活动房结构计算书

1、3K*6P标准活动房结构计算书项目名称：XXXXH程临建用房2020年3月13日6P活动房受力分析一、分析方法：对于临建活动房这类建筑物，在进行结构的承载能力分析时，应考虑荷载效应基 本组合，用荷载设计值进行计算；在进行正常使用分析时，应考虑荷载的短期效 应组合，采用荷载标准值和容许变形值进行计算。（一）承载能力分析构件的强度验算和构件的整体稳定性验算用下列表达式：7 0s - R式中：-结构重要性系数，对临时性建筑，取0.9;R结构构件的承载力设计值；s荷载效应组合的设计值；楼面 恒载：0.2 kN/ m2，活载：1.5 kN / m2屋面恒载：0.2 kN/ m2，活载：0.3 kN /

2、m2基本风压值：*=0.45 kN / m2根据临建活动房的实际受力情况以及可能可变荷载，主要考虑了以下三种荷载组 合情况下的结构受力情况：式中：、一为屋面楼面活荷载分项系数，取1.4；7W，7S 为风荷载，雪荷载分项系数，取1.4；SGK，SWK，SLK，SSK 为屋面楼面永久荷载，风荷载，活荷载，雪荷载效应标准值；（1）S = 1.35Sgk + 0.7（7 QLK +7SSSK） S = 1.2SGK +7LSLK + 0.7（7SSSK +7WSWK ）（3）S = 1.2SGK + 7WSWK + 0.7 （7 SLK+7SSSK ）（二）正常使用分析对临建活动房进行正常使用分析时，

3、主要验算桁架在竖向荷载使用下的挠度以及 柱在水平风荷载作用下的水平位移，用下列表达式：S C针对临建活动房的实际情况，在进行正常使用极限状态分析时，主要考虑以下两 种情况下的结构变形：S = S + S + v SGK Q 1 k i_ 2 ci Qik （标准组合）S = S + v SGK i=1 （准永久组合）二、计算模型：计算模型中，考虑主骨架作为受力结构。楼面、屋面桁架和柱（C78X39X14X1.5）以及桁架平面内腹杆为铰接，柱与地梁为刚接。为偏安全考虑，忽略围护 结构的作用，取其中一根钢架进行计算。建立计算模型如下图所示：填设 F KFtUL MOi heotiEMMPEES-i

4、lOLM至浴盆TT?妒:一三、位移计算（mm ）AN,挈（JSIM 庆就式R微=：喳门：?&S.A?1S.4I13写.庭 E15.25S&.7GS总.上“殳4 的I&.117PRINT DOF NODAL SOLUTION PER NODE* POST1 NODAL DEGREE OF FREEDOM LISTING *LOAD STEP=1 SUBSTEP=1TIME=1.0000 LOAD CASE= 0THE FOLLOWING DEGREE OF FREEDOM RESULTS ARE IN GLOBAL COORDINATESNODEUXUYROTZ10.00000.00000.00

5、00218.061-0.15166-0.43392E-02319.478-0.16553-0.35870E-02428.813-0.18915-0.22610E-0250.00000.00000.0000619.261-0.199580.12807E-02718.311-0.209030.20078E-02829.076-0.23814-0.37246E-02928.923-1.56070.70523E-041028.872-1.7779-0.91949E-031128.920-1.65430.91712E-041228.974-1.57040.56869E-041329.019-1.4371

6、0.40673E-031429.056-0.800600.83052E-031529.062-1.7787-0.91110E-031628.982-1.65300.96557E-041728.907-1.43760.35670E-031828.990-0.802440.81974E-031918.069-0.62121-0.42236E-022018.164-2.8702-0.31762E-022118.315-4.5594-0.24231E-022218.505-5.6857-0.13806E-022318.713-6.1688-0.26882E-032418.918-5.99060.824

7、26E-032519.097-5.19430.17871E-022619.231-3.88490.25316E-022719.298-2.22860.28510E-022819.276-0.476060.31128E-022919.469-0.59323-0.41432E-023019.443-1.7682-0.37257E-023119.317-3.7114-0.28795E-023219.142-5.1573-0.19529E-023318.939-5.9962-0.87115E-033418.730-6.17590.24615E-033518.537-5.70650.12927E-023

8、618.379-4.65930.21651E-023718.278-3.16770.27288E-023818.257-1.42300.31418E-023918.297-0.468730.27435E-02MAXIMUM ABSOLUTE VALUESNODE8342VALUE29.076-6.1759-0.43392E-02四、应力计算（Nmm2）1EJL泌：由IEE至i/照-1丁工西工由!1切.踊型岚明7士点够ELU长三学腔耍=工免,孤亡.EER中*】.AN;唯K 1#:雕演11:55 ;陋PRINT ELEMENT TABLE ITEMS PER ELEMENT* POST1 ELEM

9、ENT TABLE LISTING *STATCURRENTCURRENTSTATCURRENTCURRENTELEMNMIS1NMIS3ELEMNMIS1NMIS31134.8564.19635101.33102.03280.23243.38736101.2097.909331.4572.14573790.74483.4804176.91163.303869.82259.2665129.6393.2813939.62134.2236111.1140.55140-5.6305-9.77317-9.2165-9.530141-0.47313180.83811.024-1.35236227.968

10、28.4349-10.371-10.1086326.07026.16010-9.3146-5.8222645.71695.4189111.3654-2.39156511.6109.93211238.34793.7026687.64487.0441327.74028.12067-7.7350-8.14231443.43530.74868-2.35301.16651514.47214.8056971.39669.3651612.51316.81870-17.212-27.8581723.78820.5287150.58839.4381848.925105.5072-27.216-33.650196

11、3.44311.7357332.04123.04020-21.551-22.06974-12.802-20.76621-34.979-40.0267518.47013.51122-55.200-63.10376-3.4146-5.073723-70.470-73.933773.99372.795624-75.063-74.622786.09629.743725-69.403-65.01679-11.086-8.358026-53.462-45.1968014.98224.08227-27.585-14.21781-26.669-20.2012811.51119.2268229.99837.9642935.91963.67783-39.190-31.9543045.687104.038446.29450.3583169.09883.20385-50.729-48.4093252.59547.7528665.64071.7083368.56380.33587-39.143-40.1883491.65695.7108846.01336.587MINIMUMVALUESELEM2424VALUE-75.063-74