表9 柱剪力、弯矩计算.doc

[T0033]四层2841平米中学教学楼设计(计算书、施组、建筑、结构图)

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[T0033]四层2841平米中学教学楼设计(计算书、施组、建筑、结构图).zip
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t0033 平米 中学 教学楼 设计 计算 施组 建筑 结构图
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目   录

中文摘要及关键词 ..........  ................................... 3

毕业设计计算书.................................................. 4

第一部分、设计概况

一 工程概况..................................................... 4

二 设计过程..................................................... 4

三 设计特点..................................................... 5

第二部分、结构设计计算书

一 结构方案及布置 .............................................. 5

二、初步选定梁柱截面尺寸及材料强度等级.......................... 5

三 计算各层重力荷载代表值及结构刚度参数......................... 9

(一)计算各层重力荷载代表值 ................................... 9

(二)刚度参数计算 .............................................13

四 计算横向框架自振周期 ........................................15

五 计算多遇地震烈度下横向框架的弹性地震作用 ....................17

六 多遇地震作用下结构层间弹性变形验算 ..........................18

七 上述地震作用下结构内力分析 ..................................19

(一)柱端剪力..................................................19

(二)柱的上下端弯矩 ...........................................19

(三)框架梁端弯矩 .............................................20

(四)框架梁端剪力计算 .........................................21

(五)框架柱的柱力计算 .........................................21

八 竖向荷载作用下横向框架的内力分析 ............................25

(一)荷载及计算简图 ...........................................23

(二)框架内力计算 .............................................38

九 荷载效应组合 ................................................42

(一)梁的支座弯矩和剪力 .......................................42

(二)、梁跨中最大弯矩 ..........................................49

十、按组合内力进行梁柱配筋计算..................................51

(一) 框架梁...................................................51

(二) 框架柱...................................................52

十一、 延性构造措施 ............................................54

(一)、梁钢筋的设置要满足下列要求 ..............................54

(二)、梁柱节点处钢筋的锚固 ....................................54

十二 楼梯设计 ..................................................55

(一)斜板设计 .................................................57

(二)平台板设计 ...............................................59

(三)平台梁设计 ...............................................60

十三 基础设计 ..................................................60

(一)构造要求 .................................................61

(二)设计计算 .................................................62

十四 施工组织设计...............................................


总结与体会 .....................................................

谢词 ...........................................................

参考文献 .......................................................






摘 要:

本设计为重庆市某中学教学楼,四层钢筋混凝土框架结构,建筑面积为2841.6m2,室外地坪至屋面板顶板的总高度为15.6m。

本设计包括建筑设计、结构设计、施工组织设计三部分。

结构设计选取了一榀主要框架进行计算。内容包括荷载计算、内力计算、内力组合、承载力计算。现浇楼梯设计。基础的选型和布置,并取一个独立基础进行设计。

关键词:

钢筋混凝土  框架  结构设计  现浇楼梯  基础设计




毕业设计计算书

第一部分、设计资料

一、建筑资料

该工程为一教学楼,拟建于城市新建的居住小区内,总建筑面积3000 m2左右,建筑形状为一矩形体,总长51m,总宽15.5m,共4层,总高为16.7m。层高均为3.9m,四层多为办公室,层高应该低一点,但考虑到四层有一个多功能教室,面积相对较大,所以层高也定为3.9m。室内外高差为0.45m。祥见建筑施工图。

   该建筑为钢筋混凝土框架结构,属丙类建筑。

二、设计资料

1、气象资料   基本雪压  S0=0

             基本风压  W0=0.35 kN/m2

2、地质、水文资料  

  本工程场地平坦、开阔,杂填土厚为0.8m,以下为黄沙岩,地基承载力设计值R=350KN/m,地下水位-0.35m。

3、本场地地震基本烈度为8度区,按此设防。


内容简介:
表表1 1 梁梁柱柱自自重重计计算算列列表表梁柱编号梁(柱)宽梁(柱)高每米重量 梁长L每根重量 根数 总重每层梁柱b(mm)h(mm)(b+40)h自重小计 25G(kN) (kN/m) (m) nKJ-13507006.8314.183.90183.906555.16KJ-23507006.8314.183.90183.90KJ-33507006.8314.183.90183.90KJ-43507006.8314.183.90183.90KJ-53507006.836.337.49137.49KJ-63507006.8314.183.90183.90KJ-73507006.8314.183.90183.90KJ-83507006.8314.183.90183.90KJ-93507006.8314.183.90183.90KJ-A3507006.8336214.2011285.20KJ-B3507006.8346.8278.4611670.76KJ-C3507006.8346.8278.4611670.76KJA-L44009009.9010.8106.921641.52CL-12505003.6346.8169.881169.88CL-22505003.6314.151.187358.26CL-32505003.63621.78121.78CL-42505003.637.828.31128.31Z1(1层)6006009.605.1566.6913866.971733.94Z2(1层)6006009.605.1566.697466.83Z3(1层)6006009.605.1566.694266.76Z4(1层)6006009.605.1566.692133.38Z5(2、3层) 6006009.603.545.3213589.161178.32Z6(2、3层) 6006009.603.545.327317.24Z7(2、3层) 6006009.603.545.324181.28Z8(2、3层) 6006009.603.545.32290.64Z9(4层)6006009.604.254.3913707.071359.75Z10(4层)6006009.604.254.396326.34Z11(4层)6006009.604.254.394217.56Z12(4层)6006009.604.254.392108.78 表10 框架梁端弯矩、剪力及柱轴力计算结果层号边柱处(A轴)边柱处(C轴)中柱处(B轴)梁跨度剪力柱轴力NAB跨BC跨AB跨BC跨VAB=-VBAVBC=VCBA柱C柱B柱4 115.170.6115.1 115.1128.785.8128.7 128.7165.3 135.2165.38.110 73.87 91.437.806.30 24.2 34.924.23 34.9 10.73 174.8143.0245.4 245.4201.8165.1287.6 287.6282.9 231.5418.18.110 186.85 231.257.806.30 55.4 82.479.64 117.3 37.62 224.5180.0367.5 367.5256.8210.1421.9 421.9360.0 294.5591.58.110 264.34 327.167.806.30 81118.9160.65 236.2 75.51 187.1436.5367.1 367.1233.0432.7443.1 443.1327.5 471.3622.08.110 277.97 344.037.806.30 82.7 124.9243.35 361.1 117.7ucMrbkCMucMCMrbMtcMucMrbMtcMCMtcMlbMrbMlbk表11 楼(屋)面均布荷载传给梁的线荷载板板短边 板长边 恒载标 活载标qeq梯形分布(恒载)qeq梯形分布(活载)qeq三角形qeq三角形KJL-6的线荷载KJL-6的均布恒载KJL-6的均布活载其它梁上的均布荷载编跨度 跨度准值qk准值pk分布(恒载)分布(活载)梁恒载活载梁重墙重荷载标准值荷载标准值梁编号梁跨恒载活载号2a(m)2b(m)kN/m2 kN/m25aq/85aq/8跨KN/mKN/mKN/mKN/mKN/mKN/m1层楼面板B3a板 3.66.34.226.503.104.732.25BC 12.175.806.830.0019.005.80KJC-572004.732.25楼 B3b板36.34.225.672.703.941.88KJC-660003.941.88B2a板 2.33.64.224.001.913.021.441/AB 6.042.886.830.0012.872.88CL1-5108008.734.16B2b板 2.334.223.681.753.021.44CL1-660007.623.63B1a板 3.65.54.226.212.964.732.25A1/A 11.705.576.8311.5030.035.57KJA-4108004.732.25B1b板35.54.225.492.613.941.88KJA-560003.941.882至3层楼面板B3a板 3.66.34.226.503.104.732.25BC 12.175.806.8311.5030.505.80KJC-572004.732.25B3b板36.34.225.672.703.941.88KJC-660003.941.88B2a板 2.33.64.224.001.913.021.441/AB 6.042.886.830.0012.872.88CL1-5108008.734.16B2b板 2.334.223.681.753.021.44CL1-660007.623.63B1a板 3.65.54.226.212.964.732.25A1/A 11.705.576.8311.5030.035.57KJA-4108004.732.25B1b板35.54.225.492.613.941.88KJA-560003.941.88屋面板B3a板 3.66.35.210.58.070.775.860.56BC 15.101.456.830.0021.931.45KJC-572005.860.56B3b板36.35.210.57.030.684.880.47KJC-660004.880.47B2a板 2.33.65.210.54.960.483.740.361/AB 7.490.726.830.0014.320.72CL1-510800 10.831.04B2b板 2.335.210.54.570.443.740.36CL1-660009.450.91B1a板 3.65.55.210.57.700.745.860.56A1/A 14.511.396.830.0021.341.39KJA-4108005.860.56B1b板35.55.210.56.810.654.880.47KJA-560004.880.47aqbaba+-322221aqbaba+-322221表12 轴线上KJL-6的均布荷载、集中荷载分布(恒载)层号KJL-6上均布荷载KJL-6上集中荷载纵梁传来作用柱顶标准值(kN/m)标准值(kN)集中荷载标准值(kN)A1/A跨 1/AB跨BC跨1/A轴线上柱A柱B柱C4层21.9314.3215.87183.84188.492.16106.273层30.0312.8723.84264.67282.53191.48188.782层30.0312.8723.84244.85257.83191.48188.781层18.5312.8718.53244.85257.83191.48188.78表13 轴线上KJL-6的均布荷载、集中荷载分布(活载)层号KJL-6上均布荷载KJL-6上集中荷载纵梁传来作用柱顶标准值(kN/m)标准值(kN)集中荷载标准值(kN)A1/A跨1/AB跨BC跨1/A轴线上柱A柱B柱C6层1.110.580.6914.1112.787.166.883层5.572.882.6370.6263.3935.7434.432层5.572.882.6370.6263.3935.7434.431层5.572.882.6370.6263.3935.7434.43层号支座弯矩弯矩M恒M活ME1.2M恒1.4M活名称(KN.m) (KN.m) (KN.m)(KN.m)6层MABMBAMBCMCBi表14 调幅后的框架梁上的弯矩值层号弯矩跨中弯矩跨间最大弯矩梁跨满布活载时跨中弯矩调整满布活载时跨间弯矩调整支座弯矩调幅支座弯矩调幅对跨中弯矩调整支座弯矩调幅对跨间弯矩调整M恒M活M恒M活M恒M活M恒=1.1M恒M活=1.1M活M恒=1.1M恒M活=1.1M活M恒=0.8M恒M活=0.8M活M恒M活M恒M活名称(KN.m) (KN.m) (KN.m)(KN.m) (KN.m) (KN.m)(KN.m)(KN.m)(KN.m)(KN.m)(KN.m)(KN.m)(KN.m) (KN.m)(KN.m) (KN.m)4层ABMAB-161.91-49.96162.1338.38204.1855.58AB178.3442.22224.6061.14-129.53-39.97170.7940.42217.0459.34MBA-237.47-67.95-189.98-54.36BCMBC-113.57-23.5568.5525.6364.3533.66BC75.4128.1970.7937.03-90.86-18.8489.8629.8285.2438.66MCB30.96-7.2524.77-5.803层ABMAB270.98-111.85162.3739.14205.1255.76AB178.6143.05225.6361.34216.78-89.48116.4640.60163.4958.88MBA-350.47-136.41-280.38-109.13BCMBC-127.62-47.566.9325.5663.3533.42BC73.6228.1269.6936.76-102.10-38.0080.4730.6376.5339.27MCB-59.17-22.38-47.34-17.902层ABMAB-255.97-111.83160.7138.87203.8255.53AB176.7842.76224.2061.08-204.78-89.46169.1440.03216.5658.36MBA-332.42-139.11-265.94-111.29BCMBC-118.32-47.6767.6925.5865.0533.72BC74.4628.1471.5637.09-94.66-38.1482.2135.1579.3044.11MCB-40.826922.48-32.6617.981层ABMAB-192.49-100.03170.3539.85209.0555.8AB187.3943.84229.9661.38-153.99-80.02237.7439.64280.3157.18MBA311.06-142248.85-113.60BCMBC-245.73-60.6564.9225.5457.5433.214BC71.4128.0963.2936.54-196.58-48.5292.2332.6484.1141.08MCB-37.53-15.16-30.02-12.13表15 框架横梁内力组合表截面部位恒载标准值活载标准值地震荷载1.2(+0.5)1.3弯矩组合剪力组合最大弯矩 最大剪力控制值调整梁端剪力调整梁端剪力竖向荷载内力组合竖向荷载内力与地震作用内力组合竖向荷载内力组合竖向荷载内力与地震作用内力组合M| V|MVMVMVMM1.2+1.41.2 ( +) +1.3RE1.2 ( + ) -1.3RE1.2+1.41.2(+)+1.3RE1.2 ( +)-1.3RE|Mmax|Vmax(KN.m)(KN.m)4支座A-74.7884.65-10.917.57-148.9-32.04-96.282-193.57-105.01-217.3972.97112.1848.35110.83217.39112.18178.13105.85185.82201.11B左223.26-196.2215.51-13.98-101.0432.04277.218-131.352289.63109.40306.43-255.04-151.65-214.13306.43-255.04217.17251.77B右-178.68153.46-11.6510.86-125.06-46.6-221.406-162.578-230.73-287.99-44.12199.3697.57188.44287.99199.36218.22195.42233.59260.62C29.16-53.524.4-5-168.546.637.632-219.0541.15-136.06192.51-71.22-4.98-95.85192.51-95.85158.9690.25跨中AB176.1711.51227.52175.38128.72233.84233.84BC101.27.86132.4463.75106.10141.47141.47跨间AB205.1215.66268.07157.75211.00281.33281.33BC108.479.42143.35122.6869.62163.57163.573支座A-152.54135.76-48.8936.57-418.8-100.6-212.382-544.44-251.49-567.62249.04214.1140.56236.73567.62236.73484.77225.81327.39373.10B左284.35-250.5680.56-71.31-366.24100.6389.556-476.112454.00-64.92649.25-400.51-159.51-355.68649.25-400.51509.07397.36B右-185.85158.65-56.0352.03-453.26-152.4-256.638-589.238-301.46-634.41249.45263.2217.61314.79634.41314.79524.23307.09308.16353.36C53.55-76.9324.49-25.6-506.9152.478.954-658.9798.55-435.01553.44-128.1667.83-229.35553.44-229.35473.17219.13跨中AB233.2259.24362.80245.79194.54362.80362.80BC103.5538.18177.7177.06129.35177.71177.71跨间AB280.2477.52444.82141.64404.21538.95538.95BC99.6146.83185.09238.95-20.81318.60318.602支座A-154.58135.99-49.236.6-520.1-121-215.016-676.13-254.38-668.36345.84214.4320.89256.84668.36256.84578.47245.92337.86374.27B左284.98-250.3480.69-71.28-424.02121390.39-551.226454.94-120.63706.21-400.20-139.41-375.36706.21-400.20566.14397.06B右-183.01157.77-55.3551.77-524.78-180.8-252.822-682.214-297.10-701.28322.04261.80-10.99341.57701.28341.57581.73333.87298.55351.58C55.18-77.8225.06-25.86-614.5180.881.252-798.85101.30-538.20660.08-129.5994.61-257.96660.08-257.96569.80247.74跨中AB231.7358.99360.66265.70172.03360.66360.66BC104.2338.19178.5460.05147.52196.69196.69跨间AB279.1577.32443.23130.04413.78551.70551.70BC101.3347.14187.59251.81-30.99335.74335.741支座A-138.25133.23-47.0236.15-543.6-126.2-194.112-706.68-231.73-675.59384.43210.4913.13259.22675.59259.22584.86248.31332.05365.66B左285.86-25381.3-71.73-441.02126.2391.812-573.326456.85-136.14723.85-404.02-136.93-383.02723.85-404.02582.44400.88B右-196.58162.26-56.552.21-545.8-192.7-269.796-709.54-315.00-734.50329.81267.81-18.35357.41734.50357.41609.41349.71298.33358.83C46.04-73.3124.06-25.43-668192.769.684-868.488.93-599.04703.56-123.57110.46-265.31703.56-265.31610.70255.09跨中AB240.459.87372.30276.18176.17372.30372.30BC101.7438.16175.5142.17161.32215.09215.09跨间AB282.9777.42447.95128.99422.58563.44563.44BC93.6246.61177.60242.48-32.86323.31323.31注:1、跨中、跨间弯矩取K、L、M列中的最大值。如第一层,取306.43 、307.13 、107.63 、340.29 、71.02 、369.21中的最大值GbnrblbvbbVlMMV+=/ )(hGbnrblbvbbVlMMV+=/ )(h表16 框架A柱内力组合表层数截面内力竖向荷载内力 地 震 荷 载内力组合内力组合取值轴压比节点处梁柱弯矩设计值调整恒载活载竖向荷载内力组合竖向荷载内力与地震作用内力组合端弯矩和1.2+1.41.2(+0.5)+1.31.2(+0.5)-1.3MmaxNmaxNmin及相应的M及相应的N及相应的M4柱顶M93.4813.64148.90131.27313.93-73.21313.93-73.21N273.0520.3532.04356.15381.52298.22381.520.04柱底M77.4723.0449.60125.22171.2742.31125.22171.27N327.4474.74-32.04497.56396.12479.42396.120.04V-40.70-8.7347.26-61.067.36-115.520.003柱顶M94.0630.41266.50155.45477.57-215.33155.45-215.33709.53851.43N 1443.37320.64100.602180.942055.211793.652055.210.22柱底M91.9828.97218.10150.93411.29-155.77150.93411.29N 1488.70365.97-100.602298.801875.242136.801875.240.20V-53.16-16.97138.46-87.55106.02-253.970.002柱顶M101.2432.54302.00167.04533.61-251.59167.04-251.59835.451002.54N 1837.19420.62121.002793.502614.302299.702614.300.28柱底M115.3139.75242.20194.02477.08-152.64194.02477.08N 1882.52465.95-121.002911.352381.292695.892381.290.25V-61.87-20.65155.49-103.15115.50-288.770.001柱顶M57.5019.02301.4095.63472.23-311.4195.63-311.41844.491013.385N 2228.25520.16126.203402.123150.062821.943150.060.34柱底M28.4111.61703.3050.35955.35-873.2350.35955.35N 2294.95586.86-126.203575.542842.003270.122842.000.30V-16.68-5.95195.09-28.35230.03-277.200.00nbctc vc cH M M V/) (+ =hbhfNc=w=bccMMh75. 0bM表17 框架B柱内力组合表222层数截面内力 竖向荷载内力地震荷载内力组合内力组合取值轴压比节点处梁柱弯矩设计值调整恒载活载竖 向 荷 载 内力组合竖向荷载内力与地震作用内力组合端弯矩和1.2+1.41.2(+0.5)+1.31.2(+0.5)-1.3MmaxNmaxNmin及相应的M及相应的N及相应的M4柱顶 M-51.72-4.835 226.10-68.83228.97-358.90-68.83-358.90N441.8532.00 14.60575.02568.40530.44568.400.06柱底 M-59.14-14.01 127.20-90.5885.99-244.73-90.5885.99N496.2486.39 -14.60716.43628.34666.30628.340.07V-35.07-8.43 210.03-53.89225.90-320.18#REF!3柱顶 M-61.33-15.45 488.70-95.23552.44-718.18-95.23-718.181123.381348.05N2159.61515.66 51.803313.462968.272833.592968.270.32柱底 M-59.87-14.35 399.90-91.93439.42-600.32-91.93439.42N2204.94560.99 -51.803431.312915.183049.862915.180.31V-34.63-8.52 253.89-53.48283.39-376.730.002柱顶 M-67.59-17.32 548.90-105.36622.07-805.07-105.36-805.071285.311542.375N2739.79674.45 59.804231.983770.163614.683770.160.40柱底 M-74.03-19.19 449.10-115.70483.48-684.18-115.70483.48N2785.12719.78 -59.804349.843696.273851.753696.270.39V-40.46-10.43 285.14-63.15315.87-425.490.001柱顶 M-37.58-11.81 537.70-61.63646.83-751.19-61.63-751.191317.081580.49N3327.24834.12 66.405160.464579.484406.844579.480.49柱底 M-19.13-3.8 773.70-28.28980.57-1031.05-28.28980.57N3393.94900.82 -66.405333.884526.904699.544526.900.48V-11.01-3.03 254.64-17.45316.00-346.060.00bhfNc=w=bccMMh7 5. 0bMnbctc vc cH M M V/) (+ =h表18 框架C柱内力组合表222层数截面内力竖向荷载内力地震荷载内力组合内力组合取值轴压比节点处梁柱弯矩设计值调整恒载活载竖向荷载内力组合竖向荷载内力与地震作用内力组合端弯矩和1.2+1.4 1.2(+0.5)+1.31.2(+0.5)-1.3MmaxNmaxNmin及 相 应的M及相应的N及相应的M4柱顶M-36.45-5.5 168.50-51.44172.01-266.09172.01-266.09N 159.7911.87 46.60208.37259.45138.29259.450.03柱底M-23.64 -12.34 65.50-45.6449.38-120.92-120.9249.38N 214.1866.26 -46.60349.78236.19357.35236.190.03V14.314.25 55.7123.1292.15-52.700.003柱顶M-32.5 -15.26 316.50-60.36363.29-459.61363.29-459.61691.80830.16N 882.93191.75 152.401327.971372.69976.451372.690.15柱底M-32.35 -14.31 259.00-58.85289.29-384.11-384.11289.29N 928.26237.08 -152.401445.821058.041454.281058.040.11V18.538.45 164.4334.07241.07-186.450.002柱顶M-36.62 -17.11 355.50-67.90407.94-516.36407.94-516.36825.10990.12N 1130.12 252.05 180.801709.011742.411272.331742.410.19柱底M-38.31 -18.66 290.90-72.10321.00-435.34-72.10321.00N 1175.45 297.38 -180.801826.871353.931824.011353.930.14V21.4110.22 184.6940.00271.92-208.270.001柱顶M-19.24 -11.42 377.10-39.08460.29-520.17460.29-520.17879.451055.34N 1372.81 311.90 192.702084.032585.021584.002585.020.28柱底M-9.96-3.61 700.30-17.01896.27-924.51-17.01896.27N 1439.51 378.60 -192.702257.452455.082205.082455.080.26V5.672.92 209.2010.89280.52-263.400.00nbctc vc cH M M V/) (+ =hbhfNc=w=bccMMh75. 0bM表表2 2 墙墙体体自自重重计计算算列列表表墙体墙厚墙高墙体每延米高墙总量墙长L每片总重th容重(t40)h重量(mm)(mm)kN/m墙容重/106(kN/m)(m)kNkN女儿墙1171100152.59124.6322.71322.71一层外围墙24042001517.64108.5 1913.941913.94一层隔墙18042001513.86136.3 1889.121889.121 1层层墙墙体体小小计计3803.06二层外围墙24035001514.7108.5 1594.951594.95二层隔墙18035001511.5137.3 1432.901432.902 2层层墙墙体体小小计计3027.85三层外围墙24035001514.7108.5 1594.951594.95三层隔墙18035001511.5141.6 1628.401628.403 3层层墙墙体体小小计计3223.35四层外围墙24042001517.64108.5 1913.941913.94四层隔墙18042001513.86204.5 2834.372834.374 4层层墙墙体体小小计计4748.31层数孔洞 墙重墙重门窗重量墙重(加门窗重量)重量 不扣洞扣洞kNkNkNkNkN1层681.72 3803.063121.3456.783 31 17 78 8. .1 12 22层439.32 3027.852588.5360.142 26 64 48 8. .6 67 73层439.32 3223.352784.0356.192 28 84 40 0. .2 22 24层439.32 4748.314308.9956.614 43 36 65 5. .6 60 0 门门窗窗表表备注类别设计编号名称洞口尺寸数量门、窗重度重量( kN)宽高1层 2层 3层 4层 5层 6层 kN/m21层2层3层4层5层6层门M1塑钢推拉门840035001000000.25.880.000.000.000.000.00M2塑钢推拉门180035006000000.21.260.000.000.000.000.00M3塑钢平开门120021001000000.20.500.000.000.000.000.00M3a塑钢平开门180035001000000.21.260.000.000.000.000.00M4塑钢平开门180035001000000.21.260.000.000.000.000.00M5塑钢双向弹簧门150021001111110.20.630.630.630.630.630.63M6塑钢平开门220035001000000.21.540.000.000.000.000.00M7防盗门150035001000000.21.050.000.000.000.000.00M8实木门10002100101515151570.24.206.306.306.306.302.94M9乙级防火门100021001000000.20.420.000.000.000.000.00M10实木弹簧门80021000222220.20.000.670.670.670.670.67M11实木弹簧门100021000444440.20.001.681.681.681.681.68M12防盗门100021000001000.20.000.000.000.420.000.00M13实木门150021000000010.20.000.000.000.000.000.63窗C1塑钢推拉窗18002600170000270.4535.800.000.000.000.0056.86C2塑钢推拉窗120018002222210.451.941.941.941.941.940.97C3塑钢推拉窗120019001111100.451.031.031.031.031.030.00C4塑钢推拉窗840024000100000.450.009.070.000.000.000.00C5塑钢推拉窗300019000022200.450.000.005.135.135.130.00C6塑钢推拉窗360019000999900.450.0027.7027.7027.7027.700.00C7塑钢推拉窗480019000111100.450.004.104.104.104.100.00C8塑钢推拉窗120019000666600.450.006.166.166.166.160.00C9塑钢推拉窗240026000000030.450.000.000.000.000.008.42C10塑钢推拉窗90010500222200.450.000.850.850.850.850.00C11塑钢平开窗75026000000090.450.000.000.000.000.007.90小计56.7860.1456.1956.6156.1980.71表表3 3 墙墙体体自自重重计计算算列列表表墙体墙厚墙高墙体每延米高墙总量墙长L每片墙片th容重(t40)h重量数n(mm)(mm)kN/m墙容重/106(kN/m)(m)女儿墙1171100254.3175129.43558.811底层横墙24042001922.344102.97 2300.761底层纵墙24042001922.344168.7 3769.4311 1层层墙墙体体小小计计2层横墙24035001918.62103.641929.7812层纵墙24035001918.62181.93386.9812 2层层墙墙体体小小计计3层横墙24035001918.62103.641929.7813层纵墙24035001918.62181.93386.9813 3层层墙墙体体小小计计4层横墙24035001918.62103.641929.7814层纵墙24035001918.62181.93386.9814 4层层墙墙体体小小计计5层横墙24035001918.62103.641929.7815层纵墙24035001918.62181.93386.9815 5层层墙墙体体小小计计6层横墙24042001922.34491.052034.4216层纵墙24042001922.344122.72741.6116 6层层墙墙体体小小计计(不不算算女女儿儿墙墙)6 6层层墙墙体体小小计计(算算女女儿儿墙墙)层数孔
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