钢结构结构设计计算书

钢构构设计书

河北铁集团燕科技研中心钢构计书一设依据《建筑构荷载范》（GB50009-2001）《建筑震设计范》（GB50011-2010）《钢结设计规》（）二荷信息结重性系：1.00（）荷载采顶面+条+沟建筑水：0.8kN/m2；连楼50厚筑做+混土3.75kN/m2连顶面+条+沟建筑水：0.5kN/m2；连屋钢板+建筑法：5.0kN/m2连侧面石条天建防等：1.0kN/m2；连屋底面筑法条：；屋上型钢构面条+天建防水：0.5KN/m2；屋上型侧面璃及骨1.0KN/m2；（）荷载

所幕面均不人，荷取0.5KN/m2；钢廊面活载3.5KN/m2连屋部分荷取.0KN/m2；屋上型钢构面上屋荷取0.5KN/m2；（）荷载当雪载为0（）（）荷载因结对风载为取现期为100年的地基风为0）考B类粗度。压度，型数的均按建结构载范GB50009-2001）规执。（）震作：地烈：7度(水地影响数大0.12计振数：50-200建结阻尼：0.035特周值：0.45地影：多遇震场类：Ⅱ类

地分：第二（）度荷：本程部分结支采了动支，且应置了构度此计时不考虑温作。三计软件本工程结构计采用美CSI公司的SAP2000限元分软件进各个部分建模计。四荷组合(1)1.35恒+1.40x0.70活1(2)1.35恒+1.40x0.70风(3)1.20恒+1.40活1(4)1.20恒+1.40风1(5)1.00恒+1.40风1(6)1.20恒(7)1.20恒+1.40x1.0活+1.4x0.7风1(8)1.20恒+1.40x0.7活+1.4x1.0风1(9)1.20恒载+1.20x0.50载1+水地(10)1.00恒+1.00x0.50载1+1.30水地(11)恒+活1（形制）

五分计算（）钢廊分1.计算型计模2.几何息典钢廊侧面钢廊度为20m，面宽为2，分位1、21.250m、标高两分别与凝塔楼腿接，一采固定支一

端动支座混土连采钢架结形，桁上杆采200x200x8x8，下杆用H300x200x10x10腹用B200x200x8x8，楼梁HH300X200X10X10H250X200X6X8，支采P89x5面用型钢板混土楼，型规为YXB46-200-600（B，厚为.0mm。件压型板质为Q345B3.荷载加楼恒载：3.75KN/m2屋恒载：0.50KN/m2侧面墙恒载1.00KN/m2楼活载：3.5KN/m2屋活载：0.5KN/m2风载基本压.45KN/m2，高修系数μz=1.42风振数z=1.0，连侧面风及背面型系μs分0.8-0.54.钢连自率算

钢廊竖向动期.16780s应自周期5>3Hz，足连廊适要附20阶振周率：OutputCaseStepNum

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0.3870150.2211620.1835750.1677990.1344210.1014050.0922350.0874370.0788560.0755890.074610.0702550.0700240.0643760.0590190.0573110.0568620.0547170.0487720.047904

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0.86870.01240.00130.00000.00040.04220.00010.00000.00010.00000.00060.00000.00000.00930.00000.00010.00000.00000.00000.0012

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0.00000.00000.00000.09100.09100.09100.09100.85070.85070.88840.88840.88850.88850.88850.89380.89380.89690.89690.89950.8995

0.86870.88110.88240.88240.88280.92500.92510.92510.92520.92520.92570.92570.92570.93500.93500.93510.93510.93510.93510.9363

0.00000.00000.00000.71840.71840.71840.71840.79600.79600.79970.79970.79970.80630.80630.83540.83540.83800.83800.87780.8778

5变计算恒+组合结最大移下示该况最大向移0.2mm10.2/20000=1/1960<，足。6.支座力全况络下支的情（位：支反包络

7.构件算经计算，有件比小0，足计求（）中采顶构1.计算型计模型（侧凝结固定接，一侧滑动接2.几何息

采顶结构面置典桁示意中采顶钢构采向架系跨度为25.2m，桁高度1300mm两支于周的混土构上采固支及动铰座接。主构件用B300x200x8x8，P114x4，P103x4等截，节局采用大截进加强构材Q345B

3.荷载加恒载0.8KN/m2活载0.5风载屋面高压度数取1.51，振数取1.0，体系数0.6，基风压0计得载准：0.45x1.51x1.0x（-0.6）（吸力风载准值小恒的0.8KN/m2因此不虑荷载于构利用也不与算4.结构振计结整的竖振振第阶周期0.4185s。

附20阶振周率：OutputCaseStepNum

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10.41853520.41076930.33868440.32073550.28648760.2856770.28515980.28194290.281472100.281229110.280913120.278749130.278728140.277513150.27726160.275831170.275764180.274683190.274048200.273292

0.00010.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.0000

0.00060.00450.00060.00000.00000.00000.00020.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.0000

0.07600.55800.07900.00020.00110.00000.00170.00010.00930.00000.00000.00000.00440.00000.02900.00020.00100.00050.00000.0000

0.00010.00010.00010.00010.00010.00010.00010.00010.00010.00010.00010.00010.00010.00010.00010.00010.00010.00010.00010.0002

0.00060.00500.00570.00570.00570.00570.00580.00580.00580.00580.00590.00590.00590.00590.00590.00590.00590.00590.00590.0059

0.07600.63400.71300.71300.71400.71400.71600.71600.72500.72500.72500.72500.72900.72900.75800.75800.75900.76000.76000.76005变计算恒+组合结最大移下示

该况桁架最竖移5.9mm，55.9/25200=1/451<1/400满要求檩相竖向移71-55.9=15.1mm，15.1/8000=1/529<1/200足求6.支座力全况络下支的情（位：支反包络7.构件算

经计算，有构应比均于0.75满设计求（）东、西采顶构1.计算型计模（东为例最东与连屋部过圆檩搭，只递向不递平力2.几何息东侧光顶结与采顶构体基类，采单桁系跨为25.2m，架度1300mm，边于边混凝结上，采固定支及铰座接。主构采用B300x200x8x8，P114x4P114x6P103x4等面件质Q

3.荷载加恒载0.8KN/m2活载0.5风载屋面高38m，高系取1.51，振数取1.0，体系数0.6，基风压0计得载准：0.45x1.51x1.0x（-0.6）（吸力风载准值小恒的0.8KN/m2因此不虑荷载于构利用也不与算4.结构振计结整的竖振振第阶周期

0.414s附20阶振周率：OutputCaseStepNumPeriod

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0.4140.3320.3040.2860.2820.2810.2800.2800.2790.2780.2770.2760.2740.2740.2730.2730.2720.2710.2700.270

0.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.000

0.0040.0010.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.000

0.4760.1220.0610.0040.0070.0020.0000.0170.0000.0130.0130.0010.0000.0170.0000.0080.0010.0000.0040.009

0.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.000

0.0040.0040.0050.0050.0050.0050.0050.0050.0050.0050.0050.0050.0050.0050.0050.0050.0050.0050.0050.005

0.4760.5980.6590.6630.6700.6720.6720.6900.6900.7030.7160.7160.7170.7330.7330.7420.7420.7420.7460.7555变计算恒+组合结最大移下示

该况桁架最竖移3.0mm，53.0/25200=1/475<1/400满要求檩相竖向移79-53=26mm，26/8000=1/222<1/200，满要求6.支座力全况络下支的情（位：

支反包络7.构件算经计算，有构应比均于0.75满设计求（）屋顶造钢构1.计算型

计模2.几何息屋造部分结由如图示钢架成柱底混土或通面钢构接，钢顶部过桁接成框架悬部分用桁架行挑各框之亦采钢桁连，成双框且当置置柱支及面水支。

构材为Q345B3.荷载加屋上型钢构面条+天建防水恒载：0.5KN/m2；屋上型侧面璃及骨荷载1.0KN/m2；屋上型屋活载；风载屋面高45m，高系取1.61，振数取1.0，侧面迎面背风体形数0.8及-0.5，檐分体系取-1.3基风为0.45KN/m2计得荷载风力于恒载0.5KN/m2此考风吸对结构有作也参计算4.结构振计结第阶振为平，期为0.509s。

结第1振向平，期为0附30阶振周率：OutputCaseStepNum

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10.50921820.50699730.49969140.48062750.45275760.44048170.38037980.37309190.373042100.318375110.308309120.308309130.297737140.297737150.260103160.252768170.237436180.236686190.219184200.214629210.201276220.201151230.201132240.200721250.200613260.190104270.190091

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0.00000.00000.00000.00040.00040.21800.21800.21800.21800.21800.21800.21800.21800.21800.21800.30500.30500.30500.31200.31200.31200.31200.31200.31200.31200.31200.3120

0.79400.79400.80000.80000.80000.80000.80000.80000.97700.97700.97700.97700.97700.97700.97700.97700.97700.99100.99100.99100.99100.99100.99100.99100.99100.99100.9910

0.00160.00160.00160.00160.00160.00160.00160.00160.00180.00180.00180.00370.00370.00600.00600.00600.00600.00600.00600.00600.00620.00620.00780.00780.00780.00790.0079

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280.190080.0000

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0.3120

0.9910

0.0079MODALMODAL

290.190072300.190057

0.00020.0000

0.00000.0000

0.00000.0000

0.31200.3120

0.99100.9910

0.00790.00795变计算恒+组合结最大移下示该况最大向移.1mm7.1/4500=1/633<1/200，满要求恒+组合结最大移下示该况最大顶平为2.4mm12.4/5900=1/475<1/400满足求

EY工况结大顶移如图示：该况最大顶平为1.0mm11.0/5900=1/536<1/400满足求6.支座力全况络下支的情（位：7.构件算

经计算，有件比小0，足计求（）屋顶连钢构1.计算型计模（一固铰端动）

2.几何息连屋部分用向结体主桁用连南北侧凝构为要力构件，次架在屋造的置置，起主架间互联强体的作。面布置平撑，水平载递至座置。件质Q345B3.荷载加恒载5.0

活载2.0风载屋面高40m，高系取1.56，振数取1.0，侧面迎面背风体形数0.8及-0.5，本压为0.45KN/m2，计算风载。风力小于荷的KN/m2此虑吸对结构有作也参计算上钢构造作二构部钢的底工况的力荷接加相应的点。4.结构振计结第阶振为平，期为0.367s。

结第阶振为平，期为0.363s。附20阶振周率：OutputCaseStepNum

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10.367557

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0.021

0.8540.000249

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0.854MODALMODALMODALMODALMODALMODALMODALMODAL

20.36301330.31571140.31314750.31291160.312