【《永州市Y中学教学楼设计》19000字（论文）】

表4.38轴线处的内力计算层次截面位置内力荷载的类型左风右风左震右震六AB跨轴线处内力左端M-102.99-108.26-23.317.13-7.1322.64-22.64V111.36115.1525.32-1.221.22-3.863.86跨中M117.48120.1126.762.39-2.397.60-7.60V右端M-108.09-111.51-24.79-2.352.35-7.457.45V-112.89-116.12-25.77-1.221.22-3.863.86上部均布荷载q28.7529.656.55‐‐‐‐梁支座边缘处内力左端M-69.58-73.72-15.716.76-6.7621.48-21.48V102.74106.2623.36-1.221.22-3.863.86跨中M117.48120.1126.762.39-2.397.60-7.60V‐‐‐‐‐‐‐右端M-74.22-76.67-17.06-1.981.98-6.296.29V-104.27-107.23-23.81-1.221.22-3.863.86

续表4.38层次截面位置内力荷载的类型左风右风左震右震六BC跨轴线处内力左端M-39.31-39.89-9.032.24-2.247.16-7.16V40.8142.129.25-1.151.15-3.673.67跨中M-6.46-5.86-1.340.000.000.000.00V‐‐‐‐‐‐‐右端M-39.31-39.89-9.03-2.242.24-7.167.16V-40.81-42.12-9.25-1.151.15-3.673.67上部均布荷载q20.9321.604.88‐‐‐‐梁支座边缘处内力左端M-27.07-27.25-6.261.90-1.906.06-6.06V34.5335.647.79-1.151.15-3.673.67跨中M-6.46-5.86-1.340.000.000.000.00V‐‐‐‐‐‐‐右端M-27.07-27.25-6.26-1.901.90-6.066.06V-34.53-35.64-7.79-1.151.15-3.673.67

续表4.38层次截面位置内力荷载的类型左风右风左震右震一AB跨轴线处内力左端M-125.83-137.05-32.3266.88-66.88133.17-133.17V123.80139.5233.33-12.0912.09-24.1024.10跨中M121.67140.2233.5540.38-40.3839.18-39.18V‐‐‐‐‐‐‐右端M-119.53-138.24-34.48-33.0033.00-68.7068.70V-121.90-139.88-33.98-11.0211.02-22.8822.88上部均布荷载q31.5035.828.63‐‐‐‐梁支座边缘处内力左端M-88.69-95.19-22.3263.25-63.25125.94-125.94V114.35128.7730.74-12.0912.09-24.1024.10跨中M121.67140.2233.5540.38-40.3839.18-39.18V‐‐‐‐‐‐‐右端M-82.96-96.28-24.29-29.6929.69-61.8461.84V-112.45-129.13-31.39-11.0211.02-22.8822.88

续表4.38层次截面位置内力荷载的类型左风右风左震右震一BC跨轴线处内力左端M-28.65-32.10-12.4626.17-26.1752.67-52.67V27.4629.5816.63-13.4213.42-27.0127.01跨中M-6.93-8.931.56-35.6735.670.000.00V‐‐‐‐‐‐‐右端M-28.65-32.10-12.46-26.1726.17-52.6752.67V-27.46-29.58-16.63-13.4213.42-27.0127.01上部均布荷载q14.0815.178.53‐‐‐‐梁支座边缘处内力左端M-20.41-23.23-7.4722.14-22.1444.57-44.57V23.2425.0314.07-13.4213.42-27.0127.01跨中M-6.93-8.931.56-35.6735.670.000.00V‐‐‐‐‐‐‐右端M-20.41-23.23-7.47-22.1422.14-44.5744.57V-23.24-25.03-14.07-13.4213.42-27.0127.014.内力组合（1）荷载效应组合针对承载能力的极限状态研究，应根据荷载的基本组合荷载情况和偶然组合荷载情况得出荷载内力组合效应的设计值，可以直接采用的计算表达式来予以设计，式中字母含义见下表。名称含义结构重要性系数荷载组合的效应设计值，应从内力组合的最不利的效应设计值确定结构构件承载力的设计值1）在考虑框架的抗震设计时，通常要把握下列几种基本组合：重力荷载代表值效应与水平地震作用效应的组合：在结构构件的地震作用效应和其他荷载效应的基本组合中，高耸建筑是以风荷载起主要控制作用，因此应考虑风荷载的情况外，除此以外，如抗震设防烈度为九度时的高层建筑，大跨度结构和水平长悬臂构件，规则的平型架网架屋盖跨度大于24m的屋架、屋盖横梁及托架都需要计算竖向地震作用。通常来说，结构只需研究重力荷载代表值效应与水平地震作用效应的组合，其表达式为：，式中字母含义见下表。名称含义S结构构件内力组合的设计值，包括组合的弯矩，轴力和剪力设计值重力荷载分项系数，一般情况用1.2，当重力荷载效应对构件承载能力有利时，不应大于1.0水平地震作用分项系数，取1.3重力荷载代表值的效应水平地震作用标准值的效应，应乘以相应的增大系数或调整系数2）框架非抗震设计时，一般应考虑以下的基本组合情况：由永久荷载效应所控制的内力组合:由可变荷载效应所控制的内力组合:，式中字母含义见下表。名称含义S结构构件内力组合的设计值，包括组合的弯矩，轴力和剪力设计值恒载标准值构件计算截面上产生的内力标准值按底i个可变荷载标准值计算的内力标准值第i个可变荷载的组合系数：对于一般民用建筑，其楼面活载的组合值系数取0.7，对于风荷载组合值系数取0.6第i个可变荷载分项系数，一般取1.4永久分项系数，对由可变荷载效应控制的组合，应取1.2，对永久荷载效应控制的组合，应取1.35，当其恒载效应对结构有利时，一般取1.0（2）控制截面组合时一般是针对受力较大构件的最不利截面进行，对于梁而言，左右梁端及跨中为最不利截面；对于柱而言，柱顶和柱底为最不利截面，本结构应考虑抗震设防。梁柱内力组合见表4.39-4.40。表4.39框架梁内力组合表层号截面内力SGkSGESQkSW左SW右SE左SE右1.2SGk+1.4×0.7SQk+1.4Swk1.2SGk+1.4SQk+1.4×0.6Swk1.35SGk+1.4×0.7SQk1.2SGE+1.3SEkMmax对V-Mmax对VVmax对M左风右风左风右风左震右震6AB左M-69.58-73.72-15.716.76-6.7621.48-21.48-89.43-108.36-99.81-111.17-109.33-60.54-116.39-116.39-109.33V102.74106.2623.36-1.221.22-3.863.86144.47147.89154.97157.02161.59122.49132.53132.53161.59AB中M117.48120.1126.762.39-2.397.60-7.60170.55163.85180.45176.43184.82154.01134.25184.82AB右M-74.22-76.67-17.06-1.981.98-6.296.29-108.55-103.01-114.61-111.28-116.92-100.18-83.83-116.92-116.92V-104.27-107.23-23.81-1.221.22-3.863.86-150.17-146.75-159.48-157.43-164.10-133.69-123.66-164.10-164.10BC左M-27.07-27.25-6.261.90-1.906.06-6.06-35.96-41.28-39.65-42.84-42.68-24.82-40.58-42.84-42.84V34.5335.647.79-1.151.15-3.673.6747.4650.6851.3853.3154.2538.0047.5454.2554.25BC中M-6.46-5.86-1.340.000.000.000.00-9.07-9.07-9.63-9.63-10.03-7.03-7.03-10.03BC右M-27.07-27.25-6.26-1.901.90-6.066.06-41.28-35.96-42.84-39.65-42.68-40.58-24.82-42.84-42.84V-34.53-35.64-7.79-1.151.15-3.673.67-50.68-47.46-53.31-51.38-54.25-47.54-38.00-54.25-54.251AB左M-88.69-95.19-22.3263.25-63.25125.94-125.94-39.75-216.85-84.55-190.81-141.6149.49-277.95-277.95-277.95V114.35128.7730.74-12.0912.09-24.1024.10150.42184.27170.10190.41184.50123.19185.85190.41190.41AB中M121.67140.2233.5540.38-40.3839.18-39.18235.42122.35226.89159.05197.13219.20117.33235.42AB右M-82.96-96.28-24.29-29.6929.69-61.8461.84-164.92-81.79-158.50-108.62-135.80-195.93-35.14-195.93-195.93V-112.45-129.13-31.39-11.0211.02-22.8822.88-181.13-150.27-188.14-169.63-182.57-184.70-125.21-188.14-188.14BC左M-20.41-23.23-7.4722.14-22.1444.57-44.57-0.82-62.81-16.35-53.55-34.8730.07-85.82-85.82-85.82V23.2425.0314.07-13.4213.42-27.0127.0122.8960.4636.3158.8645.16-5.0865.1565.1565.15BC中M-6.93-8.931.56-35.6735.670.000.00-56.7343.15-36.0923.83-7.83-10.72-10.72-56.73BC右M-20.41-23.23-7.47-22.1422.14-44.5744.57-62.81-0.82-53.55-16.35-34.87-85.8230.07-85.82-85.82V-23.24-25.03-14.07-13.4213.42-27.0127.01-60.46-22.89-58.86-36.31-45.16-65.155.08-65.15-65.15表4.40框架柱内力组合表柱类型层号截面内力SGkSGESQkSW左SW右SE左SE右1.2SGk+1.4×0.7SQk+1.4Swk1.2SGk+1.4SQk+1.4×0.6Swk1.2SGk+1.4SQk+1.4×0.6Swk1.0SGk+1.4SQk+1.4×0.6Swk1.35SGk+1.4×0.7SQk1.2SGE+1.3SEkNmax对M、VNmin对M、VMmax对N、VVmax对M、N左风右风左风右风左风右风左风右风左震右震A柱6柱顶M82.0887.4221.167.13-7.1322.64-22.64129.21109.25112.8092.83134.11122.13117.69105.71131.54134.3475.47131.54112.80134.11134.34V38.9544.5810.842.71-2.718.61-8.6161.1653.5753.3745.7864.1959.6456.4051.8563.2164.6942.3063.2153.3764.1964.69N372.02381.5467.07-1.221.22-3.863.86510.44513.86436.04439.46539.30541.35464.89466.94567.96452.83462.87567.96436.04539.30452.83柱底M-58.15-73.08-17.88-2.632.63-8.358.35-90.98-83.62-79.35-71.99-97.02-92.60-85.39-80.97-96.02-98.55-76.84-96.02-79.35-98.55-97.02V38.9544.5810.842.71-2.718.61-8.6161.1653.5753.3745.7864.1959.6456.4051.8563.2164.6942.3063.2153.3764.6964.19N405.64415.1660.07-1.221.22-3.863.86543.93547.34462.80466.22569.84571.89488.71490.76606.48493.17503.21606.48462.80493.17569.841柱顶M31.8444.7910.9935.80-35.8066.25-66.2599.10-1.1492.73-7.5183.6723.5277.3017.1553.75139.87-32.3853.7592.73139.87139.87V9.5513.443.3019.35-19.3535.81-35.8141.78-12.4039.87-14.3132.33-0.1730.42-2.0816.1362.68-30.4316.1339.8762.6862.68N2193.802397.47463.21-41.3341.33-103.02103.023028.643144.372589.882705.613246.343315.772807.582877.013415.582743.043010.893415.582589.882743.042743.04柱底M-15.92-22.39-5.50-60.9660.96-112.79112.79-109.8460.85-106.6564.03-78.0124.40-74.8327.59-26.88-173.50119.76-26.88-106.65-173.50-173.50V9.5513.443.3019.35-19.3535.81-35.8141.78-12.4039.87-14.3132.33-0.1730.42-2.0816.1362.68-30.4316.1339.8762.6862.68N2240.502444.17463.21-41.3341.33-103.02103.023084.683200.412636.582752.313302.383371.812854.282923.713478.622799.083066.933478.622636.582799.082799.08续表4.40柱类型层号截面内力SGkSGESQkSW左SW右SE左SE右1.2SGk+1.4*0.7SQk+1.4Swk1.0SGk+1.4*0.7SQk+1.4Swk1.2SGk+1.4SQk+1.4*0.6Swk1.0SGk+1.4SQk+1.4*0.6Swk1.35SGk+1.4*0.7SQk1.2SGE+1.3SEkNmax对M、VNmin对M、VMmax对N、VVmax对M、N左风右风左风右风左风右风左风右风左震右震B柱6柱顶M-80.91-84.26-18.554.60-4.6014.61-14.61-108.83-121.71-92.65-105.53-119.20-126.93-103.02-110.74-127.41-82.12-120.11-127.41-82.12-127.41-127.41V-40.59-43.63-9.442.00-2.006.35-6.35-55.16-60.76-47.04-52.64-60.24-63.60-52.13-55.49-64.05-44.10-60.61-64.05-44.10-64.05-64.05N392.41406.05101.47-0.070.07-0.190.19570.23570.43491.75491.95612.89613.01534.41534.53629.19487.01487.51629.19487.01629.19629.19柱底M65.2272.2915.42-2.602.60-8.258.2589.7497.0276.6983.9797.67102.0484.6288.99103.1676.0297.47103.1676.69103.16102.04V-40.59-43.63-944.002.00-2.006.35-6.35-971.03-976.63-962.91-968.51-1368.63-1371.99-1360.51-1363.87-979.92-44.10-60.61-979.92-962.91-979.92-1371.99N426.03439.67101.47-0.070.07-0.190.19610.58610.77525.37525.57653.24653.35568.03568.15674.58527.36527.85674.58525.37674.58653.351柱顶M-37.24-43.56-9.0526.38-26.3848.86-48.86-16.63-90.49-9.18-83.04-35.20-79.52-27.75-72.07-59.1411.25-115.79-59.1411.25-115.79-115.79V-11.17-13.07-2.7114.27-14.2726.41-26.413.92-36.046.15-33.80-5.21-29.18-2.98-26.95-17.7418.65-50.02-17.7418.65-50.02-50.02N2739.122923.61796.79-3.573.57-9.649.644062.804072.803514.983524.974399.454405.453851.633857.624478.673495.803520.864478.673495.803520.863520.86柱底M18.6221.784.52-44.9644.96-83.1983.19-36.1789.72-39.8985.99-9.0966.44-12.8262.7129.57-82.01134.2829.57-82.01134.28134.28V-11.17-13.07-2.7114.27-14.2726.41-26.413.92-36.046.15-33.80-5.21-29.18-2.98-26.95-17.7418.65-50.02-17.7418.65-50.02-50.02N2785.822970.31796.79-3.573.57-9.649.644118.844128.843561.683571.674455.494461.493898.333904.324541.713551.843576.904541.713551.843576.903576.904.3构件截面设计4.3.1梁截面设计把一层梁AB作为研究对象进行计算，剩余的各个梁则用表格进行计算，具体过程详见截面设计表4.41-4.42。由于本设计抗震烈度6度且框架高度为22.5m＜24m，则本设计为三级抗震，不考虑“强剪弱弯”的抗震设计1.选取最不利内力的组合（1）梁设计内力的选择根据弯矩M与剪力V进行梁的截面设计，也就是说，依据弯矩M选择纵向配筋，依据剪力V配置箍筋。所以弯矩与剪力不需取同一组工况的内力。分别取最大值为设计内力即可。左端：跨中：右端：对于抗震构件，梁端弯矩应乘以抗震调整系数查《抗规》表5.4.2，对于混凝土受弯梁取0.75。关于框架结构的现浇楼面，纵筋数量由梁的支座处负弯矩按矩形截面计算结果决定，纵筋数量由跨中弯矩按T形截面计算结果决定；梁的设计参数混凝土纵筋箍筋纵筋保护层厚度C35,(ft=1.57N/mm2;fc=16.7N/mm2;ftk=2.20N/mm2)HRB400(fy=360N/mm2)HRB335(fy=300N/mm2)a=as=35mm3．正截面受弯承载力计算（1）1层AB梁A支座梁截面尺寸为350mm×700mm；按矩形截面计算。设计内力：；有地震作用组合时，承载力抗震调整：，三级抗震时：实配钢筋为418（As=1017mm2）。（2）1层AB梁B支座梁截面尺寸为350mm×700mm；按矩形截面计算。设计内力：；有地震作用组合时，承载力抗震调整为：三级抗震时，实配钢筋为416（As=804mm2）。（3）跨中截面（跨中截面按T形截面计算）设计内力：；有地震作用组合时，承载力抗震调整为：以T形截面设计确定翼缘的计算宽度，按照《混凝土结构设计规范》表5.2.4的规定，我们知道，T形截面梁的翼缘计算宽度计算式如下：其中，，可不考虑，所以，T形截面类型判断：=2670.33kN·m＞119.34kN·m故属于第一类T形截面。钢筋面积计算实配钢筋：416（As=804mm2）4．斜截面计算（1）1层AB跨梁A支座：，故满足要求。是否构造配箍：故按构造配箍：双肢箍8@100，非加密区8@2005．裂缝宽度验算取一层AB跨梁验算（1）梁跨中取裂缝截面钢筋应力：有效受拉混凝土截面面积：有效配筋率：钢筋应变不均匀系数：大于0.2所以，取0.4受拉钢筋纵向等效直径：构件受力特征系数：正截面最大裂缝宽度：，满足要求。（2）梁A支座取裂缝截面钢筋应力：有效受拉混凝土截面面积：有效配筋率：钢筋应变不均匀系数：小于0.2所以，取0.2受拉钢筋纵向等效直径：正截面最大裂缝宽度：，满足要求。（3）梁B支座取裂缝截面钢筋应力：有效受拉混凝土截面面积：有效配筋率：钢筋应变不均匀系数：所以，取0.2受拉钢筋纵向等效直径：正截面最大裂缝宽度：＜，满足要求。6.其他梁的配筋计算其他梁的正截面配筋见表4.41，其他梁的斜截面配筋见表4.42。表4.41框架梁正截面配筋计算表层号支座截面（按矩形截面计算）6计算公式梁AB梁BC截面左右左右-116.39-116.92-42.84-42.84-87.29-87.69-32.13-32.13350*665350*665350*665350*6650.0340.0340.0120.0120.0350.0350.0120.012367367130130612.50612.50612.50612.50实配钢筋/8048048048044164164164161-277.95-195.93-85.82-85.82-208.46-146.65-64.37-64.37350*665350*665350*665350*6650.0810.0570.0250.0250.0850.0590.0250.025874637270270612.50612.50612.50612.50实配钢筋/1017804804804418416416416续表4.41层号跨中截面（按T形截面计算）6计算公式梁AB梁BC184.82-10.03138.62-7.522600*6651300*6652670.331335.17T形截面类型判断第Ⅰ类第Ⅰ类0.0070.0010.0070.001202.1240.10612.50612.50实配钢筋/8048044164161235.42-56.73176.67-42.552600*6651300*6652670.331335.17T形截面类型判断第Ⅰ类第Ⅰ类0.0090.0040.0090.004721.86160.41612.50612.50实配钢筋/804804416416表4.42框架梁斜截面配筋计算表层次61计算公式梁AB梁BC梁AB梁BC左右左右左右左右132.53-132.5354.25-54.25190.41-190.4165.15-65.15112.65-112.6546.11-46.11161.85-161.8555.38-55.38350×665350×665350×665350×665350×665350×665350×665350×665971.73971.73971.73971.73971.73971.73971.73971.73截面尺寸要求大于V，满足大于V，满足大于V，满足大于V，满足大于V，满足大于V，满足大于V，满足大于V，满足255.79255.79255.79255.79255.79255.79255.79255.79是否构造配箍>V，是>V，是>V，是>V，是>V，是>V，是>V，是>V，是取双肢箍2828282828282828S小于250小于250小于250小于250小于250小于250小于250小于250实配箍筋非加密区28@20028@20028@20028@20028@20028@20028@20028@200加密区28@10028@10028@10028@10028@10028@10028@10028@1000.15％0.15％0.15％0.15％0.15％0.15％0.15％0.15％0.29％0.29％0.29％0.29％0.29％0.29％0.29％0.29％4.3.2柱截面设计根据已知条件知框架的抗震等级为三级。混凝土强度C35，钢筋强度：箍筋HRB335，主筋HRB400，现以底层A柱（600×600）作为典型计算，考虑到施工过程的操作简便，钢筋对称布置。，，1．柱正截面受压承载力计算（1）最不利内力选取从A轴柱的内力组合表中选取两组内力进行截面配筋计算：第一组：Mmax及其对应N，第二组为Nmax及其M第一组：第二组：另外，当三级抗震时，柱子下部截面组合的弯矩M应进行放大，乘以增大系数1.3。即：第一组第二组轴压比：，满足要求。有地震作用组合时，柱端弯矩应乘以抗震调整系数查《抗规》表5.4.2，对于正截面承载力计算时轴压比大于0.15的偏心受压柱取0.8。第一组承载力抗震调整为：第二组承载力抗震调整为：截面尺寸复核：取as=as'=40mm,因为：<4故：满足要求。1）第一组内力判断构件是否需要考虑附加弯矩：杆端弯矩比截面回转半径长细比轴压比所以，不需要考虑杆件附加弯矩的影响，取判别偏压的类型：采取对称配筋，即，由上述可知，满足对称配筋大偏心受压的条件。2）第二组内力判断构件是否需要考虑附加弯矩：杆端弯矩比截面回转半径长细比轴压比所以，不需要考虑杆件附加弯矩的影响，取判别偏压类型：采取对称配筋，综上述可知，满足对称配筋小偏心受压的条件。纵向受力钢筋采用HRB400，取最小配筋率钢筋用量， 每侧实配钢筋为418(As=As'=1017）（2）垂直于弯矩作用平面的受压承载力验算底层A柱：满足要求。2.斜截面配筋计算底层A柱：底层最不利内力组合：其中，柱子下端截面组合的弯矩应乘以增大系数，三级抗震增大系数为1.3。因此为了满足强剪弱弯的设计要求，对于框架柱，《高规》规定的强剪弱弯措施是：一至三级的框架柱，柱端截面组合要进行剪力设计值调整，且按下式计算：（1）配筋计算地震作用组合调整后的剪力：因为剪跨比：满足要求。，，可按构造配筋。选配3肢箍10，，。（2）裂缝宽度验算，故不验算裂缝宽度。在表3.27中所示的3种情况组合中，我发现，当考虑最大弯矩|Mmax|及相应轴力N和最大轴力Nmax及相应弯矩M这两种组合情况时，才有可能保证柱达到其内力最大值，因此能够直接对这两种组合情况分析，最终得出内力的最不利荷载组合。剩余柱配筋计算详见表4.43-4.45。表4.43A柱配筋计算柱（层次）A柱（第六层）A柱（第一层）柱子截面尺寸b×h600*600600*600600*600600*600最不利内力第一组第二组第一组第二组最不利组合M98.5596.02173.5026.88N539.30606.482799.083478.62M上或M下134.11131.54139.8753.75M上/M下是否小于0.9-1.36＜0.9-1.37＜0.9-0.81＜0.9-1.99＜0.90.09＜0.90.10＜0.90.46＜0.90.58＜0.9lc/i20.7820.7828.8728.8734-12M上/M下50.3250.3043.7239.4是否考虑二阶效应否否否否e0=M/N(mm)182.74158.3250.607.73202.74178.3270.6027.730.3h0(mm)168168168168Nb2906.602906.602906.602906.60判断大小偏心大大大小e=ei+h/2-as632.99438.32330.60287.730.1000.110.4890.696-261.54<0-324.82<0-1657.0<0-7611.84<0每侧最小配筋面积(mm2)720720720720最小配筋面积990990990990选配钢筋818818818818实配钢筋面积(mm2)818（2034）818（2034）表4.44B柱配筋计算柱（层次）B柱（第6层）B柱（第1层）最不利组合第一组第二组第一组第二组柱子截面尺寸b×h600*600600*600600*600600*600最不利组合M127.41127.41134.2859.14N674.58674.583576.904541.71M1或M2103.61103.61134.2829.57M1/M2是否小于0.9-1.26＜0.9-1.26＜0.9-0.86＜0.9-2＜0.90.11＜0.90.11＜0.90.59＜0.90.74＜0.9lc/i20.7820.7828.8728.8734-12M1/M249.1249.1244.3258是否考虑二阶效应否否否否e0=M/N(mm)152.92152.9237.546.51172.92172.9257.5426.510.3h0(mm)168168168168Nb2906.62906.62906.62906.6判断大小偏心大大小小e=ei+h/2-as432.92432.92317.54286.510.120.120.68-333.38<0-333.38<0-1466.04<0-1193.43<0每侧最小配筋面积(mm2)720720720720最小配筋面积990990990990选配钢筋818818818818实配钢筋面积(mm2)820（2034）820（2034）表4.45柱斜截面配筋柱类型AB层次六层一层六层一层600*600600*600600*600600*60056056056056097.02173.50127.41134.2864.1962.6864.0550.02569.842799.08653.353576.90(0.85)54.5653.2854.4442.521402.801402.801402.801402.803.5取36.4取33.5取34.79取31803.601803.601803.601803.60606.481803.60653.351803.60812.54357.04276.50392.74是否大于是是是是300300300300————是否按构造配筋即可是是是是选配10101010加密区s100mm100mm100mm100mm非加密区200mm200mm200mm200mm上端加密区长度600mm820mm600mm820mm柱根加密区长度600mm1820mm600mm1820mm4.3.3基础设计1.原始资料地质条件：地下水位标高约-2.00m,无侵蚀性；建筑场地类别为二类，地基容许承载力设计值取300kN/㎡。2.基础计算（1）为简化计算，取A柱基础设计。基础顶部标高为-1.2m，计算修正后的基底压力，修正地基承载力特征值计算式：基础高度设计为600mm，回填土则：（2）确定基础尺寸大小及埋置深度按照构造要求，初步确定基础尺寸，如图4.27所示。基础垫层为100mm厚，混凝土强度等级为采用C10，左右两边都扩出100mm宽。基础底部埋深h=0.6+1.2=1.8m。基地压力取下面内力组合作为设计值：柱类型层号截面内力SGkSQkSW左SW右SGk+0.7SQk+SwkSGk+SQk+0.6SwkNmax对M、V左风右风左风右风A柱1层柱底M-15.92-5.50-60.9660.96-80.7341.19-58.0015.1615.16V9.553.3019.35-19.3531.21-7.4924.461.241.24N2240.50463.21-41.3341.332523.422606.082676.852728.012728.01按轴心受压基础初步估算基础底面积。针对偏心受压基础而言，按轴心受压计算所得到的基础底部面积应在此基础上扩大0.1-0.2倍。故：截面尺寸取（3）基础回填土重：（4）持力层承载力验算（5）基础高度验算对底层柱调整基底净反力计算，只需对柱边基础截面进行抗冲验算： 取因为混凝土强度等级为C35，所以=所以，基础满足高度要求。（6）配筋计算基础受力筋采用HRB400级钢筋（)由于对称配筋，两侧都选用12@100，；图4.27基础大样图4.3.4现浇楼面板设计1.荷载计算名称计算部位做法公式值标准层楼面（板厚150mm）室内小瓷砖地面：20mm水泥砂浆打底和10mm小瓷砖0.55kN/m²结构层：150厚现浇钢筋混凝土板0.15×25=3.75kN/m²抹灰层：10厚石灰砂浆0.17kN/m²合计4.47kN/m²恒载设计值g=1.2×4.47kN/m²=5.36kN/m²活载设计值g=1.4×3.50kN/m²=4.90kN/m²2.弯矩计算，按照塑性理论计算，采取分离式配筋。取其中任意一块板（3.6m×7.8m）来进行计算。跨度计算：。考虑内拱效应的影响，计算结果要乘以内力折减系数0.8，由=化解即得：3.截面设计和配筋计算取as=20mm，主受力筋选择直径为8的钢筋,板筋选HRB400，。方向跨中截面的有效高度，方向跨中截面的有效高度,支座处有效高度全部为126mm。配筋计算公式：，不考虑截面弯矩设计值的折减。跨中：水平方向选8@100（As=503）竖向方向选8@200（As=251）支座：水平方向选12@110（As=1028）竖向方向选8@200（As=251）4.3.5板式楼梯结构设计取1m宽板带进行计算，楼梯的布置图如图4.29所示。其中，混凝土强度等级：C35；钢筋：HRB400；活荷载标准值q：；平台梁截面尺寸：200mm*300mm；踏步的做法：面层为20厚混合砂浆抹面，底面为20厚混合砂浆抹灰；扶手金属栏杆重：0.1kN/m。楼梯的相关信息见下表：部位详细信息楼梯间开间3.6m楼梯高度3.6m踏步数级24步实际踏步高、踏面宽h=3600/24=150mm，B=