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JZ020_ 烟草 公司 办公楼 _X_L

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JZ020_某县烟草公司办公楼_X_L,JZ020_,烟草,公司,办公楼,_X_L

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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 梁每米重量 梁长L每根重量 根数 总重b(mm)h(mm)（b+40)h 25/1000000 (kN/m) (m) nKJ-13507006.8314.196.236577.40KJ-23507006.8314.196.236577.40KJ-33507006.8314.196.236577.40KJ-43507006.8314.196.236577.40KJ-53507006.836.343.006257.99KJ-63507006.8314.196.236577.40KJ-73507006.8314.196.236577.40KJ-83507006.8314.196.236577.40KJ-93507006.8314.196.236577.40KJ-A3507006.8336245.7061474.20KJ-B3507006.8346.8319.4161916.46KJ-C3507006.8346.8319.4161916.46KJA-L44009009.9010.8106.926641.52CL-12505003.6346.8169.6561017.90CL-22505003.6339.9144.646867.83CL-32505003.6314.151.11422146.73CL-42505003.63621.756130.50CL-52505003.637.828.286169.65Z1(1层）70070012.955.1566.6913867.00Z2(1层）70070012.955.1566.697466.85Z3(1层）70070012.955.1566.694266.77Z4(1层）70070012.955.1566.692133.39Z5(2、3层）70070012.953.545.3313589.23Z6(2、3层）70070012.953.545.337317.28Z7(2、3层）70070012.953.545.334181.30Z8(2、3层）70070012.953.545.33290.65Z9(4、5层）70070012.953.545.3313589.23Z10(4、5层）70070012.953.545.337317.28Z11(4、5层）70070012.953.545.334181.30Z12(4、5层）70070012.953.545.33290.65Z13(6层）70070012.954.254.3912652.68Z14(6层）70070012.954.254.397380.73Z15(6层）70070012.954.254.394217.56Z16(6层）70070012.954.254.392108.78每层梁柱自重小计G（kN）15158.391734.011178.451178.451359.75表表1 1 梁梁柱柱自自重重计计算算列列表表 表10 框架梁端弯矩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）6134.844.9134.8 134.8156.354.9156.3156.3203.6114.55170.784.1215.6 215.6195.9105.5250.8250.8277.2184.84214.2131.3298.3 298.3245.3163.5350.8350.8344.7282.03229.3187.6360.6 360.6271.3221.9434.8434.8415.8340.22258.2211.2445.8 445.8305.5249.9527.4527.4434.2417.21312.3531.8523.5 523.5370.4533.0620.3620.3494.4604.3ucMucMCMucMCMCMtcMtcMtcMrbMrbM梁跨度剪力（BC跨）NAB跨BC跨VAB=-VBAVBC=VCB边柱中柱203.68.410 92.95110.657.806.3029.242.429.2 13.2391.78.410 178.82212.887.806.3050.57 73.650.57 23.0529.58.410 241.73287.777.806.3069.23 101.4 69.23 32.1697.88.410 318.56379.247.806.3087.07 129.2 87.07 42.1774.48.410 353.53420.877.806.30102.5 150.5 102.5 48.0911.68.410 416.17495.437.806.30120.5 177.1 120.5 56.6lbkrbklbMrbM 表10 框架梁端弯矩及柱轴力计算结果中柱处（B轴）CM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三角形编跨度跨度准值qk准值pk分布（恒载）号2a（m）2b（m） kN/m2 kN/m25aq/815 B1板3.06.34.042.05.452.703.79层 B2板2.33.04.042.53.542.192.90楼 B3板3.05.54.042.05.282.613.79屋面板B1板3.06.34.420.45.970.544.14B2板2.33.04.420.43.880.353.18B3板3.05.54.420.45.780.524.14B6板2.13.04.420.43.700.342.90B7板2.83.04.420.44.110.373.80B8板2.83.04.420.44.110.373.80aqbaba+-322221aqbaba+-322221qeq三角形KJL-7的线荷载其它梁上的均布荷载（楼面）其它梁上的均布荷载（屋面）分布（活载）梁恒载活载梁的编号梁跨恒载活载梁的编号梁跨5aq/8跨1.88BC10.915.40KJC-66.03.791.88KJC66.01.801/AB 5.813.59KJB-66.07.334.07KJC-76.01.88A1/A 10.565.23KJA-66.03.791.88KJB-66.00.38BC10.110.80CL1-63.07.334.07KJB-76.00.291/AB 6.350.58KJA-66.00.38A1/A 9.580.87KJA-76.00.26CL1-63.00.34CL1-73.00.34CL2-73.0CL3-73.0CL4-73.0表11 楼（屋）面均布荷载传给梁的线荷载恒载活载3.790.733.700.347.334.077.580.693.791.884.110.377.334.077.980.727.410.677.410.678.220.74表11 楼（屋）面均布荷载传给梁的线荷载其它梁上的均布荷载（屋面）表12 轴线上KJL 7的均布荷载 集中荷载分布 恒载 层号 KJL 7上均布恒载标准值KJL 7上集中 kN m 标准值 kN A 1 A跨 1 A B跨BC跨1 A轴线上2 A1 B2 B 6层16 4113 1815 743 9824 6622 2322 23 5层31 7512 6432 1143 31 4层29 3612 6429 7137 58 3层29 3612 6429 7137 58 2层29 3612 6429 7137 58 1层29 3612 6429 7137 58 纵梁传来作用柱顶 集中荷载标准值 kN 柱A柱B柱C 91 97102 1295 95 199 78206 68210 20 182 18192 23189 90 182 18192 23189 90 182 18192 23189 90 182 18192 23189 90 表12 轴线上KJL 7的均布荷载 集中荷载分布 恒载 表13 KJL-7的均布荷载、集中荷载分布(活载）层号KJL-7上均布恒载标准值KJL-7上集中纵梁传来作用柱顶（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2/A轴线1/C轴线柱A柱B6层0.80.580.877.180.371.014.627.115层5.233.595.412.2125.6431.084层5.233.595.412.2125.6431.083层5.233.595.412.2125.6431.082层5.233.595.412.2125.6431.081层5.233.595.412.2125.6431.08柱C4.6828.4228.4228.4228.4228.42表13 KJL-7的均布荷载、集中荷载分布(活载）纵梁传来作用柱顶集中荷载标准值（kN）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MABMBAMBCMCB表14 调幅后的框架梁上的弯矩值层号弯矩支座弯矩跨中弯矩跨间最大弯矩满布活载时跨中弯矩调整MEM恒M活M恒M活M恒M活M恒=1.1M恒名称（KN.m） （KN.m） （KN.m） （KN.m） （KN.m） （KN.m） （KN.m）（KN.m）6层MAB-134.8-99.41-7.4379.45.2379.46.6387.34MBA-92.95151.811.23MBC-110.65-108.84-6.3745.031.8347.32249.533MCB-156.350.252.855层MAB-215.6-203.56-27.8138.8818.99149.4419.04152.768MBA-178.82280.6537.51MBC-212.88-147.63-22.9748.528.8949.528.8953.372MCB-250.873.8512.824层MAB-298.3-195.54-28.94128.2818.53139.5418.58141.108MBA-241.73266.6837.3MBC-287.77-134.93-22.0146.528.8647.448.8651.172MCB-350.866.7413.863层MAB-360.6-194.42-28.64129.2118.66140.4318.71142.131MBA-318.56265.9437.33MBC-379.24-137.18-22.346.038.8647.318.8650.633MCB-434.865.4613.562层MAB-445.8-196.66-29.03127.818.47139.1918.52140.58MBA-353.53266.5137.33MBC-420.87-133.86-21.8646.478.8747.188.8751.117MCB-527.467.8913.981层MAB-523.5-183.87-27.14133.8919.28143.8819.33147.279MBA-416.17267.1237.59MBC-495.43-144.8-23.4444.788.8147.338.8649.258MCB-620.360.3412.52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（KN.m）（KN.m）（KN.m）（KN.m）（KN.m）（KN.m）5.7587.347.29-79.53-5.94112.46121.448.982.0152.052.20-87.07-5.1065.4440.202.2820.89164.3820.94-162.85-22.24201.19224.5230.019.7854.479.78-118.10-18.3875.5259.0810.2620.38153.4920.44-156.43-23.15187.33213.3429.849.7552.189.75-107.94-17.6171.3453.3911.0920.53154.4720.58-155.54-22.91188.17212.7529.869.7552.049.75-109.74-17.8470.9052.3710.8520.32153.1120.37-157.33-23.22186.90213.2129.869.7651.909.76-107.09-17.4971.2954.3111.1821.21158.2721.26-147.10-21.71192.38213.7030.079.6952.069.75-115.84-18.7569.7748.2710.02表14 调幅后的框架梁上的弯矩值满布活载时跨中弯矩调整支座弯矩调幅对跨间弯矩调整M活M恒M活（KN.m）（KN.m） （KN.m）7.62112.469.162.9467.963.1227.42212.8127.4813.3676.6213.3627.01199.7227.0613.3372.3513.3327.12200.5127.1813.3372.3113.3326.95199.4327.0113.3472.0713.3427.68203.3727.7413.2972.5813.34表14 调幅后的框架梁上的弯矩值支座弯矩调幅对跨中弯矩调整表15 框架横梁内力组合表截面部位恒载标准值活载标准值 地震荷载弯矩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MVMVMV1.2+1.41.2（+0.5）+1.3RE6支座A-79.5385.12-5.944.92-134.8-29.2-103.75-205.68B左121.44-104.09 8.98-8.37-92.9529.2158.3022.71B右-87.0780.99-5.104.31-110.65-42.4-111.62-188.54C40.2-62.392.28-3.19-156.342.451.43-115.19跨中AB 112.467.62145.62104.10BC 65.442.9482.6490.00跨间AB 112.469.16147.78135.34BC 67.963.1285.92130.525支座A-162.85 149.72-22.24 22.20-215.6 -50.57-226.56-366.78B左224.52-197.29 30.01-27.04 -178.82 50.57311.4441.22B右-118.1112.83-18.38 18.62-212.88 -73.6-167.45-322.12C59.08-89.410.26-15.4-250.8 73.685.26-186.74跨中AB 201.1927.42279.82216.31BC 75.5213.36109.33116.93跨间AB 212.8127.49293.86324.23BC 76.6213.36110.65255.724支座A-156.43 140.28-23.15 22.37-298.3 -69.23-220.13-442.05B左213.34-187.85 29.84-26.86 -241.73 69.23297.78-30.25B右-107.94 104.38-17.61 18.3-287.77 -101.4-154.18-385.65C53.39-82.7311.09-15.72-350.8 101.479.59-288.99跨中AB 187.3327.01262.61187.73BC 71.3413.33104.27139.85跨间AB 199.7227.06277.55337.73BC 72.3513.33105.48139.853支座A-155.54 140.23-22.91 22.33-360.6 -87.07-218.72-501.88B左212.75-187.929.86-26.91 -318.56 87.07297.10-105.68B右-109.74 104.94-17.84 18.4-379.24 -129.2-156.66-476.55C52.37-82.7310.85-15.62-434.8 129.278.03-371.91跨中AB 188.1727.12263.77198.07BC 70.913.33103.74123.54跨间AB 200.5127.18278.66385.04BC 72.3113.33105.43123.142支座A-157.33 140.45-23.22 22.38-445.8 -102.5-221.30-586.70B左213.21-187.6829.86-26.86 -353.53 102.5297.66-139.37B右-107.09104.03-17.4918.26 -420.57 -150.5-152.99-514.31C54.31-83.0811.18-15.76 -527.4150.580.82-460.31跨中AB186.926.95262.01163.79BC71.2913.34104.22156.90跨间AB199.4327.01277.13383.28BC72.0713.34105.16156.901支座A-147.1138.73-21.7122.1-523.5 -120.5-206.91-652.57B左213.7-189.430.07-27.13 -416.17 120.5298.54-199.90B右-115.84106.96-18.7518.74 -495.43 -177.1-165.26-595.74C48.17-80.1510.02-15.27 -620.3177.171.83-556.93跨中AB192.3827.68269.61160.40BC69.7713.29102.33167.53跨间AB203.3727.74282.88414.42BC72.5813.34105.77167.532跨中剪力组合最大弯矩 最大剪力控制值竖向荷载内力组合竖向荷载内力与地震作用内力组合M1.2（+0.5*）-1.3RE1.2+1.41.2（+0.5*）+1.3RE1.2（+0.5*）-1.3RE|Mmax|Vmax(KN.m)57.18109.0350.35107.29205.68109.03167.52203.96-102.39-68.98-125.92203.96-125.92159.8927.23103.2233.49116.17188.54116.17147.88189.60-79.33-16.25-98.93189.60-98.93154.98158.50158.50158.5035.9690.0090.00189.91189.91189.9175.60130.52130.5253.64210.7495.43194.04366.78210.74293.02389.92-274.60-140.42-239.03389.92-274.60293.8193.00161.4638.17181.69322.12181.69258.53302.32-128.84-15.63-159.15302.32-159.15246.62264.00279.86279.8667.63116.93116.93275.71324.23324.23151.17266.72266.72139.64199.6568.82203.82442.05203.82370.71441.12-263.02-113.65-248.65441.12-263.02349.06175.51150.883.31201.04385.65201.04315.29395.07-121.2817.33-180.40395.07-180.40331.93258.77262.51262.5157.91139.85139.85297.85337.73337.7357.91139.85139.85201.29199.5451.36221.15501.88221.15424.48515.51-263.15-96.33-266.11515.51-266.11422.37262.97151.69-23.24228.70476.55228.70396.51475.95-121.1444.48-207.46475.95-207.46403.34252.77263.77263.7750.91123.54123.54332.30385.04385.0450.91123.14123.14282.61199.4836.54236.41586.70236.41503.96550.02-263.20-81.06-280.94550.02-280.94451.69305.80151.07-44.89248.58514.31248.58427.31568.13-121.0764.87-228.60568.13-228.60488.12283.74262.01262.01表15 框架横梁内力组合表弯矩组合竖向荷载内力与地震作用内力组合19.02156.90156.90409.23409.23409.2319.02156.90156.90368.25166.4817.31252.29652.57252.29564.27611.63-227.28-65.18-300.16611.63-300.16506.57370.35128.35-67.98277.37595.74277.37498.66652.65-96.1893.67-251.68652.65-251.68564.57299.93299.93299.93-4.80167.53167.53499.32414.42414.42-4.8167.53167.53调整梁端剪力调整梁端剪力调整梁端剪力| V|(KN.m)(KN)(KN)(KN)104.17140.37101.82168.09122.25111.09162.5650.02139.97-104.01198.55269.83187.38331.98265.07169.73241.4968.67218.41-171.10192.02271.76161.62316.37253.88190.14263.7825.09203.56-191.30209.35291.96140.65315.78256.97217.14289.550.34204.58-219.01224.59296.6796.80316.43271.79237.02323.5314.22203.76-240.16GbnrblbvbbVlMMV+=/ )(hGbnrblbvbbVlMMV+=/ )(hGbnrblbvbbVlMMV+=/ )(hGbnrblbvbbVlMMV+=/ )(h表15 框架横梁内力组合表控制值240.49221.3272.16280.38291.01265.81358.03-4.36181.78-263.24表16框架梁配筋计算表格截面 位置bhH0MfcftfysSAs6层支座MAB350700665167.5216.71.573600.0650.0670.966724.03MBA350700665159.8916.71.573600.0620.0640.968689.92MBC350700665147.8816.71.573600.0570.0590.971636.47MCB350700665154.9816.71.573600.0600.0620.969668.03跨中MAB350700665189.9116.71.573600.0730.0760.962824.78MBC350700665159.5016.71.573600.0620.0640.968688.185层支座MAB350700665293.0216.71.573600.1130.1210.9401302.55MBA350700665293.8116.71.573600.1140.1210.9401306.30MBC350700665258.8316.71.573600.1000.1060.9471141.50MCB350700665246.6216.71.573600.0950.1000.9501084.64跨中MAB350700665324.2316.71.573600.1250.1340.9331451.97MBC350700665266.7216.71.573600.1030.1090.9451178.434层支座MAB350700665370.7116.71.573600.1430.1560.9221679.05MBA350700665349.0616.71.573600.1350.1460.9271572.59MBC350700665325.2916.71.573600.1260.1350.9331457.09MCB350700665331.9316.71.573600.1280.1380.9311489.21跨中MAB350700640337.7316.71.573600.1410.1530.9241587.04MBC350700640139.8516.71.573600.0580.0600.970625.833层支座MAB350700640424.4816.71.573600.1770.1970.9022043.25MBA350700640422.3716.71.573600.1760.1960.9022031.86MBC350700640396.5116.71.573600.1660.1820.9091893.48MCB350700640403.3416.71.573600.1680.1860.9071929.81跨中MAB350700640385.0416.71.573600.1610.1760.9121832.82MBC350700640123.5416.71.573600.0520.0530.973550.802层支座MAB350700640503.9616.71.573600.2100.2390.8802484.30MBA350700640451.6916.71.573600.1890.2110.8952191.57MBC350700640427.3116.71.573600.1780.1980.9012058.55MCB350700640488.1216.71.573600.2040.2300.8852394.46跨中MAB350700640409.2316.71.573600.1710.1890.9062990.56MBC350700640156.9016.71.573600.0660.0680.966704.901层支座MAB350700640564.2716.71.573600.2360.2730.8642836.13MBA350700640506.5716.71.573600.2120.2410.8802499.20MBC350700640496.6616.71.573600.2070.2350.8822442.77MCB350700640564.5716.71.573600.2360.2730.8632837.924 28跨中MAB350700640414.4216.71.573600.1730.1910.9041989.07MBC350700640167.5316.71.573600.0700.0730.964754.521层AsminAsmaxb配筋 实配面积49858870.5184 20125649858870.5184 20125649858870.5184 20125649858870.5184 20125649858870.5184 20125649858870.5184 20125649858870.5185 20157049858870.5185 20157049858870.5185 20157049858870.5185 20157049858870.5185 20157049858870.5185 20157049858870.5184 25196449858870.5184 25196449858870.5184 25196449858870.5184 25196447958870.5184 25196447958870.5184 25196447958870.5185 25245447958870.5185 25245447958870.5185 25245447958870.5185 25245447958870.5185 25245447958870.5185 25245447958870.5184 28246347958870.5184 28246347958870.5184 28246347958870.5184 28246347958870.5185 28307947958870.5185 28307947958870.5185 28307947958870.5185 28307947958870.5185 28307947958870.5185 283079表16框架梁配筋计算表格47958870.5185 28307947958870.5185 283079GbnrblbvbbVlMMV+=/ )(h表17框架横梁斜截面抗剪配筋计算截面部位ftfyvbh0VbH0/b4配箍验算0.25cfcbh00.7cftbh0(N/mm)(N/mm2)(mm)(mm)(KN)(KN)(KN)6支座VAB1.57210350665168.091111.38255.79VBA1.57210350665按构造配箍支座VBC1.57210350665139.971111.38255.79VCB1.57210350665按构造配箍5支座VAB1.57210350665331.981111.38255.79VBA1.57210350665按计算配箍支座VBC1.57210350665218.411111.38255.79VCB1.57210350665按构造配箍4支座VAB1.57210350665316.371111.38255.79VBA1.57210350665按计算配箍支座VBC1.57210350665203.561111.38255.79VCB1.57210350665按构造配箍3支座VAB1.57210350665315.781111.38255.79VBA1.57210350665按计算配箍支座VBC1.57210350665204.581111.38255.79VCB1.57210350665按构造配箍2支座VAB1.57210350665316.431111.38255.79VBA1.57210350665按计算配箍支座VBC1.57210350665203.761111.38255.79VCB1.57210350665按构造配箍1支座VAB1.57210350665280.381111.38255.79VBA1.57210350665按构造配箍支座VBC1.57210350665181.781111.38255.79VCB1.57210350665按构造配箍单位长度上的箍筋面积 8箍筋间距 实配8箍筋间距8箍筋加密区0.42ftbH0配箍率SSS(mm2/mm)(mm)(mm)(mm)(KN)-0.16-641150100153.480.22-0.16-641150100153.480.22-0.28-362150100153.480.22-0.28-359150100153.480.220.55184150100153.480.22-0.55-183150100153.480.220.061700150100153.480.22-0.06-1677150100153.480.220.48210150100153.480.220.48210150100153.480.220.00-21805150100153.480.220.00-21805150100153.480.220.48211150100153.480.220.48210150100153.480.220.00437391150100153.480.220.00435217150100153.480.220.48209150100153.480.220.48210150100153.480.220.00-26796150100153.480.220.00-26796150100153.480.220.33309150100153.480.220.33305150100153.480.22-0.10-1025150100153.480.22-0.10-1006150100153.480.220025. 142. 0hfbhfVsAYVtbRESVgbsnASV1=表17框架横梁斜截面抗剪配筋计算最小配箍率min0.1800.1800.1800.1800.1800.1800.1800.1800.1800.1800.1800.1800.1800.1800.1800.1800.1800.1800.1800.1800.1800.1800.1800.180fyvft24. 0=表18 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1.2 +1.41.2（+0.5）+1.31.2（+0.5）-1.3Mmax及相应的N6柱顶M99.417.43134.80129.69298.99-51.49298.99N177.099.5429.20225.86256.19180.27256.19柱底M94.6111.3044.90129.35178.6861.94178.68N206.749.54-29.20261.44215.85291.77215.85V-46.19-4.4642.80-61.67-2.46-113.7448.125柱顶M108.9616.50170.70153.85362.56-81.26362.56N526.5957.3750.57712.23732.07600.59732.07柱底M99.8114.9684.10140.72238.0819.42238.08N571.9257.37-50.57766.62654.99786.47654.99V-59.65-8.9972.80-84