【《某小区建筑结构的荷载计算案例》5200字】

第六章专题：引水岔管设计某小区建筑结构的荷载计算案例目录TOC\o"1-3"\h\u23858某小区建筑结构的荷载计算案例 137271.1恒载计算 135951.2活载计算 727051.3风荷载标准值计算及验算 10171491.4水平地震计算及验算 12294211.4.1重力荷载统计 12281481.4.2框架自振周期 18227921.4.3地震剪力计算 19197741.4.4地震作用的框架抗侧验算 201.1恒载计算1）恒荷载标准值计算表3-1-1屋面恒载计算表用料和做法厚度/mm容重/kN/m3重量/kN/m2合计/kN/m21.40厚C20细石混凝土保护层40240.964.852.10厚低标号砂浆隔离层10200.21.高聚物改性沥青防水卷材0.250.254.20厚1：3水泥砂浆找平20200.45.20厚1:8水泥膨胀珍珠岩找坡2070.146.现浇钢筋混凝土屋面板100252.57.20厚1：2水泥砂浆抹平20200.4表3-1-2楼面恒载计算表用料和做法厚度/mm容重/kN/m3重量/kN/m2合计/kN/m21.10厚地砖铺实拍平，水泥浆擦缝10180.181.532.20厚1:3干硬水泥砂浆20200.41.素水泥砂浆结合层一遍0.050.054.钢筋混凝土楼板100252.55.20厚1：2水泥砂浆抹平20200.4表3-1-1墙面荷载计算表部位名称用料和做法厚度/mm容重/kN/m3重量/kN/m2合计/kN/m2外墙1.白色外墙乳胶漆002.42.20厚水泥砂浆20200.41.粉煤灰轻渣空心砌块20081.64.20厚水泥砂浆20200.4内墙1.20厚水泥砂浆抹灰20200.42.42.粉煤灰轻渣空心砌块20081.61.20厚水泥砂浆抹灰20200.4女儿墙1.白色外墙乳胶漆002.42.20厚水泥砂浆20200.41.粉煤灰轻渣空心砌块20081.64.20厚水泥砂浆20200.42）均布荷载计算线荷载计算中的板传递荷载根据梁两边的板的形状区分计算，计算方法如下梯形，三角形，，其中q2为三角形或者梯形的高度×板面荷载，通常中框架梁两边都有板，需要两边的高度相加×板面荷载，a为板短边方向的一半，即梯形的高度。屋面层AB跨q2=4.85×1.8×2=17.46kN屋面层BC跨q2=4.85×0.9×2=8.73kN屋面层CD跨q2=4.85×1.8×2=17.46kN楼面层AB跨q2=1.53×1.8×2=12.708kN楼面层BC跨q2=1.53×0.9×2=6.354kN楼面层CD跨q2=1.53×1.8×2=12.708kN表3-1-5屋面均布荷载计算(kN/m)部位类型计算式总计屋面AB跨梁板传荷载17.46×[1-2×(1.8/4.8)²+(1.8/4.8)³]=11.4715.71梁自重0.2×0.4×25=2梁抹灰0.02×(0.4-0.1)×2×20=0.24屋面BC跨梁板传荷载8.73×5/8=5.467.7梁自重0.2×0.4×25=2梁抹灰0.02×(0.4-0.1)×2×20=0.24屋面CD跨梁板传荷载17.46×[1-2×(1.8/4.8)²+(1.8/4.8)³]=11.4715.71梁自重0.2×0.4×25=2梁抹灰0.02×(0.4-0.1)×2×20=0.24屋面层AB跨梁均布荷载q1=2+0.24=2.24kN屋面层BC跨梁均布荷载q1=2+0.24=2.24kN屋面层CD跨梁均布荷载q1=2+0.24=2.24kN表3-1-6楼面均布荷载计算(kN/m)部位类型计算式总计楼面AB跨梁板传荷载12.708×[1-2×(1.8/4.8)²+(1.8/4.8)³]=9.818.28梁自重0.2×0.4×25=2梁抹灰0.02×(0.4-0.1)×2×20=0.24墙自重2.4×(3-0.4)=6.24楼面BC跨梁板传荷载6.354×5/8=1.9712.45梁自重0.2×0.4×25=2梁抹灰0.02×(0.4-0.1)×2×20=0.24墙自重2.4×(3-0.4)=6.24楼面CD跨梁板传荷载12.708×[1-2×(1.8/4.8)²+(1.8/4.8)³]=9.818.28梁自重0.2×0.4×25=2梁抹灰0.02×(0.4-0.1)×2×20=0.24墙自重2.4×(3-0.4)=6.24楼面层AB跨梁均布荷载q1=2+0.24=2.24kN楼面层BC跨梁均布荷载q1=2+0.24=2.24kN楼面层CD跨梁均布荷载q1=2+0.24=2.24kN3）集中荷载计算集中荷载由纵向框架梁传递，纵向框架梁荷载一般由纵梁自重、纵梁抹灰、纵梁上面的墙自重、板恒载传递给纵向框架梁，同时包括次梁传递给纵向框架梁的恒荷载。次梁恒载包括次梁自重、次梁抹灰、板传递给次梁的恒载。其中板区格荷载传递由四角平分线组成的梯形或者三角形传递给临近的梁。表3-1-7屋面集中恒载计算(kN)部位类型计算式总计顶层A柱纵梁板恒载1.8×1.8×4.85=15.71434.938女儿墙自重1.5×1.6×2.4=12.96纵梁自重0.2×(0.4-0.1)×1.6×25=5.4纵梁抹灰0.02×(0.4-0.1)×2×1.6×20=0.864顶层B柱纵梁板恒载(2.43×4.85+1.24×4.85)=27.531.764纵梁自重0.2×(0.4-0.1)×1.6×25=5.4纵梁抹灰0.02×(0.4-0.1)×2×1.6×20=0.864顶层C柱纵梁板恒载(1.24×4.85+2.43×4.85)=27.531.764纵梁自重0.2×(0.4-0.1)×1.6×25=5.4纵梁抹灰0.02×(0.4-0.1)×2×1.6×20=0.864顶层D柱纵梁板恒载1.8×1.8×4.85=15.71434.938女儿墙自重1.5×1.6×2.4=12.96纵梁自重0.2×(0.4-0.1)×1.6×25=5.4纵梁抹灰0.02×(0.4-0.1)×2×1.6×20=0.864表3-1-8标准层集中恒载计算(kN)部位类型计算式总计标准层A柱纵梁板恒载1.8×1.8×1.53=11.43734.9窗自重1.5×1.8[面积：2.7]×0.45=1.215墙自重((3-0.4)×1.6-2.7[洞口])×2.4=15.984纵梁自重0.2×(0.4-0.1)×1.6×25=5.4纵梁抹灰0.02×(0.4-0.1)×2×1.6×20=0.864标准层B柱纵梁板恒载(2.43×1.53+1.24×1.53)=20.01542.191门自重2.1×1.6[面积：1.36]×0.45=1.512墙自重((3-0.4)×1.6-1.36[洞口])×2.4=14.4纵梁自重0.2×(0.4-0.1)×1.6×25=5.4纵梁抹灰0.02×(0.4-0.1)×2×1.6×20=0.864标准层C柱纵梁板恒载(1.24×1.53+2.43×1.53)=20.01545.058门自重2.1×0.9[面积：1.89]×0.45=0.851墙自重((3-0.4)×1.6-1.89[洞口])×2.4=17.928纵梁自重0.2×(0.4-0.1)×1.6×25=5.4纵梁抹灰0.02×(0.4-0.1)×2×1.6×20=0.864标准层D柱纵梁板恒载1.8×1.8×1.53=11.43734.9窗自重1.5×1.8[面积：2.7]×0.45=1.215墙自重((3-0.4)×1.6-2.7[洞口])×2.4=15.984纵梁自重0.2×(0.4-0.1)×1.6×25=5.4纵梁抹灰0.02×(0.4-0.1)×2×1.6×20=0.864图3-1-1恒荷载计算简图1.2活载计算1）活荷载标准值根据房间功能以及任务书要求，框架计算范围活荷载：上人屋面活荷载2kN/m2，住宅(卧室客厅)活荷载2kN/m2，卫生间活荷载2.5kN/m2。2）均布荷载计算线荷载计算中的板传递荷载根据梁两边的板的形状区分计算，计算方法如下梯形，三角形，，其中q2为三角形或者梯形的高度×板面荷载，通常中框架梁两边都有板，需要两边的高度相加×板面荷载，a为板短边方向的一半，即梯形的高度。屋面层AB跨q2=2×1.8×2=7.2kN屋面层BC跨q2=2×0.9×2=1.6kN屋面层CD跨q2=2×1.8×2=7.2kN楼面层AB跨q2=2×1.8×2=7.2kN楼面层BC跨q2=2.5×0.9×2=4.5kN楼面层CD跨q2=2×1.8×2=7.2kN表3-2-1活载均布荷载计算(kN/m)部位类型计算式屋面层AB梁7.2×[1-2×(1.8/4.8)²+(1.8/4.8)³]=5.55BC梁1.6×5/8=2.25CD梁7.2×[1-2×(1.8/4.8)²+(1.8/4.8)³]=5.55标准层AB梁7.2×[1-2×(1.8/4.8)²+(1.8/4.8)³]=5.55BC梁4.5×5/8=2.81CD梁7.2×[1-2×(1.8/4.8)²+(1.8/4.8)³]=5.553）集中荷载计算表3-2-2集中活载计算(kN)部位类型计算式总计顶层A柱纵梁板活载1.8×1.8×2=6.486.48顶层B柱纵梁板活载(2.43×2+1.24×2)=11.3411.34顶层C柱纵梁板活载(1.24×2+2.43×2)=11.3411.34顶层D柱纵梁板活载1.8×1.8×2=6.486.48标准层A柱纵梁板活载1.8×1.8×2=6.486.48标准层B柱纵梁板活载(2.43×2.5+1.24×2)=12.55512.555标准层C柱纵梁板活载(1.24×2+2.43×2.5)=12.55512.555标准层D柱纵梁板活载1.8×1.8×2=6.486.48图3-2-1活荷载计算简图1.3风荷载标准值计算及验算1）风荷载标准值风荷载标准值计算公式——受风面积，B为计算的一榀框架受风宽度，hi为框架节点下层建筑层高（底层加室内外高差）、hj为框架节点上层建筑层高（顶层为女儿墙高度×2）。——风振系数，=1.00——风荷载体型系数，=1.30——风压高度变化系数，随高度变化，高度从室外地坪算起——基本风压，=0.35kN/m27层高度H=21.6，μz=1.2556，F7=(3+3)/2×1.6×1.000×1.30×1.2556×0.35=6.17kN6层高度H=18.6，μz=1.202，F6=(3+3)/2×1.6×1.000×1.30×1.202×0.35=5.907kN5层高度H=15.6，μz=1.142，F5=(3+3)/2×1.6×1.000×1.30×1.142×0.35=5.612kN4层高度H=12.6，μz=1.0676，F4=(3+3)/2×1.6×1.000×1.30×1.0676×0.35=5.246kN3层高度H=9.6，μz=1，F3=(3+3)/2×1.6×1.000×1.30×1×0.35=4.914kN2层高度H=6.6，μz=1，F2=(3+3)/2×1.6×1.000×1.30×1×0.35=4.914kN1层高度H=1.6，μz=1，F1=(1.6+3)/2×1.6×1.000×1.30×1×0.35=5.405kN图3-3-1风荷载标准值（kN）2）风荷载标准值EQ风荷载作用下的水平层间侧移计算公式EQΔui为第i层的层间侧移EQVi为第i层的总剪力EQ∑Di为第i层的侧移刚度和标准层：∑D=6772×2+15187×2=43918kN/m底层：∑D=5646×2+8439×2=28170kN/m表3-3-2风荷载作用下位移验算层次wk(kN)h(mm)∑D/(kN/m)V(kN)Δui(mm)Δui/hi76.173000439186.170.141/2142965.90730004391812.080.2751/1090955.61230004391817.690.4031/744445.24630004391822.940.5221/574734.91430004391827.850.6341/473224.91430004391832.760.7461/402115.40540002817038.171.3551/2952每层的层间位移和位移角见上表，1/2952（最大位移角在第1层）＜1/550，满足规范要求。1.4水平地震计算及验算1.4.1重力荷载统计1）恒载标准值计算屋面层：4.85×5.4×11.4=299kN7层：4.85×11.4×41.4+4.85×1.6×11.2=2519kN6层：1.53×11.4×41.4+1.53×1.6×11.2=1834kN5层：1.53×11.4×41.4+1.53×1.6×11.2=1834kN4层：1.53×11.4×41.4+1.53×1.6×11.2=1834kN3层：1.53×11.4×41.4+1.53×1.6×11.2=1834kN2层：1.53×11.4×41.4+1.53×1.6×11.2=1834kN1层：1.53×11.4×41.4+1.53×1.6×11.2=1834kN2）活载标准值计算顶层按雪荷载计算，标准层按活荷载计算。屋面层：=0kN7层：0.35×11.4×41.4+0.35×1.6×11.2=182kN6层：2×(17.7×41.4-1.6×7.2)+2.5×1.6×6+2×1.6×7.2+2.5×1.6×7.2=1584kN5层：2×(17.7×41.4-1.6×7.2)+2.5×1.6×6+2×1.6×7.2+2.5×1.6×7.2=1584kN4层：2×(17.7×41.4-1.6×7.2)+2.5×1.6×6+2×1.6×7.2+2.5×1.6×7.2=1584kN3层：2×(17.7×41.4-1.6×7.2)+2.5×1.6×6+2×1.6×7.2+2.5×1.6×7.2=1584kN2层：2×(17.7×41.4-1.6×7.2)+2.5×1.6×6+2×1.6×7.2+2.5×1.6×7.2=1584kN1层：2×(17.7×41.4-1.6×7.2)+2.5×1.6×6+2×1.6×7.2+2.5×1.6×7.2=1584kN3）梁恒载标准值屋面层：25×1.05×2.7×0.2×0.4×8+25×1.05×4.8×0.2×0.4×8+25×1.05×1.8×0.2×0.4×4=141kN7层：25×1.05×41.4×0.2×0.4×4+25×1.05×11.4×0.2×0.4×13+25×1.05×1.5×0.2×0.4×8+25×1.05×1.8×0.2×0.4×8+25×1.05×1.6×0.2×0.4×10+25×1.05×2.7×0.2×0.4×2=801kN6层：25×1.05×41.4×0.2×0.4×4+25×1.05×11.4×0.2×0.4×13+25×1.05×1.5×0.2×0.4×8+25×1.05×1.8×0.2×0.4×8+25×1.05×1.6×0.2×0.4×10+25×1.05×2.7×0.2×0.4×2=801kN5层：25×1.05×41.4×0.2×0.4×4+25×1.05×11.4×0.2×0.4×13+25×1.05×1.5×0.2×0.4×8+25×1.05×1.8×0.2×0.4×8+25×1.05×1.6×0.2×0.4×10+25×1.05×2.7×0.2×0.4×2=801kN4层：25×1.05×41.4×0.2×0.4×4+25×1.05×11.4×0.2×0.4×13+25×1.05×1.5×0.2×0.4×8+25×1.05×1.8×0.2×0.4×8+25×1.05×1.6×0.2×0.4×10+25×1.05×2.7×0.2×0.4×2=801kN3层：25×1.05×41.4×0.2×0.4×4+25×1.05×11.4×0.2×0.4×13+25×1.05×1.5×0.2×0.4×8+25×1.05×1.8×0.2×0.4×8+25×1.05×1.6×0.2×0.4×10+25×1.05×2.7×0.2×0.4×2=801kN2层：25×1.05×41.4×0.2×0.4×4+25×1.05×11.4×0.2×0.4×13+25×1.05×1.5×0.2×0.4×8+25×1.05×1.8×0.2×0.4×8+25×1.05×1.6×0.2×0.4×10+25×1.05×2.7×0.2×0.4×2=801kN1层：25×1.05×41.4×0.2×0.4×4+25×1.05×11.4×0.2×0.4×13+25×1.05×1.5×0.2×0.4×8+25×1.05×1.8×0.2×0.4×8+25×1.05×1.6×0.2×0.4×10+25×1.05×2.7×0.2×0.4×2=801kN4）柱恒载标准值屋面层：25×1.05×3×0.4×0.4×10=126kN7层：25×1.05×3×0.4×0.4×52=655kN6层：25×1.05×3×0.4×0.4×52×=655kN5层：25×1.05×3×0.4×0.4×52×=655kN4层：25×1.05×3×0.4×0.4×52×=655kN3层：25×1.05×3×0.4×0.4×52×=655kN2层：25×1.05×3×0.4×0.4×52×=655kN1层：25×1.05×4×0.4×0.4×52×=874kN5）门、窗恒载标准值屋面层：2×0.45×1.5×1.1+6×0.45×1×2.1=7kN7层：2×0.45×0.9×1.5+2×0.45×1.5×1.1+2×0.45×1.5×1.5+16×0.45×1.8×1.5+10×0.45×0.7×2.1+10×0.45×0.9×2.1+4×0.45×2.7×2.4+4×0.45×1.8×2.1=58kN6层：2×0.45×0.9×1.5+2×0.45×1.5×1.1+2×0.45×1.5×1.5+16×0.45×1.8×1.5+10×0.45×0.7×2.1+10×0.45×0.9×2.1+4×0.45×2.7×2.4+4×0.45×1.8×2.1=58kN5层：2×0.45×0.9×1.5+2×0.45×1.5×1.1+2×0.45×1.5×1.5+16×0.45×1.8×1.5+10×0.45×0.7×2.1+10×0.45×0.9×2.1+4×0.45×2.7×2.4+4×0.45×1.8×2.1=58kN4层：2×0.45×0.9×1.5+2×0.45×1.5×1.1+2×0.45×1.5×1.5+16×0.45×1.8×1.5+10×0.45×0.7×2.1+10×0.45×0.9×2.1+4×0.45×2.7×2.4+4×0.45×1.8×2.1=58kN3层：2×0.45×0.9×1.5+2×0.45×1.5×1.1+2×0.45×1.5×1.5+16×0.45×1.8×1.5+10×0.45×0.7×2.1+10×0.45×0.9×2.1+4×0.45×2.7×2.4+4×0.45×1.8×2.1=58kN2层：2×0.45×0.9×1.5+2×0.45×1.5×1.1+2×0.45×1.5×1.5+16×0.45×1.8×1.5+10×0.45×0.7×2.1+10×0.45×0.9×2.1+4×0.45×2.7×2.4+4×0.45×1.8×2.1=58kN1层：2×0.45×0.9×1.5+2×0.45×1.5×2.1+2×0.45×1.5×1.5+16×0.45×1.8×1.5+10×0.45×0.7×2.1+10×0.45×0.9×2.1+4×0.45×2.7×2.4+4×0.45×1.8×2.1=59kN6）墙恒载标准值屋面层女儿墙：(41.4×1.5×2+17.7×0.6×2)×2.4=349.06kN屋面层外墙：(2.7×2.6×4+11.4×2.6×4-2×1.5×1.1-6×1×2.1)×2.4=311.78kN7层外墙：(41.4×2.6×2+11.4×2.6×2+7.2×2.6×4-2×0.9×1.5-2×1.5×1.1-2×1.5×1.5-16×1.8×1.5-4×2.7×2.4-4×1.8×2.1)×2.4=611.28kN6层外墙：(41.4×2.6×2+11.4×2.6×2+7.2×2.6×4-2×0.9×1.5-2×1.5×1.1-2×1.5×1.5-16×1.8×1.5-4×2.7×2.4-4×1.8×2.1)×2.4=611.28kN5层外墙：(41.4×2.6×2+11.4×2.6×2+7.2×2.6×4-2×0.9×1.5-2×1.5×1.1-2×1.5×1.5-16×1.8×1.5-4×2.7×2.4-4×1.8×2.1)×2.4=611.28kN4层外墙：(41.4×2.6×2+11.4×2.6×2+7.2×2.6×4-2×0.9×1.5-2×1.5×1.1-2×1.5×1.5-16×1.8×1.5-4×2.7×2.4-4×1.8×2.1)×2.4=611.28kN3层外墙：(41.4×2.6×2+11.4×2.6×2+7.2×2.6×4-2×0.9×1.5-2×1.5×1.1-2×1.5×1.5-16×1.8×1.5-4×2.7×2.4-4×1.8×2.1)×2.4=611.28kN2层外墙：(41.4×2.6×2+11.4×2.6×2+7.2×2.6×4-2×0.9×1.5-2×1.5×1.1-2×1.5×1.5-16×1.8×1.5-4×2.7×2.4-4×1.8×2.1)×2.4=611.28kN1层外墙：(41.4×2.6×2+11.4×2.6×2+7.2×2.6×4-2×0.9×1.5-2×1.5×2.1-2×1.5×1.5-16×1.8×1.5-4×2.7×2.4-4×1.8×2.1)×2.4=604.08kN屋面层内墙：2.7×2.6×2×2.4=31.7kNkN7层内墙：(1.6×2.6×10+4.8×2.6×22+1.8×2.6×5+2.7×2.6×4-10×0.7×2.1-10×0.9×2.1)×2.4=926.5kN6层内墙：(1.6×2.6×10+4.8×2.6×22+1.8×2.6×5+2.7×2.6×4-10×0.7×2.1-10×0.9×2.1)×2.4=926.5kN5层内墙：(1.6×2.6×10+4.8×2.6×22+1.8×2.6×5+2.7×2.6×4-10×0.7×2.1-10×0.9×2.1)×2.4=926.5kN4层内墙：(1.6×2.6×10+4.8×2.6×22+1.8×2.6×5+2.7×2.6×4-10×0.7×2.1-10×0.9×2.1)×2.4=926.5kN3层内墙：(1.6×2.6×10+4.8×2.6×22+1.8×2.6×5+2.7×2.6×4-10×0.7×2.1-10×0.9×2.1)×2.4=926.5kN2层内墙：(1.6×2.6×10+4.8×2.6×22+1.8×2.6×5+2.7×2.6×4-10×0.7×2.1-10×0.9×2.1)×2.4=926.5kN1层内墙：(1.6×2.6×10+4.8×2.6×22+1.8×2.6×5+2.7×2.6×4-10×0.7×2.1-10×0.9×2.1)×2.4=926.5kN7）重力荷载统计对于屋面层，G=突出屋面部分的荷载+女儿墙荷载+恒载标准值+活载标准值×0.5+屋面梁+（柱恒载标准值+门窗恒载标准值+内外墙恒载标准值）×0.5对于标准层，G=恒载标准值+活载标准值×0.5+楼面梁+（上层柱恒载标准值+上层门窗恒载标准值+上层内外墙恒载标准值）×0.5+（下层柱恒载标准值+下层门窗恒载标准值+下层内外墙恒载标准值）×0.5表3-4-1重力荷载统计表荷载恒载活载梁柱窗女儿墙外墙内墙Gi屋面层29901411267349.06311.7831.7/72519182801655580611.28926.55805.93618341584801655580611.28926.55677.78518341584801655580611.28926.55677.78418341584801655580611.28926.55677.78318341584801655580611.28926.55677.78218341584801655580611.28926.55677.78118341584801874590604.08926.55784.18图3-4-4重力荷载代表值（kN）1.4.2框架自振周期自振周期计算采用顶点位移法，计算公式如下，计算过程见下表——对应i层以上几层相加的重力荷载——对应i层抗侧刚度和——对应i层的位移表3-4-2结构顶点侧移层次ΣDi(kN/m)Gi(kN)Vgi(kN)Δui(m)uT(m)75573185805.935805.930.0104180.325965573185677.78