活動(dòng)房結(jié)構(gòu)計(jì)算書

1、3K*6P標(biāo)準(zhǔn)活動(dòng)房結(jié)構(gòu)計(jì)算書項(xiàng)目名稱：XXXX工程臨建用房2020年3月13日 P活動(dòng)房受力分析一、分析方法：對于臨建活動(dòng)房這類建筑物，在進(jìn)行結(jié)構(gòu)的承載能力分析時(shí)，應(yīng)考慮荷載效應(yīng)基本組合，用荷載設(shè)計(jì)值進(jìn)行計(jì)算；在進(jìn)行正常使用分析時(shí)，應(yīng)考慮荷載的短期效應(yīng)組合，采用荷載標(biāo)準(zhǔn)值和容許變形值進(jìn)行計(jì)算。（一）承載能力分析構(gòu)件的強(qiáng)度驗(yàn)算和構(gòu)件的整體穩(wěn)定性驗(yàn)算用下列表達(dá)式：YSR0式中：Yo結(jié)構(gòu)重要性系數(shù)，對臨時(shí)性建筑，取0.9；R結(jié)構(gòu)構(gòu)件的承載力設(shè)計(jì)值；S荷載效應(yīng)組合的設(shè)計(jì)值；樓面恒載：0.2kN/m2，活載：1.5kN/m2屋面恒載：0.2kN/m2，活載：0.3kN/m2基本風(fēng)壓值：wo=0.45k

2、N/m2根據(jù)臨建活動(dòng)房的實(shí)際受力情況以及可能可變荷載，主要考慮了以下三種荷載組合情況下的結(jié)構(gòu)受力情況：式中：Yl為屋面樓面活荷載分項(xiàng)系數(shù)，取1.4；YW，YS為風(fēng)荷載，雪荷載分項(xiàng)系數(shù)，取1.4；SGK，SWK，SLK，SSK為屋面樓面永久荷載，風(fēng)荷載，活荷載，雪荷載效應(yīng)標(biāo)準(zhǔn)值；S=1.35S+0.7（YQ+YS）（1）GKLLKSSK、S=1.2S+yS+0.7（YS+yS）（2）GKLLKSSKWWKS=1.2S+YS+0.7（丫S+yS）（3）GKWWKLLKSSK（二）正常使用分析對臨建活動(dòng)房進(jìn)行正常使用分析時(shí)，主要驗(yàn)算桁架在豎向荷載使用下的撓度以及柱在水平風(fēng)荷載作用下的水平位移，用下列

3、表達(dá)式：SC針對臨建活動(dòng)房的實(shí)際情況，在進(jìn)行正常使用極限狀態(tài)分析時(shí)，主要考慮以下兩種情況下的結(jié)構(gòu)變形：S=S+S屮SGKQ1k匸2ClQlk（標(biāo)準(zhǔn)組合）S=S屮SGKl=1ClQlk（準(zhǔn)永久組合）二計(jì)算模型：計(jì)算模型中，考慮主骨架作為受力結(jié)構(gòu)。樓面、屋面桁架和柱（C78X39X14X1.5）以及桁架平面內(nèi)腹桿為鉸接，柱與地梁為剛接。為偏安全考慮，忽略圍護(hù)結(jié)構(gòu)的作用，取其中一榀鋼架進(jìn)行計(jì)算。建立計(jì)算模型如下圖所示：二、位移計(jì)算(mm)*posTlNODALDEGREEOFFREEDOMLISTING*LOADSTEP=1SUBSTEP二1TIME二1.0000LOADCASE=0THEFOLLO

4、WINGDEGREEOFFREEDOMRESULTSAREINGLOBALCOORDINATESNODEUXUYROTZ10.00000.00000.0000218.061-0.15166-0.43392E-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

5、.91949E-031128.920-1.65430.91712E-041228.974-1.57040.56869E-041329.019-1.43710.40673E-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

6、-022218.505-5.6857-0.13806E-022318.713-6.1688-0.26882E-032418.918-5.99060.82426E-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-02331

7、8.939-5.9962-0.87115E-033418.730-6.17590.24615E-033518.537-5.70650.12927E-023618.379-4.65930.21651E-023718.278-3.16770.27288E-023818.257-1.42300.31418E-023918.297-0.468730.27435E-02MAXIMUMABSOLUTEVALUESNODE8342VALUE29.076-6.1759-0.43392E-02四、應(yīng)力計(jì)算(Nmm2)EJ淞：沆斑泮嗣削.觸EJ淞：沆斑泮嗣削.觸1型MINIH緞EL衛(wèi)出肘=15:2.EEEhSJ.

8、AN祿氐.衛(wèi).：琳塚11:55=犧PRINTELEMENTTABLEITEMSPERELEMENT*posTlELEMENTTABLELISTING*STATCURRENTCURRENTSTATCURRENTCURRENTELEMNMIS1NMIS3ELEMNMIS1NMIS31134.8564.19635101.33102.03280.23243.38736101.2097.909331.4572.14573790.74483.4804176.91163.303869.82259.2665129.6393.2813939.62134.2236111.1140.55140-5.6305-9.7

9、7317-9.2165-9.530141-0.47313180.83811.024-1.35236227.96828.4349-10.371-10.1086326.07026.16010-9.3146-5.8222645.71695.4189111.3654-2.39156511.6109.93211238.34793.7026687.64487.0441327.74028.12067-7.7350-8.14231443.43530.74868-2.35301.16651514.47214.8056971.39669.3651612.51316.81870-17.212-27.8581723.

10、78820.5287150.58839.4381848.925105.5072-27.216-33.6501963.44311.7357332.04123.04020-21.551-22.06974-12.802-20.76621-34.979-40.0267518.47013.51122-55.200-63.10376-3.4146-5.073723-70.470-73.933773.99372.795624-75.063-74.622786.09629.743725-69.403-65.01679-11.086-8.358026-53.462-45.1968014.98224.08227-27.585-14.21781-26.669-20.2012811.51119.2268229.99837.9642935.91963.67783-39.190-31.9543045.687104.038446.29450.3583169.09883.20385-50.729-48.4093252.59547.7528665.64071.7083368.56380.33587-39.143-40.1883491.65695.7108846.01336.587MINIMUMVALUESELEM2424VALUE-75.063-74.622MAXIM