框架结构毕业设计完整计算书 - 图文

成都理工大学工程技术学院毕业设计

某框架结构办公楼设计

作者姓名：雷 胜 国

专业名称：土木工程

指导教师：游 丽 娟

某框架结构办公楼设计

摘 要

本课题为某框架结构办公楼的设计，4层，建筑面积约3075.1m2，长46.2m，宽16.64m，高15.4m。采用钢筋混凝土框架结构。首先，根据设计出的建筑方案及所选用的建筑材料及做法，确定结构计算简图，进行荷载和内力计算，绘制了相应的内力图；其次，进行结构内力组合，确定结构控制截面的弯矩、剪力和轴力设计值。最后，根据已经计算出的结构控制截面的内力值，对梁、板、柱等进行配筋计算，并绘制了相应的结构施工图。同时，本文先进行手算再采用PKPM软件进行电算，以保证计算的可靠性，并对计算结果对比、分析的目的。

关键词：框架结构 内力 配筋 控制截面 。

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某框架结构办公楼设计

Abstract

The topic is the design of office building , four layers, the area of construction is about 3075.1m2, the length of the building is 46.2m, the width is 16.62m and the height is 15.4m. This building is reinforced concrete frame structure. First of all, according to architectural drawing of design, building material and method, determine schematic calculation, thus completing the load and internal forces calculation, drawing a map corresponding to the internal forces; Secondly, proceed the structure internal force combination, determine the structure control sectional bending moment, shearing force and ax force design value. Finally, according to already calculate structure control sectional internal force value, the beam, slab and columns, the foundation being reinforced, and the mapping of the corresponding structure construction plan. At the same time, this paper first hand calculation by computer software PKPM, to guarantee the reliability of computation, and comparative analysis of calculation results, the objective.

Keywords：frame construction, internal force, reinforcement, control section

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某框架结构办公楼设计

目 录

摘 要 ············································································································ I ABSTRACT ········································································································ I 目 录 ··········································································································· II 前 言 ············································································································ 1 1 设计资料 ···································································································· 2

1.1 工程概况 ·························································································· 2

1.2 设计标高 ·························································································· 2 1.3 抗震烈度 ·························································································· 2 1.4 气象资料 ·························································································· 2 1.5 工程地质资料 ·················································································· 2 1.6活荷载 ······························································································· 2 1.7屋面做法 ··························································································· 3 1.8墙身做法 ··························································································· 3 1.9门窗做法 ··························································································· 3 1.10所用材料 ························································································· 3 2 结构布置和计算简图 ················································································ 4 3 荷载计算 ···································································································· 6

3.1 恒载计算 ·························································································· 6 3.1.1 屋面框架梁线荷载标准值 ························································ 6 3.1.2 楼面框架梁线荷载标准值 ························································ 6 3.1.3 屋面框架节点集中荷载标准值 ················································ 7 3.1.4 楼面框架节点集中荷载标准值 ················································ 7 3.2 活荷载计算 ······················································································ 9 3.2.1 屋面活荷载 ················································································ 9 3.2.2 楼面活荷载 ················································································ 9 3.3 风荷载计算 ···················································································· 10 3.4 地震作用计算 ················································································ 11

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3.4.1 重力荷载代表值计算 ······························································ 11 3.4.2 框架刚度计算 ·········································································· 12 3.4.3 结构基本周期的计算 ······························································ 14 3.4.4 多遇水平地震作用标准值计算 ·············································· 14 3.4.5 横向框架弹性变形验算 ·························································· 15 4 内力计算 ·································································································· 16

4.1 恒荷载作用下的内力计算 ···························································· 16 4.2 活荷载作用下的内力计算 ···························································· 19 4.3 风荷载作用下的内力计算 ···························································· 22 4.4 水平地震作用下的内力分析 ························································ 24 5 内力组合 ·································································································· 28 6 截面设计 ·································································································· 29

6.1 梁的配筋计算 ················································································ 29 6.1.1. 边跨梁配筋计算 ····································································· 29 6.1.2 中跨梁配筋计算 ······································································ 31 6.2 框架柱配筋计算 ············································································ 31 6.2.1 框架柱的纵向受力钢筋计算 ·················································· 31 6.2.2 斜截面受剪承载力计算 ························································· 34 7 楼板设计与计算 ······················································································ 39

7.1 屋面板计算 ···················································································· 39 7.1.1 荷载计算 ················································································· 39 7.1.2 按弹性理论计算 ····································································· 39 7.2 楼面板计算 ···················································································· 40 7.2.1 荷载计算 ·················································································· 40 7.2.2 按弹性理论计算 ······································································ 40 7.2.3 截面设计 ·················································································· 41 8 楼梯设计 ·································································································· 43

8.1 梯段板计算 ···················································································· 43 8.1.1 荷载计算 ·················································································· 43 8.1.2 截面设计 ·················································································· 44

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8.2 平台板计算 ···················································································· 44 8.2.1 荷载计算 ·················································································· 44 8.2.2 截面设计 ·················································································· 45 8.3 平台梁计算 ···················································································· 45 8.3.1 荷载计算 ·················································································· 45 8.3.2 内力计算 ·················································································· 45 8.3.3 截面计算 ·················································································· 46 结 论 ·········································································································· 47 致 谢 ·········································································································· 48 参考文献 ······································································································ 49 附录1 ··········································································································· 50 附录2 ··········································································································· 51 附录3 ··········································································································· 52

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某框架结构办公楼设计

前 言

毕业设计大学四年最后的实践性演练，对我们的综合素质和毕业后实际工作能力、适应社会能力的提高有着不可忽视的作用。在毕业设计过程中，能系统化的运用头脑里的知识框架，充分调动工作积极性，以及操作制图能力等。

本次设计为钢筋混凝土框架结构，其中主要包括建筑设计和结构设计。遵循由建筑到结构，再到基础的设计过程。

建筑设计根据地形及周边环境，合理布置建筑总平面，综合考虑各个部分的具体使用要求，统筹相互间的关系和位置，使建筑各部分人流组织通畅，建筑流线简捷、明确，以取得良好的使用效果、景观效果和经济效果。然后进行立面造型、剖面设计。

结构设计包括确定结构体系与结构布置、根据经验对构件初估、确定计算单元计算模型及计算简图、荷载计算、内力计算、基础设计等内容。框架结构设计的计算工作量很大，在计算过程中以手算为主，辅以一些计算软件如PKPM的校正。设计时尽量做到安全、经济、适用的要求。

通过本次毕业设计，涉猎了大量的知识，查阅资料的能力大大提高，上机制图的能力也逐渐巩固，由于时间相对紧张，让自己能够更加充分合理的利用时间，使自己能更加有信心面对将来的工作和学习，做好迎接未来挑战的准备。

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某框架结构办公楼设计

1 设计资料

1.1 工程概况

某框架结构办公楼的设计，4层，建筑面积约3075.1m2，长46.2m，宽16.64m，高15.4m,采用钢筋混凝土框架。

1.2 设计标高

室内设计标高±0.00m，室内外高差450mm。

1.3 抗震烈度

抗震设防烈度为7度，设计基本地震加速度值为0.10g，Ⅱ类场地，设计地震分组为第二组。

1.4 气象资料

夏季室外计算温度：34.5℃，绝对最高温度：40℃，冬季室外计算温度：-9℃，绝对最高温度：-22℃，最大降雨量：300mm，基本风压：0.45kN/m2，主导风向：冬季：西北，夏季：东南。基本雪压：0.2kN/m2 ，最大冻深：500mm。

1.5 工程地质资料

地基允许承载力R=90kN/m2，土类型为粉质粘土，Ⅱ类场地，最高地下水位：自然地面以下1.2m；地下水性质：有弱硫酸盐侵蚀。地面粗糙度B类。

1.6活荷载

屋面活荷载2.0/KNm2，办公室楼面活荷载2.0KN/m2，走廊楼面活荷载2.5KN/m2。

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某框架结构办公楼设计

1.7屋面做法

4厚高聚物改性沥青防水卷材防水层 ，20厚1:3水泥砂浆保护层 ， 水泥珍珠岩（最薄40mm）2%找坡 ,100厚憎水膨胀珍珠岩,100厚现浇楼板 ，20厚1:3水泥砂浆找平层 ,15mm厚纸筋石灰抹灰 。

1.8墙身做法

外墙采用蒸压粉煤灰加气混凝土砌块：厚240mm；内墙采用蒸压粉煤灰加气混凝土砌块：厚240mm。

1.9门窗做法

门厅处为铝合金门窗，其他均为木门、铝合金窗。

1.10所用材料

混凝土C25：fc?11.9N/mm2，ft?1.27N/mm2；HPB235级钢筋：fy?210N/mm2；HRB335级钢筋：fy?300N/mm2，?b=0.55。

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某框架结构办公楼设计

2 结构布置和计算简图

结构平面布置如图2.1所示。各梁柱截面尺寸如下：

图 2.1 结构平面布置

边跨梁：h?l7020??585mm，取h?600mm，b?250mm。 1212中跨梁：h?l2600??216mm，取h?400mm，b?250mm。 1212l420000mm??350mm，取h?41212纵向框架梁：h?N，b?250mm。

柱:A??Nfc=

12?4?(3.6?1.2)?4.2?1000?1.2?108423.5mm2，

11.9?0.9取b?h?400mm?400mm。 板厚：h?l4200??105mm，取h?100mm。 4040-4-

某办公楼框架结构设计

3.3 风荷载计算

风压标准值计算公式为 ? ? ? Z ? Z? 0[7]( 3.1） S?因结构高度H=14.85m<30m，可取?Z=1.0； ?0=0.45KN/m2。?S=1.3；

将风荷载换算成作用于框架每层节点上的集中荷载，计算过程如表3.1所示。其中z为框架节点至室外地面的高度，A为一榀框架各层节点的受风面积，计算结果如图3.3所示。

表3.1 风荷载计算

层次 ?Z ?S Z（m） ?0（kN/m2） A（m2） 4 3 2 1 1.0 1.3 14.85 1.0 1.3 11.25 1.0 1.3 1.0 1.3 7.65 4.05 0.45 0.45 0.45 0.45 11.76 15.12 15.12 ?S PW（kN）0.74 0.74 0.74 5.09 6.55 6.55 6.95 16.065 0.74

图 3.3 风荷载作用下的结构计算简图

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3.4 地震作用计算

3.4.1 重力荷载代表值计算

作用于屋面梁及各层楼面梁处的重力荷载代表值为： 屋面梁处： G EW =结构和构件自重+50%雪荷载 楼面梁处： G E1 =结构和构件自重+50%活荷载

其中结构和构件自重取楼面上下1/2层高范围内（屋面梁处取顶层一半）的结构和构件自重，各质点的重力荷载代表值及质点高度如图3.4所示。

图 3.4 质点重力荷载代表值及质点高度

各层荷载为：

G4=屋面恒载+0.5屋面雪荷载+屋盖纵横梁自重+屋面下半层的柱及墙体自重+女儿墙自重

G屋面板=4.476×42.24×17.04=3221.69kN

G女儿墙=0.24×1×(16.8+42)×2×5.5+0.02×(0.24+2)×(16.8+42)×2×17=244.80kN

G雪=0.2×17.04×42.24=143.95kN

G柱=0.4×0.4×25×(1.8-0.1)×42=285.6kN

G梁=0.25×25×(0.6－0.1)×(7.02－0.4)×21+0.02×2×(0.6－0.1)

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×(7.02-0.4)×21×17+0.25×25×(0.6-0.1)×(7.2-0.1-0.12)+ 0.02×2×(0.6-0.1)×(7.2-0.1-0.12)×17+0.25×25×(0.4.-0.1)×(2.4.-0.2)×11+0.02×2×(0.4.-0.1)×(2.4.-0.2)×11×17+0.25×25×(0.4.-0.1)×(4.2.-0.4)×28+0.02×2×(0.4.-0.1)×(4.2.-0.4)×17×28+0.25×25×(0.4-.0.1)×(4.2.-0.2.-0.28)×8+0.02×2×(0.4.-0.1)×(4.2.-0.2-.0.28)×8×17+0.25×25×(0.7-.0.1)×(8.4-0.4)×2+0.02×2×(0.7-0.1)×(8.4-0.4)×2×17

=434.4375+47.2668+21.8125+2.3732+45.375+4.9368+199.5+21.7056+55.8+6.071+60+6.528

=905.80kN

G墙=0.2×(1.8-0.6)×(7.02-0.4)×11×5.5+0.02×2×(1.8-0.6)×(7.02-0.4)×17×15+0.24×(1.8-0.6)×(7.02-0.4)×4×5.5+0.2×(1.8-0.6)×(7.2-0.1-0.12)×5.5+0.02×2×(1.8-0.6)×(7.2-0.1-0.12)×17+0.24×(1.8-0.4)×(4.2-0.4-2.4)×14×5.5+0.24×(1.8-0.4)×(4.2-0.2-2.4-0.28)×4×5.5+0.24×(1.8-0.4)×(2.4-0.2-1.5)×5.5×2+0.02×2×(1.8-0.4)×(2.4-0.2-1.5)×17×2+0.2×(1.8-0.4)×(4.2-0.4)×13×5.5+0.2×(1.8-0.4)×(4.2-0.2-0.28)×3×5.5+0.02×2×(1.8-0.4)×(4.2-0.4-2.4)×14×17+0.02×(1.8-0.4)×(4.2-0.2-0.28)×2×17×4+0.02×2×(1.8-0.4)×(4.2-0.4)×17×13+0.02×2×(1.8-0.4)×(4.2-0.2-0.28)×17×3+0.2×(1.8-0.7)×(8.4-0.4)×5.5+0.02×2×(1.8-0.7)×(8.4-0.4)×17+0.24×(1.8-0.7)×(8.4-0.4-4.8)×5.5+0.02×2×(1.8-0.7)×(8.4-0.4-4.8)×17

=96.122+81.029+41.944+9.214+5.696+36.221+9.757+76.076+17.186+18.659+14.166+47.029+10.624+9.68+5.984+4.646+2.394+2.587+1.333

=490.35kN

G4=G屋面板+G女儿墙+0.5G雪+G梁+G柱+G墙

=3221.69+244.80+0.5×143.95+905.8+285.6+490.35=5220.22kN 同理得：

G3=G2=5984.88kN G1=6132.68kN 3.4.2 框架刚度计算

考虑到现浇楼板的作用，中框架梁I?2I0，边框架梁I?1.5I0（I0-12-

某办公楼框架结构设计

为不考虑楼板翼缘作用的梁截面惯性矩）。计算过程表3.2、3.3、3.4所示。

表 3.2 梁的刚度

类别 边跨梁 中跨梁 注：ib?EI/h 表 3.3 柱的刚度 截面 高度 层号 砼强度等级 b?h砼强度等级 截面 b?h 跨度 L(m) 惯性矩 边框架 中框架 I0 .34 I .34 4ib I 34 ib (m) (10m) (10m) (10kN.m)(10m) (104kN·m) C25 0.25×0.6 7.02 4.5 6.75 2.69 9.0 3.59 C25 0.25?0.4 2.6 1.33 1.995 2.15 2.66 2.86 惯性矩 线刚度 (m) H(m) I0(10-3m4) ic?EI/h 4(10kN·m) K ? D??3(10kN/m) 12i 2h边框架边柱（Z1） 2-4 1 C25 0.4×0.4 3.6 4.15 2.13 2.13 1.66 1.44 1.62 1.87 0.448 0.612 6.89 6.14 边框架中柱（Z2） 2-4 1 C25 0.4×0.4 3.6 4.15 2.13 2.13 1.66 1.44 2.92 3.36 0.593 0.72 9.12 7.23 中框架边柱（Z3） 2-4 1 C25 0.4×0.4 3.6 4.15 2.13 2.13 1.66 1.44 2.16 2.49 0.519 0.666 7.98 6.68 中框架中柱（Z4） 2-4 1 C25 0.4×0.4 3.6 4.15 2.13 2.13 -13-

1.66 1.44 3.89 4.48 0.66 0.769 10.15 7.12 某办公楼框架结构设计

表 3.4 框架总刚度 层号 D(103kN/m) Z1 2-4 1 27.56 24.56 Z2 36.48 28.92 Z3 135.66 123.56 Z4 172.55 131.24 410(kN/m) D?37.225 30.828 3.4.3 结构基本周期的计算

本楼的主体总高度为14.85m，且楼房的质量和刚度可采用底部剪

力法计算水平地震作用，为此必须先确定其基本周期。现用能量法计算，并考虑非承重填充墙刚度的影响，取折减系数?T?0.6。其计算过程列于表3.5。

表 3.5 能量法计算基本周期 层号 4 3 2 1 Gi(kN) 5220.22 5984.88 5984.88 6132.68 23322.7 ?D (10kN/m) 37.225 37.225 37.225 30.828 -- 444?ui(m) 0.0140 0.0301 0.0462 0.0757 0.1660 ui=??uj(m) j?1iGiui 866.333 909.305 729.154 463.963 2968.76 Giui2 143.774 138.154 88.835 35.101 405.864 0.1660 0.1519 0.1218 0.0757 -- ? 得，T1?2?T?Gu/?Gui2iii?1i?1i=2×0.6×405.864/2968.755=0.444s

3.4.4 多遇水平地震作用标准值计算

7度第二组地震和Ⅲ类场地，?max?0.08,Tg?0.4s。

0.9 ?1??max(Tg/T1)0.9?0.08?(0.4/0.44)4?0.072 9 T1=0.444s<1.4Tg?0.56s

所以不考虑顶部附加水平地震作用，结构的总重力荷载为

-14-

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