表4-22梁AB、CD內(nèi)力組合層數(shù)截面

位置內(nèi)力SGK恒SQK活SWK1風(fēng)SWK2風(fēng)SEK1地震SEK2地震1.2SGK+1.4*0.9(SQK+SWK)[1.2(SGK+0.5SQK)+1.3SEK]*γRE1.35SGK+1.4×0.7SQK1.2SGK+1.4SQK→←→←→←→←6層AM-30.69-9.73.62-3.6250.92-50.92-81.61-53.61117.661-81.633-50.9375-50.40868.9682V52.061.92-1.071.07-15.1415.14-81.6166.23932.956562.479572.162665.16B左M36.4416.392.1-2.138.44-38.4452.8361.73377.65052.692565.256266.674V-54.36-4.58-1.071.07-14.1614.16-72.351-69.654-64.791-37.179-77.8744-71.644B右M-7.53-1.931.85-1.8526.42-26.42-9.1368-13.79818.114-33.405-12.0569-11.73836.571V8.740.26-1.951.95-26.8226.828.358613.2726-18.166534.132512.053810.852跨間MBC35.9910.950.76-0.766.24-6.2457.942656.027443.402531.234559.317558.518MCD-2.94-2.230000-6.3378-6.3378-3.6495-3.6495-6.1544-6.655層AM-51.62-12.517.827.82107.21-107.21-67.853-67.85352.44225-156.61-81.9468-79.458113.67V76.5413.28-2.72.7-31.7231.72105.178111.98243.935105.789116.3434110.44B左M55.4213.065.74-5.7479.96-79.9690.19275.7272133.716-22.20687.615884.788V-78.06-13.48-2.72.7-31.7231.72-114.05-107.25-107.247-45.393-118.591-112.54B右M-9.14-0.944.64-4.6455.01-55.01-6.306-17.99844.98575-62.283-13.2602-12.28454.452V3.710.06-4.884.88-57.5557.55-1.621210.6764-52.745259.4775.06734.536跨間MBC17.5217.751.04-1.0413.625-13.62544.699442.078637.0398710.471141.04745.874MCD-7.79-2.370000-12.334-12.334-8.0775-8.0775-12.8391-12.6664層AM-51.66-11.9713.03-13.03131.2-131.2-60.656-93.49276.0395-179.80-81.4716-78.75122.015V76.5513.15-4.54.5-47.7547.75102.759114.09928.25625121.368116.2295110.27B左M55.4713.1411.29-11.29115.59-115.5997.345868.895168.5362-56.86487.761784.96V-78.06-13.61-4.54.5-47.7547.75-116.49-105.15-122.934-29.822-118.7188-112.72B右M-9.12-6.017.77-7.7779.5-79.5-8.7264-28.30666.6-88.425-18.2018-19.35871.879V3.710.06-8.178.17-83.6883.68-5.766614.8218-78.22284.9545.06734.536跨間MBC17.5917.750.87-0.877.81-7.8144.569242.376831.4332516.203741.141545.958MCD-7.76-2.420000-12.361-12.361-8.073-8.073-12.8476-12.73層AM-51.81-11.9820.42-20.42186.07-186.07-51.537-102.99129.3982-233.43-81.6839-78.944131.254V76.113.16-6.246.24-56.4756.47100.039115.76419.35375129.470115.6318109.744B左M57.8313.0813.98-13.98125.04-125.04103.49168.262179.847-63.98190.888987.708V-78.5-13.6-6.246.24-56.4756.47-119.19-103.47-131.828-21.711-119.303-113.24B右M-19.4-0.910.73-10.73100.89-100.89-10.894-37.93380.50275-116.23-27.072-24.5490.418V3.710.06-11.2911.29-106.2106.2-9.697818.753-100.179106.9115.06734.536跨間MBC19.5417.793.22-3.2230.52-30.5249.920641.806255.3485-4.165543.813248.354MCD-23.8-920000-144.48-144.48-62.82-62.82-122.29-157.362層AM-51.11-12.0626.2-26.2216.26-216.26-43.515-109.53159.4275-262.27-80.8173-78.216141.320V76.5813.17-8.038.03-65.3565.3598.3724118.60811.13225138.564116.2896110.334B左M54.7713.0921.21-21.21169.33-169.33108.94255.4928220.2802-109.9186.767784.05V-78.03-13.59-8.038.03-65.3565.35-120.87-100.64-140.058-12.626-118.6587-112.66B右M-9.16-0.8513.84-13.84116.16-116.165.3754-29.501104.6295-121.88-13.199-12.182V3.710.06-14.5614.56-122.2122.26-13.81822.8732-115.837122.5695.06734.536跨間MBC16.6317.712.5-2.523.47-23.4745.420639.120645.819750.0532539.806344.75MCD-7.83-2.510000-12.558-12.558-8.1765-8.1765-13.0303-12.911層AM-67.48-12.0930.85-30.85214.82-214.82-57.338-135.08143.277-275.62-102.9462-97.902141.481V75.9213.12-11.0911.09-74.0574.0593.6618121.6082.03325146.430115.3496109.472B左M57.7313.3729.15-29.15184.19-184.19122.85149.3932237.5587-121.6191.038187.994V78.69-15.74-11.0911.09-74.0574.0560.622288.569-8.46075135.93690.806372.392B右M-3.15-0.4719.02-19.02133.1-133.119.593-28.337126.726-132.81-4.7131-4.438101.475V3.710.06-20.0120.01-140.1140.1-20.68529.7402-133.231139.9635.06734.536跨間MAB31.6317.470.85-0.8515.32-15.3261.039258.897251.265521.391559.821162.414MBC-4.66-3.10000-9.498-9.498-5.589-5.589-9.329-9.932注：1.彎矩M的量綱為KN·m；剪力V的量綱為KN；梁端剪力以繞桿件順時針方向旋轉(zhuǎn)為正；2.表中彎矩調(diào)幅后跨中彎矩M比調(diào)幅前跨中彎矩大，近似取為調(diào)幅前跨中彎矩的1.1倍；考慮手算時沒有考慮活荷載的最不利布置和跨中彎矩并非跨間最大彎矩，則跨中彎矩也應(yīng)適當(dāng)放大，故再乘以一個1.2的系數(shù)，即表中調(diào)幅后彎矩M為調(diào)幅前跨中彎矩乘以1.32.水平荷載作用下不調(diào)幅。表4-22A、D柱內(nèi)力組合層截面內(nèi)力SGK恒SQKSWK1SWK2SEK1SEK21.2SGK+1.4*0.9(SQK+SWK)[1.2(SGK+0.5SQK)+1.3SEK]*γRE1.35SGK+1.4*0.7SQK1.2SGK+1.4SQK→←→←→←→←6上M35.2612.49-3.893.89-54.7054.7053.1562.95-9.9196.7661.0756.2096.76-9.9161.07N194.1610.28-1.071.07-15.1415.14244.60247.29169.68199.21273.38244.67199.21169.68273.38下M31.848.89-2.422.42-34.1034.1046.3652.463.8670.3552.8548.5070.353.8652.85N216.3410.28-1.071.07-15.1415.14271.21273.91189.65219.17303.32271.29219.17189.65303.32V20.226.481.92-1.9226.91-26.9134.8530.0150.72-1.7634.7632.145上M32.007.087.45-7.45-81.0481.0456.7137.93-43.39114.6451.2646.88114.64-43.3951.26N465.5156.62-3.773.77-46.8646.86625.20634.70424.68516.06686.04616.63516.06424.68686.04下M31.957.65-5.715.71-62.1462.1440.7855.17-24.5096.6851.7647.3996.68-24.551.76N487.6956.62-3.773.77-46.8646.86651.82661.32444.64536.02715.98643.25536.02444.64715.98V19.38-4.463.99-3.9943.39-43.3922.6612.6156.18-28.4322.6820.204上M31.957.65-10.7410.74-103.65103.6534.4561.51-64.97137.1551.7647.39137.15-64.9751.76N736.86102.83-8.278.27-92.6192.611003.381024.22665.88846.471098.57988.46846.47665.881098.57下M31.907.64-8.788.78-84.8084.8036.8458.97-46.64118.7251.6947.32118.72-46.6451.69N759.03102.83-8.278.27-92.6192.611029.981050.82685.83866.421128.501015.0866.42685.831128.5V19.35-4.635.92-5.9257.11-57.1124.859.9369.38-41.9822.4719.993上M32.057.67-13.2013.20-108.24108.2431.4964.76-69.34141.7351.9247.53141.73-69.3451.92N1007.77147.05-14.5114.51-149.08149.081376.321412.89894.441185.11508.521357.71185.14894.441508.5下M31.707.37-12.3812.38-108.24108.2431.7362.93-69.92141.1551.1546.81142.15-68.9252.15N1029.94147.05-14.5114.51-149.08149.081402.931439.49914.391205.01538.451384.31205.09914.391538.4V19.32-4.567.757.7567.77-67.7727.2027.2079.81-52.3422.5020.022上M31.568.05-15.8315.83-124.36124.3628.0767.96-85.15157.3551.6447.32157.35-85.1551.64N1279.15195.28-22.5422.54-214.43214.431752.631809.431118.371536.51923.111731.61536.511118.371923.1下M13.617.51-15.8315.83-124.36124.365.8545.74-101.79140.7126.8625.24140.71-101.7926.86N1301.33195.28-22.5422.54-214.43214.431779.251836.051138.331556.41953.061758.21556.471138.331953.0V-22.59-4.729.60-9.6075.37-75.37-20.96-45.1549.36-97.61-34.24-30.431上M2.306.29-23.2323.23-146.88146.88-18.5839.96-135.03151.3910.3810.45151.39-135.0310.38N1560.99241.46-33.6333.63-288.48288.482135.052219.801341.391903.92349.782116.01903.921341.392349.7下M1.153.15-44.9044.90-283.86283.86-51.2361.92-272.44281.085.685.93281.08-272.445.68N1595.36241.46-33.6333.63-288.48288.482176.302261.051372.321934.82396.182157.21934.861372.322396.1V-0.96-2.6213.63-13.6386.15-86.1512.72-21.6381.22-86.77-2.94-2.37注：1.M的量綱為KN·m；N、V的量綱為KN；2.彎矩和剪力以繞柱端截面順時針旋轉(zhuǎn)為正，軸力受壓為正；表4-23B、C柱內(nèi)力組合層截面內(nèi)力SGK恒SQKSWK1SWK2SEK1SEK21.2SGK+1.4*0.9(SQK+SWK)[1.2(SGK+0.5SQK)+1.3SEK]*γRE1.35SGK+1.4*0.7SQK1.2SGK+1.4SQK→←→←→←→←6上M-30.65-7.43-5.325.32-75.6075.60-52.85-39.44-104.6442.78-48.66-47.18-104.64-104.64-48.66N196.84110.94-0.880.88-12.6612.66374.88377.10214.74239.42374.46391.52214.74214.74374.46下M-27.79-6.25-3.473.47-49.3649.36-45.60-36.85-75.9520.30-43.64-42.10-75.95-75.95-43.64N219.02110.94-0.880.88-12.6612.66401.50403.72234.70259.38404.40418.14234.7234.7404.4V17.714.152.67-2.6737.87-37.8729.8523.1254.73-19.1227.9827.065上M-27.95-6.55-9.829.82-108.02108.02-54.17-29.42-133.4277.22-44.15-42.71-133.42-133.42-44.15N513.07175.28-3.063.06-38.8438.84832.68840.39502.77578.51864.42861.08502.77502.77864.42下M-27.90-6.47-8.508.50-93.5193.51-52.34-30.92-119.1963.15-44.01-42.54-119.19-119.19-44.01N535.25175.28-3.063.06-38.8438.84859.30867.01522.73598.47894.36887.69522.73522.73894.36V16.923.955.55-5.5561.07-61.0732.2718.2976.55-42.5426.7125.834上M-27.90-6.47-13.7313.73-133.95133.95-58.93-24.33-158.62102.58-44.01-42.54-158.62-158.62-44.01N829.30239.49-10.0910.09-76.7776.771284.201309.63779.29928.991354.261330.45779.29779.291354.26下M-25.45-6.46-13.4613.46-131.30131.30-55.64-21.72-153.83102.21-40.69-39.58-153.83-153.83-40.69N851.48239.49-10.0910.09-76.7776.771310.821336.25799.25948.951384.201357.06799.25799.251384.2V16.173.928.24-8.2480.38-80.3834.7313.9694.69-62.0525.6724.893上M-25.17-6.50-18.1118.11-157.37157.37-61.21-15.58-179.01127.86-40.35-39.30-179.01-179.01-40.35N1145.09303.71-15.1415.14-183.41183.411737.711775.86988.431346.081843.511799.30988.43988.431843.51下M-27.91-6.29-18.1118.11-157.37157.37-64.24-18.60-181.39125.49-43.84-42.30-181.39-181.39-43.84N1167.26303.71-15.1415.14-183.41183.411764.311802.461008.381366.031873.441825.911008.381008.381873.44V16.083.8810.98-10.9895.38-95.3838.0210.35109.21-76.7825.5124.732上M-27.02-6.75-22.6022.60-175.03175.03-69.41-12.45-198.01143.30-43.09-41.87-198.01-198.01-43.09N1461.35367.94-21.6721.67-183.41183.412189.922244.531301.961659.612333.402268.741301.961301.962333.4下M-25.46-5.98-22.6022.60-175.03175.03-66.56-9.61-196.26145.05-40.23-38.92-196.26-196.26-40.23N1483.53367.94-21.6721.67-183.41183.412216.542271.141321.931679.572363.352295.351321.931321.932363.35V15.903.8613.70-13.70106.08-106.041.216.68119.48-87.3825.2524.481上M20.73-4.93-33.3533.35-205.86205.86-23.3660.69-184.28217.1523.1517.97-184.28-184.2823.15N1784.55432.1230.59-30.59-249.46249.462724.472647.391557.332043.772832.622746.431557.331557.332832.62下M10.36-2.46-50.8650.86-313.98313.98-54.7573.42-297.91314.3511.588.99-297.91-297.9111.58N1818.92432.12-30.5930.59-249.46249.462688.632765.721588.262074.712879.022787.671588.261588.262879.02V8.642.0516.84-16.84103.97-103.934.17-8.27110.07-92.6713.6713.24注：1.M的量綱為KN·m；N、V的量綱為KN；2.彎矩和剪力以繞柱端截面順時針旋轉(zhuǎn)為正，軸力受壓為正.4.9框架結(jié)構(gòu)梁、柱截面設(shè)計4.9.1梁截面設(shè)計以下以第一層框架為例，說明梁截面設(shè)計的計算過程。材料強(qiáng)度：梁柱受力鋼筋采用HRB400級（）；其他采用HPB300級（）；C35（，）。ρmin為最小配筋率，其取值分跨中和支座：C35：跨中：ρmin={0.25%，55ft/fy(%)}max=0.25%支座：ρmin={0.30%，65ft/fy(%)}max=0.30%從表4-21中挑出第一層AB跨梁及BC跨梁跨中和支座截面最不利內(nèi)力。

⑴梁正截面受彎承載力計算AB跨梁的調(diào)幅后的最不利跨中彎矩M=214.82KN·m由于板現(xiàn)澆，考慮到樓板貢獻(xiàn)，按T形截面計算。翼緣寬：，，取,因為=1.0×16.7×2133×100×(565-100/2)=1834.48KN·m＞176.54KN·m故屬第一類T形截面;實配鋼筋420(As=1256mm2)，，滿足要求。支座彎矩挑選內(nèi)力組合中支座截面的最不利內(nèi)力，按支座邊緣控制截面的彎矩進(jìn)行配筋計算。MA=275.62KN·mMB=237.56KN·m按矩形截面進(jìn)行計算;支座A上部：＜又，滿足要求。實配鋼筋620(As=1884mm2)。支座BL上部：;實配鋼筋422(As=1520mm2),，滿足要求。框架梁正截面受彎承載力計算和配筋如下表所示：表4-24框架梁正截面配筋計算位置AB、CD梁BC梁支座左跨中支座右支座左跨中支座右6-81.6359.3277.65-33.41-6.65-33.410.0510.0370.0490.0210.0040.0210.0520.0380.0500.0210.0040.02140929939316531165選配鋼筋318316318316216316實配鋼筋面積7634027636034026035-156.6245.87-133.72-62.28-12.84-62.280.0980.0290.0840.0390.0080.0390.1030.0290.0880.0400.0080.04080922869231563315選配鋼筋320316320316216316實配鋼筋面積9424029426034026034-179.8045.96-168.54-88.43-12.8588.430.1120.0290.1050.0550.0080.0550.1190.0290.1110.0570.0080.05793622887344863448選配鋼筋320316320316216316實配鋼筋面積9424029426034026033-233.4455.35-179.85-116.23-15.36-116.230.1460.0350.1120.0730.0090.0730.1590.0360.1190.0760.0090.076125028393659871598選配鋼筋422316420316216316實配鋼筋面積152040212566034026032-262.2845.82220.28-121.88-13.03-121.880.1640.0290.1380.0760.0080.0760.1800.0150.1490.0790.0080.0791415118117262163621選配鋼筋422316420318216316實配鋼筋面積152040212567634026031-275.6262.41237.56-132.82-9.93-132.820.1720.0390.1490.0830.0060.0830.1900.0400.1620.0870.0060.0871494315127468447684選配鋼筋422316422318216316實配鋼筋面積15204021520763402603經(jīng)查表得，表中數(shù)據(jù)都不大于，滿足要求。⑵梁斜截面受彎承載力計算（箍筋用HPB300級鋼筋，)AB跨梁兩端支座剪力值相差較小，為方便計算取兩者較大值確定箍筋數(shù)量。故截面尺寸滿足要求。加密區(qū)選擇雙肢φ8@100（），非加密區(qū)選擇雙肢φ8@200，非加密區(qū)配筋率，滿足要求。BC跨梁兩端支座故截面尺寸滿足要求。由于非加密區(qū)長度較小，故全跨均按加密取配置選擇雙肢φ8@100（）?？蚣芰盒苯孛媸芗舫休d力計算和配筋如下表4-25所示：表4-25框架梁斜截面配筋計算樓層截面梁端加密區(qū)非加密區(qū)實配箍筋（）實配箍筋（）6梁AB、CD72.16484.77>V＜02φ8@100（1.01)2φ8@200（0.17)梁BC34.13313.17>V＜02φ8@100（1.01)/5梁AB、CD116.34484.77>V0.022φ8@100（1.01)2φ8@200（0.17)梁BC59.48313.17>V＜02φ8@100（1.01)/4梁AB、CD121.37484.77>V0.052φ8@100（1.01)2φ8@200（0.17)梁BC84.95313.17>V＜02φ8@100（1.01)/3梁AB、CD129.47484.77>V0.092φ8@100（1.01)2φ8@200（0.17)梁BC106.91313.17>V＜02φ8@100（1.01)/2梁AB、CD138.56566.13>V0.142φ8@100（1.01)2φ8@200（0.17)梁BC122.57365.73>V0.062φ8@100（1.01)/1梁AB、CD146.43566.13>V0.182φ8@100（1.01)2φ8@200（0.17)梁BC139.96365.73>V0.152φ8@100（1.01)/4.9.2框架柱配筋計算⑴剪跨比和軸壓比驗算柱的剪跨比按式，其中取柱上、下端截面彎矩設(shè)計值的較大者。柱的剪跨比宜大于2，軸壓比不宜大于0.75（二級抗震等級）。由表4-26可見，本設(shè)計各柱剪跨比和軸壓比均滿足要求。表中、和都不考慮承載力抗震調(diào)整系數(shù)。表4-26框架柱剪跨比和軸壓比驗算柱號層次(mm)(mm)(N/mm2)(KN﹒m)(KN)(KN)A柱650045014.3113.83356.8559.674.24＞20.019＜0.75550045014.3134.87842.3366.094.53＞20.262＜0.75450045014.3161.351327.6581.624.39＞20.413＜0.75350045014.3166.741809.9493.893.95＞20.563＜0.75250045016.7185.182297.72114.843.58＞20.612＜0.75160055016.7330.682819.04102.085.89＞20.512＜0.75B柱650045014.3123.11491.9364.394.25＞20.153＜0.75550045014.3156.961052.1990.063.87＞20.327＜0.75450045014.3186.611628.47111.43.72＞20.506＜0.75350045014.3213.42204.05128.483.69＞20.685＜0.75250045016.7232.952780.41140.563.68＞20.740＜0.75160055016.7369.823387.08129.495.19＞20.615＜0.75⑵柱正截面受壓承載力計算為實現(xiàn)墻柱弱梁的破壞機(jī)構(gòu)，對二級框架，柱端組合彎矩設(shè)計值應(yīng)按進(jìn)行調(diào)整，取為1.5。為了避免柱腳過早屈服，二級框架底層柱下端截面組合的彎矩設(shè)計值，應(yīng)乘以增大系數(shù)1.5。抗震設(shè)計時，二級框架柱端組合的剪力設(shè)計值應(yīng)按進(jìn)行調(diào)整，取為1.3。設(shè)計中應(yīng)先調(diào)整柱端彎矩，再根據(jù)調(diào)整后的、計算剪力設(shè)計值。另外，抗震設(shè)計時偏心受壓構(gòu)件的承載力抗震調(diào)整系數(shù)，對剪力取0.85；對軸向壓力，當(dāng)軸壓比小于0.15時取0.75，不小于0.15取0.80。以第一層A柱為例說明抗震設(shè)計時柱端組合彎矩和組合剪力設(shè)計值調(diào)整過程。在右震作用下，柱端彎矩組合設(shè)計值第一層：柱底柱頂?shù)诙樱褐子艺鹱饔孟碌谝粚恿褐?jié)點處柱端彎矩和為：查表4-21得由于，則調(diào)整柱端彎矩為第2層柱底第1層柱頂由于軸壓比大于0.15，取，軸壓比小于0.15取，柱端組合彎矩設(shè)計值：第2層柱底;第1層柱頂?shù)?層柱底表4-27A柱控制截面內(nèi)力調(diào)整值層次654321截面柱頂柱底柱頂柱底柱頂柱底柱頂柱底柱頂柱底柱頂柱底136.6195.3155.3118.94168.74170.25203.25198.33221.33212.43228.56396.82199.21219.17516.06536.02846.47806.421185.141205.091536.511556.471903.921934.8680.5995.29117.79139.54150.72157.05表4-28B柱控制截面內(nèi)力調(diào)整值層次654321截面柱頂柱底柱頂柱底柱頂柱底柱頂柱底柱頂柱底柱頂柱底-147.73-77.44-136.03-108.88-144.91-134.13-156.09-151.47-165.34-238.77-264.19-443.78214.74234.7502.77522.73779.29799.25988.431008.381301.961321.931577.331588.26-74.18-85.1-96.96-106.87-140.42-177.8取20mm和偏心方向截面最大尺寸的兩者中的最大值。柱的計算長度按確定。以第一層A柱為例：⑴按及相應(yīng)的一組計算。判斷是否考慮附加彎矩桿端彎矩比截面回轉(zhuǎn)半徑長細(xì)比軸壓比故不需考慮桿件自身撓曲變形影響，取判別偏壓：取，，，取屬于大偏心受壓計算配筋按構(gòu)造配筋⑵再按及相應(yīng)的一組計算。判斷是否考慮附加彎矩桿端彎矩比截面回轉(zhuǎn)半徑長細(xì)比軸壓比故不需考慮桿件自身撓曲變形影響，取判別偏壓：經(jīng)過計算得，該組內(nèi)力下構(gòu)件截面未達(dá)到承載力極限狀態(tài)，按構(gòu)造配筋。選配422（）總配筋率表4-29框架柱縱向鋼筋計算樓層內(nèi)力大小偏壓實配鋼筋面積（mm2）A柱64.1320623.31643.3126.25843.31大偏壓618構(gòu)造配筋420（As=1256mm2）54.1320289.73309.7364.19509.73大偏壓341構(gòu)造配筋420（As=1256mm2）44.1320196.5216.5103.76416.5大偏壓110構(gòu)造配筋420（As=1256mm2）34.1320168.66188.66144.32388.66大偏壓906構(gòu)造配筋420（As=1256mm2）24.1320142.2162.2186.4362.2大偏壓58.44構(gòu)造配筋420（As=1256mm2）1520205.09225.09193.1475.09大偏壓232.6構(gòu)造配筋420（As=1256mm2）B柱64.1320629.53649.5328.11849.53大偏壓674構(gòu)造配筋420（As=1256mm2）54.1320260.23280.2362.6480.23大偏壓251構(gòu)造配筋420（As=1256mm2）44.1320181.37201.3195.72401.31大偏壓＜0構(gòu)造配筋420（As=1256mm2）34.1320154.79174.79120.76374.79大偏壓＜0構(gòu)造配筋420（As=1256mm2）24.1320180.62200.62158.31400.62大偏壓273.4構(gòu)造配筋420（As=1256mm2）1520279.41299.47190.21499.41大偏壓＜0構(gòu)造配筋420（As=1256mm2）⑶柱斜截面受壓承載力計算見表4-27，第一層A軸柱最大剪力為剪力，對應(yīng)軸力取，取，取箍筋采用井字復(fù)合箍筋，加密區(qū)箍筋選用4φ8@100，非加密區(qū)為4φ8@200，由《混凝土設(shè)計規(guī)范》中表11.4.17查得，則最小體積配筋率：，，滿足要求。各層柱箍筋計算見下表。表4-30框架柱箍筋計算柱號層次(KN)N實配箍筋加密區(qū)非加密區(qū)A柱680.59643.5219.171072.5>N<04φ8@100(2.01)4φ8@200(1.01)595.29643.5536.021072.5>N<04φ8@100(2.01)4φ8@200(1.01)4117.79643.5866.421072.5>N<04φ8@100(2.01)4φ8@200(1.01)3139.54643.51205.091072.5<N<04φ8@100(2.01)4φ8@200(1.01)2150.72751.51556.471252.5<N<04φ8@100(2.01)4φ8@200(1.01)1157.251102.21934.861803.6<N<04φ8@100(2.01)4φ8@200(1.01)B柱674.18643.5234.71072.5>N<04φ8@100(2.01)4φ8@200(1.01)585.1643.5234.71072.5>N<04φ8@100(2.01)4φ8@200(1.01)496.96643.5799.251072.5>N<04φ8@100(2.01)4φ8@200(1.01)3106.87643.51008.381072.5<N<04φ8@100(2.01)4φ8@200(1.01)2140.42751.51321.931252.5<N<04φ8@100(2.01)4φ8@200(1.01)1177.81102.21588.261803.6>N<04φ8@100(2.01)4φ8@200(1.01)⑶框架梁柱節(jié)點核心區(qū)截面抗震驗算以第一層框架中節(jié)點為例，由節(jié)點兩側(cè)梁的受彎承載力計算節(jié)點核心區(qū)的剪力設(shè)計值，因節(jié)點兩側(cè)梁不等高，即本設(shè)計為二級抗震等級，按計算節(jié)點的剪力設(shè)計值，其中為柱的計算高度，取上、下柱反彎點間的距離，由表4-13和表4-21可得（左震）節(jié)點核心區(qū)剪力設(shè)計值按計算，即因，故取,,，則由得滿足要求。節(jié)點核心區(qū)的受剪承載力按計算，其中取二層柱底軸力和二者中的較小值，故取。 節(jié)點區(qū)配置4φ8@100的箍筋，，節(jié)點受剪承載力滿足要求。表4-31節(jié)點核心區(qū)箍筋計算結(jié)果柱號層次(KN)N(KN)(KN)實配箍筋邊節(jié)點6223.151892.650.001788<04φ8@100(2.01)5493.531892.65189.651788<04φ8@100(2.01)4570.811892.65444.641788<04φ8@100(2.01)3738.251892.65685.831788<04φ8@100(2.01)2848.542210.29914.392088<04φ8@100(2.01)1880.563182.821138.333006<04φ8@100(2.01)中節(jié)點6259.681892.650.001788<04φ8@100(2.01)5560.451892.65234.701788<04φ8@100(2.01)4744.231892.65522.731788<04φ8@100(2.01)3828.261892.65799.251788<04φ8@100(2.01)21058.812210.291008.382088<04φ8@100(2.01)11181.363182.821321.933006<04φ8@100(2.01)5.基礎(chǔ)設(shè)計5.1基礎(chǔ)設(shè)計資料本設(shè)計根據(jù)建筑物規(guī)模、功能特點、上部結(jié)構(gòu)型式、荷載的大小和分布以及地基土層分布、土的性質(zhì)、地下水情況等因素，確定基礎(chǔ)結(jié)構(gòu)類型為現(xiàn)澆柱下獨立基礎(chǔ)，具體設(shè)計資料如下：基礎(chǔ)結(jié)構(gòu)類型：現(xiàn)澆柱下獨立基礎(chǔ)基礎(chǔ)埋置深度：1.800m5.2工程地質(zhì)條件：工程地質(zhì)條件：(1)自然地表1.5米內(nèi)為填土，填土下層4米厚為紅粘土，再下為礫石層。紅粘土允許承載力為210kN/m2，礫石層允許承載力為220kN/m2，地基為二類場地土。(2)地下水位：地表以下2.2米，水質(zhì)對混凝土無侵蝕柱截面尺寸：600mm×600mm基礎(chǔ)材料：采用C25混凝土,HRB335級鋼筋，設(shè)混凝土墊層(C30)。5.3基礎(chǔ)計算基礎(chǔ)面積的計算采用荷載標(biāo)準(zhǔn)組合，基礎(chǔ)配筋的計算采用荷載基本組合。5.3.1A柱下獨立基礎(chǔ)結(jié)構(gòu)計算由框架結(jié)構(gòu)計算結(jié)果可得：由A柱傳給基礎(chǔ)的軸向力由A柱傳給基礎(chǔ)內(nèi)力組合標(biāo)準(zhǔn)值：N=2396.18kN，M=5.68kN·m，V=2.94kN由土力學(xué)地基基礎(chǔ)教材表4-6查得承載力修正系數(shù)5.3.2初步確定基礎(chǔ)高度根據(jù)埋置深度和構(gòu)造要求，初步確定H0=800mm5.3.3初步估計所需的基礎(chǔ)底面尺寸A0計算修正后的地基承載力特征值fa，先不考慮寬度修正fa=fak+ηbr(b-3)+ηdrm(d-0.5)=180+1.6×20×(1.8-0.5)=221.6kN/m2先按軸心受壓基礎(chǔ)試算基礎(chǔ)面積，基礎(chǔ)底面積:A≥NK/(fa-rd)=2396.18/(221.6-20×1.8)=12.91m2考慮荷載偏心，將基底面積擴(kuò)大1.1～1.4倍，即A0=（1.1～1.4）A=14.17m2～18.03m2取基底邊長比b/l=1(b為荷載偏心方向邊長)，取l=3.8m,b=3.8m，A0=l×b=l2=14.44m2。需進(jìn)行寬度修正：fa=fak+ηbr(b-3)+ηdrm(d-0.5)=180+0.3×18×(3.8-3)+1.6×20×(1.8-0.5)=225.92kN/m2先按軸心受壓基礎(chǔ)試算基礎(chǔ)面積，基礎(chǔ)底面積:A≥NK/(fa-rd)=2396.18/(225.92-20×1.8)=12.62m2考慮荷載偏心，將基底面積擴(kuò)大1.1～1.4倍，即A0=（1.1～1.4）A=13.85m2～17.63m2取基底邊長比b/l=1(b為荷載偏心方向邊長)，取l=3.8m,b=3.8m，A0=l×b=l2=14.44m2。基礎(chǔ)及臺階上的土自重：基底處的抵抗力矩：偏心荷載作用下地基承載力驗算 偏心距 ，時，,滿足要求。5.3.4基礎(chǔ)受沖切承載力驗算地基凈反力為：基礎(chǔ)計算圖如下圖26所示：（圖中尺寸單位為mm）(1)對柱邊進(jìn)行受沖切承載力計算有效高度為：h0=800-40=760mmmm由圖可知，沖切荷載面積（圖中陰影部分面積）：,滿足規(guī)范要求。(2)對變階處進(jìn)行受沖切承載力計算有效高度為：h0=400-40=360mm由圖可知，沖切荷載面積（圖中陰影部分面積）：，滿足規(guī)范要求。5.3.5基礎(chǔ)底板配筋(1)按柱邊截面計算a、沿基礎(chǔ)長邊方向LX,對柱截面Ⅰ-Ⅰ處,基礎(chǔ)寬高比為800/400=2＜2.5l=3800,at=600，bt=600,b=3800,A=a×b=3.8×3.8=14.44m2,G=519.84kN；基礎(chǔ)底板鋼筋面積，則基礎(chǔ)長邊方向LX采用:16@100，實配面積：2011mm2b、沿基礎(chǔ)短邊方向LY，對柱截面Ⅱ-Ⅱ處，基礎(chǔ)寬高比為800/400=2＜2.5l=3800,at=600，bt=600,b=3800,A=a×b=3.8×3.8=14.44m2,G=519.84kN；基礎(chǔ)底板鋼筋面積，則基礎(chǔ)短邊方向LY采用：16@80，實配面積：2513mm2(2)按變階處截面計算a、沿基礎(chǔ)長邊方向,對變階處截面Ⅲ-Ⅲ處,基礎(chǔ)寬高比為800/400=2＜2.5l=3800,at=1800，bt=1800,b=3800,A=a×b=3.8×3.8=14.44m2,G=519.84kN；基礎(chǔ)底板鋼筋面積，則基礎(chǔ)長邊方向LX采用:16@150，實配面積：1340mm2b、沿基礎(chǔ)短邊方向，對變階處截面Ⅳ-Ⅳ處，基礎(chǔ)寬高比為800/400=2＜2.5l=3800,at=1800，bt=1800,b=3800,A=a×b=3.8×3.8=14.44m2,G=519.84kN；基礎(chǔ)底板鋼筋面積，則基礎(chǔ)短邊方向LY采用：12@200，實配面積：565mm2綜上可知A柱下獨立基礎(chǔ)底板配筋為：①沿基礎(chǔ)長邊方向按柱邊處截面計算配筋:16@80，實配面積：2011mm2②沿基礎(chǔ)短邊方向按柱邊截面計算配筋：16@80，實配面積：2513mm25.4C柱下獨立基礎(chǔ)結(jié)構(gòu)計算B柱和C柱的間距只有2.4m，在設(shè)計基礎(chǔ)尺寸時，由于兩柱間距太小基礎(chǔ)發(fā)生碰撞，所以采用聯(lián)合基礎(chǔ)。聯(lián)合基礎(chǔ)大樣如下圖：N=2879.02KN，F(xiàn)k=2N×1.2=2×2879.02×1.2=6909.65KN5.4.1初步確定基礎(chǔ)高度根據(jù)埋置深度和構(gòu)造要求，初步確定H0=800mm5.4.2按中心荷載初步估計所需的基礎(chǔ)底面尺寸A計算修正后的地基承載力特征值fa，需進(jìn)行寬度修正：先按軸心受壓基礎(chǔ)試算基礎(chǔ)面積，基礎(chǔ)底面積:由圖知，l=5m，則；取b=8m,A0=5×8=40m25.4.3驗算基底壓力p根據(jù)《地基基礎(chǔ)設(shè)計規(guī)范》第5.2.1條規(guī)定，p≤1.2fa,滿足要求。5.4.4基礎(chǔ)受沖切承載力驗算基礎(chǔ)計算如圖所示：（1）與基礎(chǔ)交接處的沖切強(qiáng)度驗算：取保護(hù)層厚度為40mm，取階梯形基礎(chǔ)兩級，每階高度為400mm,即h0=800-40=760mm根據(jù)《地基基礎(chǔ)設(shè)計規(guī)范》第8.2.7中的第2條規(guī)定求，滿足規(guī)范要求。（2）基礎(chǔ)變階處的沖切強(qiáng)度驗算：取階梯形基礎(chǔ)兩級，每階高度為400mm,即h0=800-40=760mm根據(jù)《地基基礎(chǔ)設(shè)計規(guī)范》第8.2.7中的第2條規(guī)定求at、ab，，滿足規(guī)范要求。（3）基礎(chǔ)底板配筋①柱與基礎(chǔ)交接處的沖切強(qiáng)度驗算：沿基礎(chǔ)l方向計算Ⅰ-Ⅰ截面則基礎(chǔ)短邊方向LY由構(gòu)造要求，采用方案：14@130，實配面積：1184mm2沿基礎(chǔ)b方向計算Ⅱ-Ⅱ截面則基礎(chǔ)長邊方向Lx由構(gòu)造要求，采用方案：14@180，實配面積：855mm2②基礎(chǔ)變階處的沖切強(qiáng)度驗算：a、基礎(chǔ)l方向計算Ⅰ-Ⅰ截面；基礎(chǔ)底板鋼筋面積，則基礎(chǔ)長邊方向LX由構(gòu)造要求，采用：12@200，實配面積：565mm2b、沿基礎(chǔ)b方向計算Ⅱ-Ⅱ截面因為柱子的截面尺寸600mm×600mm；；基礎(chǔ)底板鋼筋面積，則基礎(chǔ)長邊方向Ly由構(gòu)造要求，采用方案：12@200，實配面積：565mm2綜合上述計算可知A柱下獨立基礎(chǔ)底板配筋結(jié)果為：①沿基礎(chǔ)長邊方向應(yīng)按柱邊處截面計算進(jìn)行配筋:14@180，實配面積：855mm2②沿基礎(chǔ)短邊方向應(yīng)按柱邊截面計算進(jìn)行配筋：14@130，實配面積：1184mm26.樓梯設(shè)計6.1樓梯設(shè)計資料采用現(xiàn)澆板式樓梯，樓梯結(jié)構(gòu)平面布置詳見建施圖。層高3.3m，樓梯踏步面層為瓷磚地面，底面用20mm厚石灰砂漿抹平。踏步尺寸150mm×280mm，采用混凝土強(qiáng)度等級C30，fc=14.3N/mm2,平臺梁鋼筋采用HRB400級鋼筋，斜板、平臺板采用HPB300級鋼筋。樓梯上均布活荷載標(biāo)準(zhǔn)值qK=2.5KN/m2.6.2樓梯計算6.2.1樓梯板計算板傾斜度,0.862樓梯板厚度應(yīng)取樓梯板斜長的，所以樓梯板厚h=120mm。取1m寬板帶計算（1）荷載計算瓷磚地面（包括水泥粗砂打底）0.55KN/m2×(0.26+0.15)m×=0.81KN/m三角形踏步×25KN/m3×0.26m×0.15m×=1.74KN/m120mm厚現(xiàn)澆鋼筋混凝土樓板25KN/m3×0.12m×1m×=3.528KN/m20mm厚板底抹灰17KN/m3×0.02m×1m×=0.40KN/mΣ=6.47kN/m恒載標(biāo)準(zhǔn)值：gk=6.47kN/m活載標(biāo)準(zhǔn)值：qk=2.5kN/m荷載設(shè)計值：p=1.2×6.47+1.4×2.5=11.26kN/m2）截面設(shè)計板水平計算跨度：ln=2.86m彎矩設(shè)計值：(h0=120-20=100mm)選用φ10@150mm,As=523mm2分布筋φ8@200mm，每級踏步下一根，梯段配筋見結(jié)構(gòu)圖。6.2.2平臺板計算設(shè)平臺板厚h=80mm，取1m寬板帶計算（1）荷載計算瓷磚地面（包括水泥粗砂打底）0.55KN/m20mm厚1：3干硬性水泥砂漿20×0.02=0.40KN/m80mm厚現(xiàn)澆鋼筋混凝土樓板25×0.08=2.00KN/m15mm厚天棚抹灰17×0.015=0.25KN/m∑=3.20KN/m恒載標(biāo)準(zhǔn)值：gk=3.20kN/m活載標(biāo)準(zhǔn)值：qk=2.5kN/m荷載設(shè)計值：p=1.2×3.2+1.4×2.50=7.34kN/m（2）截面設(shè)計板的計算跨度:1.05ln=1.05×1.4=1.47m彎矩設(shè)計值：h0=80-20=60mm選用φ8@150mm,As=335mm2。6.2.3平臺梁計算設(shè)平臺梁截面b=250mmh=350mm（1）荷載計算梁自重25×0.25×(0.35-0.08)=1.69KN/m20mm梁側(cè)粉刷17×0.02×(0.35-0.08)×2=0.18KN/m平臺板傳來3.8×1.47/2=2.79KN/m梯段傳來6.64×1.59/2=5.28KN/m∑=9.94KN/m恒載標(biāo)準(zhǔn)值：gk=9.94kN/m活載標(biāo)準(zhǔn)值：qk=(1.47/2+1.59/2)m×2.50kN/m=3.83kN/m荷載設(shè)計值：p=1.2×9.94+1.4×3.83=17.29kN/m（2）截面設(shè)計計算跨度:lo===3.75m內(nèi)力設(shè)計值：截面按倒L形計算：按梁的跨度考慮：按翼緣寬度考慮：取小值：，按第一類T形截面進(jìn)行試算：；選用220,As=628mm2斜截面受剪承載力計算:，故可按構(gòu)造配置箍筋，選用雙肢箍φ8@200mm。7.手算及電算對比分析PKPM電算和手工計算一榀框架的區(qū)別：（1）電算計算速度較手算速度快捷方便，極大減少大量重復(fù)的計算。（2）手算可以較清晰的明白計算過程，容易發(fā)現(xiàn)出錯的原因。（3）電算需要求對各個參數(shù)的意義理解明白，才能更好的對結(jié)果做出正確的判斷。（4）電算計算較為全面，比如它可以將彎矩的包絡(luò)圖繪制出來，同時考慮到空間作用，較全面。表7-1手算、電算主要結(jié)果對比比較項目電算結(jié)果手算結(jié)果總重力荷載代表值（KN）60075.5753143.55⑤軸框架梁內(nèi)力邊跨(AB跨)1層MAB=-235kN?mMmax=125kN?m-114kN?mV=-128kN-275.62kN?m97.90kN?m-237.56kN?mV=-135.94kN中跨(BC跨)-96kN?m-6kN?m-87kN?mV=-196kN-132.82kN?m-4.71kN?m-98.90kN?mV=-227.00kN⑤軸框架柱軸壓比、內(nèi)力邊柱(D柱)1層N=-2294KN，μ=0.37-42kN?mV=-33.6kNN=-2396.18KN，μ=0.43-61.92kN?mV=-39.6kN中柱(C柱)N=-2630kN，μ=0.40-83kN?mV=43kNN=-2879.02kN，μ=0.49-111.58kN?mV=60.31kN框架電算信息(一)總信息:水平力與整體坐標(biāo)夾角（度）0.00混凝土容重（kN/m3）25.00鋼材容重（kN/m3）78.00裙房層數(shù)0轉(zhuǎn)換層所在層號0嵌固端所在層號1地上部分層數(shù)6地下室層數(shù)0墻元細(xì)分最大控制長度（m）1.00彈性板細(xì)分最大控制長度（m）1.00轉(zhuǎn)換層指定為薄弱層是墻梁跨中節(jié)點作為剛性樓板從節(jié)點是高位轉(zhuǎn)換結(jié)構(gòu)等效側(cè)向剛度比計算傳統(tǒng)方法墻傾覆力矩計算方法考慮墻的所有內(nèi)力貢獻(xiàn)考慮梁板頂面對齊否構(gòu)件偏心方式傳統(tǒng)移動節(jié)點方式結(jié)構(gòu)材料信息鋼筋混凝土結(jié)構(gòu)結(jié)構(gòu)體系框架結(jié)構(gòu)恒活荷載計算信息模擬施工加載1風(fēng)荷載計算信息計算水平風(fēng)荷載地震作用計算信息計算水平地震作用結(jié)構(gòu)所在地區(qū)全國規(guī)定水平力的確定方式樓層剪力差方法（規(guī)范方法）墻梁轉(zhuǎn)框架梁的控制跨高比（0=不轉(zhuǎn)）0.00框架連梁按殼元計算控制跨高比0.00扣除構(gòu)件重疊質(zhì)量和重量否剛性樓板假定計算信息不強(qiáng)制采用剛性樓板假定樓梯計算信息不帶樓梯進(jìn)行計算采用指定的剛重比計算模型否(二)高級參數(shù):位移比計算時考慮斜撐否(三)控制信息:計算軟件信息64位線性方程組的解法Pardiso地震作用分析方法總剛分析方法位移輸出方式簡化輸出吊車荷載計算否生成傳給基礎(chǔ)的剛度否(四)風(fēng)荷載信息:地面粗糙度類別C修正后的基本風(fēng)壓（kN/m2）0.35X向結(jié)構(gòu)基本周期（秒）0.49Y向結(jié)構(gòu)基本周期（秒）0.49風(fēng)荷載作用下結(jié)構(gòu)的阻尼比（%）5.00承載力設(shè)計時風(fēng)荷載效應(yīng)放大系數(shù)1.00用于舒適度驗算的風(fēng)壓（kN/m2）0.35用于舒適度驗算的結(jié)構(gòu)阻尼比（%）2.00考慮順風(fēng)向風(fēng)振影響是考慮橫風(fēng)向風(fēng)振影響否考慮扭轉(zhuǎn)風(fēng)振影響否水平風(fēng)體型系數(shù)：體型分段數(shù)1第一段：最高層號6X向體型系數(shù)1.30Y向體型系數(shù)1.30設(shè)縫多塔背風(fēng)面體型系數(shù)0.50(五)地震信息:結(jié)構(gòu)規(guī)則性信息規(guī)則設(shè)防地震分組第一組設(shè)防烈度7（0.1g）場地類別II類砼框架抗震等級2二級剪力墻抗震等級3三級鋼框架抗震等級3三級抗震構(gòu)造措施的抗震等級不改變懸挑梁默認(rèn)取框梁抗震等級否按主振型確定地震內(nèi)力符號否按抗規(guī)（6.1.3-3）降低嵌固端以下抗震構(gòu)造措施的抗震等級否部分框支剪力墻結(jié)構(gòu)底部加強(qiáng)區(qū)剪力墻抗震等級自動提高一級（高規(guī)表3.9.3、表3.9.4）是程序自動考慮最不利水平地震作用否考慮雙向地震作用否考慮偶然偏心是考慮偶然偏心的方式相對于邊長的偶然偏心X向相對偶然偏心0.05Y向相對偶然偏心0.05重力荷載代表值的活載組合值系數(shù)0.50周期折減系數(shù)1.00特征周期（秒）0.35水平地震影響系數(shù)最大值0.0800用于12層以下規(guī)則砼框架結(jié)構(gòu)薄弱層驗算的地震影響系數(shù)最大值0.5000結(jié)構(gòu)阻尼比選取方法全樓統(tǒng)一結(jié)構(gòu)的阻尼比（%）5.00特征值分析參數(shù)：分析類型子空間迭代法計算振型個數(shù)3斜交抗側(cè)力構(gòu)件方向附加地震數(shù)0同時考慮相應(yīng)角度的風(fēng)荷載是是否采用自定義地震影響系數(shù)曲線否建筑抗震設(shè)防類別丙類指定的隔震層個數(shù)0阻尼比確定方法強(qiáng)制解耦最大附加阻尼比0.50(六)活荷信息:樓面活荷載折減方式傳統(tǒng)方式柱、墻設(shè)計時活荷載不折減傳給基礎(chǔ)的活荷載折減柱、墻、基礎(chǔ)活荷載折減系數(shù)：計算截面以上層數(shù)折減系數(shù)11.002-30.854-50.706-80.659-200.6020層以上0.55梁樓面活荷載折減設(shè)置不折減梁活荷不利布置的最高層號6考慮結(jié)構(gòu)使用年限的活荷載調(diào)整系數(shù)1.00柱、墻設(shè)計時消防車荷載折減系數(shù)1.00(七)調(diào)整信息:梁活荷載內(nèi)力放大系數(shù)1.00梁扭矩折減系數(shù)0.40托墻梁剛度放大系數(shù)1.00支撐臨界角（度）20.00梁端負(fù)彎矩調(diào)幅系數(shù)0.85梁端彎矩調(diào)幅方法通過豎向構(gòu)件判斷調(diào)幅梁支座地震作用下連梁剛度折減系數(shù)0.60風(fēng)荷載作用下的連梁剛度折減系數(shù)1.00柱實配鋼筋超配系數(shù)1.15墻實配鋼筋超配系數(shù)1.15梁剛度放大系數(shù)按2010規(guī)范取值是梁剛度放大系數(shù)按主梁計算否按抗震抗規(guī)(5.2.5)調(diào)整各樓層地震內(nèi)力是弱軸方向動位移比例（0-1）0.00強(qiáng)軸方向動位移比例（0-1）0.00薄弱層調(diào)整：按剛度比判斷薄弱層的方式按抗規(guī)和高規(guī)從嚴(yán)判斷受剪承載力突變形成的薄弱層自動進(jìn)行調(diào)整否指定的薄弱層個數(shù)0薄弱層地震內(nèi)力放大系數(shù)1.25地震作用調(diào)整：全樓地震作用放大系數(shù)1.00二道防線調(diào)整：考慮雙向地震時內(nèi)力調(diào)整方式先考慮雙向地震再調(diào)整0.2V0分段調(diào)整方法規(guī)范方法alpha0.20beta1.50調(diào)整分段數(shù)0調(diào)整系數(shù)上限2.00調(diào)整與框支柱相連的梁的內(nèi)力否框支柱調(diào)整系數(shù)上限5.00指定的加強(qiáng)層個數(shù)0采用SAUSAGE-CHK計算的連梁剛度折減系數(shù)否計算地震位移時不考慮連梁剛度折減否鋼管束墻混凝土剛度折減系數(shù)1.00(八)設(shè)計信息:結(jié)構(gòu)重要性系數(shù)1.00鋼構(gòu)件截面凈毛面積比0.85梁按壓彎計算的最小軸壓比0.15鋼構(gòu)件材料強(qiáng)度執(zhí)行《高鋼規(guī)》JGJ99-2015是按高規(guī)或高鋼規(guī)進(jìn)行構(gòu)件設(shè)計否執(zhí)行《高鋼規(guī)》JGJ99-2015第7.3.9條和7.4.1