.435.11=140.75kN

2）四层顶纵向梁传来

A柱：

5GA=83（0.2533.2536.8+0.233.4534.2）+2530.3531.0536.8+3.7331.88

52333.6+3.7331.633.2+（1－230.43+0.43）33.731.834.2+（1－238

230.32+0.32）33.731.634.2=195.59kN

PA=43（4.32+3.42+2.56+4.16）=57.84kN

QA=1.23195.59+1.4357.84=315.68kN

B柱：

5531.833.6+3.7331.6388

23233.2+（1－230.43+0.43）33.731.834.2+（1－230.38+0.38）33.731.633.2+GB=830.23.2536.8+2530.3530.636.8+3.73

（1－230.17+0.17）33.731.2537.2=168.34kN

PB=2.53（4.32+3.42+2.56+4.16+14.88）=73.35kN

QB=1.23168.34+1.4373.35=304.7kN

C柱：

GC=830.2533.2537.2+2530.1230.2537.2+2530.3531,0537.2+23

54.9531.77533.6+3234.9531.833.6=232.33kN 8

PC=2.533.633.55=31.95kN 23538

QC=1.23232.33+1.4331.95=323.53kN

3）三层顶纵向梁传来

A柱：

5GA=830.2533.0536.8+2530.3530.5836.8+4.233（1.833.6+1.633.2）+8

23（1－230.43+0.43）34.231.633.425=144.3kN

PA=2.53（3.631.830.5+3.231.630.5+4.831.830.5+3.6531.630.5）=32.6kN

QA=1.23144.3+1.4332.6=218.8kN

46

第二章 结构设计计算

B柱：

523GB=2530.3530.5836.8+4.233（1.833.6+1.633.2）+（1－230.43+0.43）8

232334.231.834.2+（1－230.36+0.36）34.231.634.975+（1－230.17+0.17）3

4.231.2536.8=168.34kN

PB=2.53（3.631.830.5+3.231.630.5+4.831.830.5+6.7531.630.5+5.9531.2530.5+5.1531.2530.5）=56.14kN

QB=1.23147.67+1.4356.14=304.7kN

C柱：

GC=830.2533.0537.2+2530.3530.5837.2+23

5.4531.833.55=168.14kN

PC=2.533.633.55=31.95kN

QC=1.23168.14+1.4331.95=246.5kN

4）二层顶纵向梁传来

A柱： 5535.4531.833.6+32388

5GA=830.2533.536.8+2530.3530.5836.8+4.233（1.833.6+1.633.2）+8

23（1－230.43+0.43）34.231.633.425=150.42kN

PA=2.53（3.631.830.5+3.231.630.5+4.831.830.5+3.6531.630.5）=32.6kN

QA=1.23150.42+1.4332.6=226.14kN

B柱：

523GB=2530.3530.5836.8+4.233（1.833.6+1.633.2）+（1－230.43+0.43）8

232334.231.834.2+（1－230.36+0.36）34.231.634.975+（1－230.17+0.17）3

4.231.2536.8=168.34kN

PB=2.53（3.631.830.5+3.231.630.5+4.831.830.5+6.7531.630.5+5.9531.2530.5+5.1531.2530.5）=56.14kN

QB=1.23147.67+1.4356.14=304.7kN

C柱：

GC=830.2533.537.2+2530.3530.5837.2+23

5.4531.833.55=174.62kN

PC=2.533.633.55=31.95kN

QC=1.23174.62+1.4331.95=254.27kN

47 5535.4531.833.6+32388

第二章 结构设计计算

5）首层顶纵向梁传来

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