層框剪綜合樓結(jié)構(gòu)、施工全套畢業(yè)設(shè)計(jì)計(jì)算、施組、圖紙及計(jì)價(jià)13

5.6豎向荷載作用下內(nèi)力分析：5.6.1計(jì)算單元及計(jì)算簡(jiǎn)圖的確定：仍?、茌S線橫向框架和⑤⑥軸線間的橫向剪力墻進(jìn)行計(jì)算，由于樓面荷載均勻分布，故取兩軸線中線之間的長(zhǎng)度為計(jì)算單元寬度，計(jì)算簡(jiǎn)圖如下圖所示：圖1-35豎向荷載計(jì)算單元5.6.2荷載計(jì)算（標(biāo)準(zhǔn)值）：5.6.2.1框架荷載計(jì)算：（1）恒荷載作用情況下：包括梁重（扣除板重）和隔墻重，由前面的相關(guān)數(shù)據(jù)得：1～8F：9F：（注：）為板自重傳給橫梁的荷載峰值：1～8F：9F：為縱梁傳給eq\o\ac(○,A)柱的板自重、梁自重（扣除板厚）和外隔墻重：1～5F：6～8F：9F：為對(duì)上柱形心軸產(chǎn)生的偏心矩：1～5F：6～8F：9F：此外，、、分別為縱梁傳給eq\o\ac(○,B)軸、eq\o\ac(○,C)軸、eq\o\ac(○,D)軸柱的板自重、梁自重（扣除板厚）和外隔墻重，為對(duì)上柱形心軸產(chǎn)生的偏心矩，計(jì)算方法如上所述，計(jì)算過程從略，計(jì)算結(jié)果見表1-31。（2）活荷載作用情況下：閱覽室、辦公室、英語(yǔ)廳活荷為，走廊活荷為，屋面活荷為，屋面雪荷為。計(jì)算方法同恒荷載作用情況下，計(jì)算結(jié)果見表1-32。圖1-36豎向荷載收集計(jì)算簡(jiǎn)圖表1-39框架恒載計(jì)算層次9F6.76.728.72828.728216.35317.152313.152200.73-5.4095.0196～8F12.8287.015.9615.96199.702246.092243.88190.126-4.9934.7531～5F12.8287.015.9615.96198.317244.168241.774188.74-14.87414.156表1-40框架活荷計(jì)算表層次樓、屋面活荷載9F8.48.444.176.8675.642.841.1031.0711～8F8.48.444.185.0583.7942.843.3083.213屋面雪荷載9F1.471.477.71813.45113.237.4970.1930.1875.6.2.2剪力墻荷載計(jì)算：（1）恒荷作用情況下：首先計(jì)算與剪力墻相連次梁的內(nèi)力，次梁受次梁自重及隔墻重（）、樓梯傳來(lái)板的自重（）及樓板的自重（）。1～9F：1～8F：1～8F：1～8F：10F：10F：10F：為縱梁傳給剪力墻的板自重、梁自重（扣除板厚）和外隔墻重：1~5F：6~8F：9F：為次梁傳給剪力墻的集中力：1～8F：9F：為縱梁傳給剪力墻的板自重、縱梁自重和外隔墻重：1～5F：6～8F：9F：為對(duì)柱形心的偏心距：1~5F：6~8F：9F：（2）活荷載作用情況下：閱覽室、辦公室、英語(yǔ)廳活荷為，走廊活荷為，屋面活荷為，屋面雪荷為。計(jì)算方法同恒荷載作用情況下，計(jì)算結(jié)果見表1-41表1-41框架恒載計(jì)算層次9F6.76.717.133.51626.67637.48298.1591250.9376～8F12.8287.09.518.6214.8243.866103.93154.1271.0971～5F12.8287.09.518.6214.8243.176103.93163.1493.238表1-42框架活荷計(jì)算表層次樓、屋面活荷載9F7.49.97.86.5038.6443.6280.1631～8F13.413.59.756.50320.1647.6080.488屋面雪荷載9F1.2951.7331.3651.1381.5127.6350.193首先計(jì)算在豎向荷載作用下的內(nèi)力，計(jì)算過程如上所述。然后將B端的彎矩和剪力反向施加于的剪力墻上，再按靜力等效方法將豎向集中荷載和集中力矩移至剪力墻形心處。下面以⑤⑥軸線間第一層橫向剪力墻為例說明計(jì)算方法，其余計(jì)算結(jié)果見表1-43。表1-43恒荷載產(chǎn)生的剪力墻各層集中荷載及集中力矩計(jì)算表層次剪力墻形心處剪力墻形心處剪力墻形心處9157.01675.84633.651-36.6190.667153.5738157.61175.0879.227-89.4236.838262.4177157.61175.0879.057-89.4236.668262.2046157.61175.0879.091-89.4236.702262.2475156.91875.0878.413-88.2236.024258.9214156.91875.0877.905-87.3235.516257.3663156.91875.0877.938-87.3235.549257.4282156.91875.0877.911-87.3235.522257.3941156.91875.0878.243-87.5235.854257.811（3）活載作用情況下：計(jì)算方法同恒荷載作用情況時(shí)，計(jì)算過程從略，計(jì)算結(jié)果見表1-44。表1-44荷載產(chǎn)生的剪力墻各層集中荷載及集中力矩計(jì)算表層次剪力墻形心處剪力墻形心處剪力墻形心處923.922.6721.361-26.445.28155.61843.41317.07128.955-35.772.36888.47743.41317.07128.954-35.772.36888.47643.41317.07128.955-35.772.36888.47543.41317.07128.667-35.272.0887.617443.41317.07128.481-34.971.89487.085343.41317.07128.481-34.971.89487.085243.41317.07128.481-34.971.89487.085143.41317.07128.600-34.972.01387.2335.6.3內(nèi)力計(jì)算：5.6.3.1框架內(nèi)力計(jì)算：豎向荷載作用下框架內(nèi)力可采用彎矩二次分配法計(jì)算。首先計(jì)算固端彎矩，計(jì)算時(shí)將三角形荷載折算成固端等效均布荷載（），然后計(jì)算彎矩分配系數(shù)（），節(jié)點(diǎn)彎矩求和反號(hào)按彎矩分配系數(shù)分配，然后向遠(yuǎn)方傳遞1/2。豎向恒載作用下框架內(nèi)力具體計(jì)算過程及計(jì)算結(jié)果豎向活載作用下框架內(nèi)力具體計(jì)算過程及計(jì)算結(jié)果，豎向屋面雪載作用下框架內(nèi)力具體計(jì)算過程及計(jì)算結(jié)果見.④軸線框架在豎向恒載、豎向活載及豎向屋面雪載作用下所產(chǎn)生的梁端剪力、柱端剪力及軸力見表1-45至表1-46。圖1-41剪力墻彎矩及軸力簡(jiǎn)圖PAGE表1-45豎向恒載作用下④軸線框架梁端剪力、柱端剪力及軸力計(jì)算表層次梁端剪力柱端剪力A柱軸力B柱軸力C柱軸力D柱軸力A端B左端B右端C左端C右端D端A柱B柱C柱D柱上端下端上端下端上端下端上端下端9107.15130.1234.278.40109.92104.41-31.623.1-15.622.3323.50352.99481.85516.95431.47466.57305.17334.678102.50105.8114.9312.3774.4971.13-20.910.7-9.611.1655.19684.68883.78918.88797.11832.21595.92625.427101.52106.7815.5511.7575.0970.53-22.111.2-9.912985.901015.401287.301322.401162.751197.85886.07915.566101.44106.8615.5511.7575.1770.45-23.69.8-8.69.61316.531346.031690.911726.011528.461563.561176.141205.645102.04106.2615.0912.2174.9070.72-18.717.4-15.416.41646.391687.582091.522146.361892.441947.291465.101506.294102.78105.5216.1611.1472.9672.66-16.516.9-13.814.11988.682029.872512.212567.052273.152328.001767.701808.893102.40105.9014.8312.4774.3471.28-16.715.8-13.914.32330.592371.782931.952986.802656.582711.432068.912110.102102.46105.8914.8312.4774.3371.29-18.416.9-14.915.72672.562713.763351.683406.533040.003094.852370.132411.331101.98106.3214.9612.3474.7570.87-7.37.26.36.23014.063061.593771.973835.253423.713486.992670.942718.47表中：量綱均為KN；梁端剪力以向上為正；柱端軸力一受壓為正；柱端剪力對(duì)柱端截面而言，順時(shí)針方向旋轉(zhuǎn)為正。層次梁端剪力柱端剪力A柱軸力B柱軸力C柱軸力D柱軸力A端B左端B右端C左端C右端D端A柱B柱C柱D柱924.22228.6980.897-0.89724.17822.622-9.3336.872-6.4618.4168.322106.45598.88165.462825.427.520.641-0.64124.422.4-7.2316.487-6.1036.538137.822219.666206.43130.702725.28127.6390.564-0.56424.48622.314-7.4366.564-6.1796.744207.203332.919314.142195.856625.25827.6620.564-0.56424.53622.264-6.595.744-5.3855.923276.561446.195421.904260.96525.50827.4120.462-0.46224.28922.511-9.7710.487-9.8468.897346.169559.119529.521326.311425.75827.1620.385-0.38524.09122.709-8.6419.179-8.6417.897416.027671.716637.017391.86325.67427.2460.41-0.4124.15322.647-8.7449.282-8.6927.974485.801784.422744.55457.347225.68627.2340.359-0